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Home My WebLink AboutTract 16620• land planning • civil engineering thatcher engineering & associates, inc. v Drainage Study Tract Map No. 16620 City of Fontana Revised June 26, 2006 Prepared for: Dynamic Investments Attn: Henry Melendez 1050 Lakes Drive, Suite 150 West Covina, CA 91790 • 345 5" street, suite b • redlands, ca 92374 . phone 909.748.7777 . fax 909.748.7776 40 .M �r 40 OR 40 10 .w ./ rrr do 40 .Ire .s .w M • land planning • civil engineering thatcher engineering & associates, inc. v Drainage Study Tract 16620 APN 0246-031-13, 29 City of Fontana Description: The project site is approximately 3.67 acres in size and is currently vacant. It is located east of Laurel Avenue between Upland Avenue and Foothill Boulevard. The proposed development includes the addition of a street, which is a continuation of Ivy Street to the west of its current intersection with Frankfort Avenue. This extension continues into the tract and ends as a cul-de-sac between lots 4 and 5. The project site slopes naturally from northeast to southwest at a grade of approximately 2%. Flow from the site currently makes its way north to south over the site to the neighboring properties on the southern border of the site. Flow from two vacant properties to the north is accepted directly into the site and transmitted north to south. Please see the Pre -Development Tributary Area Map showing the project site and the two northern vacant parcels that drain to the properties to the south of the site. This has been verified in a field review. One of the vacant lots to the north is a proposed development by DC Salvacion Roca Church. Pre - development drainage quantities and flow paths will be honored by the development of Tract 16620. Should the Church develop the property to the north in the future, they must either honor the historic flow quantities and flow paths, or design and install a local storm drain system and other mitigation to handle the increase from their development. The proposed development for the project site is thirteen single -family -residential homes, each roughly 10,000 SF in size, and a new street providing access to the homes from the intersection of Ivy Street and Frankfort Avenue. A retaining wall is also proposed along the southern property boundaries, allowing for higher pad elevations and proper drainage to the street and eliminating the ability for flow to cross the southern site boundary into the neighboring properties. A screen wall will be provided at the northern border of the site, allowing the flows currently entering the site from the north to continue as before. This flow will then be picked up in grated inlets and PVC pipe along the back of lots 1 through 4 and transmitted to the proposed street. Should future development include modifications to the flow path or drainage quantities at this area, those developments . 345 5`" street, suite b • redlands, ca 92374 . phone 909.748.7777 . fax 909.748.7776 0" El 40 must be required to mitigate their increases onsite and provide for diversion of runoff through a local storm drain system. Grading throughout the individual lots will transmit the surface flow around each home to the proposed street. The proposed street will collect all these flows, both offsite from the north and onsite and transmit them to Laurel Avenue through a catch basin located at the cul-de-sac bulb, a grass -lined swale through a twenty foot wide easement through APN 0246-031-13, and an under sidewalk drain at Laurel Avenue. The swale is designed to transmit 100 -year storm flows and all .s surrounding homes will be elevated above the top of the swale to eliminate any flood risk. 0 Purpose• to The purpose of this study is to determine pre and post -development 100 -year flows for 40 the project site and size the proposed under sidewalk drain, swale and curb inlet structure. 'o The following was determined using The Rational Method per the San Bernardino 40 County Hydrology Manual (See appendix for calculations and process). go 4" Results: 4` Pre -development Flows Qloo =13.19 CFS (Northern vacant lots to the project site) Qloo = 7.21 CFS (Project site to the southern neighboring properties Qloo = 20.36 CFS (Total flow across the site to the south) Q25 = 15.60 CFS (Total flow across the site to the south) .. Post -development Flows Q 10 = 2.76 CFS (Northern vacant lot to new Ivy Street) 4M Q100 = 10.19 CFS (Northern vacant lots to the system of inlets and pipes) Qtoo = 19.25 CFS (Total from the site and northern vacant lots to Laurel Avenue) Depth of Flow in Ivy Street = 0.46' at low point (100 -year storm contained within the curb) Q25 = 14.71 CFS (Total from the site and northern vacant lots to Laurel *■ Avenue) W Catch Basin Use —11' wide catch basin with a 2" local depression Under Sidewalk Drains Use — 8' x 6" Drain rr Conclusion: +� The project site is approximately 3.67 acres in size and will be developed into thirteen single -family -residential homes and a new street. The site and two vacant properties directly to the north of the site currently drain from north to south, across the site to the homes and yards located on the southern border of the site. In a post -development state, onsite flow will be transmitted to Laurel Avenue through a proposed 7' wide by 1.5' deep .. landscaped v -ditch and an 8' x 6" under sidewalk drain outlet at Laurel Avenue. Flow so from the vacant lots to the north of the site will be accepted into the new development through a screen wall with openings spaced every tenth block. This flow of 10.19 CFS, which is generally sheet flow, will be accepted through the openings into several 6" ' square grated inlets spread along the northern boundary. PVC piping will transmit flow from the inlets to the proposed interior street, Ivy Street. In addition to this offsite flow, onsite flows generated by the development will be transmitted by lot grading around the homes to Ivy Street and to the storm drain swale and 8' x 6" under sidewalk drain at Laurel Avenue. A total calculated maximum post -development now of 19.25 CFS will be transmitted to and handled by the proposed storm drain/swale. Collection of all project flows, and flows from the two northern vacant lots by Ivy Street will mitigate the affects of the pre -development flows currently affecting the neighboring projects to the south. go to 40 so rw ON r 40 M 40 "Bud" Thatcher III, P.E. CE 39964 Exp 12/31/07 ,rr r�r r err 40 W 4M No 40 a 40 ft w to a w RM Determininlz Under Sidewalk Drain Size Outlet to Laurel Avenue W Q = 1.49 (A) A 213 (S) " N P Q (100 -year storm event) = 19.25 CFS A = 0.50W P= 1.00+W N = 0.013 S = 0.005 19.25 = 1.49 (0.50W) 0.50W v3 (0.005) 0.013 1.00 + W W = 8.0 Use 8' x 6" Under Sidewalk Drain and 8' x 6" RCB w Determining V-Ditch Capacity Outlet to Laurel Avenue +r. di Q = 1.49 (A) A tis (S} vz N P �,. H=1.5' B = 7.0' A = 0.50BH P2 = 0.50B2 + H2 N = 0.025 {*► S = 0.0050 - Q = 1.49 (0.50BH) 0.50BH 213 (0.0050) "2 0.025 SQR(0.50B2 + 112) Q = 22.35 CFS Capacity Q (100-year storm event) = 19.25 CFS V-Ditch Capacity Exceeds Demand Depth of Flow in Ditch = 1.37' ri rr �wr 40 a err 4 Los Angeles County Flood Control District Page G-3 ew x . 00 FACTORS FOR CLOSED CONDUITS FLOWING FULL 226, 2" Manning'& Formula i Q= 1.486 A ft25 Where: = d' sol -large in CiS 3.976 3)o. ; Z • 50 s = friction slope 4.909 K - Q _ 1.486 AR-' 0.013 a_ for pipe K= 35. d 5 for box A = area of conduit, R = hydraulJ Q radius of condu:. 5.939 1 528.? K= 114.30773077 A�5 c W.Z� a = 0.013 7.068 Q = K s2 M1 .} r . 0 �: 8• x (p" : yg p° d = diameter of pips �"' s -� K� ';,256 10,8 �5 /� 14,595 i6 726 p' ��tCD'k`�j� ' �►ff height of equivalent bo;c = 9.621 1,006 - ' • 7 5 w width of equivalent box 11.0,_;1 1, 209 4. 03, P = wet• ;ed peri-eter 12.566 PIPE & BOX PIPE 51 14.186 1, o•JS 50 EQUIL ALE, -,T BOX t. i,1. w A c so. ft. ft.-� i1. r'- -7 , 1.25 15 1.227 � 04, 6 -�. s , ft. .r .50 x.15-) 1:767 `105.0 63 ?i, 648 .75 21 n- 66 4 .�05 158.4 x . 