Loading...
HomeMy WebLinkAbout; Bressi Ranch-Lennar Communities Part 3; Bressi Ranch Mass Grading Part 3; 2002-06-01c c c APPENDIX 5 TEMPORARY DESILTING BASIN CALCULATIONS c APPENDIX 5.1 SUMMARY TABLE C C BRESSI RANCH RISER DESIGN Basin 100 106 107 108 111 206 300 408 808 1200 2001 2011 4000 5025 5036 5050 5074 5086 6000 9005 9015 9025 Area (acres) 17.7 20.8 11.9 15.0 5.2 34.3 24.5 8.6 13.0 12.2 10.6 15.5 10.1 19.3 27.7 6.5 7.3 27.4 31.6 9.2 12.0 4.5 Ultimate Qioo (cfs) 72.4 79.2 49.9 69.6 24.5 77.6 46.4 41.4 48.9 30.0 44.2 55.4 26.3 N/A N/A 13.6 N/A N/A 57.9 20.0 25.3 10.0 Riser Qioo (cfs) 27.3 30.0 18.1 24.6 9.0 48.0 38.8 17.3 20.5 22.2 15.7 20.9 16.6 35.2 56.6 12.3 14.3 52.0 52.5 17.9 20.3 7.4 Debris Volume (yd3) 492 589 329 404 148 944 695 244 344 336 298 420 286 534 785 184 207 777 896 261 332 128 Surface Area (ft2) 6642 7951.5 4441 .5 5454 1998 12744 9382.5 3294 4644 4536 4023 5670 3861 7209 10597.5 2484 2794.5 10489.5 12096 3523.5 4482 1728 Outlet Pipe (inches) 36 36 30 36 24 36 30 30 30 24 30 30 24 30 30 18 18 30 30 24 24 18 Riser Pipe Size (inches) 48 48 42 48 36 two 36 42 42 42 36 42 42 36 42 two 36 30 30 two 36 two 36 36 36 30 Ho (feet) 0.75 0.80 0.57 0.65 0.50 0.90 1.10 0.55 0.65 0.80 0.55 0.65 0.65 1.05 1.00 0.60 0.70 1.00 1.00 0.70 0.80 0.50 Weir Width /^e^*-ilnchop^ 10 12 6 10 6 16 13 6 8 8 6 8 6 12 20 6 6 18 18 6 8 6 Notes: !. Basin Number shown on Mass Grading Hydrology Exhibit. 2. Area is tributary acreage io desilting basin per Mass Grading Plan. 3. Ultimate Q11K1 based upon ultimate condition QIODrational calculations. 4. Riser QIOO based on a cleared and mass graded site using C = 0.55. 5. Debris volume is from City of Carlsbad Capacity Table as shown supplement to DWG No. DS-3 (Temporary Desilting Basin Outlet and Capacity Table). The capacities are more conservative than the 2-year sediment yield calculate using MUSLE, 6. Surface area is desilting basin area assuming 2 feet of sediment deposition. 7. Outlet pipe size based on normal depth calculation using Ultimate QltH. 8. Riser pipe size calculated using weir equation with the sheet flow Q1UO discharge (see sample calculations for riser pipe sizing). 9. Ho is (he height of ponding above the top of the riser. 10. Basin depth assumes 2' sediment depth, 2' settling depth, Ho= 1.0', freeboard = 1.0'. 11. Weir width calculated assuming H = 1.0' (Q = 3.0 LH3"), where Q = QUISEli, L = 6' min. T:\waterresource\2244.0BressiMassGrading\desilting_basin.doc LENGTH PER PLAN/ — iSftl i — ^ ^ _ MIN. 18'« C.S.P.-12 GA.ATYPICAL THROUGHOUT \ — '•x, /PER PLAN. 6' MINIMUM ^-^*--' ^ / • : ""^^r- < i / \\* l/ J^ jjfl////n i/li/i^""Jv''///"l> • ^ \ / s\ , WIDTH. LENGTH. RIP-RAP SIZE AND FILTER ROCK SIZE PER PtA*' /\> •%, '-&- fS; ^1?-& X ^\ STANOPIPE-tS'* PIPE.MINIMUM WITH NO PERFORATIONS #6 REBAR.SPACED 6'O.C. AROUND RISER CIRCUMFERENCE <• RED PA,NT STRIPE ALL AROUND RISER PLAN VIEW NTS SLOPE FACES SHALL '9E HYDROSEEDED SIMILAR TO SDRS 0-70 2:1 OR FLATTER IF SO SPECIFIED ON PLANS TYPICAL THROUGHOUT SEE SECTION 300-6 STD. SPECS. T SLOPE PER PLAN. 17. MINIMUM —7 ft *1 COARSE ACGREGRATE 560-C-3250 CONCRETE > ANCHORS PER PLAN -SEE DETAIL A ' '3VO.D. OF i'DRAIN PIPE SECTION A-A NTS -SIMILAR TO SDRS D-72 SDRS D-70 CHANNEL OR. RIP RAP PER STD. BRAIN PIPE SECTION B-B SEE DETAIL B NTS DETAIL A NTS BASIN CAPACITY TABLE ( IN CUBIC YARDS) DETAIL Bsrre 1 1/2"* 2" A-36 STL ANGLE 4 LOCATIONS 1/2"* MB */ NUT tc WASHER NOTES 1) DESILTATION BASINS BUILT ON LOTS ADJACENT TO DWELLINGS SHALL BE COMPLETELY LINED WITH 3" GUNITE. 2) ALL STEEL PIPE AND HARDWARE TO BE HOT DIP GALVANIZED AFTER FABRICATION. TRACTAREA (ACRES) 10 15 20 40 80 100 150 200 AVERAGE SLOPES 2% 270 400 540 1080 2160 2700 4000 5400 5% 350 420 700 1400 2800 3500 4200 7000 8% 370 460 740 1480 2960 3700 4600 7400 10% 400 600 800 1600 3200 4000 6000 8000 12% 450 675 900 1800 3600 4500 6750 9000 15% 500 750 1000 2000 4000 5000 7500 10000 APPROVED IDATE CITY OF CARLStfAD TEMPORARY DESILTATION BASIN OUTLET AND CAPACITY TABLE SUPPLEMENTAL PjQ—O STANDARD NO. l-'W V? c APPENDIX 5.2 SAMPLE RISER PIPE CALCULATIONS C C T3(0a co a"3a.£ N SCO ®cn .9 x CTo c Z LU UJ . fit- to W, 0,i?( .-- G •6 ' .3*'* \,* UJ rtCL c.g §3a. oO CO xO CZ LU UJ Iflfr a •atoD_ C aE s-er^ ®K <501 .E. D) O CZ LLJ LU 41. & * Q o.w M- - fl..« 6 .. 03CL c a. s-e 05 . X CTo cZ LU UJ 8 ' I* If IU• •acaa_ c a.E °O CD .. D)O CZ LU LU TJCD 0. c LU CO Q. E Oo <D fegO) .9. O)O CZ LU II UJ 1.^ 05a co - O) . x CT O CZ LJJ Lil a* LU TOQ. C.Ois3Q. O U CO -i ^o cZ LU OC 111 (f- # I' A.a. -" S ,(? o.y .. . % G 7- ... & if $< A- t. &* ti.1 T3COQ_ c Q. *J «-£t^ ®o5 «05 .9 X C"5 cZ LU 111 \)'\m-ckr ' COQ_ co 00 3Q. E CT) . X °>O C Z LU UJ O.h1 r 0*. fl fr B APPENDIX 5.3 SAMPLE DEBRIS VOLUME CALCULATION C c T3COQ_ Co DQ.£oO CO £05 S xO C -Z. LU ID.it I?i^1^.. f-f UJ J* T3CO0. co 73"5Q. OO CO -i O) .!= x CT O C2 UJ %(/!/. Ul LU T3CO Q. co Q. O O CO -u o CD XO C Z LU Ul fit 05 Q_ C.g o.E So CD . X CTO C 2 LU LU •araQ_ c 3Q. co • d c"Z LU HI fit T3COD. c o. E en . . OlO CZ LU Ucikt labk- Ul en .£ •araa_ co Q.Eo CO «en .£x c*3o c -Z. LU UJ T3 & Co CL EoO r- <" m ® xO C Z LU LU // Vr k/j * (0a. c,o ra3Q.E coO) C xO Cz tu LU APPENDIX 5.4 SAMPLE MUSLE DEBRIS VOLUME CALCULATION c c c.o oiBQ. E 05 . X CTO Cz: LU LU fiV 5 Y ^ c^ lr-l*c^ x c/y c APPENDIX 6 CURB INLET CALCULATIONS C C BRESSI RANCH CURB INLETS PROJ. NUM 2244.00 PAGE 1 OF 1 CURB INLETS ON GRADE - ULTIMATE Q100 Street Name A A A A A A Alicante Alicante Alicante Alicante Alicante B B B B B B B B B B D D D D D D D D F F F F P P Q Street Station 12+49.53 1 2+49.53 20+91 .99 20+99.91 29+67 29+67 102+97.44 102+97.44 105+43.42 108+00 108+00 1+83.66 1+92.67 13+58.51 13+58.51 21+00 21+00 26+67.54 26+67.54 5+35.71 5+35.71 19+10 19+10 25+70 25+70 33+40 33+40 39+40 39+40 2+40 2+40 7+85 7+85 1+84.78 1+90.91 3+14.86 Street Side North South North South North South East West East East West South North Northeast Southwest Northeast Southwest East West North South North South North South North South North South North South North South East West East Q (CFS) 3.1 3.1 7.1 4.4 2.5 2.7 1.8 1.9 1.3 5.8 2.8 1.9 1.9 4.4 2.5 2.7 2.2 6.8 5.3 3.1 3.1 3.7 4.1 4.6 3.7 3.1 3.1 4.4 4.4 2.5 8.1 2.5 2.5 3.0 1.9 9.8 % Street Slope 2.52 2.52 6.00 6.00 4.50 4.50 4.00 4.00 6.80 6.80 6.80 3.00 3.00 8.00 8.00 5.20 5.20 6.00 6.00 3.00 3.00 2.60 2.60 5.90 5.90 3.50 3.50 2.30 2.30 2.50 2.50 1.90 1.90 1.50 1.50 4.60 Y (Feet) 0.28 0.28 0.31 0.28 0.25 0.26 0.23 0.24 0.20 0.29 0.25 0.25 0.25 0.27 0.23 0.25 0.24 0.31 0.29 0.28 0.28 0.29 0.30 0.28 0.27 0.28 0.28 0.31 0.31 0.27 0.37 0.28 0.28 0.30 0.27 0.36 CALC'D OPEN. L - (FEET) 9.30 9.30 19.81 13.19 8.09 8.51 6.14 6.31 4.81 16.97 9.06 6.14 6.14 13.52 8.52 8.73 7.30 18.97 15.51 9.30 9.30 10.83 11.71 13.79 11.37 9.30 9.30 12.28 12.28 7.68 19.76 7.50 7.50 8.57 5.84 24.43 NET OPENING (FEET) 10.00 10.00 20.00 14.00 9.00 9.00 7.00 7.00 5.00 17.00 10.00 7.00 7.00 14.00 9.00 9.00 8.00 19.00 16.00 10.00 10.00 11.00 12.00 14.00 12.00 10.00 10.00 13.00 13.00 8.00 20.00 8.00 8.00 9.00 6.00 25.00 CURB INLET SIZE (FT) 11.00 11.00 21.00 15.00 10.00 10.00 8.00 8.00 6.00 18.00 11.00 8.00 8.00 15.00 10.00 10.00 9.00 20.00 17.00 11.00 11.00 12.00 13.00 15.00 13.00 11.00 11.00 14.00 14.00 9.00 21.00 9.00 9.00 10.00 7.00 26.00 BYPASS Q (Cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 T:\WATERRES\2244-Bressi-MassGrading\CURB-INLETS\Curb-inlets.xls BRESSI RANCH CURB INLETS PROJ. MUM 2244.00 PAGE 1 OF 1 CURB INLETS IN SUMP - ULTIMATE Q100 Street Name A A ALICANTE ALICANTE C C C C D D D D E E Street Station 7+95.00 7+95.00 114+00 114+00 23+36.00 23+36.00 7+40.47 7+41 .29 11+00 11+00 52+75 52+75 1+98 1+98 Street Side East West East West East West North South North South North South East West 0 (CFS) 19.0 5.0 3.6 2.8 5.0 9.7 4.9 4.9 3.1 3.1 3.1 2.5 5 5.3 Q/FOOT (CFS/FT) 2 2 2 2 2 2 2 2 2 2 2 2 2 2 CALC'D OPEN L - (FEET) 9.50 2.50 1.80 1.40 2.50 4.85 2.45 2.45 1.55 1.55 1.55 1.25 2.5 2.65 NET OPENING (FEET) 10.00 4.00 4.00 4.00 4.00 5.