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HomeMy WebLinkAboutTract 17884A M M jw�.ARD ENGINEERING ps -tmi onmnogmnry knd mn-MW land Tract No. 17884 Hydrology & Hydraulics Report Original: October 18, 2006 1st Revision: November 30, 2006 Prepared For: YH Citrus, LLC 10370 Trademark Street Rancho Cucamongaq CA. 91730 (909) 291-7600 Fax (909) 291-7633 REVIEWED BY WILLDAN THIS CIVIL ENGINEERING DOCUMENT HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH APPLICABLE CITY VrANDARDS. ACCLiz'rANCE BY THE REVIEWER 00 ANY ELEMENTS OF THE ENGINEERING DOCUMENT DOES NOT CONSTITUTE A WARRANTY AND DOES N07 RELIEVE THE APPLICANT OR APPLICANrS CONSULTANTS OF FULL RESPONSIBILITY FOR COMPLIANCE WITH CODES AND of . SIGNATURE DATE BW Stem Avmua FunWm CA 9M (90 356-1815 * CBM) 3bb-1-1w N Discussion Table of Contents Hydrology Reference Material Rational Methods 100 Year Storm Event 25 Year Storm Event Street Capacity Calculations 100 Year Storm Event 25 Year Storm Event Catch Basin Sizing Emergency Overflow Calculation WSPG Line A Lateral A-1 Lateral A-2 Lateral A-3 Walnut Avenue Storm Drain for Reference Only Revised Walnut Avenue Storm Drain (used for initial water surface for Line A) Exhibits Hydrology Map for Tract 17884 Walnut Ave Phase 11 A Storm Drain Plan (Sheets I & 2 of Dwg No 3706) M Hy -Ology Discussion OVERVIEW Tract 17884 is located in the City of Fontana, County of San Bernardino, State of California, on the northwest comer of the intersection between Citrus Avenue and Walnut Avenue. The 18 acre site currently consists of natural ground but is proposed to become a single family detached residential development. The natural terrain in the immediate area falls in a southerly direction at a slope of 2.5 %. An offsite area of 4.7 acres is tributary to the tract. The offsite area is developed as a single family detached subdivision at a density of 2 du/acre. This area is located on the north side of tract. in the developed condition, offsite runoff will drain onsite through holes that will be present in the base of the project perimeter walls that will reside on the north property line. Onsite and offsite flows will be conveyed to interior streets that will convey runoff to one of four onsite catch basins. An onsite storm drain will collect the runoff and convey the runoff to the Walnut Avenue storm drain system. The walnut Avenue storm drain was recently designed and installed for the purpose of conveying storm water from Tract No 17884, Walnut Avenue and an existing subdivision. When the Walnut Avenue storm drain was designed it was anticipated that a peak runoff of 53.2 cfs would exit Tract No 17884 in a 100 year storm event via the underground storm drain. The City has recently installed a storm drain system in Citrus Avenue. A catch basin located on the west side of Citrus Avenue immediately north of Walnut Avenue intercepts Citrus Avenue storm water runoff that might otherwise drain west in Walnut Avenue. OBJECTIVE The objective of this study is to quantify the peak flow rate associated with the 100 year and 25 year storm events and illustrate that proposed drainage structures are adequately sized. CRITERM The criteria utilized for, design is the San Bernardino County Hydrology Manual. Civil Cad and AES computer software were utilized to perform the computations. STREET CApACITY METHODOLOGY For the 100 year storm event, streets can convey runoff up to the right of way. Once the water surface exceeds the right of way, a catch basin should be introduced. For the 25 year storm event, streets can convey runoff up to the top of curb elevation. Once the water surface exceeds the top of curb elevation a catch basin should be introduced. Furthermore, when street capacity calculations are applied that demonstrate that the 100 year storm event is flowing below the top of curb the 25 year analysis is unnecessary, because the 2 5 year event will not flow as deep as the 100 year event. LANDUSE METHODOLOGY In order to acquire the average number of dwelling units per acre (density), the total number of lots was divided by the total acreage. All sub areas were then simulated using the density of 3-4 lots per acre. This land use designation is consistent throughout the hydrology exhibit and rational method analysis. STORM DRAIN METHODOLOGY The hydrology study completed for the Walnut Avenue Storm Drain predicted 53.2 cfs to be intercepted by the ston-n drain that serves the area of land that will become Tract 17884 in a 100 year storm event. However, due to changes in the site plan and different times of concentration revised rational method analysis demonstrates that Tract 17884 will only produce 49.2 cfs. Therefore the reference wspg for the Walnut Avenue storm drain was revised to reflect 49.2 cfs and then the initial water surface that was used for onsite storm drain wspg analysis was taken from it. All three sets of wspg simulations are available in this report. This methodology is conservative due to the peak flow rate for Tract 17884 being entered directly into the Walnut Avenue Storm Drain WSPG without Ctaking into account reductions in peak rates due to varying times of concentration. RESULTS Calculations demonstrate that 49.2 cfs will be produced during the 100 year storm event and 36.1 cfs during the 25 year storm event. Two 21 foot flow -by basins and two 10 foot sump basins will be constructed to intercept the runoff. Street capacity analysis demonstrates the streets ability to convey the 25 year storm event below the top of curb and the 100 year storm event below the right of way. WSPG analysis demonstrates that the 3 foot diameter storm drain has the capacity to convey the 100 year storm event in a safe manner. The total 49.2 cfs that is produced during the 100 year storm event will be intercepted by the proposed catch basins and conveyed to the Walnut Avenue Storm Drain. In the event that the catch basins plug Tahoe Way will serve as the emergency overflow. Calculations demonstrate that the maximum water surface that would occur in an emergency overflow event would be 1447.2. One foot of free board will exist between the maximum water surface and the nearest pad elevation of 1448.2. Calculations and exhibits accompany this discussion to further illustrate these findings. A A Hydrology Reference Material m A A A A 3.5 3 W (n w x L) z K� 2 CL w 0 LL. z a Ir A 3.5 2.5 2 1.5 a5 0 0 2 5 10 25 50 100 RETURN PERIOD IN'YEARS NOTE, MAPS 1. FOR WTERMED41E RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE "OUR VALUES FROM THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10- YEAR .950 AND 100 -YEAR CNE'"ObR -1.6e.25-YEAR ONE -HOWul.186. ONE 140UP a 0 REFERENCEeNOAA ATLAS 2, VOLUME =-CAL.,1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D-7 FIGURE D-2 V4 F -- S 14- X SAN BERNARDINO COUNTY HYDROLOGY MANUAL A INDEX MAP z -Aft '40i 's 41. 3 P g', wo a . 7, %; A - -31" -,A& rx W 77 ;:y IEGEM- SOIL GROUP SOUNDARY �j! A WtL GROUP DESIGNATION TC;LE I i�� eMNDAPY OF INDICATED SOURCE SCPAL19 RIEDUCIED BY 1/2 1 Y ROLO 1 01 -S GRO MAP �, --2 6 FOR SOUTHWEST -A AREA FIGURE C-1.3 C-1 C-2 -7-. ..RNA-INO COUNTY C -3f C-41 INDEX MAP z -Aft '40i 's 41. 3 P g', wo a . 7, %; A - -31" -,A& rx W 77 ;:y IEGEM- SOIL GROUP SOUNDARY �j! A WtL GROUP DESIGNATION TC;LE I i�� eMNDAPY OF INDICATED SOURCE SCPAL19 RIEDUCIED BY 1/2 1 Y ROLO 1 01 -S GRO MAP �, --2 6 FOR SOUTHWEST -A AREA FIGURE C-1.3 RIE , A-1 W L Now— ILI NO Ap, son W-1 f -A 1A P T2S SAM + — REDLANDS QlX it" YUCAIPA R Coupq f31*00 R3 R2W R5 I CONT� T3S — DAM A SAN BERNARDINO COUNTY A 8 w w HYDROLOGY MANUAL ............................. REDUCED DRAWING SCALE I" = 4 MILES .14212111L cl - 8 ISOLINES PRECIPIrATION (INCHES) A VALLEY AREA ISOHMALS Ywo —100 YEAR I HOUR SUM 001 "Df- WkA& NLM a. On op"01,1=1 A 604216r— om Ica& fts at lom we 191112 VAIIH 40902 A-10 r1rulloc 12-A W R 1. R R6W R5W 4W R! W RIE R2E J,2 w T N I 1,� T4N 1.4 III WEXT T 14 0 -7� > 0 4 - RA LESNP PI T3N .6. Jl A. L N !-SAW A, 34 -7 Lo 1`0 AD -v L (DII BER 7 -.NAR T 2'N . . . A A . . A A SEA L 3-5T? N 10 f 0t1jV'r4, A. -7- N- 7T7-- L3 ...... ?7 - — 77V — — — ON 'ILET, Xi;, DA. JIN T aIIL AL SAN III RNARD, UPLAND % "9—. A. 7:_ N 0 Ali : 1. AS.\ F0 T Wo .4 .... A . -AY TIS T IlkI 0 L "'! ".114; 14 S REDLANDS Al. LOMA 01 J- A am EN c JIM* TEPX�g Mj. t - CHINO RIE JT4N w s -4 — RTE Itivgmuce, COWT T2S — j— Woo A T 7 RSIDE 4 T R4W 3 R2W ioo /R I qll `— 1 41 1 . I 14 r t t R 5 W.' T3S ASIN DAM SAN BERNARDINO COUNTY A 141 - W . — -- i'-.R 8 W R7W R 6 HYDROLOGY MANUAL REDUCED DRAWING SCALE I*'z4 MILES LEGEND, c.4 ISOLINES PRKCIPITATION (INCHES) SAN BERNARDINO COLINTY FLOOD VALLEYAREA 190HYETALS Yoe - 10 YEAR I HOUR 8AIM ON U.S.Dr- NOAA. MLAS 2. W3 IIIIII-I w 'II. A�.IIIIII FLuou UUNTRUL ZQjjffEM::I WX I WALIA NQ I FILl I OMM ISM Moll 3 of it L�- Rational Methods N 14 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY * Tract 17884 * 100 year storm FILE NAME: T17844H.DAT TIME/DATE OF STUDY: 12:29 10/09/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100-00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18-00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5300 *ANTECEDENT MOISTURE CONDITION (AMC) II 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) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED vT_nW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ----------------------------------------------- ---------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 1114.W >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 280.00 ELEVATION DATA: UPSTREAM(FEET) 66.00 DOWNSTREAM(FEET) 63.00 Tc K*[(LENGTH** 3.00MELEVATION CHANGE)] -*0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.336 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.395 SUBAREA Tc AND LOSS RATE DATA(AMC II): Ap SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp CN (MIN.) LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL 112 DWELLINGS/ACRE" A 0.60 0.98 0.70 32 10.34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) 2.00 2.00 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE 20.00 TO NODE 230.