00 24 1 *1 in 226, 2" 40 .25 27 3.976 3)o. ; • 50 3F77 4.909 e jo ,1.. 51-10" .?5 33 5.939 1 528.? 3.00 36 7.068 666.9 M1 .} r . 0 2 539 6''9" g1 pu gl_5" 3.295 32 5.8 ';,256 10,8 �5 /� 14,595 i6 726 .50 42 9.621 1,006 - ' • 7 5 45 11.0,_;1 1, 209 4. 03, 48 12.566 1 436 >/ .25 51 14.186 1, o•JS 50 15. 90t'i L54 57 -7 , 2272 5.00 60 9.635 2,604 .25 63 ?i, 648 2,966 .5C 66 23.758 3,358 '75 69 'S•°6? 3,?80 wM 0 0„ o. .., 12 2S.274 4,236 •=5 75 30.680 4,720 .50 78 .18 5 2J/ .75 81 35.785 5,%96 x.00 8438.485 6388 7 41.283 1, 015 4 51-10" 5. 23 40,i 6, J,:r. v' 0.33 M1 .} r . 0 `", 700 6''9" g1 pu gl_5" 6.75 7.08 0 8.00 3.42 53.5 59.1 0 . v ,:.4 '3,6 ';,256 10,8 �5 /� 14,595 i6 726 91_2" .'_'100.3 9.58 109,5 1 I 4 21,303 23,954 •�. ,/ , v Y ,m of RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PAC' (Reference: 1986 SAN BERNARDINO CO_ HYDROLOGY CRI' (c) Copyright 1983-2002 Advanced Engineering Softw Ver. 8.0 Release Date: 01/01/2002 License ID a Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th Street, Suite B Redlands, California 92374 ,�. Phone: (909) 748-7777 Fax: (909) 748 7776 ERION) re (aes) 1533 ************************** DESCRIPTION OF STUDY ************************** * 108601 DYNAMIC * TRACT 16620 * PRE -DEVELOPMENT DRAINAGE STUDY - 25 YEAR ANALYSIS ************************************************************************** w FILE NAME: 108601PR.DAT TIME/DATE OF STUDY: 08:49 01/23/2006 40 a USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- 40 & USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 40 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.000 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1365 SLOPE OF INTENSITY DURATION CURVE = 0.6000 a *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* �► *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) f1 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 4' GLOBAL STREET FLOW -DEPTH CONSTRAINTS: AN 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 As OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ON *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ------------ --------------------------------------------------------------- di >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< "R Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 go INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ANALYSIS USED MINIMUM Tc(MIN.) = 17.924 ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 99.00 4m 2.346 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 Tc AND LOSS RATE DATA(AMC III): 10 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.629 DEVELOPMENT TYPE/ SCS SOIL AREA * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.222 SCS Tc 40 SUBAREA Tc AND LOSS RATE DATA(AMC III): USE GROUP (ACRES) 10 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) +m NATURAL FAIR COVER NATURAL 40 "GRASS" A 3.11 0.55 1.00 70 19.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 A 1.50 0.55 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA SUBAREA RUNOFF(CFS) = 4.68 = 0.55 TOTAL AREA(ACRES) = 3.11 PEAK FLOW RATE(CFS) = 4.68 SUBAREA s **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 82 ---------------------------------------------------------------------------- ""' >> >>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< >> >>>(AND COMPUTE INITIAL SUBAREA RUNOFF) <<<< ------------------------ .� INITIAL SUBAREA FLOW-LENGTH(FEET) = 375.00 +wr ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 94.00 rr ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 19.63 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.222 a SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.26 EFFECTIVE AREA(ACRES) = 4.61 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.61 PEAK FLOW RATE(CFS) = 6.94 1� **************************************************************************** 4m FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< do TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 19.63 RAINFALL INTENSITY(INCH/HR) = 2.22 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 a EFFECTIVE STREAM AREA(ACRES) = 4.61 TOTAL STREAM AREA(ACRES) = 4.61 'w PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.94 it Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 w SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.924 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.346 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 1.50 0.55 1.00 70 17.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.50 INITIAL SUBAREA RUNOFF(CFS) = 2.43 +,w rr ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 19.63 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.222 a SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.26 EFFECTIVE AREA(ACRES) = 4.61 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.61 PEAK FLOW RATE(CFS) = 6.94 1� **************************************************************************** 4m FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< do TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 19.63 RAINFALL INTENSITY(INCH/HR) = 2.22 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 a EFFECTIVE STREAM AREA(ACRES) = 4.61 TOTAL STREAM AREA(ACRES) = 4.61 'w PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.94 it FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- do >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< w >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< tM INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 99.50 no is Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.784 ga * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.211 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 2.12 0.55 1.00 70 19.78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.17 TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) = 3.17 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 3.00 IS CODE = 82 ---------------------------------------------------------------------------- .R >> >>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< rit »»> (AND COMPUTE INITIAL SUBAREA RUNOFF) ««< ------------------- - *' INITIAL SUBAREA FLOW-LENGTH(FEET) 340.00 ELEVATION DATA: UPSTREAM(FEET) = 99.50 DOWNSTREAM(FEET) = 94.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.581 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.459 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc a LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER �r "GRASS" A 0.77 0.55 1.00 70 16.58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 0.77 INITIAL SUBAREA RUNOFF(CFS) = 1.32 41 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE Tc(MIN) = 19.78 40 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.211 is SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 1.15 EFFECTIVE AREA(ACRES) = 2.89 AREA -AVERAGED Fm(INCH/HR) = 0.55 +0 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 a TOTAL AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) = 4.32 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< 40 >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< a = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = TOTAL NUMBER OF STREAMS = 2 +m CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: wr 40 ,R TIME OF CONCENTRATION(MIN.) = 19.78 RAINFALL INTENSITY(INCH/HR) = 2.21 40 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.89 TOTAL STREAM AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.32 * * CONFLUENCE DATA * * STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE w� 1 6.94 19.63 2.222 0.55( 0.55) 1.00 4.6 1.00 2 4.32 19.78 2.211 0.55( 0.55) 1.00 2.9 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.25 19.63 2.222 0.55( 0.55) 1.00 7.5 1.00 ww 2 11.21 19.78 2.211 0.55( 0.55) 1.00 7.5 4.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.25 Tc(MIN.) = 19.63 EFFECTIVE AREA(ACRES) = 7.48 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.50 W LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 600.00 FEET. do **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< AN INITIAL SUBAREA FLOW-LENGTH(FEET) = 585.00 ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 100.50 wR Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.813 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.209 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER At "GRASS" A 1.51 0.55 1.00 70 19.