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 CURB INLET SIZE (FT) 11.00 5.00 5.00 5.00 5.00 6.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 T:\WATERRES\2244-Bressi-MassGrading\CURB-INLETS\Curb-inlets.xls ULTIMATEQ100 - Street Flow Calculations Label A Street Sta 12+49.53 - north&south A Street Sta 20+91 .99 - NORTH A Street Sta 20+91 .99 - SOUTH A Street Sta 29+67-NORTH A Street Sta 29+67-SOUTH Alicante Street Sta 102+ 9 7. 44- EAST Alicante Street Sta 1 02+97.44-WEST Alicante Street Sta 105.43.42-EAST Alicante Street Sta 108+00-EAST Alicante Street Sta 1 08+00-WEST B Street Sta 1+83.66-SOUTH B Street Sta 1+92.67-NORTH B Street Sta 13+58.51 -NORTHEAST B Street Sta 13+58.51-SOUTHWEST B Street Sta 21+00-NORTHEAST B Street Sta 21+00-SOUTHWEST B Street Sta 26+67.54-EAST B Street Sta 26+67.54-WEST B Street Sta 5+35.71 -NORTH B Street Sta 5+35.71-SOUTH P Street Sta 1 ++90.91 -WEST P Street Sta 1+1+84.78-EAST Q Street Sta 3+14.86-EAST Discharge (els) 3.10 7.10 4.40 2.50 2.70 1.80 1.90 1.30 5.80 2.80 1.90 1.90 4.40 2.50 2.70 2-20 6-80 5.30 3.10 3.10 1.90 3.00 9.80 Actual Depth («) 0.28 0.31 0.28 0.25 0.26 0.23 0.24 0.20 0.29 0.25 0.25 0.25 0.27 0.23 0.25 0.24 0.31 0.29 0.28 0.28 0.27 0.30 0.36 Slope (ft/ft) 0.025200 0.060000 O.O60OOO 0.045000 0.045000 0.040000 0.040000 0.068000 0.068000 0.068000 0.030000 0.030000 0.080000 0.080000 0.052000 0.052000 0.060000 0.060000 0.030OOO 0.030000 0.015000 0.015000 0.046000 Top Width (ft) 9.61 11.07 9.53 7.99 8.25 7.10 7.28 5.41 9.87 7.67 7.74 7.74 8.98 7.05 8.00 7.32 10.87 9.75 9.51 9.51 8.97 10.30 13.40 Wetted Perimeter (ft) 9.82 11.30 9.73 8.17 8.44 7.28 7.45 5.56 10.09 7.86 7.93 7.93 9.18 7.22 8.19 7.50 11.10 9.97 9.72 9.72 9.17 10.52 13.67 Flow Area (ft2) _ 1.0 1.3 1.0 0.7 0.7 0.6 0.6 0.4 1.0 0.6 0.7 0.7 0.9 0.6 0.7 0.6 1.2 1.0 1.0 1.0 0.9 1.1 1.8 Velocity (ft/8) 3.16 5.54 4.56 3.59 3.6S 3.19 3.2Z 3.67 5.62 4.32 2.88 2.88 5.09 4.49 3.86 3.69 5.50 5.25 3.22 3.22 2.20 2.69 5.30 l:\...\curb-inlets\gutterdepths-ull.fm2 06/04/02 04:34:31 PM © Haestad Methods. Inc. Project Design Consultants 37 Brookside Road Waterbury. CT 06708 USA (203)755-1666 Project Engineer; Adolph Lugo FlowMaster v6.1 [614o] Page 1 of 1 c APPENDIX 7 CONCRETE DITCH, BLADED SWALE, RIP-RAP AND D-41 CALCULATIONS C C _^»*)». APPENDIX 7.1 CONCRETE DITCH CALCULATIONS C c Triangular Report \/- P Label D01 D02 DOS D04 DOS D06 D07 DOS D09 D10 D11 D12 D13 D14 D15 D16 D17 D18 D19 D20 D21 D22 D23 D24 D25 Discharge (cfs) 0.86 0.81 5.09 1.80 0.96 3.17 1.39 1.72 0.88 1.82 3.40 3.42 10.33 12.07 5.17 3.70 1.33 1.61 2.41 0.75 0.95 1.03 1.03 0.71 1.28 Slope (ft/ft) 0.246000 0.246000 0.508000 0.156000 0.224000 0.199000 0.266000 0.118000 0.056000 0.096000 0.050700 0.080500 0.115000 0.036000 0.044600 0.097000 0.011800 0.245000 0.273000 0.202000 0.202000 0.012000 0.012000 0.140000 0.081000 Depth (ft) 0.24 0.24 0.41 0.35 0.26 0.41 0.29 0.36 0.32 0.38 0.54 0.50 0.71 0.93 0.65 0.50 0.50 0.31 0.35 0.24 0.26 0.46 0.46 0.25 0.35 Velocity (ft/s) 11.76 11.58 24.07 11.92 11.67 15.05 13.65 10.62 6.79 9.96 9.17 10.92 16.46 11.07 9.70 11.94 4.20 13.73 15.82 10.55 11.19 3.96 3.96 9.07 8.56 Left Side Slope (H:V) 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 Right Side Slope <H:V) 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 Flow Area (ft2) 0.1 0.1 0.2 0.2 0.1 0.2 0.1 0.2 0.1 0.2 0.4 0.3 0.6 1.1 0.5 0.3 0.3 0.1 0.2 0.1 0.1 0.3 0.3 0.1 0.1 Top Width (ft) 0.60 0.59 1.03 0.87 0.64 1.03 0.71 0.90 0.81 0.96 1.36 1.25 1.77 2.33 1.63 1.24 1.26 0.77 0.87 0.60 0.65 1.14 1.14 0.63 0.86 Mannings Coefficient 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0.013 0(4*10* /;£.'tz" /Z" /Z-" /2 " /"Z " It" fZ." 12-'' iZ."1-2," ^ &'' tS" /&" /-£"' /Z' /-z-" /•£" /2-" tl" f2-'' /z." rl" 12" fZ" •37. S" 4s-* 37-S t:\...\hydraulics\browditch.fm2 06/10/02 04:56:15 PM © Haestad Methods, Inc. Project Design Consultants 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: David Nicolardi FlowMaster v6.1 [614o] (203) 755-1666 Page 1 of 1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * Dl * FILE NAME: C:\2244\D1.DAT TIME/DATE OF STUDY: 14:24 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS{DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREST-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 68.00 UPSTREAM ELEVATION = 423.00 DOWNSTREAM ELEVATION = 390.00 ELEVATION DIFFERENCE = 33.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.645 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW«<« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 390.00 DOWNSTREAM(FEET) = 357.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 134.00 CHANNEL SLOPE = 0.2463 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.15 FLOW VELOCITY(FEET/SEC) = 6.72 FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 6.33 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.30 = 202.00 FEET. FLOW PROCESS FROM NODE 1.30 TO NODE 1.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.335 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS} = 0.71 TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.86 TC(MIN) = 6.33 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.30 TC(MIN.) = 6.33 PEAK FLOW RATE(CFS) = 0.86 END OF RATIONAL METHOD ANALYSIS *********************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 •*** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D2 * FILE NAME: C:\2244\D2.DAT TIME/DATE OF STUDY: 16:21 06/10/200'2 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 65.00 UPSTREAM ELEVATION = 415.00 DOWNSTREAM ELEVATION = 390.00 ELEVATION DIFFERENCE = 25.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.795 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF{CFS) = 0.18 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION 'DATA: UPSTREAM(FEET) = 390.00 DOWNSTREAM(FEET) = 357.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 127.00 CHANNEL SLOPE = 0.2598 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS} = 0.18 FLOW VELOCITY(FEET/SEC) = 7.21 FLOW DEPTH(FEET) = 0.14 TRAVEL TIME(MIN.) = 0.29 Tc{MIN.) = 6.29 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 192.00 FEET. t************************************************************************** FLOW PROCESS FROM NODE 2.30 TO NODE 2.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.360 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.28 TOTAL RUNOFF(CFS} = 0.81 TC{MIN) = 6.29 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.28 TC(MIN.) = 6.29 PEAK FLOW RATE(CFS) = 0.81 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aesi Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 DESCRIPTION OF STUDY Bressi Ranch - 2244 100-Yr 6-Hr Browditch Hydrology D3 *******************r***************** FILE NAME: C:\2244\D3.DAT TIME/DATE OF STUDY: 14:40 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* :***********: FLOW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«:<« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 126.00 UPSTREAM ELEVATION = 291.00 DOWNSTREAM ELEVATION = 260.00 ELEVATION DIFFERENCE = 31.