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 63.00 DOWNSTREAM ELEVATIONWEET) 51.70 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 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) 4.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.97 AVERAGE FLOW VELOCITY(FEET/SEC.) 4.07 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.32 STREET FLOW TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 11.73 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.074 SUBAREA LOSS RATE DATA(AMC II): SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1.60 0.98 0.60 32 113-4 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREMACRES) = 1.60 SUBAREA RUNOFF(CFS) 5.02 EFFECTIVE AREMACRES) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREMACRES) 2.20 PEAK FLOW RATE(CFS) 6.86 lovm� 11 -OW END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.84 1.64 FLOW VELOCITY(FEET/SEC.) = 4.51 DEPTH*VELOCITY(FT*FT/SEC.) = LONGEST FLOWPATH FROM NODE 10.00 TO NODE 230.00 = 620.00 FEET. FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.73 RAINFALL INTENSITY(INCH/HR) = 4.07 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 EFFECTIVE STREAM AREMACRES) 2.20 TOTAL STREAM AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.86 FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 280.00 ELEVATION DATA: UPSTREAM(FEET) 66.00 DOWN STREAM(FEET) 63.00 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.336 * loo YEAR RAINFALL INTENSITY(INCH/HR) = 4.395 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc (MIN.) LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 0.60 0.98 0.70 32 112 DWELLINGS/ACRE" A 10.34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) 2.00 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) 2.00 FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 61 ------- -------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USEDk<<<< UPSTREAM ELEVATION(FEET) 63.00 DOWNSTREAM ELEVATION(FEET) 51.70 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 A*all llkl� SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 (curb -to -curb) 0.0150 Manning's FRICTION FACTOR for Streetflow Section Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.73 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.17 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.20 STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 11.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.061 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp x I TXTOTJ /HR) (DECIMAL) CN LAND USE GROUP kw-mmo RESIDENTIAL A 1.10 0.98 0.60 113-4 DWELLINGS/ACRE" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREMACRES) = 1.10 SUBAREA RUNOFF(CFS) 3.44 EFFECTIVE AREMACRES) = 1.70 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED FP(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.64 TOTAL AREMACRES) = 1.70 PEAK FLOW RATE(CFS) = 32 0.62 5.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.59 FLOW VELOCITY(FEET/SEC-) = 4.25 DEPTH*VELOCITY(FT*FT/SEC.) 1.44 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 230.00 620.00 FEET. FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE -------- -------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<< ­ >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.79 RAINFALL INTENSITY(INCH/HR) = 4.06 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.64 EFFECTIVE STREAM AREA(ACRES) 1.70 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.27 ** CONFLUENCE DATA ** Fp(Fm) Ap Ae STREAM Q Tc Intensity (ACRES) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 2.2 1 6.86 11.73 4.074 0.98( 0.61) 0.63 2 5.27 11.79 4.061 0.98( 0.62) 0.64 1.7 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE Tc Intensity FP(FM) Ap Ae STREAM Q HEADWATER NODE 10.00 210-00 HEADWATER NUMBER (CFS) (MIN.) (INCHIHR) (INCHIHR) (ACRES) NODE 1 12.11 11.73 4.074 0.98( 0.61) 0.63 3.9 10.00 2 12.09 11.79 4.061 0.97( 0.62) 0.63 3.9 210.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.11 Tc(MIN.) = 11.73 EFFECTIVE AREA(ACRES) 3.89 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREMACRES) = 3.90 230.00 620.00 FEET. LONGEST FLOWPATH FROM NODE 10.00 TO NODE FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 51.70 DOWNSTREAM ELEVATION(FEET) 50.30 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 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 curb) 0.0150 Manning's FRICTION FACTOR for Streetflow Section(curb-to- 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 13.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.03 STREET FLOW TRAVEL TIME(MIN.) = 2.22 Tc(MIN.) = 13.95 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.671 SUBAREA LOSS RATE DATA(AMC II): SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 0.60 32 113-4 DWELLINGS/ACRE" A 1.20 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 3.33 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = EFFECTIVE AREA(ACRES) = 5.09 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 14.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHWEET) = 0.48 HALFSTREET FLOOD WIDTHWEET) = 17.62 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) 1.04 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 240-00 910.00 FEET. FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 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) 23.50 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 22.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.54 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.39 STREET FLOW TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 14.48 * loo YEAR RAINFALL INTENSITY(INCH/HR) 3.591 SUBAREA * LOSS RATE DATA(AMC II): AREA Fp Ap Scs DEVELOPMENT TYPE/ SCS SOIL (INCH/HR) (DECIMAL) CN LAND USE GROUP (ACRES) RESIDENTIAL 0.30 0.98 0.70 32 112 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.70 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) 0.79 EFFECTIVE AREA(ACRES) = 8.69 AREA -AVERAGED Fm(INCH/HR) = 0.61 p(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 AREA -AVERAGED F ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE TC(MIN) = 13.95 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.671 SUBAREA LOSS RATE DATMAMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp (ACRES) (INCH/HR) (DECIMAL) CN LAND USE GROUP RESIDENTIAL A 2.20 0.98 0.60 113-4 DWELLINGS/ACRE" 32 RESIDENTIAL to 0.98 0.70 A 1.10 32 112 DWELLINGS/ACRE SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.63 RUNOFF(CFS) 9.07 SUBAREA AREMACRES) = 3.30 SUBAREA AREA -AVERAGED Fm(INCH/HR) = 0.61 EFFECTIVE AREMACRES) = 8.39 Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 . AREA -AVERAGED 8.40 PEAK FLOW RATE(CFS) 23.10 TOTAL AREMACRES) FLOW PROCESS FROM NODE 240.00 TO NODE 250-00 IS CODE - 61 ---------- ------------------------------------------------------------ >>>>>COMPUTE STREET -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<-< UPSTREAM ELEVATION(FEET) 50.30 DOWNSTREAM ELEVATION(FEET) 49-90 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAKWEET) = 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0-020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 23.50 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 22.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.54 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.39 STREET FLOW TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 14.48 * loo YEAR RAINFALL INTENSITY(INCH/HR) 3.591 SUBAREA * LOSS RATE DATA(AMC II): AREA Fp Ap Scs DEVELOPMENT TYPE/ SCS SOIL (INCH/HR) (DECIMAL) CN LAND USE GROUP (ACRES) RESIDENTIAL 0.30 0.98 0.70 32 112 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.70 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) 0.79 EFFECTIVE AREA(ACRES) = 8.69 AREA -AVERAGED Fm(INCH/HR) = 0.61 p(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 AREA -AVERAGED F TOTAL AREA(ACRES) 8.70 PEAK FLOW RATE(CFS) 23.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 22.38 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH-VELOCITY(FT*FT/SEC.) 1.39 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 250.00 = 990.00 FEET. FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 49.90 DOWNSTREAM ELEVATION(FEET) 48.00 STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 24.