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 IN SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) = 2.26 40 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 82 ---------------------------------------------------------------------- "'"" >> >>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< i1 »»> (AND COMPUTE INITIAL SUBAREA RUNOFF) ««< ---------------------- a INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 0 e M N 9 40 do d ELEVATION DATA: UPSTREAM(FEET) = 100.50 DOWNSTREAM(FEET) 94.00 •w Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.318 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.482 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER " "GRASS" A 1.40 0.55 1.00 70 16.32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 +e� SUBAREA AREA(ACRES) = 1.40 INITIAL SUBAREA RUNOFF(CFS) = 2.43 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 19.81 �w * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.209 g SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.09 EFFECTIVE AREA(ACRES) = 2.91 AREA -AVERAGED Fm(INCH/HR) = 0.55 No AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 da TOTAL AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) = 4.35 ew END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.91 TC(MIN.) = 19.81 to EFFECTIVE AREA(ACRES) = 2.91 AREA -AVERAGED Fm(INCH/HR)= 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 o, PEAK FLOW RATE(CFS) = 4.35 w END OF RATIONAL METHOD ANALYSIS m e M N 9 40 do d "w **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1533 M Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th Street, Suite B Redlands, California 92374 •. Phone: (909) 748-7777 Fax: (909) 748 7776 ************************** DESCRIPTION OF STUDY ************************** * 108601 DYNAM I C * TRACT 16620 * PRE -DEVELOPMENT DRAINAGE STUDY ************************************************************************** W FILE NAME: 108601PR.DAT TIME/DATE OF STUDY: 08:43 01/23/2006 -----------------------------------------------------------------_----- r. USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- +r USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.000 ,,. 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.4000 SLOPE OF INTENSITY DURATION CURVE = 0.6000 0 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* "N *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) ewe 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) it *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ,,n *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- 1111 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------------------- i .w **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 82 -------------------------------------------------------------------------- "� >> >>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< ft »»> (AND COMPUTE INITIAL SUBAREA RUNOFF) ««< INITIAL SUBAREA FLOW-LENGTH(FEET) = 375.00 ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 94.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 A INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 di ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 99.00 40 SUBAREA Tc AND LOSS RATE DATA(AMC III): Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SCS i SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.629 CN (MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.737 40 SUBAREA Tc AND LOSS RATE DATA(AMC III): .w DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER to "GRASS" A 3.11 0.55 1.00 70 19.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 is SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 ,t SUBAREA RUNOFF(CFS) = 6.12 Ilm TOTAL AREA(ACRES) = 3.11 PEAK FLOW RATE(CFS) = 6.12 .w **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 82 -------------------------------------------------------------------------- "� >> >>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< ft »»> (AND COMPUTE INITIAL SUBAREA RUNOFF) ««< INITIAL SUBAREA FLOW-LENGTH(FEET) = 375.00 ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 94.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.924 di * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.890 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER .w "GRASS" A 1.50 0.55 1.00 70 17.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.50 INITIAL SUBAREA RUNOFF(CFS) = 3.16 is ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 19.63 Ilm * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.737 to SUBAREA AREA(ACRES) = 1.50 SUBAREA RUNOFF(CFS) = 2.95 EFFECTIVE AREA(ACRES) = 4.61 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 4.61 PEAK FLOW RATE(CFS) = 9.07 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 do ------------------------------------- --------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.63 RAINFALL INTENSITY(INCH/HR) = 2.74 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 rig EFFECTIVE STREAM AREA(ACRES) = 4.61 TOTAL STREAM AREA(ACRES) = 4.61 I" PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.07 go **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< au >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 99.50 +w **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 ■1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ii Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.784 �s * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.724 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 2.12 0.55 1.00 70 19.78 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.15 TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) = 4.15 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 3.00 IS CODE = 82 "�' ---------------------------------------------------------------------------- >> >>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< »»> (AND COMPUTE INITIAL SUBAREA RUNOFF) ««< INITIAL SUBAREA FLOW-LENGTH(FEET) = 340.00 ELEVATION DATA: UPSTREAM(FEET) = 99.50 DOWNSTREAM(FEET) = 94.00 aw Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 ,n SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.581 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.029 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 0.77 0.55 1.00 70 16.58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 ft SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 0.77 INITIAL SUBAREA RUNOFF(CFS) = 1.72 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 19.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.724 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 1.51 EFFECTIVE AREA(ACRES) = 2.89 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.89 PEAK FLOW RATE(CFS) = 5.65 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 ■1 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ii to COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.72 Tc(MIN.) = 19.63 EFFECTIVE AREA(ACRES) = 7.48 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.50 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 600.00 FEET. w **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 585.00 ELEVATION DATA: UPSTREAM(FEET) 112.00 DOWNSTREAM(FEET) = 100.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.813 4w * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.722 SUBAREA Tc AND LOSS RATE DATA(AMC III): at DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" A 1.51 0.