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.516 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.30 FLOW PROCESS FROM NODE 3.20 TO NODE 3.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 196.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 126.00 CHANNEL SLOPE = 0.5079 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.30 FLOW VELOCITY(FEET/SEC) = 10.53 FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 6.20 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 = 252.00 FEET. FLOW PROCESS FROM NODE 3.30 TO NODE 3.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.422 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA (ACRES) = 1.66 SUBAREA RUNOFF (CFS} = 4.80 TOTAL AREA(ACRES) = 1.76 TOTAL RUNOFF(CFS) = 5.09 TC(MIN) = 6.20 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.76 TC(MIN-) = 6.20 PEAK FLOW RATE(CFS) = 5.09 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software {aes} Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 619-235-6471 :******* DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D4 * FILE NAME: C:\2244\D4.DAT TIME/DATE OF STUDY: 14:42 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL : CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of -Curb) 2. (Depth) * (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 150.00 UPSTREAM ELEVATION = 277.00 DOWNSTREAM ELEVATION = 220.00 ELEVATION DIFFERENCE = 57.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.263 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.32 t****************************************: FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 220.00 DOWNSTREAM(FEET) = 196.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 154.00 CHANNEL SLOPE = 0.1558 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.32 FLOW VELOCITY(FEET/SEC) = 6.93 FLOW DEPTH(FEET) = 0.19 TRAVEL TIME{MIN.) = 0.37 Tc(MIN.) = 6.37 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.30 = 304.00 FEET. FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.310 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) = 1.48 TOTAL AREA(ACRES) « 0.63 TOTAL RUNOFF{CFS) = 1.80 TC(MIN) = 6.37 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.63 TC{MIN.) = 6.37 PEAK FLOW RATE(CFS) = 1.80 END OF RATIONAL METHOD ANALYSIS *************************************************^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes! Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY **' * Bressi Ranch - 2244 * 100-Yr 6-Hr Browditch Hydrology * D5 ?****************** FILENAME: C:\2244\D5.DAT TIME/DATE OF STUDY: 14:44 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as {Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 99.00 UPSTREAM ELEVATION = 280.00 DOWNSTREAM ELEVATION = 240.00 ELEVATION DIFFERENCE = 40.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.393 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS} = 0.30 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5-30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 240.00 DOWNSTREAM(FEET) = 218.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 98.00 CHANNEL SLOPE = 0.2245 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA{CFS) = 0.30 FLOW VELOCITY(FEET/SEC) = 7.92 FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN-) = 0.21 Tc(MIN.) = 6.21 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.30 = 197.00 FEET. ******************************************************************! FLOW PROCESS FROM NODE 5.30 TO NODE 5.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<:«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.417 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {AMC II) = 87 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.96 TC(MIN) = 6.21 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.33 TC(MIN.) = 6.21 PEAK FLOW RATE(CFS) = 0.96 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes! Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY **************^ * Bressi Ranch - 2244 * 100-Yr 6-Hr Browditch Hydrology * D6 FILE NAME: C:\2244\D6.DAT TIME/DATE OF STUDY: 14:46 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ******************************************************************: FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 94.00 UPSTREAM ELEVATION = 291.00 DOWNSTREAM ELEVATION = 260.00 ELEVATION DIFFERENCE = 31.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.538 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.24 ************************************************ FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 208.00 CHANNEL LENGTH THRU SUBAREA(FEET} = 261.00 CHANNEL SLOPE = 0.1992 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA{CFS) = 0.24 FLOW VELOCITY(FEET/SEC) = 7.10 FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 6.61 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.30 = 355.00 FEET. ?**************************************! FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.160 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {AMC II) = 87 SUBAREA AREA(ACRES) = 1.06 SUBAREA RUNOFF{CFS) = 2.94 TOTAL AREA(ACRES) = 1.14 TOTAL RUNOFF(CFS) = 3.17 TC{MIN) = 6.61 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.14 TC(MIN.) = 6.61 PEAK FLOW RATE(CFS) = 3.17 END OF RATIONAL METHOD ANALYSIS *************************! RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D7 * FILENAME: C:\2244\D7.DAT TIME/DATE OF STUDY: 14:48 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 69.00 UPSTREAM ELEVATION = 273.00 DOWNSTREAM ELEVATION = 250.00 ELEVATION DIFFERENCE = 23.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.020 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.12 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.12 :*********************************** FLOW PROCESS FROM NODE 7.20 TO NODE 7.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW«<« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<« ELEVATION DATA: UPSTREAM(FEET) = 250.00 DOWNSTREAM(FEET) = 208.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 158.00 CHANNEL SLOPE = 0.2658 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.12 FLOW VELOCITY(FEET/SEC) = 6.65 FLOW DEPTH(FEET) = 0.12 TRAVEL TIME(MIN. ) = 0.40 Tc(MIN.) = 6.40 LONGEST FLOWPATH FROM NODE 7.10 TO NODE 7.30 = 227.00 FEET. FLOW PROCESS FROM NODE 7.30 TO NODE 7.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.294 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF{CFS) = 1.27 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.39 TC(MIN) = 6.40 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.49 TC(MIN.) = 6.40 PEAK FLOW RATE(CFS) = 1.39 END OF RATIONAL METHOD ANALYSIS *************.*************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D8 * FILE NAME: C:\2244\D8.DAT TIME/DATE OF STUDY: 14:50 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 8.10 TO NODE 8.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 109.00 UPSTREAM ELEVATION = 273.00 DOWNSTREAM ELEVATION = 250.00 ELEVATION DIFFERENCE = 23.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) « 4.421 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF{CFS} = 0.18 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.18 FLOW PROCESS FROM NODE 8.20 TO NODE 8.