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.27 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.65 STREET FLOW TRAVEL TIME(MIN.) = 0.97 TC(MIN.) = 15.45 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 3.454 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.60 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 1.55 EFFECTIVE AREMACRES) = 9.29 AREA -AVERAGED FM(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.63 TOTAL AREMACRES) = 9.30 PEAK FLOW RATE(CFS) = 23.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.89 FLOW VELOCITY(FEET/SEC.) = 3.26 DEPTH*VELOCITY(FT*FT/SEC.) 1.63 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 255.00 = 1180.00 FEET. FLOW PROCESS FROM NODE 255.00 TO NODE 328.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOWk<<<< ELEVATION DATA: UPSTREAM(FEET) = 40.90 DOWNSTREAM(FEET) 38.40 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.31 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 23.76 PIPE TRAVEL TIME(MIN.) = 1.32 Tc(MIN.) = 16.77 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 328.00 = 1680.00 FEET. FLOW PROCESS FROM NODE 328.00 TO NODE 328.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION -(MIN.) = 16.77 RAINFALL INTENSITY(INCH/HR) = 3.29 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.63 EFFECTIVE STREAM AREA(ACRES) 9.29 TOTAL STREAM AREMACRES) = 9.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.76 FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 160.00 58.10 ELEVATION DATA: UPSTREAM(FEET) 62.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.010 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.548 SUBAREA Tc AND LOSS RATE DATA(AMC IV: DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL '12 DWELLINGS/ACRE" A 1.20 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) 5.25 TOTAL AREMACRES) = 1.20 PEAK FLOW RATE(CFS) Ap scs Tc (DECIMAL) CN (MIN.) 0.70 32 7.01 0.98 5.25 FLOW PROCESS FROM NODE 310.00 TO NODE 280-00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # I USEDk<<<< UPSTREAM ELEVATION(FEET) 58.10 DOWNSTREAM ELEVATION(FEET) 48.60 STREET LENGTH(FEET) = 305.00 CURB HEIGHT(INCHES) = 6.0 lolml STREET HALFWIDTH(FEET) = 20.00 1*4. DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 9.bb STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET/SEC-) = 4.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.35 STREET FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) 8.26 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 5.027 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 2.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREMACRES) = 2.20 SUBAREA RUNOFF(CFS) 8.79 .62 EFFECTIVE AREMACRES) = 3.40 AREA -AVERAGED Fm(INCH/HR) 0 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.64 13.49 TOTAL AREMACRES) 3.40 PEAK FLOW RATE(CFS) END OF SUBAREA STREET FLOW HYDRAULICS: WIDTH(FEET) = 11-91 DEPTH(FEET) = 0.36 HALFSTREET FLOOD TY(FT*FT/SEC.) 1.60 FLOW VELOCITY(FEET/SEC-) = 4.39 DEPTH*VELOCI 280.00 465.00 FEET. LONGEST FLOWPATH FROM NODE 300.00 TO NODE FLOW PROCESS FROM NODE 280.00 TO NODE 280-00 IS CODE 81 ---------- ------- ---------------------------------------- --------- - - >>>>>ADDITION OF SU13AREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 8.26 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.027 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp IMAL) CN LAND USE GROUP (ACRES) (INCH/HR) (DEC RESIDENTIAL if 0.98 0.60 32 1-3-4 DWELLINGS/ACRE A 0.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) 0.80 EFFECTIVE AREMACRES) = 3.60 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREMACRES) = 3.60 PEAK FLOW RATE(CFS) = 14.29 FLOW PROCESS FROM NODE 280.00 TO NODE 320.00 IS CODE 61 ---------- --------------------------------------------------------- -- - >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 48.60 DOWNSTREAM ELEVATION(FEET) 46.90 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 16.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.59 - AVERAGE FLOW VELOCITY(FEET/SEC-) = 2.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.14 STREET FLOW TRAVEL TIME(MIN.) = 2.49 Tc(MIN.) = 10.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.293 SUBAREA LOSS RATE DATA(AMC II): SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1.20 0.98 0.60 32 "3-4 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREMACRES) = 1.20 SUBAREA RUNOFF(CFS) 4.00 EFFECTIVE AREMACRES) = 4.80 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.62 TOTAL AREMACRES) = 4.80 PEAK FLOW RATE(CFS) = 15.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHWEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.37 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH-VELOCITY(FT*FT/SEC.) 1.12 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320-00 = 805.00 FEET. FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 10.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.293 SUBAREA LOSS RATE DATA(AMC IV: Ap Scs DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 2.20 0.98 0.60 32 113-4 DWELLINGS/ACRE" A RESIDENTIAL 1_20 0.98 0.70 32 112 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.64 SUBAREA AREMACRES) = 3.40 SUBAREA RUNOFF(CFS) 11.24 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED FM(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) 8.20 PEAK FLOW RATE(CFS) 27.15 FLOW PROCESS FROM NODE 320.00 TO NODE 328.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # I USED)<<<<< UPSTREAM ELEVATION(FEET) 46.90 DOWNSTREAM ELEVATION(FEET) 45.10 STREET LENGTH(FEET) = 110.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS-CARRYING RUNOFF = -2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 27.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.16 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.09 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 2.00 STREET FLOW TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 11.20 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.189 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) 1.62 EFFECTIVE AREMACRES) 8.70 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREMACRES) = 8.70 PEAK FLOW RATE(CFS) = 28.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.16 FLOW VELOCITY(FEET/SEC.) = 4.10 DEPTH*VELOCITY(FT*FT/SEC.) 2.01 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 328.00 = 915.00 FEET. FLOW PROCESS FROM NODE 328.00 TO NODE 328.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.20 RAINFALL INTENSITY(INCH/HR) = 4.19 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 EFFECTIVE STREAM AREA(ACRES) 8.70 TOTAL STREAM AREMACRES) = 8.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.01 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 23.76 16.77 3.288 0.97( 0.61) 0.63 9.3 10.00 1 23.71 16.84 3.280 0.97( 0.61) 0.63 9.3 210.00 2 28.01 11.20 4.189 0.98( 0.61) 0.63 8.7 300.00 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 49.22 11.20 4.189 0.98( 0.61) 0.63 14.9 300.00 2 44.71 16.77 3.288 0.97( 0.61) 0.63 18.0 10.00 3 44.60 16.84 3.280 0.98( 0.61) 0.63 18.0 210.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.22 Tc(MIN.) = 11.20 EFFECTIVE AREA(ACRES) 14.90 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 18.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 328.00 = 1680.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 18.00 TC(MIN.) 11.20 EFFECTIVE AREA(ACRES) 14.90 AREA -AVERAGED Fm(INCH/HR)= 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 PEAK FLOW RATE(CFS) 49.22 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 49.22 11.20 4.189 0.98( 0.61) 0.63 14.9 300.00 2 44.71 16.77 3.288 0.97( 0.61) 0.63 18.0 10.00 3 44.60 16.84 3.280 o.98( 0.61) 0.63 18.0 210.00 END OF RATIONAL METHOD ANALYSIS m RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY * Tract 17884 * 25 year Storm FILE NAME: T17844H.DAT TIME/DATE OF STUDY: 12:31 10/09/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2000 *ANTECEDENT MOISTURE CONDITION (AMC) II 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) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 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.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< m m INITIAL SUBAREA FLOW-LENGTH(FEET) 280.00 ELEVATION DATA: UPSTREAM(FEET) = 66.00 DOWNSTREAM(FEET) 63.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.336 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.447 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "2 DWELLINGS/ACRE" A 0.60 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) 1.49 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.70 32 10.34 0.98 1.49 FLOW PROCESS FROM NODE 20.00 TO NODE 230.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USEDk<<<< UPSTREAM ELEVATION(FEET) 63.00 DOWNSTREAM ELEVATION(FEET) 51.70 STREET LENGTHWEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 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) 3.