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .w SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 da SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.55 1.00 70 19.81 2.95 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 82 ---------------------------------------------------------------------------- '�"" >> >>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< a >> >>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<< <<< Am INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 i TIME OF CONCENTRATION(MIN.) = 19.78 �. RAINFALL INTENSITY(INCH/HR) = 2.72 ®.. AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 2.89 TOTAL STREAM AREA(ACRES) = 2.89 +� PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.65 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE ,.r 1 9.07 19.63 2.737 0.55( 0.55) 1.00 4.6 1.00 2 5.65 19.78 2.724 0.55( 0.55) 1.00 2.9 4.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** "* STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.72 19.63 2.737 0.55( 0.55) 1.00 7.5 1.00 ■ 2 14.68 19.78 2.724 0.55( 0.55) 1.00 7.5 4.00 to COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.72 Tc(MIN.) = 19.63 EFFECTIVE AREA(ACRES) = 7.48 AREA -AVERAGED Fm(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.50 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 600.00 FEET. w **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< -------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 585.00 ELEVATION DATA: UPSTREAM(FEET) 112.00 DOWNSTREAM(FEET) = 100.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.813 4w * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.722 SUBAREA Tc AND LOSS RATE DATA(AMC III): at DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" A 1.51 0.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .w SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 da SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 1.51 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.55 1.00 70 19.81 2.95 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 82 ---------------------------------------------------------------------------- '�"" >> >>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< a >> >>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<< <<< Am INITIAL SUBAREA FLOW-LENGTH(FEET) = 350.00 i n, ELEVATION DATA: UPSTREAM(FEET) = 100.50 DOWNSTREAM(FEET) = 94.00 •� Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 16.318 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.058 SUBAREA TC AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 1.40 0.55 1.00 70 16.32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 .e, SUBAREA AREA(ACRES) = 1.40 INITIAL SUBAREA RUNOFF(CFS) = 3.16 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: MAINLINE TC(MIN) = 19.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.722 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.74 EFFECTIVE AREA(ACRES) = 2.91 AREA -AVERAGED PM(INCH/HR) = 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.91 PEAK FLOW RATE(CFS) = 5.69 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.91 TC(MIN.) = 19.81 EFFECTIVE AREA(ACRES) = 2.91 AREA -AVERAGED FM(INCH/HR)= 0.55 AREA -AVERAGED Fp(INCH/HR) = 0.55 AREA -AVERAGED Ap = 1.00 40 PEAK FLOW RATE(CFS) = 5.69 END OF RATIONAL METHOD ANALYSIS rr� to to 4w im s 1K **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1533 r� Analysis prepared by: �* Thatcher Engineering & Associates, Inc. 345 5th Street, Suite B` p Redlands, California 92374! Phone: (909) 748-7777 Fax: (909) 748 7776 ************************** DESCRIPTION OF STUDY ************************** * 108601 DYNAMIC * TRACT 16620 * POST—DEVELOPMENT DRAINAGE STUDY — 25 YEAR ANALYSIS ************************************************************************** M dt FILE NAME: 108601PO.DAT TIME/DATE OF STUDY: 09:35 01/23/2006 --------------------------------------------------------------- ---------------------------------------- ----_____________---------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- a USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 40 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.000 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.400 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.1365 SLOPE OF INTENSITY DURATION CURVE = 0.6000 jj *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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) IN 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 "W GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 40 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ire; m AK INITIAL SUBAREA FLOW-LENGTH(FEET) 600.00 ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) 100.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 dd SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.117 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.189 SUBAREA Tc AND LOSS RATE DATA(AMC III): di DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER ilk "GRASS" A 1.43 0.55 1.00 70 20.12 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 v SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.11 TOTAL AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) = 2.11 id FLOW PROCESS FROM NODE 4.00 TO NODE 6.00 IS CODE = 61 ---------------------------------------------------------------------------- "* >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ,� UPSTREAM ELEVATION(FEET) = 100.50 DOWNSTREAM ELEVATION(FEET) = 99.30 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 di INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 m SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: { STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.66 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 22.23 W * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.062 SUBAREA LOSS RATE DATA(AMC III): IN DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN "p RESIDENTIAL 113-4 DWELLINGS/ACRE" A 1.36 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 1.94 EFFECTIVE AREA(ACRES) = 2.79 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.64 AREA -AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 2.79 PEAK FLOW RATE(CFS) = 3.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.62 FLOW VELOCITY(FEET/SEC.) = 1.74 DEPTH*VELOCITY(FT*FT/SEC.) = 0.61 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 6.00 = 810.00 FEET. rrr **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 10.00 IS CODE = 61 a,---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>> (STANDARD CURB SECTION USED) <<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM ELEVATION(FEET) = 99.30 DOWNSTREAM ELEVATION(FEET) = 98.60 im STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 w� OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 rr Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 40 END OF SUBAREA STREET FLOW HYDRAULICS: do DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.16 FLOW VELOCITY(FEET/SEC.) = 1.80 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 +m LONGEST FLOWPATH FROM NODE 3.00 TO NODE 10.00 = 930.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< +0 TOTAL NUMBER OF STREAMS = 2 go CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.36 4m RAINFALL INTENSITY(INCH/HR) = 2.00 AREA -AVERAGED Fm(INCH/HR) = 0.51 40 AREA -AVERAGED Fp(INCH/HR) = 0.66 AREA -AVERAGED Ap = 0.77 go EFFECTIVE STREAM AREA(ACRES) = 3.28 TOTAL STREAM AREA(ACRES) = 3.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.41 �w do **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 23.36 w * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.002 it SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS *� LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.49 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 0.67 EFFECTIVE AREA(ACRES) = 3.28 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.66 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 3.28 PEAK FLOW RATE(CFS) = 4.41 40 END OF SUBAREA STREET FLOW HYDRAULICS: do DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.16 FLOW VELOCITY(FEET/SEC.) = 1.80 DEPTH*VELOCITY(FT*FT/SEC.) = 0.65 +m LONGEST FLOWPATH FROM NODE 3.00 TO NODE 10.00 = 930.00 FEET. FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< +0 TOTAL NUMBER OF STREAMS = 2 go CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.36 4m RAINFALL INTENSITY(INCH/HR) = 2.00 AREA -AVERAGED Fm(INCH/HR) = 0.51 40 AREA -AVERAGED Fp(INCH/HR) = 0.66 AREA -AVERAGED Ap = 0.77 go EFFECTIVE STREAM AREA(ACRES) = 3.28 TOTAL STREAM AREA(ACRES) = 3.