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 250.00 DOWNSTREAM(FEET) = 218.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 271.00 CHANNEL SLOPE = 0.1181 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.18 FLOW VELOCITY(FEET/SEC) = 5.33 FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.85 Tc(MIN-) = 6.85 LONGEST FLOWPATH FROM NODE 8.10 TO NODE 8.30 = 380.00 FEET. FLOW PROCESS FROM NODE 8.30 TO NODE 8.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.023 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF{CFS) = 1.54 TOTAL AREA(ACRES) = 0.63 TOTAL RUNOFF(CFS) = 1.72 TC(MIN) = 6.85 END OF STUDY SUMMARY: TOTAL AREA (ACRES) PEAK FLOW RATE (CFS) 0.63 TC{MIN.) = 1.72 6.85 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D9 * ************************************************************************** FILE NAME: C:\2244\D9.DAT TIME/DATE OF STUDY: 14:52 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAW OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 9.10 TO NODE 9.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«:<« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 217.00 UPSTREAM ELEVATION = 335.00 DOWNSTREAM ELEVATION = 276.00 ELEVATION DIFFERENCE = 59.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.732 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.18 FLOW PROCESS FROM NODE 9.20 TO NODE 9.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 276.00 DOWNSTREAM(FEET) = 270.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 107.00 CHANNEL SLOPE = 0.0561 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.18 FLOW VELOCITY(FEET/SEC) = 4.10 FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 0.44 Tc(MIN-) = 6.44 LONGEST FLOWPATH FROM NODE 9.10 TO NODE 9.30 = 324.00 FEET. FLOW PROCESS FROM NODE 9.30 TO NODE 9.30 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.269 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {AMC II) = 87 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF{CFS) = 0.71 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF{CFS) = 0.88 TC(MIN) = 6.44 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.31 TC(MIN.) = 6.44 PEAK FLOW RATE(CFS) = 0.88 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D10 * FILENAME: C:\2244\D10.DAT TIME/DATE OF STUDY: 14:55 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.10 TO NODE 10.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 377.00 UPSTREAM ELEVATION = 380.00 DOWNSTREAM ELEVATION = 276.00 ELEVATION DIFFERENCE = 104.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.519 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.670 SUBAREA RUNOFF{CFS) = 0.33 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF{CFS) = 0.33 ***************************************************************************^ FLOW PROCESS FROM NODE 10.20 TO NODE 10.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<« ELEVATION DATA: UPSTREAM(FEET) = 276.00 DOWNSTREAM(FEET) = 263.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 135.00 CHANNEL SLOPE = 0.0963 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA{CFS) = 0.33 FLOW VELOCITY(FEET/SEC) = 5.97 FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN-) = 0.38 Tc(MIN.) = 7.90 LONGEST FLOWPATH FROM NODE 10.10 TO NODE 10.30 = 512.00 FEET. FLOW PROCESS FROM NODE 10.30 TO NODE 10.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.494 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) » 0.60 SUBARSA RUNOFF{CFS) = 1.48 TOTAL AREA(ACRES) = 0.73 TOTAL RUNOFF(CFS) = 1.82 TC(MIN) = 7.90 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.73 TC(MIN.) = 7.90 PEAK FLOW RATE(CFS) = 1-82 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference : SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 619-235-6471 Bressi Ranch - 2244 100-Yr 6-Hr Browditch Hydrology Dll FILE NAME: C:\2244\D11.DAT TIME/DATE OF STUDY: 15:39 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL : CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2 . (Depth) * (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.20 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 423.00 UPSTREAM ELEVATION = 400.00 DOWNSTREAM ELEVATION = 278.00 ELEVATION DIFFERENCE = 122.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.848 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.516 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.62 *************************************************************************** FLOW PROCESS FROM NODE 11.20 TO NODE 11.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «<« ELEVATION DATA: UPSTREAM(FEET) = 278.00 DOWNSTREAM(FEET) = 263.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 296.00 CHANNEL SLOPE = 0.0507 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA{CFS) = 0.62 FLOW VELOCITY(FEET/SEC) = 5.43 FLOW DEPTH(FEET) = 0.30 TRAVEL TIME(MIN.) = 0.91 Tc(MIN-) = 8.76 LONGEST FLOWPATH FROM NODE 11.10 TO NODE 11.30 = 719.00 FEET. FLOW PROCESS FROM NODE 11.30 TO NODE 11.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.140 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF{CFS) = 2.78 TOTAL AREA(ACRES) = 1.45 TOTAL RUNOFF(CFS) = 3.40 TC(MIN) = 8.76 END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 1-45 TC(MIN-) = 8.76 PEAK FLOW RATE(CFS) = 3.40 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D12 * FILENAME: C:\2244\D12.DAT TIME/DATE OF STUDY: 15:01 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 366.00 UPSTREAM ELEVATION = 400.00 DOWNSTREAM ELEVATION = 298.00 ELEVATION DIFFERENCE = 102.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.384 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.737 SUBAREA RUNOFF{CFS) = 0.52 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CPS) = 0.52 ***************************************i FLOW PROCESS FROM NODE 12.20 TO NODE 12.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT} <«« ELEVATION DATA: UPSTREAM(FEET) = 298.00 DOWNSTREAM(FEET) = 272.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 323.00 CHANNEL SLOPE = 0.0805 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.52 FLOW VELOCITY(FEET/SEC) = 6.01 FLOW DEPTH(FEET) = 0.26 TRAVEL TIME(MIN.) = 0.90 Tc(MIN-) = 8.28 LONGEST FLOWPATH FROM NODE 12.10 TO NODE 12.30 = 689.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 12.30 TO NODE 12.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.328 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS} = 2.90 TOTAL AREA(ACRES) = 1.41 TOTAL RUNOFF(CFS} = 3.42 TC(MIN) = 8.28 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.41 TC(MIN.) = 8.28 PEAK FLOW RATE(CFS) = 3.42 END OF RATIONAL METHOD ANALYSIS :*********• RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aesl Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ****** * Bressi Ranch - 2244 * 100-Yr 6-Hr Browditch Hydrology * D13 FILENAME: C:\2244\D13.DAT TIME/DATE OF STUDY: 15:04 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 13.10 TO NODE 13.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 368.00 UPSTREAM ELEVATION = 400.00 DOWNSTREAM ELEVATION = 298.00 ELEVATION DIFFERENCE = 102.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.417 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.720 SUBAREA RUNOFF(CFS) = 1.34 TOTAL AREA(ACRES) = 0.52 TOTAL RUNOFF{CFS) = 1.34 ************************************************************************** FLOW PROCESS FROM NODE 13.20 TO NODE 13.