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.71 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.84 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.15 STREET FLOW TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 11.81 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 3.182 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS T 7%KTn TTC2L' (WOUT) (Arpv..q) (TNrW/HR1 (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.60 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SU13AREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) 3.74 EFFECTIVE AREMACRES) 2.20 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: 32 0.61 5.09 m m DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.43 FLOW VELOCITY(FEET/SEC.) = 4.22 DEPTH*VELOCITY(FT*FT/SEC.) 1.41 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 230.00 = 620.00 FEET. FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11-81 RAINFALL INTENSITY(INCH/HR) = 3.18 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 EFFECTIVE STREAM AREMACRES) 2.20 TOTAL STREAM AREMACRES) = 2.20 PEAK FLOW RATE(CFS) AT CONFLUENCE 5.09 FLOW PROCESS FROM NODE 210.00 TO NODE 220.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<-< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 280.00 STREAM(FEET) 63.00 ELEVATION DATA: UPSTREAM(FEET) = 66.00 DOWN Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.336 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.447 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 112 DWELLINGS/ACRE" A 0.60 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) 1.49 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN-) 0.70 32 10.34 0.98 1.49 FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<< ­ >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 63.00 DOWNSTREAM ELEVATION(FEET) 51.70 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10-00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 tow- OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF m N N 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) 2.7' STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTHWEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 7.97 AVERAGE FLOW VELOCITY(FEET/SEC-) 3.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.05 STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 11-88 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 3.171 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.10- 0.98 0.60 - SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREMACRES) = 1.10 SUBAREA RUNOFF(CFS) 2. EFFECTIVE AREA(ACRES) = 1.70 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = SCS CN 32 56 0.62 3.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) 9.30 FLOW VELOCITY(FEET/SEC-) = 3.97 DEPTH*VELOCITY(FT*FT/SEC.) 1.24 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 230.00 = 620.00 FEET. FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11-88 RAINFALL INTENSITY(INCH/HR) = 3.17 AREA -AVERAGED FM(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.64 EFFECTIVE STREAM AREMACRES) 1.70 TOTAL STREAM AREMACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.90 ** CONFLUENCE DATA ** STREAM Q Tc Intensity F p(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCHIHR) (INCHIHR) (ACRES) NODE 1 5.09 11.81 3.182 0.98( 0.61) 0.63 2.2 10.00 2 3.90 11.88 3.171 0.98( 0.62) 0.64 1.7 210.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** pp (Fm) Ap Ae HEADWATER STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.99 11.81 3.182 0.98( 0.61) 0.63 3.9 10.00 2 8.97 11.88 3.171 0.97( 0.62) 0.63 3.9 210.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.99 Tc(MIN.) = 11.81 EFFECTIVE AREMACRES) 3.89 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 3.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 230.00 620.00 FEET. FLOW PROCESS FROM NODE 230.00 TO NODE 240.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 51.70 DOWNSTREAM ELEVATION(FEET) 50.30 STREET LENGTH(FEET) = 290.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 10.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.00 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.88 STREET FLOW TRAVEL TIME(MIN.) = 2.41 Tc(MIN.) = 14.22 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 2.846 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 1.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) 2.44 EFFECTIVE AREA(ACRES) 5.09 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 5.10 PEAK FLOW RATE(CFS) = 10.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTHWEET) = 15.59 FLOW VELOCITY(FEET/SEC.) = 2.01 DEPTH*VELOCITY(FT*FT/SEC.) 0.88 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 240.00 910.00 FEET. FLOW PROCESS FROM NODE 240.00 TO NODE 240.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.22 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.846 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 2.20 0.98 0.60 32 RESIDENTIAL "2 DWELLINGS/ACRE" A 1.10 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.63 SUBAREA AREMACRES) = 3.30 SUBAREA RUNOFF(CFS) 6.62 EFFECTIVE AREA(ACRES) 8.39 AREA -AVERAGED Fm(INCH/HR) 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREMACRES) 8.40 PEAK FLOW RATE(CFS) 16.87 FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = ---------------------------------------------------------------------------- 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) 50.30 DOWNSTREAM ELEVATION(FEET) 49.90 STREET LENGTH(FEET) = 80.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 17.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.31 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.17 STREET FLOW TRAVEL TIME(MIN.) = 0.58 Tc(MI.N.) = 14.80 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 2.779 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 112 DWELLINGS/ACRE" A 0.30 0.98 0.70 32 -SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREMACRES) = 0.30 SUBAREA RUNOFF(CFS) 0.57 EFFECTIVE AREMACRES) 8.69 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 16.93 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.05 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH-VELOCITY(FT*FT/SEC.) 1.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 250.00 = 990.00 FEET. FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # I USED)<<<<< UPSTREAM ELEVATION(FEET) 49.90 DOWNSTREAM ELEVATION(FEET) 48.00 STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEETI = .10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.02 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.39 STREET FLOW TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) 15.85 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 2.667 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.60 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 1. EFFECTIVE AREA(ACRES) 9.29 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) = SCS CN 32 12 0.61 17.18 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.52 FLOW VELOCITY(FEET/SEC.) = 3.02 DEPTH*VELOCITY(FT*FT/SEC.) 1.38 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 255.00 = 1180.00 FEET. FLOW PROCESS FROM NODE 255.00 TO NODE 328.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< ooml�l >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< 1140W ELEVATION DATA: UPSTREAM(FEET) 40.90 DOWNSTREAM(FEET) 38.40 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC-) = 5.84 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 17.18 PIPE TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 17.28 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 328.00 = 1680.00 FEET. FLOW PROCESS FROM NODE 328.00 TO NODE 328.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.28 RAINFALL INTENSITY(INCH/HR) = 2.53 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.63 EFFECTIVE STREAM AREA(ACRES) 9.29 TOTAL STREAM AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.18 FLOW PROCESS FROM NODE 300.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 160.00 ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) 58.10 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.010 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.351 SUBAREA TC AND LOSS RATE DATA(AMC IV: DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL '12 DWELLINGS/ACRE" A 1.20 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) 3.96 TOTAL AREMACRES) = 1.20 PEAK FLOW RATE(CFS) Ap scs Tc (DECIMAL) CN (MIN.) 0.70 32 7.01 0.98 3.96 FLOW PROCESS FROM NODE 310.00 TO NODE 280.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) 58.10 DOWNSTREAM ELEVATION(FEET) 48.60 STREET LENGTH(FEET) = 305.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 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 urb) 0.0150 Manning's FRICTION FACTOR for Streetflow Section(curb-to-c Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 7.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.17 AVERAGE FLOW VELOCITY(FEET/SEC.) 3.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.17 STREET FLOW TRAVEL TIME(MIN.) = 1.34 TC(MIN.) 8.35 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 3.917 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 0.60 32 113-4 DWELLINGS/ACRE" A 2.20 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 6.60 SUBAREA AREMACRES) = 2.20 SUBAREA RUNOFF(CFS) = EFFECTIVE AREMACRES) = 3.40 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.64 10.09 TOTAL AREMACRES) = 3.40 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTHWEET) = 10.59 FLOW VELOCITY(FEET/SEC-) = 4.07 DEPTH-VELOCITY(FT*FT/SEC.) 1.38 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 280.00 = 465.00 FEET. FLOW PROCESS FROM NODE 280.00 TO NODE 280-00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE TC(MIN) 8.35 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3-917 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 0.60 32 113-4 DWELLINGS/ACRE" A 0.20 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0-98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.60 SUBAREA AREMACRES) = 0.20 SUBAREA RUNOFF(CFS) 0.60 EFFECTIVE AREA(ACRES) = 3.60 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREMACRES) = 3.60 PEAK FLOW RATE(CFS) = 10.69 FLOW PROCESS FROM NODE 280.00 TO NODE 320.