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.41 �w do qm FLOW PROCESS FROM NODE 7.00 TO NODE 9.00 IS CODE = 21 ---------------------------------------------------------------------- - - - - - - >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< 40 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 +o ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 99.00 qu Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 10 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.629 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.222 40 SUBAREA Tc AND LOSS RATE DATA(AMC III): a DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) .w NATURAL FAIR COVER "GRASS" A 3.11 0.55 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.68 TOTAL AREA(ACRES) = 3.11 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.55 1.00 70 19.63 4.68 rr FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 82 ---------------------------------------------------------------------------- w »»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< >> >>>(AND COMPUTE INITIAL SUBAREA RUNOFF)<< <<< ------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 ELEVATION DATA: UPSTREAM(FEET) = 99.00 DOWNSTREAM(FEET) = 98.60 go Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.398 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.253 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) as RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.50 0.80 0.60 52 10.40 .w SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 do SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.50 INITIAL SUBAREA RUNOFF(CFS) = 1.25 m ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: 'O MAINLINE Tc(MIN) = 19.63 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.222 'w SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.78 ow EFFECTIVE AREA(ACRES) = 3.61 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.94 +0 TOTAL AREA(ACRES) = 3.61 PEAK FLOW RATE(CFS) = 5.46 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- 's >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< cru TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: *■ TIME OF CONCENTRATION(MIN.) = 19.63 i as RAINFALL INTENSITY(INCH/HR) = 2.22 AREA -AVERAGED Fm(INCH/HR) = 0.54 .s AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.94 EFFECTIVE STREAM AREA(ACRES) = 3.61 TOTAL STREAM AREA(ACRES) = 3.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.46 to ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.41 23.36 2.002 0.66( 0.51) 0.77 3.3 3.00 .w 2 5.46 19.63 2.222 0.57( 0.54) 0.94 3.6 7.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE d, 1 9.71 19.63 2.222 0.60( 0.53) 0.87 6.4 7.00 2 9.16 23.36 2.002 0.61( 0.53) 0.86 6.9 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: do PEAK FLOW RATE(CFS) = 9.71 Tc(MIN.) = 19.63 EFFECTIVE AREA(ACRES) = 6.37 AREA -AVERAGED Fm(INCH/HR) = 0.53 40 AREA -AVERAGED Fp(INCH/HR) = 0.60 AREA -AVERAGED Ap = 0.87 oft TOTAL AREA(ACRES) = 6.89 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 10.00 = 930.00 FEET. 40 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 5.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< -------------------------------------- ' -UPSTREAM ELEVATION(FEET) = 98.60 DOWNSTREAM ELEVATION(FEET) = 98.10 m1 STREET LENGTH(FEET) = 60.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 40 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ,m OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 ,err Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 4m **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.91 AN STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 4m HALFSTREET FLOOD WIDTH(FEET) = 13.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.06 STREET FLOW TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 20.03 �w * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.195 dO SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS *� LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN m as RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.25 0.80 0.60 52 40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 do SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.39 EFFECTIVE AREA(ACRES) = 6.62 AREA -AVERAGED Fm(INCH/HR) = 0.52 '� AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.86 io TOTAL AREA(ACRES) = 7.14 PEAK FLOW RATE(CFS) = 9.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.44 FLOW VELOCITY(FEET/SEC.) = 2.49 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 5.00 = 990.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ----------------------------------------------------------------------------- im >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ------------------------------- Am TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.03 RAINFALL INTENSITY(INCH/HR) = 2.19 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.86 EFFECTIVE STREAM AREA(ACRES) = 6.62 rrr TOTAL STREAM AREA(ACRES) = 7.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.95 **************************************************************************** �r FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 w---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 625.00 ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 99.50 sn Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.275 10 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.179 40 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER 40 "GRASS" A 2.12 0.55 ,0 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 4, SUBAREA RUNOFF(CFS) = 3.11 im TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 70 20.27 0.55 = 3.11 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 82 +� ---------------------------------------------------------------------------- »»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc,<< <<< 4m »»> (AND COMPUTE INITIAL SUBAREA RUNOFF) ««< ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 155.00 w. ELEVATION DATA: UPSTREAM(FEET) = 99.50 DOWNSTREAM(FEET) = 98.10 0 d" r Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 40 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.941 10 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.824 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 40 RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.27 0.80 0.60 52 7.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.27 INITIAL SUBAREA RUNOFF(CFS) = 0.81 on ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE TC: a MAINLINE Tc(MIN) = 20.27 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.179 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.41 M EFFECTIVE AREA(ACRES) = 2.39 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.95 go TOTAL AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) = 3.52 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ow TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: +*� TIME OF CONCENTRATION(MIN.) = 20.27 do RAINFALL INTENSITY(INCH/HR) = 2.18 AREA -AVERAGED Fm(INCH/HR) = 0.54 40 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.95 10 EFFECTIVE STREAM AREA(ACRES) = 2.39 TOTAL STREAM AREA(ACRES) = 2.39 "R PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.52 va ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.95 20.03 2.195 0.61( 0.52) 0.86 6.6 7.00 1 9.37 23.77 1.981 0.61( 0.52) 0.85 7.1 3.00 2 3.52 20.27 2.179 0.57( 0.54) 0.95 2.4 1.