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 298.00 DOWNSTREAM(FEET) = 237.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 531.00 CHANNEL SLOPE = 0.1149 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.34 FLOW VELOCITY(FEET/SEC) = 8.84 FLOW DEPTH(FEET) =0.35 TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 8.42 LONGEST FLOWPATH FROM NODE 13.10 TO NODE 13.30 = 899.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 13.30 TO NODE 13.30 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.272 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 3.79 SUBAREA RUNOFF(CFS) = 8.99 TOTAL AREA(ACRES) = 4.31 TOTAL RUNOFF(CFS) = 10.33 TC(MIN) = 8.42 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.31 TC(MIM.) = 8.42 PEAK FLOW RATE(CFS) = 10.33 END OF RATIONAL METHOD ANALYSIS ********* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 , * * 100-Yr 6-Hr Browditch Hydrology * * D14 * FILE NAME: C:\2244\D14.DAT TIME/DATE OF STUDY: 15:06 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SI2E PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 14.10 TO NODE 14.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT - .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 611.00 UPSTREAM ELEVATION = 400.00 DOWNSTREAM ELEVATION = 237.00 ELEVATION DIFFERENCE = 163.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 9.680 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.818 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.72 r************************************************************************** FLOW PROCESS FROM NODE 14.20 TO NODE 14.30 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 237.00 DOWNSTREAM(FEET) = 235.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 55.00 CHANNEL SLOPE = 0.0364 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.72 FLOW VELOCITY(FEET/SEC) = 4.94 FLOW DEPTH(FEET) = 0.34 TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 9.87 LONGEST FLOWPATH FROM NODE 14.10 TO NODE 14.30 = 666.00 FEET. I************************************************************************** FLOW PROCESS FROM NODE 14.30 TO NODE 14.30 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.759 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 5.30 SUBAREA RUNOFF(CFS) = 11.35 TOTAL AREA(ACRES) = 5.63 TOTAL RUNOFF(CFS) = 12.07 TC(MIN) = 9.87 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.63 TC(MIN-) = 9.87 PEAK FLOW RATE(CFS) = 12.07 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 619-235-6471 * Bressi Ranch - 2244 * 100-Yr 6-Hr Browditch Hydrology * D15 FILE NAME: C:\2244\D15.DAT TIME/DATE OF STUDY: 15:08 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL : CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 -30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS : 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of -Curb) 2. (Depth) * (Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 15.10 TO NODE 15.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 646.00 UPSTREAM ELEVATION = 405.00 DOWNSTREAM ELEVATION = 238.00 ELEVATION DIFFERENCE = 167.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.058 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.700 SUBAREA RUNOFF(CFS) = 0.70 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.70 FLOW PROCESS FROM NODE 15.20 TO NODE 15.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 238.00 DOWNSTREAM(FEET) = 226.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 269.00 CHANNEL SLOPE = 0.0446 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.70 FLOW VELOCITY(FEET/SEC) = 5.28 FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 10.91 LONGEST FLOWPATH FROM NODE 15.10 TO NODE 15.30 = 915.00 FEET. *************************************************************************** FLOW PROCESS FROM NODE 15.30 TO NODE 15.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.461 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 2.23 SUBAREA RUNOFF{CFS) = 4.48 TOTAL AREA(ACRES) = 2.56 TOTAL RUNOFF(CFS} = 5.17 TC(MIN) = 10.91 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.56 TC(MIN.) = 10.91 PEAK FLOW RATE(CFS) = 5.17 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Eressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D16 * FILE NAME: C:\2244\D16.DAT TIME/DATE OF STUDY: 15:11 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint ~ 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 16.10 TO NODE 16.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT » .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 678.00 UPSTREAM ELEVATION = 410.00 DOWNSTREAM ELEVATION = 249.00 ELEVATION DIFFERENCE = 161.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 10.600 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CAUTION: SUBAREA FLOWLENGTH EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.544 SUBAREA RUNOFF(CFS) = 0.65 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.65 FLOW PROCESS FROM NODE 16.20 TO NODE 16.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 249.00 DOWNSTREAM(FEET) = 226.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 237.00 CHANNEL SLOPE = 0.0970 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.65 FLOW VELOCITY(FEET/SEC) = 7.09 FLOW DEPTH(FEET) = 0.27 TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 11.16 LONGEST FLOWPATH FROM NODE 16.10 TO NODE 16.30 = 915.00 FEET. FLOW PROCESS FROM NODE 16.30 TO NODE 16.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<;«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.396 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 1.86 TOTAL RUNOFF(CFS) = 3.70 TC(MIN) = 11.16 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.86 TC(MIN.) = 11.16 PEAK FLOW RATE(CFS) = 3.70 END OF RATIONAL METHOD ANALYSIS ************************************************ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared fay: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY * Bressi Ranch - 2244 * 100-Yr 6-Hr Browditch Hydrology * D17 FILE NAME: C:\2244\D17.DAT TIME/DATE OF STUDY: 15:14 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEPLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth} - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*PT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 17.10 TO NODE 17.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 410.00 DOWNSTREAM ELEVATION = 249.00 ELEVATION DIFFERENCE = 161.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 5.373 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 1.33 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF{CFS) = 1.33 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.45 TC(MIN-) = 6.00 PEAK FLOW RATE(CFS) = 1.33 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D18 * FILENAME: C:\2244\D18.DAT TIME/DATE OF STUDY: 15:16 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - {Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* r************************************************************************** FLOW PROCESS FROM NODE 18.10 TO NODE 18.20 IS CODE = 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH - 287.00 UPSTREAM ELEVATION = 340.00 DOWNSTREAM ELEVATION = 279.00 ELEVATION DIFFERENCE = 61.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.156 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.854 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.32 FLOW PROCESS FROM NODE 18.20 TO NODE 18.