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USEDk<<<< 46.90 UPSTREAM ELEVATION(FEET) 48.60 DOWNSTREAM ELEVATION(FEET STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 0.0150 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 12.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.97 STREET FLOW TRAVEL TIME(MIN.) = 2.67 Tc(MIN.) = 11.02 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 3.317 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1.20 0.98 0.60 32 113-4 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREMACRES) = 1.20 SUBAREA RUNOFF(CFS) 2.95 EFFECTIVE AREA(ACRES) = 4.80 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.62 11.70 TOTAL AREMACRES) = 4.80 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTHWEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.28 FLOW VELOCITY(FEET/SEC-) = 2.11 DEPTH*VELOCITY(FT*FT/SEC.) 0.95 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 805.00 FEET. FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE 81 ---------- ------- ---------------------------------------------------- - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE TC(MIN) = 11.02 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.317 SUBAREA LOSS RATE DATA(AMC IV: Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 0.98 0.60 32 1-3-4 DWELLINGS/ACRE" A 2.20 RESIDENTIAL 1.20 0.98 0.70 32 112 DWELLINGS/ACRE" A SU13AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0-98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 0.64 SUBAREA AREMACRES) = 3.40 SUBAREA RUNOFF(CFS) 8.26 EFFECTIVE AREA(ACRES) = 8.20 AREA -AVERAGED FM(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREMACRES) = 8.20 PEAK FLOW RATE(CFS) = 19.95 Alp" - FLOW PROCESS FROM NODE 320.00 TO NODE 328.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USEDk<<<< UPSTREAM ELEVATION(FEET) 46.90 DOWNSTREAM ELEVATION(FEET) 45.10 STREET LENGTH(FEET) = 110-00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 20.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.70 STREET FLOW TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 11.50 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 3.233 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.50 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) 1.19 EFFECTIVE AREA(ACRES) 8.70 AREA -AVERAGED FM(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.63 TOTAL AREMACRES) = 8.70 PEAK FLOW RATE(CFS) = 20.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.13 FLOW VELOCITY(FEET/SEC.) = 3.77 DEPTH*VELOCITY(FT*FT/SEC.) 1.69 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 328.00 = 915.00 FEET. FLOW PROCESS FROM NODE 328.00 TO NODE 328.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11-50 RAINFALL INTENSITY(INCH/HR) = 3.23 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.98 4100� AREA -AVERAGED Ap = 0.63 EFFECTIVE STREAM AREA(ACRES) 8.70 vamp., TOTAL STREAM AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.52 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 17.18 17.28 2.533 0.97( 0.61) 0.63 9.3 10.00 1 17.16 17.33 2.528 0.97( 0.61) 0.63 9.3 210.00 2 20.52 11.50 3.233 0.98( 0.61) 0.63 8.7 300.00 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 36.13 11.50 3.233 0.98( 0.61) 0.63 14.9 300.00 2 32.22 17.28 2.533 0.97( 0.61) 0.63 18.0 10.00 3 32.17 17.33 2.528 0.98( 0.61) 0.63 18.0 210.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.13 Tc(MIN.) = 11.50 EFFECTIVE AREA(ACRES) 14.89 AREA -AVERAGED Fm(INCH/HR) = 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 18.00 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 328.00 = 1680.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 18.00 TC(MIN.) 11.50 EFFECTIVE AREMACRES) 14.89 AREA -AVERAGED Fm(INCH/HR)= 0.61 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.63 PEAK FLOW RATE(CFS) 36.13 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 36.13 11.50 3.233 0.98( 0.61) 0.63 14.9 300.00 2 32.22 17.28 2.533 0.97( 0.61) 0.63 18.0 10.00 3 32.17 17.33 2.528 0.98( 0.61) 0.63 18.0 210.00 END OF RATIONAL METHOD ANALYSIS ANON-, ,*NW Street Capacity Calculations 19, VM001 Tract 17884 **awl Street Depth Calculation — Tahoe Way 100 Year Storm Event >>>>STREETFLOW MODEL INPUT INFORMATION<<` CONSTANT STREET GRADE(FEETIFEET) = 0.015700 CONSTANT STREET FLOW(CFS) = 28.37 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10-00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0. 12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ----------------------------------------------- STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.98 PRODUCT OF DEPTH&VELOCITY = 1.98 100 year storm event does not exceed top of curb, therefore neither does 25 year event ON*- Tract 17884 i4ftw Street Depth Calculation — San Leandro Drive at Node 255 100 Year Stonn Event >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) 0.005000 CONSTANT STREET FLOW(CFS) .. .. .. .. . . .. 4 4.10- OR(MANNING)=0.015000 AVERAGE STREETFLOW FRICTION P711 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10-00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0. 12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ***STREET FLOWING FULL*** STREET FLOW MODEL RESULTS: ----------------------------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLI13LE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEEVSEC.) = 2.53 PRODUCT OF DEPTH&VELOCITY = 1.41 AM&- Tract 17884 Street Depth Calculation — San Leandro Drive at Node 255 25 Year Storm Event >>>>STREETFLOW MODEL INPUT INFORMATION<<<< CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 17.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL, GRADEBREAK(FEET) = 10.00 INTERIOR.STREET CROSSFALL(DECIMAL) 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0. 12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.28 PRODUCT OF DEPTH&VELOCITY = 1. 16 Requirement is for 25 year event to not exceed top of curb Top of curb = 0.50' 0.50' < 0.50' Therefore runoff is flowing at top of curb but not exceeding 19 m Catch Basin Sizing Calculations 10 m Awn, Tract 17884 '*awl Sump Basin Width Calculation #1 & #2 100 Year Storm Event >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 14.19 = (28.01+0.36)/2 BASIN OPENING(FEET) = 0.71 DEPTH OF WATER(FEET) = 0.80 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 6.82 Suggested Width = 7.0' Recommended Width = 10.0' M Tract 17884 Flow By Basin Calculations CB # 3 & # 4 100 Year Storm Event >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump, basins. STREETFLOW(CFS) = 11.90 GUTTER FLOWDEPTH(FEET) = 0.56 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.18 1.93 2.50 2.19 3.00 2.60 3.50 3.00 4.00 3.40 4.50 3.79 5.00 4.19 5.50 4.57 6.00 4.96 6.50 5.34 7.00 5.66 7.50 5.98 8.00 6.29 8.50 6.59 9.00 6.89 9.50 7.19 10.00 7.48 10.50 7.77 11.00 8.05 11.50 8.32 12.00 8.58 12.50 8.83 13.00 9.07 13.50 9.29 14.00 9.51 14.50 9.72 15.00 9.91 15.50 10.10 16.00 10.29 16.50 10.46 17.00 10.63 17.50 10.79 18.00 10.94 18.50 11.08 19.00 11.22 19.50 11.36 20.00 11.48 20.50 11.61 21.00 11.72 21.50 11.83 21.81 11.90 11.72 * 2 = 23.44 — 23.8 = 0.36 cfs passes the catch basins, approx 0.2 cfs per catch basin. on m Emergency Overflow Calculation M Emergency Overflow Analysis 100 Year Storm Event CONSTANT STREET GRADE(FEET/FEET) = 0.031100 CONSTANT STREET FLOW(CFS) = 49.20 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 10-00 INTERIOR STREET CROSSFALL(DECIMAL) 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ------------- NOTE: STREET FLOW EXCEEDS TOP OF CURB. THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL. THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED. STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 19.71 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.14 PRODUCT OF DEPTH&VELOCITY = 3.20 Add one velocity head to account for cresting over crown = VA 2/2g = (6.14 A 2)/(2*32.2) = 0.59' 0.59 + 0.52 = 1 .1 V invert = 1446.09 High Water Elevation = 1446.09 + 1 .11 = 1447.2 Lowest Adjacent Pad Elevation = 1448.2 Freeboard = 1448.2 — 1447.2 = 1 .0' VM- T1 Tract 17884 0 T2 Line A Mainline Storm Drain T3 so 1002.3301438.260 1 .000 R 1011.1601438.330 1 .013 0 .000 45.557 .000 R 1029.3001438.450 1 .013 0 CD 3 4 ix 1038.0501438.520 8 6 7.013 1.671 .000 .00 CD R 1079.5701438.810 8 .013 0 .000 .000 .000 R 1081.6001438.820 8 .013 0 .000 3.000 .000 R 1182.3101439.530 8 .013 0 4 1 .000 JX. 1186.9801439.550-21 .000 .013 R 1351.3001440.390 8 .013 1 .000 2.500 .000 R 1476.5201441.030 8 .013 0 4 1 .000 ix 1483.2601442.100 10 9 .013 .000 CD 9 4 R 1486.2801442.130 10 .013 0 .000 .00 CD R 1522.0601442.490 10 .013 0 .000 .000 .000 WE 1522.0601442.490 12 .200 1443.02G .000 .000 3.464 .000 12.890 12.8901438.7101438.710-30.0 30.0 7.930 .000 .000 .000 76.937 .000 .000 .000 -8.634 .000 11.720 1442.060 30.0 CD .000 .000 45.557 .000 SH 1522.0601442.490 12 1442.490 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 4 1 .000 2.500 .000 .000 .000 .00 CD 5 4 1 .000 3.000 .000 .000 .000 .00 CD 6 4 1 .000 2.500 .000 .000 .000 .00 CD 7 4 1 .000 2.500 .000 .000 .000 .00 CD 8 4 1 .000 3.000 .000 .000 .000 .00 CD 9 4 1 .000 2.000 .000 .000 .000 .00 CD 10 4 1 .000 2.000 .000 .000 .000 .00 CD 12 2 0 .000 8.200 14.000 .000 .000 .00 CD 14 4 1 .000 3.000 .000 .000 .000 .00 CD 16 4 1 .000 3.000 .000 .000 .000 .00 CD 18 4 1 .000 3.000 .000 .000 .000 .00 CD 20 4 1 .000 3.000 .000 .000 .000 .00 CD 21 4 1 .000 3.000 .000 .000 .000 .00 Q 11.720 .0 N FILE: 17884sd.