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 10 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE di 1 13.46 20.03 2.195 0.60( 0.53) 0.89 9.0 7.00 2 13.43 20.27 2.179 0.60( 0.53) 0.89 9.0 1.00 4m 3 12.46 23.77 1.981 0.60( 0.53) 0.88 9.5 3.00 do COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 4w PEAK FLOW RATE(CFS) = 13.46 Tc(MIN.) = 20.03 ,o EFFECTIVE AREA(ACRES) = 8.98 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.60 AREA -AVERAGED Ap = 0.89 •w TOTAL AREA(ACRES) = 9.53 d0 s LONGEST FLOWPATH FROM NODE 3.00 TO NODE 5.00 = 990.00 FEET. r 40 FLOW PROCESS FROM NODE 5.00 TO NODE 8.00 IS CODE = 82 10 ---------------------------------------------------------------- >>>>>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE TC,<< <<< °w »»> (AND COMPUTE INITIAL SUBAREA RUNOFF) ««< INITIAL SUBAREA FLOW-LENGTH(FEET) = 286.00 ELEVATION DATA: UPSTREAM(FEET) = 98.10 DOWNSTREAM(FEET) = 95.60 r� Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 .,. SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.212 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.288 SUBAREA Tc AND LOSS RATE DATA(AMC III): w� DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) a RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.81 0.80 0.60 52 10.21 "® SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.81 INITIAL SUBAREA RUNOFF(CFS) = 2.05 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: MAINLINE Tc(MIN) = 20.03 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.195 ... SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 1.25 �r EFFECTIVE AREA(ACRES) = 9.79 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 10.34 PEAK FLOW RATE(CFS) = 14.71 ---------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.34 TC(MIN.) = 20.03 EFFECTIVE AREA(ACRES) = 9.79 AREA -AVERAGED Fm(INCH/HR)= 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.86 PEAK FLOW RATE(CFS) = 14.71 to ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER .� NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 14.71 20.03 2.195 0.61( 0.52) 0.86 9.8 7.00 2 14.67 20.27 2.179 0.61( 0.52) 0.86 9.9 1.00 3=====1356--2377====1981--061(-052)-086====10=3=======3=00 END OF RATIONAL METHOD ANALYSIS ************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1533 Analysis prepared by: Thatcher Engineering & Associates, Inc. 345 5th Street, Suite B Redlands, California 92374 Phone: (909) 748-7777 Fax: (909) 748 7776 0DESCRIPTION OF STUDY ************************** ************************** * 108601 DYNAMIC * TRACT 16620 * POST -DEVELOPMENT DRAINAGE STUDY ************************************************************************** di FILE NAME: 108601PO.DAT TIME/DATE OF STUDY: 16:14 08/03/2005 --------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: _----__-- --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = fl.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 10 -YEAR STORM 60 -MINU'T'E INTENSITY(INCH/HOUR) 1.400 +iw 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) COMPUTED RAINFALL INTENSITY DATA: = 1.4000 STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) SLOPE OF INTENSITY DURATION CURVE = 0.6000 a *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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 4w 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 w GLOBAL STREET FLOW -DEPTH CONSTRAINTS: :m 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) '0 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) 0 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 40 *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE 21 -- -------- -- do >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL -SUBAREA«_______________ -------------------------------- i INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 100.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.117 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.697 SUBAREA Tc AND LOSS RATE DATA(AMC III): to DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 4" NATURAL FAIR COVER "GRASS" p, 1.43 0.55 1.00 70 20.12 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 �,■, SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.76 TOTAL AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) = 2.76 to FLOW PROCESS FROM NODE 4.00 TO NODE 6.00 IS CODE = 61 ----------------------------------------------- "o >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 100.50 DOWNSTREAM ELEVATION(FEET) = 99.30 STREET LENGTH(FEET) = 210.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 ww DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 rrt INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 0.0150 .0 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) _ Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 to **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 22.10 wN * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.549 SUBAREA LOSS RATE DATA(AMC III): `VA DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 40 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.36 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 s SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBA( AREA AREA(ACRES) = 1.36 SUBAREA RUNOFF(CFS) = 2.54 to EFFECTIVE AREA(ACRES) = 2.79 AREA -AVERAGED Fm(INCH/HR) = 0.51 an AREA -AVERAGED Fp(INCH/HR) = 0.64 AREA -AVERAGED Ap = 0.81 TOTAL AREA(ACRES) = 2.79 PEAK FLOW RATE(CFS) = 5.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 10.95 FLOW VELEFROMCNODE 1.843.00ETOHNODEOCITY(6TOOT/SEC810 00 FEET. LONGESTFLOWPATH 4m r FLOW PROCESS FROM NODE 6.00 TO NODE 10.00 IS CODE = 61 ------------ 40 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< »» >(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 99.30 DOWNSTREAM ELEVATION(FEET) = 98.60 +* STREET LENGTH(FEET) = 120.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 Re r�rt DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 ... OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 0.0150 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) _ Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0-0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88 to PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 23.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.478 m SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS +�►. LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.49 0.80 0.60 52 „* SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 16 SUBAREA AREA(ACRES) = 0.49 SUBAREA RUNOFF(CFS) = 0.88 EFFECTIVE AREA(ACRES) = 3.28 AREA -AVERAGED Fm(INCH/HR) = 0.51 4 AREA -AVERAGED Fp(INCH/HR) = 0.66 AREA -AVERAGED Ap = 0.77 90 TOTAL AREA(ACRES) = 3.28 PEAK FLOW RATE(CFS) = 5.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.57 LFLOW ONGE74 STLFLOWPATHEFROMCNODE 1.90 3.00ETOHNODEOCITY10TOOT/SEC930.00 FEET. LONG FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE-- = 1 -------- -------------------- w� --------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 40 TOTAL NUMBER OF STREAMS = 2 fm CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 23.17 RAINFALL INTENSITY(INCH/HR) = 2.48 AREA -AVERAGED Fm(INCH/HR) = 0.51 AREA -AVERAGED Fp(INCH/HR) = 0.66 AREA -AVERAGED Ap = 0.77 EFFECTIVE STREAM AREA (ACRES ) = 3.28 rel TOTAL STREAM AREA{ACRES) = 3.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.81 om TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 r�r FLOW PROCESS FROM NODE 7.00 TO NODE 9.00 is CODE = 21 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.398 >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< * 100 YEAR_RAINFALL INTENSITY(INCH/HR) = 4.007 dW >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< SUBAREA Tc AND LOSS RATE DATA(AMC III): Fp Ap wm INITIAL SUBAREA FLOW-LENGTH(FEET) = 600.00 DOWNSTREAM(FEET) = 99.00 10 ELEVATION DATA: UPSTREAM(FEET) = 112.00 LAND USE an TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.50 0,8fl 0.60 52 1fl.40 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 19.629 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.737 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 0.50 INITIAL SUBAREA RUNOFF(CFS) = 1.59 SUBAREA TC AND LOSS RATE DATA(AMC III): Fp Ap SCS Tc a DEVELOPMENT TYPE/ SCS SOIL AREA GROUP (ACRES) (INCH/HR) {DECIMAL) CN {MIN.) LAND USE MAINLINE Tc(MIN) = 19.63 40 NATURAL FAIR COVER A 3.11 0.55 1.00 70 19.63 a "GRASS" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AREA{ACRES) = 0.50 SUBAREA AREA(ACRES) = 3.61 AREA -AVERAGED Fm(INCO/HR) = 0.54 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 EFFECTIVE AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap qm SUBAREA RUNOFF(CFS) = 6.12 6.12 AREA(ACRES) = 3.11OR PEAK FLOW RATE(CFS) _ TOTAL AREA(ACRES) = 3.61 PEAK FLOW RATE(CFS) = to TOTAL FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 82 ---------------------------------------------------------------------------- »»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc, ««< »»>(AND COMPUTE INITIAL SUBAREA RUNOFF) ««< � INITIAL SUBAREA FLOW-LENGTH(FEET)=-===160.00=====------------ 99.00 DOWNSTREAM(FEET) = 9$.60 40 ELEVATION DATA: UPSTREAM(FEET) = om TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.398 qw * 100 YEAR_RAINFALL INTENSITY(INCH/HR) = 4.007 16 SUBAREA Tc AND LOSS RATE DATA(AMC III): Fp Ap SCS Tc 46 DEVELOPMENT TYPE/ SCS SOIL AREA GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) LAND USE +ail RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.50 0,8fl 0.60 52 1fl.40 wo SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 do SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 0.50 INITIAL SUBAREA RUNOFF(CFS) = 1.59 SUBAREA AREA(ACRES) = 40 ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE C: to MAINLINE Tc(MIN) = 19.