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 279.00 DOWNSTREAM(FEET) = 234.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 184.00 CHANNEL SLOPE = 0.2446 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.32 FLOW VELOCITY{FEET/SEC) = 7.95 FLOW DEPTH(FEET) = 0,18 TRAVEL TIME(MIN.) = 0.39 Tc(MIN-) = 7.54 LONGEST FLOWPATH FROM NODE 18.10 TO NODE 18.30 = 471.00 FEET. FLOW PROCESS FROM NODE 18.30 TO NODE 18.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.659 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.51 SUBAREA RUNOFF(CFS) = 1.30 TOTAL AREA(ACRES) = 0.63 TOTAL RUNOFF(CFS) = 1.61 TC(MIN) = 7.54 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.63 TC(MIN.) = 7.54 PEAK FLOW RATE(CFS) = 1.61 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY * Bressi Ranch - 2244 * 100-Yr 6-Hr Browditch Hydrology * D19 **************************************************** FILE NAME: C:\2244\D19.DAT TIME/DATE OF STUDY: 15:19 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ****************************************************: FLOW PROCESS FROM NODE 19.10 TO NODE 19.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 175.00 UPSTREAM ELEVATION = 317.00 DOWNSTREAM ELEVATION = 260.00 ELEVATION DIFFERENCE = 57.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.847 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.80 TOTAL AREA(ACRES) = 0.27 TOTAL RUNOFF(CFS) = 0.80 ****************************************************** FLOW PROCESS FROM NODE 19.20 TO NODE 19.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW«<« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 218.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 154.00 CHANNEL SLOPE = 0.2727 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.80 FLOW VELOCITY(FEET/SEC) = 10.95 FLOW DEPTH(FEET) = 0.24 TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 6.23 LONGEST FLOWPATH FROM NODE 19.10 TO NODE 19.30 = 329.00 FEET. FLOW PROCESS FROM NODE 19.30 TO NODE 19.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.399 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {AMC II) = 87 SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 0.83 TOTAL RUNOFF(CFS) = 2.41 TC(MIN) = 6.23 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.83 TC(MIN.) = 6.23 PEAK FLOW RATE(CFS) = 2.41 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D20 * FILE NAME: C:\2244\D20.DAT TIME/DATE OF STUDY: 15:21 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAW DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - {Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 20.10 TO NODE 20.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 60.00 UPSTREAM ELEVATION = 260.00 DOWNSTREAM ELEVATION = 240.00 ELEVATION DIFFERENCE = 20.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.816 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF{CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 20.20 TO NODE 20.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »>»TRAVELTIME THRU SUBAREA {EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 240.00 DOWNSTREAM(FEET) = 218.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 109.00 CHANNEL SLOPE = 0.2018 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.18 FLOW VELOCITY(FEET/SEC) = 6.48 FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 6.28 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 20.30 = 169.00 FEET. ********************************************************: FLOW PROCESS FROM NODE 20.30 TO NODE 20.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.369 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0.75 ,TC(MIN) = 6.28 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.26 TC(MIN.) = 6.28 PEAK FLOW RATE(CFS} = 0.75 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street, Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D21 * FILE NAME: C:\2244\D21.DAT TIME/DATE OF STUDY: 15:22 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE (INCH) =18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C" -VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL : CURB GUTTER -GEOMETRIES : MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as {Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* (***********************************************: FLOW PROCESS FROM NODE 21.10 TO NODE 21.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 60.00 UPSTREAM ELEVATION = 260.00 DOWNSTREAM ELEVATION = 240.00 ELEVATION DIFFERENCE = 20.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.816 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS} = 0.21 ***********: FLOW PROCESS FROM NODE •*********; 21.20 TO NODE 21.30 IS CODE = 51 »>»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA {EXISTING ELEMENT) ELEVATION DATA: UPSTREAM(FEET) = 240.00 DOWNSTREAM(FEET) = 218.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 109.00 CHANNEL SLOPE = 0.2018 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH{FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.21 FLOW VELOCITY(FEET/SEC) = 6.84 FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 6.27 LONGEST FLOWPATH FROM NODE 21.10 TO NODE 21.30 = 169.00 FEET. ********: FLOW PROCESS FROM NODE •****************!********** 21.30 TO NODE 21.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.378 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS} = 0.75 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.95 TC(MIN) = 6.27 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.33 TC(MIN.) = 0.95 6.27 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D22 * ************************************************************************** FILENAME: C:\2244\D22.DAT TIME/DATE OF STUDY: 15:25 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) {FT} (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 22.10 TO NODE 22.20 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 125.00 UPSTREAM ELEVATION = 300.00 DOWNSTREAM ELEVATION = 258.00 ELEVATION DIFFERENCE = 42.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 4.054 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.24 *****•*********; FLOW PROCESS FROM NODE •*******************************,******** 22.20 TO NODE 22 .30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 256.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 165.00 CHANNEL SLOPE = 0.0121 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.24 FLOW VELOCITY(FEET/SEC) = 2.45 FLOW DEPTH(FEET) = 0.28 TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 7.12 LONGEST FLOWPATH FROM NODE 22.10 TO NODE 22.30 = 290.00 FEET. *************! FLOW PROCESS FROM NODE ?****************•r******** 22.30 TO NODE 22.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.873 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC SUBAREA AREA (ACRES) = TOTAL AREA (ACRES) = 0 TC(MIN) = 7.12 END OF STUDY SUMMARY: TOTAL AREA (ACRES) PEAK FLOW RATE (CFS) II) = 87 0.30 SUBAREA RUNOFF (CFS) = 0.79 .38 TOTAL RUNOFF (CFS) = 1.03 0.38 TC(MIN. } = 7.12 1.03 END OF RATIONAL METHOD ANALYSIS it***********************************************************. RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 E Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY *************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D23 * ************************************************************************** FILE NAME: C:\2244\D23.DAT TIME/DATE OF STUDY: 15:27 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ****************************************************************#*. FLOW PROCESS FROM NODE 23.10 TO NODE 23.