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE I Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:11-27-2006 Time:ll: 5:14 Tract 17884 Line A Mainline Storm Drain Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase WtI INo Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm. Dp I "N" I X-Fallj ZR IType Ch 1002.330 1438.260 4.766 1443.026 49.22 6.96 .75 1443.78 .00 2.28 .00 3.000 .000 1 .0 8.830 .0079 .0054 .05 4.77 .00 2.08 .013 .00 .00 PIPE 1011.160 1438.330 4.744 1443.074 49.22 6.96 .75 1443.83 .00 2.28 .00 3.000 .000 .00 1 .0 18.140 0066 .0054 .10 .00 .00 2.24 .013 .00 .00 PIPE 1029.300 1438.450 4.752 1443.202 49.22 6.96 .75 1443.96 .00 2.28 .00 3.000 .000 .00 1 .0 JUNCT STR 0080 .0033 .03 .00 .00 .013 .00 .00 PIPE 1038.050 1438.520 5.618 1444.138 23.44 3.32 .17 1444.31 .00 1.56 .00 3.000 .000 .00 1 .0 41.520 .0070 .0012 .05 .00 .00 1.36 .013 .00 .00 PIPE 1079.570 1438.810 5.390 1444.200 23.44 3.32 .17 1444.37 .00 1.56 .00 3.000 .000 .00 1 .0 2.030 .0049 .0012 .00 5.39 .00 1.51 .013 .00 .00 PIPE 1081.600 1438.820 5.382 1444.202 23.44 3.32 .17 1444.37 .00 1.56 .00 3.000 .000 .00 1 .0 100.710 .0071 .0012 .12 .00 .00 1.35 .013 .00 .00 PIPE 1182.310 1439.530 4.828 1444.358 23.44 3.32 .17 1444.53 .00 1.56 .00 3,000 .000 .00 1 .0 JUNCT STR .0043 .0012 .01 4.83 .00 .013 .00 .00 PIPE 1186.980 1439.550 4.814 1444.364 23.44 3.32 .17 1444.53 .00 1.56 .00 3.000 .000 .00 1 .0 164.320 0051 .0012 .20 4.81 00 1.49 013 00 00 PIPE 1351.300 1440.390 4.185 1444.575 23.44 3.32 .17 1444.75 .00 1.56 .00 3.000 .000 .00 1 .0 125.220 .0051 .0012 .15 .00 .00 1.49 .013 .00 .00 PIPE FILE: 17884sd.WSW W S P G W - CIVILDESIGN Version 14-03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:11-27-2006 Time:11: 5:14 Tract 17884 Line A Mainline Storm Drain Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width JDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp, I 'IN" I X-Fallj ZR Type Ch 1476.520 1441-030 3.711 1444.741 23.44 3.32 .17 1444.91 .00 1.56 .00 3.000 .000 .00 1 .0 JUNCT STR .1587 .0020 .01 3.71 .00 .013 .00 .00 PIPE 1483.260 1442.100 2.630 1444.730 11.72 3.73 .22 1444.95 .00 1.23 .00 2.000 .000 .00 1 .0 3.020 .0099 .0027 .01 2.63 .00 1.02 .013 .00 .00 PIPE 1486.280 1442.130 2.608 1444.738 11.72 3.73 .22 1444.95 .00 1.23 .00 2.000 .000 .00 1 .0 35.780 .0101 .0027 .10 .00 .00 1.02 .013 .00 .00 PIPE 1522.060 1442.490 2.375 1444.865 11.72 3.73 .22 1445.08 .00 1.23 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1522.060 -I- 1442.490 -I- 2.633 -I- 1445.123 -I- 11.72 -I- .32 -I- .00 -I- 1445.12 -I- .00 -I- .28 -I- 14.00 -I- 8.200 -I- 14.000 -I- .00 0 .0 I- TI Tract 17884 T2 Lateral A-1 T3 100 Year Storm Event so 1007.7001438.790 1 R 1047.1401439.180 1 0 WE 1047.1401439.180 2 SH 1047.1401439.180 2 CD 1 4 1 .000 2.500 CD 2 2 0 .000 6.700 Q 14.185 .0 M M 1444.138 013 200 1439.180 .000 .000 .000 .00 10.000 .000 .000 .00 0 90.000 .000 FILE: 17884lat.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10- 9-2006 Time: 1:40:22 Tract 17884 Lateral A-1 100 Year Storm Event Invert Depth Water Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INc, Wth Station Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1007.700 1438.790 5.348 1444.138 14.19 2.89 .13 1444.27 .00 1.27 .00 2.500 .000 .00 1 .0 39.440 .0099 .0012 .05 .00 .00 1.02 .013 .00 .00 PIPE 1047.140 1439.180 5.031 1444.211 14.19 2.89 .13 1444.34 .00 1.27 .00 2.500 .000 .00 1 .0 WALL ENTRANCE 1047.140 1439.180 5.186 1444.366 14.19 .27 .00 1444.37 .00 .40 10.00 6.700 10.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 Tract 17884 T2 Lateral A-2 T3 so 1007.7001438.790 1 1444.138 R 1030.3201439.010 1 .013 0 WE 1030.3201439.010 2 .200 SH 1030.3201439.010 2 1439.010 CD 1 4 1 .000 2.500 .000 .000 .000 .00 CD 2 2 0 .000 7.000 10.000 .000 .000 .00 Q 14.185 .0 M IN 0 .000 .000 C', C., FILE: 17884lata2.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10- 9-2006 Time: 1:42; 6 Tract 17884 Lateral A-2 Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/lBase wtj INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem, ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1007.700 1438.790 5.348 1444.138 14.19 2.89 13 1444.27 00 1.27 00 2.500 000 00 1 .0 22.620 0097 .0012 .03 5.35 .00 1.02 .013 .00 00 PIPE 1030.320 1439.010 5.155 1444.165 14.19 2.89 .13 1444.29 .00 1.27 .00 2.500 .000 .00 1 .0 WALL ENTRANCE 1030.320 1439.010 5.310 1444.320 14.19 27 00 1444.32 00 40 10.00 7.000 10.000 00 0 .0 0 T1 Tract 17884 �000011 T2 Lateral A-3 '%mw T3 so 1003.0001442.060 1 1444.741 .000 .000 R 1017.6601442.210 1 .013 0 32.659 .000 R 1043.3101442.460 1 .013 0 1442.460 SH 1043.3101442.460 1 .000 .000 .00 CD 1 4 1 .000 2.500 .000 Q 11.720 .0 w 14 0 FILE: 17884lata3.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE I Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:11-27-2006 Time;11:45:10 Tract 17884 Lateral A-3 Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width jDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem, ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm. Dp I 'IN" I X-Fallj ZR IType Ch 1003.000 1442.060 2.681 1444.741 11.72 2.39 09 1444.83 00 1.15 00 2.500 000 00 1 .0 14.660 0102 .0008 .01 2.68 .00 .91 .013 .00 00 PIPE 1017.660 1442.210 2.543 1444.753 11.72 2.39 .09 1444.84 .00 1.15 .00 2.500 .000 .00 1 .0 5.358 .0097 .0008 .00 .00 .00 .92 .013 .00 .00 PIPE 1023.018 1442.262 2.500 1444.762 11.72 2.39 .09 1444.85 2.50 1.15 .00 2.500 .000 .00 1 .0 20.292 .0097 .0008 .02 2.50 .00 .92 .013 .00 .00 PIPE 1043.310 -I- 1442.460 -I- 2.310 -I- 1444.770 -I- 11.72 -I- 2.47 -I- .10 -I- 1444.86 -I- .01 -I- 1.15 -I- 1.32 -I- 2.500 .000 -I- , -I- .00 1 .0 I- Tl WALNUT AVENUE AND TRACT 17884 0 T2 100 YEAR STORM T3 so 1007.420 27.790 1 37.902 R 1025.000 28.160 1 .013 .000 .000 0 ix 1030.000 28.265 3 2 .013 4.300 28.910 30.0 .000 R 1036.920 28.410 3 .013 .000 .000 0 R 1065.000 29.009 3 .013 17.680 .000 0 ix 1070.000 29.116 5 4 .013 15.300 29.7SO -30.0 3.148 R 1108.630 29.910 5 .013 .000 .000 0 ix 1113.300 30.510 12 .013 R 1375.130 36.010 9 .013 .000 .000 0 ix 1381.800 36.150 9 8 .013 4.300 36.260 -30.0 .000 R 1597.170 37.230 9 .013 .000 .000 0 ix 1601.840 37.250 10 .013 R 1733.250 37.910 10 .013 .000 .000 0 R 1801.940 38.250 10 .013 87.459 .000 0 WE 1801.940 38.250 11 .500 SH 1801.940 38.250 11 38.250 CD 1 4 1 .000 3.500 .000 .000 .000 .00 CD 2 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 3.500 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 3.500 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 CD 7 4 1 .000 3.000 .000 .000 .000 .00 CD 8 4 1 .000 2.000 .000 .000 .000 .00 CD 9 4 1 .000 3.000 .000 .000 .000 .00 CD 10 4 1 .000 3.000 .000 .000 .000 .00 CD 11 2. 0 .000 7.000 4.000 .000 .000 .00 CD 12 4 1 .000 3.000 .000 .000 .000 .00 Q 53.200 .0 FILEt WALNUTS.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 5-31-2006 Timet 3;24il4 WALNUT AVENUE AND TRACT 17884 100 YEAR STORM Invert Depth water Q Vel Vel I Energy I super jCriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1007.420 27.790 10.112 37,902 77.10 8.01 1.00 38.90 .00 2.75 .00 3.500 .000 .00 1 .0 17.580 .0210 .0059 .10 10.11 .00 1.81 .013 .00 .00 PIPE 1025.000 28.160 9.845 38.005 77.10 8.01 1.00 39.00 .00 2.75 .00 3.500 .000 .00 1 .0 JUNCT STR .0210 .0056 .03 9.85 .00 .013 .00 .00 PIPE 1030.000 28.265 9.968 38.233 72.80 7.57 .89 39.12 .00 2.67 .00 3.500 .000 .00 1 .0 6.920 .0210 .0052 .04 9.97 .00 1.75 .013 .00 .00 PIPE 1036.920 28.410 9.859 38.269 72.80 7.57 .89 39.16 .00 2.67 .00 3,500 .000 .00 1 .0 28.080 .0213 .0052 .15 .00 .00 1.74 .013 .00 .00 PIPE 1065.000 29.009 9.486 38.495 72.80 7.57 .89 39.38 .00 2.67 .00 3.500 .000 .00 1 .0 JUNCT STR .0214 .0043 .02 .00 .00 .013 .00 .00 PIPE 1070.000 29.116 9.861 38,977 57.50 5.98 .55 39-53 .00 2.37 .00 3.500 .000 .00 1 .0 38.630 .0206 .0033 .13 9.86 .00 1.54 .013 .00 .00 PIPE 1108.630 29.910 9.193 39.103 57.50 5.98 .55 39.66 .00 2.37 .00 3.500 .000 .00 1 .0 JUNCT STR .1285 .0053 .02 9.19 .00 .013 .00 .00 PIPE 1113.300 30.510 8.156 38.666 57.50 8.13 1.03 39.69 .00 2.46 .00 3.000 .000 .00 1 .0 261.830 .0210 .0074 1.95 8.16 .00 1.67 .013 .00 .00 PIPE 1375.130 36.010 4.602 40,612 57.50 8.13 1.03 41.64 .00 2.46 .00 3.000 .000 .00 1 .0 JUNCT STR .0210 .0069 .05 4.60 .00 .013 .00 .00 PIPE FILE: WALNUT5.