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.737 RUNOFF(CFS) = 1.02 SUBAREA AREA{ACRES) = 0.50 SUBAREA AREA(ACRES) = 3.61 AREA -AVERAGED Fm(INCO/HR) = 0.54 EFFECTIVE AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap an TOTAL AREA(ACRES) = 3.61 PEAK FLOW RATE(CFS) = 7.14 FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------- --- -------- w: »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««<-------------- ,�---------------------- mill TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.63 rw LONGEST FLOWPATH FROM NODE 3.00 TO NODE 10.00 = 930.00 FEET. 40 FLOW PROCESS FROM NODE 10.00 TO NODE 5.00 IS CODE = 61 ------------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SEC'T'ION USED) ««< ---------------- UPSTREAM ELEVATION(FEET) 98.60 DOWNSTREAM ELEVATION(FEET) = 98.10 i6 STREET LENGTH(FEET) = 60.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 �t OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 A" **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ ,SII a RAINFALL INTENSITY(INCH/HR) = 2.74 STREET FLOW DEPTH(FEET) = 0.46 AREA -AVERAGED Fm(INCH/HR) = 0.54 4" AREA -AVERAGED Fp(INCH/HR) = 0.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21 AREA -AVERAGED Ap = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) _ EFFECTIVE STREAM AREA(ACRES) = 3.61 to SUBAREA LOSS RATE DATA(AMC III): TOTAL STREAM AREA(ACRES) = 3.61 DEVELOPMENT TYPE/ SCS SOIL AREA Fp PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.14 (INCH/HR) ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER As NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.81 23.17 2.478 0.66( 0.51) 0.77 3.3 3.00 2 7.14 19.63 2.737 0.57( 0.54) 0.94 3.6 7.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO wu CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER 4W NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.71 19.63 2.737 0.60( 0.53) 0.87 6.4 7.00 2 12.11 23.17 2.478 0.61( 0.53) 0.86 6.9 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 4, PEAK FLOW RATE(CFS) = 12.71 Tc(MIN.) = 19.63 EFFECTIVE AREA(ACRES) = 6.39 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.60 AREA -AVERAGED Ap = 0.87 4W TOTAL AREA(ACRES) = 6.89 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 10.00 = 930.00 FEET. 40 FLOW PROCESS FROM NODE 10.00 TO NODE 5.00 IS CODE = 61 ------------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»> (STANDARD CURB SEC'T'ION USED) ««< ---------------- UPSTREAM ELEVATION(FEET) 98.60 DOWNSTREAM ELEVATION(FEET) = 98.10 i6 STREET LENGTH(FEET) = 60.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 m DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 �t OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 A" **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ ,SII STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.64 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.21 STREET FLOW TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.706 to SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) 12.96 20.01 Ap SCS (DECIMAL) CN on RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.25 0.80 0.60 52 40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 r SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.50 EFFECTIVE AREA(ACRES) = 6.64 AREA -AVERAGED FM(INCH/HR) = 0.52 w AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.86 0 TOTAL AREA(ACRES) = 7.14 PEAK FLOW RATE(CFS) = 13.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.06 FLOW VELOCITY(FEET/SEC.) = 2.65 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 3.00 TO NODE 5.00 = 990.00 FEET. ..� FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- 0 >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< we TOTAL NUMBER OF STREAMS = 2 is CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.01 .M RAINFALL INTENSITY(INCH/HR) = 2.71 AREA -AVERAGED Fm(INCH/HR) = 0.52 Tc AREA -AVERAGED Fp(INCH/HR) = 0.61 (MIN.) AREA -AVERAGED Ap = 0.86 NATURAL FAIR COVER EFFECTIVE STREAM AREA(ACRES) = 6.64 IN TOTAL STREAM AREA(ACRES) = 7.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.03 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< da >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 625.00 rl� ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 99.50 At Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.275 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.684 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 2.12 0.55 1.00 70 20.27 od SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 2.12 PEAK FLOW RATE(CFS) = 4.07 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 5.00 IS CODE = 82 ---------------------------------------------------------------------------- »»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc, ««< 40 » »>(AND COMPUTE INITIAL SUBAREA RUNOFF) ««< go---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 155.00 .R ELEVATION DATA: UPSTREAM(FEET) = 99.50 DOWNSTREAM(FEET) = 98.10 a an r Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 ,m SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.941 Ad * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.711 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 4 0 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) X11 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.27 0.80 0.60 52 7.94 so SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 to SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.27 INITIAL SUBAREA RUNOFF(CFS) = 1.03 qm ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: ld MAINLINE Tc(MIN) = 20.27 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.684 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.54 A EFFECTIVE AREA(ACRES) = 2.39 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 2.39 PEAK FLOW RATE(CFS) = 4.61 4m FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- tit »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< >> >>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: + TIME OF CONCENTRATION(MIN.) = 20.27 do RAINFALL INTENSITY(INCH/HR) = 2.68 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 0.95 10 EFFECTIVE STREAM AREA(ACRES) = 2.39 TOTAL STREAM AREA(ACRES) = 2.39 40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.61 to ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER d NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.03 20.01 2.706 0.61( 0.52) 0.86 6.6 7.00 1 12.40 23.55 2.454 0.61( 0.52) 0.85 7.1 3.00 2 4.61 20.27 2.684 0.57( 0.54) 0.95 2.4 1.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE t1 1 17.63 20.01 2.706 0.60( 0.53) 0.89 9.0 7.00 2 17.59 20.27 2.684 0.60( 0.53) 0.88 9.1 1.00 3 16.52 23.55 2.454 0.60( 0.53) 0.88 9.5 3.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.63 Tc(MIN.) = 20.01 EFFECTIVE AREA(ACRES) = 9.00 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.60 AREA -AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 9.53 go a LONGEST FLOWPATH FROM NODE 3.00 TO NODE 5.00 = 990.