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 90.00 UPSTREAM ELEVATION = 300.00 DOWNSTREAM ELEVATION = 258.00 ELEVATION DIFFERENCE = 42.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 3.083 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0-24 **************************************************************************** FLOW PROCESS FROM NODE 23.20 TO NODE 23.20 IS CODE = 51 >»»COMPUTE TRAPESOIDAL CHANNEL FLOW«<« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 258.00 DOWNSTREAM(FEET) = 256.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 168.00 CHANNEL SLOPE = 0.0119 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.24 FLOW VELOCITY(FEET/SEC) = 2.45 FLOW DEPTH(FEET) = 0.28 TRAVEL TIME(MIN.) = 1.14 Tc(MIN-) = 7.14 LONGEST FLOWPATH FROM NODE 23.10 TO NODE 23.20 = 258.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.30 TO NODE 23.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.862 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.38 TOTAL RUNOFF{CFS) = 1.03 TC(MIN) = 7.14 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.38 TC(MIN.) = 7.14 PEAK FLOW RATE(CFS) = 1-03 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D24 * ************************************************************************** FILE NAME: C:\2244\D24.DAT TIME/DATE OF STUDY: 15:30 06/10/2002 — — — — — — — — —— — — — — ,-. — _______ — -.— — -, — — — -,-.__ __ v — _.. — — _ _ _ _,.__________»,,,_ _ _ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STRSET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) {FT} SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as {Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SI2E PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 24.10 TO NODE 24.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 57.00 UPSTREAM ELEVATION = 240.00 DOWNSTREAM ELEVATION = 210.00 ELEVATION DIFFERENCE = 30.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.357 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) =0.15 ***************: FLOW PROCESS FROM NODE :*************************! 24.20 TO NODE 24.30 IS CODE = ********* 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ELEVATION DATA: UPSTREAM(FEET) = 210-00 DOWNSTREAM(FEET) = 192.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 129.00 CHANNEL SLOPE = 0.1395 CHANNEL BASE(FEET) » 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.15 FLOW VELOCITY(FEET/SEC) = 5.40 FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 0.40 Tc(MIN-) = 6.40 LONGEST FLOWPATH FROM NODE 24.10 TO NODE 24.30 = 186.00 FEET. FLOW PROCESS FROM NODE '******************!:******* 24.30 TO NODE 24.30 IS CODE = 81 »>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.293 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF{CFS) = 0.71 TC{MIN) = 6.40 END OF STUDY SUMMARY: TOTAL AREA (ACRES) PEAK FLOW RATE (CFS) 0.25 TC(MIN-) = 0.71 6.40 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL {c) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D25 * ************************************************************************** FILENAME: C:\2244\D25.DAT TIME/DATE OF STUDY: 15:32 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: * 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 25.10 TO NODE 25.20 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<« RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 INITIAL SUBAREA FLOW-LENGTH = 62.00 UPSTREAM ELEVATION = 240.00 DOWNSTREAM ELEVATION = 210.00 ELEVATION DIFFERENCE = 30.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.528 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF{CFS) = 0.30 *************: FLOW PROCESS FROM NODE *********************** 25.20 TO NODE 25.30 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ELEVATION DATA: UPSTREAM(FEET) = 210.00 DOWNSTREAM(FEET) = 192.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 223.00 CHANNEL SLOPE = 0.0807 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA{CFS) = 0.30 FLOW VELOCITY{FEET/SEC) = 5.32 FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 6.70 LONGEST FLOWPATH FROM NODE 25.10 TO NODE 25.30 = 285.00 FEET. **********: FLOW PROCESS FROM NODE 25.30 TO NODE ?********** 25.30 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«<« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.109 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {AMC II) = 87 SUBAREA AREA(ACRES) = 0.36 SUBAREA RUNOFF(CFS) = 0.99 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1.28 TC(MIN) = 6.70 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE{CFS) 0.46 TC(MIN, 1.28 6.70 END OF RATIONAL METHOD ANALYSIS c APPENDIX 7.2 BLADED SWALE CALCULATIONS c c BRESSI RANCH Job. No. 2244.00 TEMPORARY BLADED SWALE DESIGN Area (acres) 1 2 4 6 8 10 12 14 16 18 20 22 Q (cfs) 2 4 8 12 16 20 24 28 32 36 40 44 Swale Side Slope 2to1 2to1 2to1 3to1 4to1 5to1 5to1 6to1 8to1 8to1 8to1 10to1 Swale Width (ft) 4 4 4 6 8 10 10 12 16 16 16 20 Swale Depth (inches) 12 12 12 12 12 12 12 12 12 12 12 12 Notes: 1. Mass graded Q is based on 2 cfs/ac (most conservative cfs/acre from mass grading hydrology) 2. Swale slope = 2% Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Left Side Slope Right Side Slope Attribute Slope (ft/ft) Depth (ft) Swale-1% Slope Triangular Channel Manning's Formula Discharge 0.025 2.00 H : V 2.00 H : V Minimum Maximum Increment 0.010000 0.50 0.050000 1.00 0.010000 0.50 Slope (ft/ft) 0.010000 0.020000 0.030000 0.040000 0.050000 0.010000 0.020000 0.030000 0.040000 0.050000 Depth (ft) 0.50 0.50 0.50 0.50 0.50 1.00 1.00 1.00 1.00 1.00 Discharge (cfs) 1.09 1.55 1.90 2.19 2.45 6.95 9.83 12.04 13,90 15.54 Velocity (ft/s) 2.19 3.10 3.79 4.38 4.90 3.48 4.92 6.02 6.95 7.77 Flow Area (ft2) 0.5 0.5 0.5 0.5 0.5 2.0 2.0 2.0 2.0 2.0 Wetted Perimeter (ft) 2.24 2.24 2.24 2.24 2.24 4.47 4.47 4.47 4.47 4.47 Top Width (ft) 2.00 2.00 2.00 2.00 2.00 4.00 4.00 4.00 4.00 4.00 Project Engineer: Adolph Lugo c:\haestad\fmw\2244_bladedswale.fm2 Project Design Consultants FlowMaster v6.1 [614o] 06/10/02 06:27:04 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Left Side Slope Right Side Slope Attribute Slope (ft/ft) Depth (ft) Swale - 3 to 1 Side Slope Triangular Channel Manning's Formula Discharge 0.025 3.00 H : V 3.00 H : V Minimum Maximum Increment 0.010000 0.50 0.050000 1.00 0.010000 0.50 Slope (ft/ft) 0.010000 0.020000 0.030000 0.040000 0.050000 0.010000 0.020000 0.030000 0.040000 0.050000 Depth (ft) 0.50 0.50 0.50 0.50 0.50 1.00 1.00 1.00 1.00 1.00 Discharge (cfs) 1.71 2.42 2.96 3.42 3.82 10.85 15.34 18.78 21.69 24.25 Velocity (ft/a) 2.28 3.22 3.94 4.55 5.09 3.62 5.11 6.26 7.23 8.08 Flow Area (ft") 0.8 0.8 0.8 0.8 0.8 3.0 3.0 3.0 3.0 3.0 Wetted Perimeter (ft) 3.16 3.16 3.16 3.16 3.16 6.32 6.32 6.32 6.32 6.32 Top Width (ft) 3.00 3.00 3.00 3.00 3.00 6.00 6.00 6.00 6.00 6.00 c:\haestad\fmw\2244_bladedswale.fm2 06/10/02 06:28:00 PM © Haestad Methods, Inc. Project Engineer: Adolph Lugo Project Design Consultants FlowMaster v6.1 [614o] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Row Element Method Solve For Input Data Mannings Coefficient Left Side Slope Right Side Slope Attribute Slope (ft/ft) Depth (ft) Swale - 5 