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date; 5-31-2006 Time: 3:24:14 WALNUT AVENUE AND TRACT 17884 100 YEAR STORM Invert Depth water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1381.800 36.150 4.781 40.931 53.20 7.53 .88 41.81 .00 2.37 .00 3.000 .000 .00 1 .0 215.370 .0050 .0064 1.37 4.78 .00 3.00 .013 .00 .00 PIPE 1597.170 37.230 5,072 42.302 53.20 7.53 .88 43.18 .00 2.37 .00 3.000 .000 .00 1 .0 JUNCT STR .0043 .0064 .03 5.07 .00 .013 .00 .00 PIPE 1601.840 37.250 5.081 42.331 53.20 7.53 .88 43.21 .00 2.37 '00 3.000 .000 .00 1 .0 131.410 .0050 .0064 .84 5.08 .00 3.00 .013 .00 .00 PIPE 1733,250 37.910 5.257 43.167 53.20 7.53 .88 44.05 .00 2.37 .00 3.000 .000 .00 1 .0 68.690 .0049 .0064 .44 .00 .00 3.00 .013 .00 .00 PIPE 1801.940 38.250 5.528 43.778 53-20 7.53 .88 44.66 .00 2.37 .00 3.000 .000 .00 1 .0 WALL ENTRANCE 1801.940 38.250 6.756 45.006 53.20 1.97 .06 45.07 .01 1.76 4.00 7.000 4 .000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- m- 0 Tl WALNUT AVENUE AND TRACT 17884 T2 100 YEAR STORM T3 so 1007.420 27.790 1 37.902 .000 R 1025.000 28.160 1 .013 .000 0 ix 1030.000 28.265 3 2 .013 4.300 28.910 30.0 .000 .000 R 1036.920 28.410 3 .013 .000 0 17.680 .000 R 1065.000 29.009 3 .013 0 ix 1070.000 29.116 5 4 .013 15.300 29.750 -30.0 3.148 .000 R 1108.630 29.910 5 .013 .000 0 ix 1113.300 30.510 12 - 013 000 .000 R 1375.130 36.010 9 .013 0 ix 1381.800 36.150 10 8 .013 4.300 36.260 -30.0 .000 .000 R 1597.170 37.230 10 .013 .000 0 ix 1601.840 37.250 10 .013 .000 R 1733.250 37.910 10 .013 .000 0 87.459 .000 R 1801.940 38.250 10 .013 c 0 SH 1801.940 38.250 10 .000 38.250 .00 CD 1 4 1 .000 3.500 .000 .000 CD 2 4 1 .000 2.000 .000 .000 .00 0 .00 CD 3 4 1 .000 3.500 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 3.500 .000 .000 .000 .00 CD 6 4 1 .000 2.000 .000 .000 .000 .00 CD 7 4 1 .000 3.000 .000 .000 .000 .00 CD 8 4 1 .000 2.000 .000 .000 .000 .00 CD 9 4 1 .000 3.000 .000 .000 .000 .00 CD 10 4 1 .000 3.000 .000 .000 .000 .00 CD 11 2 0 .000 10.000 4.500 .000 .000 .00 CD 12 4 1 .000 3.000 .000 .000 .000 .00 CD 14 4 1 .000 2.500 .000 .000 .000 .00 CD 16 4 1 .000 2.500 .000 .000 .000 .00 Q 49.220 .0 m- FILE: walnut5.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10- 9-2006 Time: 1:23:39 WALNUT AVENUE AND TRACT 17884 100 YEAR STORM Invert Depth water Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INO Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem. ICh Slope I I SF Avel HF ISE DpthIFroude NINorm. Dp I 'IN" I X-Fallj ZR IType Ch 1007.420 27.790 10.112 37.902 73.12 7.60 .90 38.80 .00 2.68 .00 3.500 .000 .00 1 .0 17.580 .0210 .0053 .09 10.11 .00 1.75 .013 .00 .00 PIPE 1025.000 28.160 9.835 37.995 73.12 7.60 .90 38.89 .00 2.68 .00 3.500 .000 .00 1 .0 JUNCT STR .0210 .0050 .02 9.83 .00 .013 .00 .00 PIPE 1030.000 28.265 9.943 38.208 68.82 7.15 .79 39.00 .00 2.60 .00 3.500 .000 '00 1 .0 6.920 .0210 .0047 .03 9.94 .00 1.69 .013 .00 PIPE 1036.920 28.410 9.830 38.240 68.82 7.15 .79 39.03 .00 2.60 .00 3.500 .000 .00 1 .0 28.080 .0213 .0047 .13 .00 .00 1.68 .013 .00 .00 PIPE 1065.000 29.009 9.433 38.442 68.82 7.15 .79 39.24 .00 2.60 .00 3.500 .000 .00 1 .0 JUNCT STR .0214 .0038 .02 .00 .00 .013 .00 .00 PIPE 1070.000 29,116 9.765 38.881 53.52 5.56 .48 39.36 .00 2.29 .00 3.500 .000 .00 1 .0 38.630 .0206 .0028 .11 9.76 .00 1.48 .013 .00 .00 PIPE 1108.630 29.910 9.080 38.990 53.52 5.56 .48 39.47 .00 2.29 .00 3.500 .000 .00 1 .0 JUNCT STR .1285 .0046 .02 9.08 .00 .013 .00 .00 PIPE 1113.300 30.510 8.102 38.612 53.52 7.57 .89 39.50 .00 2,38 .00 3.000 .000 .00 1 .0 261.830 .0210 .0064 1.69 8.10 .00 1.59 .013 .00 .00 PIPE 1375.130 36.010 4.287 40.297 53.52 7.57 .89 41.19 .00 2.38 .00 3.000 .000 .00 1 .0 JUNCT STR .0210 .0059 .04 4.29 .00 .013 .00 .00 PIPE FILE: walnutS.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:10- 9-2006 Time; 1:23:39 WALNUT AVENUE AND TRACT 17884 100 YEAR STORM Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1381.800 36.150 4.439 40.589 49.22 6.96 .75 41.34 .00 2.28 .00 3.000 .000 .00 1 .0 215.370 .0050 .0054 1.17 4.44 .00 2.59 .013 .00 .00 PIPE 1597.170 37.230 4.532 41.762 49.22 6.96 .75 42.51 .00 2.28 3.000 .000 .00 1 .0 JUNCT STR .0043 .0054 .03 4.53 .00 .013 .00 .00 PIPE 1601.840 37.250 4.538 41.788 49.22 6.96 .75 42.54 .00 2.28 .00 3.000 .000 .00 1 .0 131.410 .0050 .0054 .72 4.54 .00 2.59 .013 .00 .00 PIPE 1733.250 37.910 4.593 42.503 49.22 6,96 .75 43.26 .00 2.28 .00 3.000 .000 .00 1 .0 68.690 .0049 .0054 .37 .00 .00 2.62 .013 .00 .00 PIPE 1801.940 -I- 38.250 -I- 4.776 -I- 43.026 -I- 49.22 -I- 6.96 -I- .75 43.78 -I- -I- .00 -I- 2.28 -I- .00 -I- 3,000 -I- .000 -I- .00 1 .0 I- :. I - - L. . ... . � I ..::' I .: �l . . I . . . . I . . . . � . , . .. I.: . . � . . .. - . - . . . , . I . . I :1.. !, - C -C .. .. :..., .. "t - - "IM ,;-�SHALL BE.�,;: ; ` ORDANcE WITH THESE PLANS, THE CITY OF 24. ALL EXPOSED CONCRETE SURFAC.ES'-:SHlALL CONFORM IN GRADE, . rl. . , : :, . I � ': ALL K A . .. . ':::_::. .. � ...-:,��.�!:_­.. . . . . . . .... ... . , ., . . I : ,� t. - . �'- . ..Nl - � I � '..i�.�.:':�.,..;:i..-���".��-,,:.i...,�. - .1 - . - ... . .:CONCR� ..... ...-�� W.M.- _.. '.'--.`-1,-S%- VMr .::PLANS;'' THE CONTRACT PROVISIONS AND THE COLOR AND -FINISH TO MATCH.- EXJSTING.... .: - . .. f" AN 0. ' . . . . . . , . . . , .. . . . . : . �. . I . . .. � . . . . : I.''. . . .. . . . � . . . , . . . _. . . . �.. . . . . - .. . . -T ,,SPECIFICATIONS � - FOR - PUBLIC WORKS CMMUC71ON ("GREEN S ANOARD . .I . ....'.. . . .... I . . 25. No OPEN TRENCH SHALL BE ALLOWED- AT THE END OF THE DAY ' ... � �. :. , ..,-,.-:. . . :: , . ,. �: . � . � '' �:. .. . - - MD SIANDARDS . .. Z... -'�WK 1. ALL RUERENCE,,SPECIFICATIONS ... SHALL BE THE I I .. .... - . CITY ENGINEER. . ... I., ... . . I .. WITHOUT' PRIOR APPROVAL �CF THE- ,-��.....�_�-.`.*.,..'.:- ...... ....� - :.. . ... . - ­_ . I .,- " -­:. . . . - .�. ... . ,.....�-_..�'_: . . , ". . . . I LATESVEDMON UNLESS OTHERWISE NOTED. . . . . . I ': . . * 1. :.:����r-;,,,----.,.�.�.-.-�"...�.�..- .. . �­ - . . . ....._': ". ". .I.- - . , ''�* i.:.! . ..... . , , -­__�:"_,�_-*11�6'." . ,,- . 1. ... . .. .....;­.''. ��-�: .... . . , .:. . 1- .. . . ... - " -, . . . t... . . 1. ., . . - -ONTRACTOR SHALL," EXPOSE OWNG I .. .- . .. 11 26. PRIOR 70 CONSTRUCTION, THE . ­ . . : ..!;. . 'W-,�A TECHNICAL CONFLICT IS -FOUND TO EXIST IN -THE CONTRACT . . ..:,�;�'-,,,��-.� - .! .. . ;� , ..­ .� : 11 - 1_.-.' -.- �� -, �:., ... � - , "..'�, .: :.- �6_�.-. . _,_'­�:. .. 1. �!;-,,��, - .. .. - : . . .2. '�* .. . ' ..­..... I., .. . "* . , . m . . ­­ MD.' FACILITI `LOCAllON- OF CONNECTIONS. CITY AND VERIFY EL.EVATION .. ! . � I � _..... . ... , , , , THAT CM 'It I . ..... _. .-., I .146f," RESOLVED BY REF]ERENCE TO PRECEDENCE - - �-*� .��: w . . .:�:­ . : � ..:,.-.'- . . . ' - , . . : . . . ­. . . - . I - �'�:.:l . . .1- . . .. ... - ! . . � '. . - . - . I . FACILMB - DOES: NOT IMPLY APPROVAL OF- CONNECTIONS -10 EXISTING. :- !-,' . I ..jib&N . - . * .:-13 . � THE I THE C0ffMkCTOR SHALL IMMEDIATELY RDVIS�S IN . . . . : :1 . . . . . �.. . � . . ..,�:,,-­ _1 , . '.. , _ _ . .. - CORRECTNESS OF. ELEVATIONS OR LOCATM SHOWN ON'THE PLANS. . . . . . . . ... . ...:POW. --SW CONFLICT THE�-CITY ENGINEER FOR­RESOLUTM. . . . . . . . ... . ..I.. . ..: . . . �: . .... . . . . . . . � . : ... . . I . . . . .. . ... . .. - . I I ­ I ,� , _ . . . . . -LICT WITH T E I. �,:,%% �. ' 27. IF DWNG U17LMES OR. ANY OTHER FACILMES-CONF . H . - I I. : .. : I �.&'ALL MA70M- AND METHM.: ARE SUBJECT,70- THE -APPROVAL OF THE - . _..'­. .. . ..: , . ... .'. 1! . . ;: - ��;; . I ...... . . . . . - TOR - S ALL - N --'::' . .*.:,... . . '._."�­ ..--NOTIFY THE ENGINEER . PROPOSED. IMPROVEMUM, THE i CONTRAC - 'm .. - .. .. . , ." ­.`,. . .. . - .�,� ­ .:� "'..,".., . :. !J - , ,'� .-,-. .. . :� . .­ -11, _...,.. 1_�. - �- �_,:­:"�..: ..., ­ ::.1,11-l" '' "' �' :...'-_----...---_--l'--: . . - :�'. I . . . . - - - - . .,.,: 1. I . I . . . , . I.... . - . � - .... . I � . . . . . . . . .. . D00]t . . . . * - ", I . ­ . , . . . . �*' . . - I.... � I . . AND ALL AFFECTED AGENCIES IMMEDIATELY. . . . . . . . . . . . . . .. . . �.,.. - ... . . �.­.l :....., . . . . ".. .:. -:.,:`,%. . . . . . . I.... . . . . . . . . I ­... . . . ... . , , , ..:::.-. . . . . . - .. . .. .. 4. AIA( .-..CONSTRUCTION "SOW. -INDICATING..DURATION OF PROJECT . . . '' '; . : - ::',.. . -DRlMS` MD REINFORCING ' . 28. NO CONCRETE SHALL BE PLACED.'UhML: THE 'If . . .. . . . . . : ... - I .. . . . � . SHALL BE iw.mm ONE WEEK PRIOR To impLawamw DErouRs. . . . � . . AN6: ' * . � . . STEEL HAVE BEEN PLACER, INSPECTED . ­,�APPROVED. . .": I., . * . . . . . ... . � . I . . . . ..:.. .... - . . .. .. . . . . __.. , , * "'' ... : '...'_'.. .. :"..: :....... .. .... __ _ ­ ,:_... ­­ - I. - __. . . . ...._____ .. . . �:_ .. ­ . . ., -, ", _.... . ...... . .m. .... . . , _.._ ,­::... . . .... . . . . . - . . � - . . . ­: . . . . . . . .. . _: . ., 1. :, " .. . . .. - .. 1- -,:..... . . . . 1. ... . * '' ­:­­` ��_'_ "" _­ - ' ' .:....... . o'BE OBTMED . ... - : 5 -00N 00�0*­PERMITS .F_ROM.,-,--.,�fHE C17Y OF . . . ' - . . SH&L . I. -- i - . . *. . .. .....,_"... . ...... . ... - -UTILITIES S!�BE.,.-, - SIAL 0 AES AND . . ' �, - - - - 29. ALL UNDERGROUND. JO.... ' _..._._,., ... .... '. � � _ : ::t- " - �.r, . ....., ..., _ :l: . ;.:..., � 1, 1, . � ..., '.,_'.,__..., ....._. ..�,�:�..� : .. ­,_. %, �m* �,�.,_� , '.. .,-,. _ :­..... , �m* . __...._,.,....��_;. '. ­..:.,.... ..'' .. .. .�. . .. :f . . :,.., -1. . . . �.-".