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 8.00 IS CODE = 82 ---------------------------------------------------------------------------- »»>ADD SUBAREA RUNOFF TO MAINLINE, AT MAINLINE Tc, ««< »»>(AND COMPUTE INITIAL SUBAREA RUNOFF) ««< INITIAL SUBAREA FLOW-LENGTH(FEET) = 286.00 ELEVATION DATA: UPSTREAM(FEET) = 98.10 DOWNSTREAM(FEET) = 95.60 0 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 in SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.212 ow * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.051 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 46 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) i RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.81 0.80 0.60 52 10.21 40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 ,N SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.81 INITIAL SUBAREA RUNOFF(CFS) = 2.60 m STREAM Q TC Intensity ** ADD SUBAREA RUNOFF TO MAINLINE AT MAINLINE Tc: Ae HEADWATER MAINLINE Tc (MIN) = 20.01 NUMBER (CFS) (MIN.) * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.706 (INCH/HR) SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 1.62 rr EFFECTIVE AREA(ACRES) = 9.81 AREA -AVERAGED Ftn(INCH/HR) = 0.52 2.706 AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.86 40 TOTAL AREA(ACRES) = 10.34 PEAK FLOW RATE(CFS) = 19.25 � END OF STUDY SUMMAi2Y:_____________________________________________________ 2.684 0.61( 0.52) 0.86 TOTAL AREA(ACRES) = 10.34 TC(MIN.) = 20.01 3 EFFECTIVE AREA(ACRES) = 9.81 AREA -AVERAGED Fm(INCH/HR)= 0.52 0.61( 0.52) AREA -AVERAGED Fp(INCH/HR) = 0.61 AREA -AVERAGED Ap = 0.86 PEAK FLOW RATE(CFS) = 19.25 ** PEAK FLOW RATE TABLE ** dw to 40 do go r�r STREAM Q TC Intensity Fp(Fm) Ap Ae HEADWATER ON NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.25 20.01 2.706 0.61( 0.52) 0.86 9.8 7.00 2 19.20 20.27 2.684 0.61( 0.52) 0.86 9.9 1.00 3 17.96 23.55 2.454 0.61( 0.52) 0.86 10.3 3.00 ------------------ END OF RATIONAL METHOD ANALYSIS dw to 40 do go r�r r� se, 4W do rrr 4n eo AIR Id 4M 0 NWES I To Z L 1000 Tc' 100 90 LIMITATIONS: 1. Maximum length = I000 Feet 2. Maximum area = f0 Acres Tc 5 (min) —900 80 a 70 H 6 800 u 500 Y w 400 0 300 700 60 c > - 200 7 m N EO100 c o E 600 50 o so ,. off 0 60 8 0 ° m m m d 40 m E o v a 9 m 0 500 V 0 20 (1) D U 35 u d e 10 n w 06 y K �- a 0) I I c 400 o 30 3 Undeveloped 0 m 12 c Good Cover o 2 Lw 350 0 25 Undeveloped.0/13 _ L. c c F er ,6 / 14— 300 E _ Undeveloped 0 .3 �Zl 5 15— S c 2�0 D rnin z Poor Cover o ° 2 16 o v 18 Famil Sin le X i�0� g y ° �R0 � 17 E 250 ! 16 pro�>rom (5-7 DU/AC) m� 18 J v c `J Commercial 19 'v15 t14 v)90 u�. 20 -- o+ d 200 oc 13 i L-H-Tc-K-Tc� o 12 •Ll_ •- 11 /l 25 u 0 l0 Pi Development u 150 E' E 9 80- Apartment o 75 -Mobile Home 30- 0 8 8 65- Condominium E 1= 60- Single Family -5,000 ft2 Lot 7 40- Single Family -1/4 Acre Lot 35 20- Single Family - I Acre Lot 6 10 - Single Family- 21/2 Acre Lot 100 40 EXAMPLE: 5 (1) L= 550, H=5.0', K=Single Family (5-7 DU/AC) Development, Tc=12.6 min. (2) L= 550'1 H= 5.0a, K= Commercial 4 Development, Tc= 9.7 min. 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I � A t�` 5i•. - .,�h�u? =� ilk ;'„�i•I -�':_ 17 � a7' \ ,� �_�-°-.ter-M•�-� .-.... ,I -+:r - � I. �_ rir'�I -?✓ ,�'' `9a ” ..-�ill�_I. - . , . L;�;'. $.,-C { .. /�>/ � � � �� Iu+ i' •r• a - .� A ��t... � yy _- , y 1 ,1.: \ II * ; � I:; ., � J' �' I . _ '.I,=,:K `� 1 1,_._ - - - _ � l,,-.. ..0 �,,. _ _,',: r.?.. s �" Wil•-: ,s ' 8.' Ai ,f'r,;r' - l._ Jl1, .✓._-, .r' .:.] ,. ..4 ..... ... ..... -__{�• h'-� r t-"'�_I�� n •Ir i -!. LEGEND _ SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION ��- SCALE 1:48,000 —'--'—'--- BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA I 1 --4— — 4- T— -T R 6 w w Kd Hfw 4 R2'W RIW RIE R2E T4NI a5 "A 74N T —T WEST nL 4 I L --L R 1.7L- - I I — I I I I - •� - __j 4 T ILL < 19 J4 UT SAN mmo A tv L.A !t E 816 -T214-11T N C N19 A. 4: 4 -4 0' 1`71 4�A 0 gr 7- la c, e —T I N• \ I I r 7 7— OAM -1,_I Tz- --4 SAN RN.RO1r DI O UP y1o,: 7 o - L + CUCAMC ON TA NI,- +NA wAS. TIS J •4TO COL ON ON TA T-1 S LOP REDLANDS ti LIZ --GA OAK EN 69ANIII TIERPttC- all, -T- JV SERMAIIIVIII110 OUNV 7 , 01-1 1 " 116, a5 , R - oTt". NJ SA - 4. IF 34-00 IV T2S ERSI D E i-0 00 ... 01 0 4 R4W R3 R2w 0 SAN DEANA"NO COUNTY + 4e Z FLOOD CONTROL DISTRICT j RZO R 5 VALLEY AREA IF 0 CONTROL'I REDUCED DRAWING WHYETALS -i 3S OA. SCALE 1 •4 MILES Yoo —100 YEAR t HOUR SAN BERNARDINO COUNTY °"° ON UXDJC, N"A XLAS t, WX A AM-1111100VIED BIT LEGEND; FL6000 8 w wDATE SCA" I" "a w HYDROLOGY MANUAL (--�O ISOLINES PRECIPITATION (INCHES) ...... ....................... I woo -4 4 o it -- FIGURF R—,& 1.� W I I I R W I I AN R6W i -- T I- R5Wi i l �24W �• I1T ; Cy - I -- -- -}- - R2W•r RIW ' ,\.,; RIE I '^*'.. 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'UNUPA I ,.: • I ` i ,r " ,y GRANS 7[RRACE I /k" ' TU- - 1 CMI NOI , I - - r 'p 1GOR=0 1 SAN 7 SERNA Dwo o. .� °•'� ''bO° � • 5 Blas �• r�; t - 1 -- -- �, - f ; % I� RIE I •� R E T2S%' i RIYR RIDE , COUNIT - oT N°OO _ i_ _ l I J•° +° 1 ave ..SER• T PNt"7 • _. - - -- D. ++°" / 1y O • • 7 I'•• 1\.ti SpN�p R4W ° 5 R3 R2 4. r t —! ` !— ; `i.',t+ r 7 I SAN BERNARDINO COUNTY — — FLOOD CONTROLDISTRICT ~ • • , 1 FL D NTROL r l 1N - ,I PAD° R5• VALLEY AREA T3S _ 4S.NCOREDUCED DRAWING — — ;o,m ��• I SCALE Iaa= 4 MILES YISOHYETALS a N; — 10 YEAR I HOUR i •• _.. l __ r ..}SjJ1• :,�' •` `" - . ! USED ON U.SD.r, NA.". ATLAS 2, 1973 A SAN BERNARDINO COUNTY — I I / 45 • 't ' •' I 1' i•R81 ' R7W R6 - HYDROLOGY MANUAL E" D F SCALE FILENa a,wnNa ISOLINES PRECIPITATION (INCHES) 1992 I"•2M9. WND-1 3 o1 12 THIS NAP IS fDA HPURPOSE iii OF AD YALOREY to%ATION ONLT. , Semi—Tropic Land & Water Co. Sub., S.B.L. M.B. 11/12 Fontana Unified City of Fontana Tax Rate Area 74010,10183 0 0j 0S *H H E— — —,$— 0 Tract No. 13909, M.B,. 232/21-22 Amending Map W.B. 244/73-74 January 2004 Tract No. 11938, M.B. 171/67-68 0 0 a 0246- 03 d AUG 0 4 2004 REVISED Assessor's Map Book 0246 Page 03 San Bernardino County a i 1 11 1 [ v ! ! wit ifi # iit i i 11 1 N .000'90oK N .000'LOotE N AMI9n.i1p f1f nnn.cr)-+,c Q m �v 0 C p c W 0 a E 0 J= 0 0 0 116 N 0 - -� pink 14 ��'r.-.., 9 J � -rte •: • : • •" ' •,» �• °i"�"'li � ': 4 C ! ,�®'L L . ............ z N .000'80o -K TL N .000'/_Ooi7S ............. . .. 4F I .... .. .... N 000 90017C . ......... .. .000'SOo*,E I 1 1 .1 1'1 1 '1 1 1 _� 2A 1 1 1 '?1 I-1 4h F 'I a 1 -1 it If I F -1 F'1 1: '1 1 , V re RM q:4.:k, los ;PER V o-4 2AW W j" .7 rc t 1 an X zo I.J C\j LL. O*'t NE :t j A Q8 A IIIA5 717 lit. • V 3A•I av . 2 A. E., I— N .000'80o -K N .000'/_Ooi7S N 000 90017C N .000'SOo*,E I 1 1 .1 1'1 1 '1 1 1 1 1 1 1 1 1 1 '?1 I-1 F 'I a 1 -1 it If I F -1 F'1 1: '1 1 , V -, V I AVENOe ° M. A VENUE. VV -hr��+ ( La c;� o ``eA+ Cq/LL . )ufcd. LEGEND 1 NODE # • • • --- FLOWLINE L= 810 LF FLOWLINE LENGTH A= 2.7 'AC SUB AREA PROPERTY OWNER: PREPARED FOR/ APPLICANT: TRUSTEES OF THE MABEL WIMIAN TRUST BRENDA MAGARI TY PAUL JR. DYNAMIC INVESTMENTS NAJIMIAN CARROL ;F&§kfST ATTY. HENRY MENENDEZ C/D: DYNAMIC INVESTMENTS 1050 LAKES DRIVE . 150 ATrN: HENRY MENENDEZ WEST COVINA, CA 91730 1050 LAKES DRIVE # 150 626 931-1476 WEST COVINA, CA 91730 . (626) 9J 1-1476 SCALE: 1.p—.60' SURVEY BY. . INLAND AERIAL ::SURVEYS DATED: 6-27-03 0 60 120- .180' i PRE-DEVELOPMEN..-.T. TRIBUTARY A MAP :. ASSESSOR'S PARCEL NUMBER 0246-03.1-13': & 29 CITY OF FONTANA r � � �pFESS�• � . ,.;�. • land planning civil engineering nnELVIN w..... THATCHER, �y cn phorw 909.748.7777 fax 809.748,7776 C9 No.. 39964 Z rn Ww engineering & asumlates, Inc. Exp..12a3 1ro7.. 345 5N sudo V.redWnds, ca 9W4 cSJ, CIVIL -CAUL : Melvin W. Thatcher, III R.C.E. 39964 Exp: Dec 3.1, 2007 ; Job No. Date Propar D 5ianedbv V yawn by Rafere__nceNo 108GO I 05/25/OG :. M.W.T: 58 10860 I TAM2Of MAY 2 -.5 2006 FOOTHILL _ AVENUE TRIBUTARY AR.... EA MAP POST -DEVELOPMENT LEGEND - lO NODE # - • • • `FLOWLINE L= 810 LF FLOWLINE LENGTH A= 2.7 AC sus AREA .......... f F SCALE: 1"=60' SURVEY BY INLAND AERIAL SURVEYS INC. DATED: 6-27-03 0 60 120 180 POST -DEVELOPMENT JUL:, 2 12006