to 1 Side Slope Triangular Channel Manning's Formula Discharge 0.025 5.00 H : V 5.00 H : V Minimum Maximum Increment 0.010000 0.50 0.050000 1.00 0.010000 0.50 Slope (ft/ft) 0.010000 0.020000 0.030000 0.040000 0.050000 0.01 0000 0.020000 0.030000 0.040000 0.050000 Depth (ft) 0.50 0.50 0.50 0.50 0.50 1.00 1.00 1.00 1.00 1.00 Discharge (cfs) 2.91 4.12 5.04 5.82 6.51 18.48 26.13 32.01 36.96 41.32 Velocity <ft/s) 2.33 3.29 4.03 4.66 5.21 3.70 5.23 6.40 7.39 8.26 Flow Area (ft2) 1.3 1.3 1.3 1.3 1.3 5.0 5.0 5.0 S.O 5.0 Wetted Perimeter (ft) 5.10 5.10 5.10 5.10 5.10 10.20 10.20 10.20 10.20 10.20 Top Width (ft) 5.00 5.00 5.00 5.00 5.00 10.00 10.00 10.00 10.00 10.00 Project Engineer: Adolph Lugo c:\haestad\fmw\2244_bladedswale.fm2 Project Design Consultants FlowMaster v6.1 [614o] 06/10/02 06:28:39 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 USA (203) 755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Left Side Slope Right Side Slope Attribute Swale - 6 to 1 Side Slope Triangular Channel Manning's Formula Discharge 0.025 6.00 H : V 6.00 H : V Minimum Maximum Increment Slope (ft/ft) Depth (ft) 0.010000 0.50 0.050000 1.00 0.010000 0.50 Slope (ft/ft) 0.010000 0.020000 0.030000 0.040000 0,050000 0.010000 0.020000 0.030000 0.040000 0.050000 Depth (ft) 0.50 0.50 0.50 0.50 0.50 1.00 1.00 1.00 1.00 1.00 Discharge (cfs) 3.51 4.96 6.07 7.01 7.84 22.26 31.48 38.56 44.52 49.78 Velocity (ft/s) 2.34 3.31 4.05 4.67 5.23 3.71 5.25 6.43 7.42 8.30 Flow Area (ft2) 1.5 1.5 1.5 1.5 1.5 6.0 6.0 6.0 6.0 6.0 Wetted Perimeter <K) 6.08 6.08 6.08 6.08 6.08 12.17 12.17 12.17 12.17 12.17 Top Width (ft) 6.00 6.00 6.00 6.00 6.00 12.00 12.00 12.00 12.00 12.00 Project Engineer: Adolph Lugo t:\...\hydraulics\2244_bladedswale.fm2 Project Design Consultants FlowMaster v6.1 [614o] 06/10/02 06:45:50 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Left Side Slope Right Side Slope Attribute Slope (ft/ft) Depth (ft) Swale - 8 to 1 Side Slope Triangular Channel Manning's Formula Discharge 0.025 8.00 H:V 8.00 H : V Minimum Maximum Increment 0.010000 0.50 0.050000 1.00 0.010000 0.50 Slope (ft/ft) 0.010000 0.020000 0.030000 0.040000 0.050000 0.010000 0.020000 0.030000 0.040000 0.050000 Depth (ft) 0.50 0.50 0.50 0.50 0.50 1.00 1.00 1.00 1.00 1.00 Discharge (cfs) 4.69 6.64 8.13 9.39 10.49 29.80 42.14 51.61 59.60 66.63 Velocity (ft/s) 2.35 3.32 4.06 4.69 5.25 3.72 5.27 6.45 7.45 8.33 Flow Area (ft?) 2.0 2.0 2.0 2.0 2.0 8.0 8.0 8.0 8.0 8.0 Wetted Perimeter (ft) 8.06 8.06 8.06 8.06 8.06 16.12 16.12 16.12 16.12 16.12 Top Width (ft) 8.00 8.00 8.00 8.00 8.00 16.00 16.00 16.00 16.00 16.00 t:\... \hydraulics\2244_bladedswale.fm2 06/10/02 06:44:06 PM © Haestad Methods, Inc. Project Engineer: Adolph Lugo Project Design Consultants FlowMaster v6.1 [614o] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Table Rating Table for Triangular Channel Project Description Worksheet Row Element Method Solve For Input Data Mannings Coefficient Left Side Slope Right Side Slope Attribute Swale -10 to 1 Side Slope Triangular Channel Manning's Formula Discharge 0.025 10.00 H:V 10.00 H:V Minimum Maximum Increment Slope (ft/ft) Depth (ft) 0.010000 0.50 0.050000 1.00 0.010000 0.50 Slope (ft/ft) 0.010000 0.020000 0.030000 0.040000 0.050000 0.010000 0.020000 0.030000 0.040000 0.050000 Depth (ft) 0.50 0.50 0.50 0.50 0.50 1.00 1.00 1.00 1.00 1.00 Discharge (cfs) 5.88 8.31 10.18 11.75 13.14 37.32 52.78 64.64 74.64 83.45 Velocity (ft/s) 2.35 3.32 4.07 4.70 5.26 3.73 5.28 6.46 7.46 8.34 Flow Area (ft2) 2.5 2.5 2.5 2.5 2.5 10.0 10.0 10.0 10.0 10.0 Wetted Perimeter (ft) 10.05 10.05 10.05 10.05 10.05 20.10 20.10 20.10 20.10 20.10 Top Width (ft) 10.00 10.00 10.00 10.00 10.00 20.00 20.00 20.00 20.00 20.00 c:\haestad\fmw\2244_bladedswale.fm2 06/10/02 06:29:38 PM © Haestad Methods, Inc. Project Engineer: Adolph Lugo Project Design Consultants FlowMaster v6.1 [614o] 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 APPENDIX 7.3 RIP-RAP CALCULATIONS c c BRESSI RANCH Job No. 2244.00 RIP-RAP SIZING Using Permissible Velocity Chart and Regional Std. Dwg No. D-40 Location R2 R4 R5 R6 R8 R9a R9b R10 R12 R14 R16 R18 R19 R20 R22 R24 Ditches D1/D2 D3/D4 05 D6/D7 D8 EIFuerte D9 D10/D11 D12 D13/D14 D15/D16 D17/D18 D19 D20/D21 D22/D23 D24/D25 Q100 (cfs) 0.86 5.1 1 3.2 1.7 0.9 1.8 3.4 10.3 3.7 1.6 2.4 0.95 1 1.3 Velocity (fps) 11.8 20.0 11.7 15.1 10.6 6.8 9.9 10.9 16.5 12.0 13.7 15.8 11.2 4.0 9.0 Rock Class 1/4 Ton 2 Ton 1/4 Ton 1 Ton 1/4 Ton No. 2 Backing Light 1/4 Ton 1 Ton 1/4 Ton 1/2 Ton 1 Ton 1/4 Ton No. 2 Backing Light Riprap Thickness (ft) 2.7 5.4 2.7 4.3 2.7 1 2 2.7 4.3 2.7 3.4 4.3 2.7 1 2 Length (ft) 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 12 Width (ft) 10 10 10 10 10 10 10 10 10 12 10 10 10 10 10 10 Notes: 1. Q100 and V100 are from the flowmaster output for the ditch sizing. 2. Rock Class and Thickness per the permissible velocity chart. 3. Rip Rap length and width are from Std. D-40 assuming a minimum channel width = 3 feet. \ 200-1.7 Sri get*°" of Riprap and Filter Blanket Table 200-1.7 Vel. Ft/Sec (1) 6-7 7-1 »*S 9J-11 11/13 13-15 tS-17 17-20 Rode Cb- P) Ho. 3 Back- No. 2 Back- w Fac- Mt Ufht 1/4 TON Vi TON 1 TON 2 TON Riprap TWefc- DCW T* .6 1.0 1.4 2.0 Z7 3.4 4.3 3.4 Filter ftlmlr Ol 1 v^rfll OpLl Sec. 200 (4) 3/16' 1/4' 3«* Vi' 3/4' 1' 1-1/2- r Opi.2 Sec.400 (4) C2 B3 _ _ OpO (3) D.O. D.G. D-0. V4-i-i/r P.B. 3M-1-1/2- P.B. 3/4* 1-W P.B. TYPE B TYPE B Lower Layer (0 -,„ SAND SAND SAND SAND See ZOO-1.6 See also 200-1.6(A) Practical use of this table is limited to situations "Tw is less than inside diameter. (1) Average velocity in pipe or bottom velocity in energy dis&ipater, whichever is greater. (2) If desired riprap and filter blanket class is not available, use next larger class. (3) Filter blanket thickness = 1 Foot or "TM, whichever is less. (4) Standard Specifications for Public Uorfcs Construction. (5) D.G. = Disintegrated Granite, 1 KM to 10 MM. P.B. = Processed Miscellaneous Base. Type B = Type B bedding material, (minimum 752 crushed particles, 100X passing 2%H sieve, 10X passing 1" sieve). (6) Sand 75X retained on #200 sieve. SECTION 201 - CONCRETE, HORTAR AMD RELATED MATERIALS 201-1 PORTLAND CEMENT CONCRETE 201-1.1.2 Concrete Specified By Class Modify Table 201-1.1.2(A) as follows: (1) Revise: Concrete Pavement (not integral uith curb) To Read: Concrete Pavement (not integral with curb), Cross Gutter and Alley Aprons) (2) Revise: Curb, Integral Curb and Pavement, Gutter, Ualk, Alley Aprons (Pi- 941 520-A-2500 520-C-2500 560-C-3250 S20-C-2500 520-C-Z500P To Read: Curb and Gutter (separate or combined) 520-C-2500 and walks 520-C-2SOOP (3) Change concrete class for "Sidehill Surface Drainage Facilities" from "500-C-250Q" to "520-C-250011. (4) Change concrete class for "Pipe Bedding and Encasement, Anchors and Thrust Blocks, Wall Support for Pipe" from "450-C-2000'" to "4SO-C-2000"1. 12 c APPENDIX 7.4 D-41 CONCRETE ENERGY DISSIPATOR CALCULATION ^^^_-^- c Type: Title: Date: Units: USBR 6 D-41, System 400 6/10/02 English Shape: Slope Flow (Q) Vo Yo n Span Ye Fr Ho Circular 0.374 98 ftVs 46.797 ft/s 0.944 ft 0.013 3.5ft 1 .023 ft 8.153 35.029 ft Results:D-41 Outlet Velocity W Wl W2 L LI L2 HI H2 H3 H4 Tl T2 ,4 T5 6.808 ft/s 10.000ft 0.750ft 2.750ft 13.417ft 5.750ft 7.667ft 7.667ft 3.750ft 1.667ft 4.167ft 0.667ft 0.667ft 0.750ft 0.667ft 0.250ft /o c APPENDIX 8 DETENTION BASIN CALCULATIONS c c