- ... . . I .. . . . . . . . � . I.. . DEVELOW.,,ENT DEFARTMEI . � . I . I "x9muNlry .. - - �.-...-OdNtMNG DIVISION . . rohit . 0, I . ... " , :...­�`. �.: - . . ... . . -10", 1:�� �.­ . . . . . ... ... APPROVED PRIOR TO PAVING� OF STREM'. ' '' . 1. .:�;�_�, ; ... . . . - -�;; ...., ! . . , - '... - ".. ,..,.,. .., .'' * , . . . ­­ .. - OF ANY,-, : - . . . �-.. - , I � . . . . . . . .. .Pfwk.:_,_-.-.;. START . ,40W. INSPECTION 0 S"I . . . . . DINATION . -jb. , ;�;.;, O.OR . : .. - ­.­.: , , �....,;!.::-��.*..-:-..:.-"::-",:;-, - .,:.: _ - , � i ... :,. - ... .. .. - ,,,, � "' - ." *�,,�­---­� . - _t,"I'l � -l.'. . - � . ._�.�..�-' .. - ,.. _'. -­ ... .. I . .. . . .. .. . .. .. . . I - . , . - . , LEAST .. I . DAYS-PRfOR.'. -70 TH . .. . . . . .. .; �.. . ART OF . . . .. - ­­...; -.8 .11� - . AT - - . . . - _� "... ," , .. - -:,� .: -,�, _­. E ST i..�."',, 000*�' _ w )A0KING I . ls ALL­�'NE . , ._!_ , . . . . -W ASPHALT .:... ­'.,.�,;_ . - _:W - � " _. . . -SOIL STERLAW ; - -,. , - . 30. APPROVED REGUM, � �� - .. - .,�-�--_�_`_:.-.-, _,�-_,;-J. _­, ... - - . "�,"- �._.. :­ _ �-'___'�--`.l .�,�":,�";:!---",..,!:--�.,.,;-'-�-*.�,..- ,- � ­. ,.�', __ ..". ." '. o , �, ... . . " � . . .. . . . . . ... . . . . _0 /, . . . . . , . .. �' . - ��, , . , ..W.,. -, ,.: : WUHIN...THE `_CiTY� tMITS. CALL . . . , w. .._- ,_.w.,.0!. PUBLIC....W!��WAY, . . �;,._,.! . . _ . . . . . -I :���-;��*.�.:�,�*.!..�"..:��,*...�'-.--.---.",.i.,:.� . 1_"'.:,�­ll . .- , * AVEMENr . I... ­. .. . . -­. .--.-- ", - I . .e ��;�-..!-­-�' ", - - :, ­�* ", - , ­��* P - PRIOR - �70 PLAORAENE : . - "' `:�­ - '', �tli :. , ­­ - :_%',;.�:�,", ;-.---.".".�",-,;,.--...-,�!!,.".*,-,�'".,� __'­­,� `­' - ., - '.... __ - , __ , . ,;. - . - .,"z`�'�`-' - - , I - I:...:" , . - , ., . ,.. . . . :.:.,.:., -,_ .-.*. - �-. - .. ..l..':��-.*...:�-'...-..':� ..:. � . - .. . . . . - ... - - � . ... ,. . . . 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VE .BOXES SHALL . . -I- . . . . . . I - - �:: .1 . .. � . . �. UIT- I . . .. .... ... .... I - . . � . , . '6-�-7HE.-'i���R'��:.Mi'F:.'M....', .,*'..7",71MFFI-C*-�;�iO!O!OOL':-P.OL-M. . . .. .W,.",� , ; I , .. ,. . .. ...Y,_ ...... _­. ., -. . .... ...:--� .­ ' .11 -, , .. 13E RAM TO -f7NISHED-- GRADE: BY.:THE PAVING CNM4MOR UPON - - �-�A-.- - . . ... ..,-. -�'�" ­ - ­­,-_.,��­ _ ... . . . I .. . � �,' . .. . . � . *.1-1 '- - . . I . ' ' . . ..... I . . . I . . � ,... HE OF CALIFORNLA . . ,.-.:'.'.*.4b*0S -AND F)ROCEDURES.:::D���--.*�.--IN.,���,,T --`STATE . . - , ��'.% .. .I . I . . . . ­�,,.��-----,�, ", " t , PAVING. � . '- . COMPLETION ' I I .. ...''.. I . . . . .. :�:.."' I I I . . . I . - .OF . . .. '' , ,��NON74L . .. .- � " . FIRIC. EDITION . . I 1. �_ . I ...- ... -4A �!-';:' �­ -1 . . !_:-.,-;_MWA OF TRAFFIC COOOL�� 1.' UNLESS . .... . ' __ -'- ' . rl A, � .. . I . .. ,-;�.L'.�,. :.:. 1, I :-�, . �.. I - --. -�",.�:��- � "!t:�:,�.::-,.,.�"...".�'. - . , . . 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I .. ,... .: �-:..'_�� ,�?­-­��,,��,, : ­­ � ',,;,. .-I.- ... .. ,.... 11 - "'..... _... , , I :, ,,,:�,., � `� . ,:.::;W��-­ *­` �:. ., " :1 . . �:. , jj;iAj;j,0,.m�­.,' -!,�I,��Z4-.­­ E':...: .1. .. .... Ill � TIES AND -BENCH . .;.. _.: ! - ., ... 0M.Emr . . �.- i�... . . ..­,".1-m-1�1.ci:: t_l -.,:-...l_.�.'*l;.. - ::, *. : . . ... . .. . .. . . I .. . .." ,-.:t ,:,� ::,. ,;-:", . . . . . . ... .. . ... I ... . .. . . 1 ..'..".. .. _'4.060609 . . . , , . - ,- - '.. . ­ ,'� . ��:' ..�,', . I ;....., .. ... 1" _! .. i�. . ki ;...' . . . , :. �� . 1. I . ..e.. ... .. . . . Cm -ENGINEER* OR I ICENSED I AND: $1 ,::1:1:�-. . �41 -_`­;.­.._..­ . . . .. .... 1. I. . . - ­ ' . . . . . . PWAIE OCNE'S NOTU TO ' �:.;-`- -_­'.-�: ­.. . I. . . .� .. . .. . . . . . . .. . ". . THAT. WILL BE DESTROYED AS A RESULT - OF`THIS'- .. , � . . ... . . � . ::,.�, ��',-.,� ­. t:_�`_# -.,-.' . . i ­:: -- ­ ...-.-.---#*�.. - . . . . . : ..:, ::'-;-.,--l:., ... ... _. . . . . . . . ;�- . � . .I. "SHALL BE. -REPLACED. . THE CONTRACTOR SHALL NOTIFY I . ­ 'I.",,--."�"-,:".��.-�*�.I.�--, . . . - ,�.. . I : -.,.,:.. . . .. . . . .. . '". � I . .1 . ... . . . I 1. * � . . . . ' ' , . 'THE EXIST04CE MD LOCATION OF MY UNDS?&UND UTILITY PIPES ANDIOR .STRUCTURES . ", .., �, _1 - .: ... . �0 --*,ONE WEEX-PRIOR: -TO :CONSTRUCTION SO. THAT TIES TO TNE" 4GINM . . _--,l: . .,: I � ON THESE PLANS WERE OBIAINED .ErY A'SE4RCH OF THE AVAILABLE RECORDS. SHOWN . I ::"Il, itl .� _- .:,.:,: . ... 1-1:.....;....., ­.. . MONUM.M.'-CAN BE ESTABLISHED FOR LATER REPLACEMENT OF THE ' . .. . � ... . . . THESE LOCATIONS ARE APPROXIMATE AND SHALL. BE..CONFIRMEID 13Y THE CONTRACTOR, .:�l :,..] .:, . ...... . . � . I . . � I MONUMM. . SO THAT ANY NECESSARY ADJUSTMEN'T CAN BE'. -'MADE IN ALIGNMENT ANDIOR GRADE . I.. ­ ... .;, ."-1 - i ­... .. . I . ..... ....:_..� ­.� . . ; I . E . OF THE PROPOSED IMPROVEMENT. TH CO.NTRAM IS REQUIRED TO TAKE DUE . _1 ," . __ ... , ,".. - - . ''. ''. `i- . . , - - - - ,.: * .- - * ­ , - -, - . . . ... ._. _. :_.�.� � ... ......"��,,,-.-�..'---.:�.-,�.-��:" '' 7�i_ . . . . I& THE'CONTRACTOR SHALL MAINTAIN ACCESS FOR LOCAL RESIDENTS ... . . ...-... ­ PRECAUTIONW MEASURES TO PROTECT ANY UTILfTY LINES SHOWN AND MY OTHER ,4: .�!, : - ,.;.,... 1, ''.�­ �`,,'.-',::.­ .;. :�,-�' - _­�-,: .� ��A, - . __ ��,­­� :.:": .�!,:..�_� .�.- - . . '.":�::". *.,:,,.,!.. , ­ ., t,_-!_-�, .. _ _ '': . . '��', ., . . ..:,�,"���,I��r."!�;. .� -�.! r.,.`,!,, *Z .,:, * '.-' , . . . -, ,1��,_�,!',--, 1. . , . :�: _!:,�, " ` **"--,' . . AND BUSINESSES AT ALL TIMES, A -MINIMUM 12 FOOT LANE SHALL BE LINES -NOT ON::-. RECORD OR NOT SfM- -ON . THESE PLANS. . . - - .. .'.,. li,�_ ll..��-.-.:. �_�,-.­-. ,::.._.:......... ... - . .''i ­. �-il ." .. ..,:. .�.._.,._ - - ��..:.....'.:f,�:-..,..,,��-"",-.,�".i'.-,..��j-;!�',,� :_,� ., - - - .... .,. , , - :��'..-:�".�',:-�,'.-�.-,.,.�-, . _.... - - . �� - - -;�-�",-",,:-,-.-,�,,��.-,, *- . MAINTAINED AT ALL TIMES IN THE CONSTRUCTION AREA FOR RESIDENTS �... . ' AND - EMERGENCY VEHICLES. .. � * . . . 1 7 ... C . --- . �� CONSTRUCTION CONTRACTOR AGREES THATAR., .. . WffH GENERALLY ACCEPTED ,?.`,�',i- ....: , . : . , " '' ­ ;';�_ - - , *:..: ��:!_,;4. - ­_ : :. .:..��. � . ., . . - , � , . -;�., " ; .�--. "�,'�'�..;"�.-.":.�;-"�.I.-�l'.�:..,.I . - . . . .. . . -.......;�.-.­,.- . �: ?..ASSUME - REQUIRED: - . � . CONSTRUCTION PRACTICES, HE WILL, BE lo... � . . . . .. I :._%�._ - - 1� -, __ , - . ',� - ­ ... . . SOLE MD COMPLETE RESPONSIBILRY- FOR JOB SITE:'CONWONS DURING THE COURSE ,�,.`�`!_-,. 'f� I.... " - ,;, 1. .. _: _�. .. .: ,;" .....:.: .1 . . .`� I."". _-_ill._,�,�`,-, "' .. - �, .,:. � . . � ': �",.-,;,-,.,_--,;:,��; 1. ,:.::... - , , .. '. �-- ` - .. . .- 1 9 - THE. CONTRACTORS SHALL PROVIDE AND MAINTAIN AN EFFECTIVE , ;�. ­­: ....... !:t.. " - .. . , - OF CONSTRUCTION OF THE. PROJECT, 'INCLUDING THE 9FEW -OF ALL PERSONS AND ' I ,!", .. 1-1 . _­; . . - "" .. - ... �:.. . , �.*.�;,.,,--..;��-,,,�,;.! . . .1 �,�' , - . . I I.w...:: ... _;�1"�!".".!!'J", I .... . - . , ..":­-z.,:.'­:,� , - . I . OF DUST CONTROL INCLUDING ADEQUATE WATERJNG, AT ALL TIMES. - --.-I- .. . .. ' PROPER7Y. THIS REQUIREMENT SKL BE MADE TO APPLY �:.C­ONTINUOUSLY AND I . . ­.. . . ,��;.-., !;.,� ... -_--i . . . � .,.:`_:::.,.l`- . .. . . .!.l..:::.--..;,-�-!� � -,:".-.*.:- - '.. . -._....... . ... ". ' NOT BE LIMMED TO NORMAL WORKNG HOURS. CONSTRUCTION CONTR4CTOR FURTHER ,­, ..".- I'll , .- I : ... . . �11`1.; . * * I , - . - . I . - .. - - I .. , mi... RRACTOR - SHAL L NOT CAUSE ANY EXCAVATED MATERYU., MUD, :THE- --00 .,. �....,:. . I.... . ' AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY . . . . 11 .. �,',', . z�'..j . . . . . . .SILT -OR- DENS TO BE DEPOSTTED ONTO PUBLIC OR PRIVATE PROPERTY � AND ALL LIABILO; RE& OR ALLEGEDit IN CONNECTION WTTH THE. - PERFORMANCE OF .��­ �?!, � ': , , , . . .. . AD44CENT 70 THE RIGHT OF WAY DURING CONSTRUCTION WITHOUT PRIOR WORK ON THIS PROJECT, EXCEF`TIW,7lMBILlTY ARISING -FROlM` THE SOLE NEGLIGENCE * . . . "-I-,- . . �1;111;1. ,, ''I "', .. .. . .. � . . ** �-,-*� -_�­­ . - ­­....�:. -:'-''. AL . : WWM APPROV - . . . . OF THE DESIGN PROFESSIONAL I -,.-. I . : . i . I I ,-_;l..-.: ,-",!,��:,.-:�.:*:".��,.,.:::�,�- ", , "l-'... I.; * ,,­�­` "", ..:.'l::.::!. --l. ." .......,.'.*�:`­�;.­.. , .1; - ­ N., ..­.. - - ­ 1-'- ..-_;'.';-- ,__:�,_ - *;'-­-­ . ,_ I ..", ... ..." .;, -.: . , �.!: .� ...... �:.. .: .. *,*; �.:: ...:. " .. _. .. : . '! .. �, . , . . . . ., . .. �. . . I - il . 1. - ... , -.: -- fig -..:SHA 21� --NO�:,-'T M RACKFILL . LL,!. -..TAKE-: -PLACE WITHOUT PNOR APPROVAL :��'--___ - .. . _._,:�.!-... - - !� ;. - ". . - . I . . , . . ... . . M. , - 'W. . .1 UNAUMORMD OiANGB,MD i�l­'li,.-:".­ �,r�- - .."41... 11n."'. - : ..­.T--.-�*� .... I ::,.: � . . . .'­�.. I Wfiii�M, .- INSPECTOR. .. '. " ' . ' - .. ... .. . . . . . .. � .......:. .1 I . . .. .. ,.",-. - ,,,.�.,,_ � 'r . . '-., i . . . I . . . . THE ENGINEER PREPARING THESE PLANS WILL NOT BE 08SPdA�FOR OR LIABLE ' . : � - _; ... . ....! .., 1. .zT.Z.-ok � - - .., - - ___ . 22. A GEOTECHNOL ENGINM? ShIALL CERVFY ALL EIACKFILL COMPACTION. .. FOR, UWTHORM CHANGES TO OR USES OF THESE PLANS ALL CfilANGES TO THE . % . : -1 � . . - . . . . . ... . . . .. iZ .. . . ..... �. I`AILURE 70 091AIN THE REQUIRED DOM SHALL REQUIRE RE,40RKING , I . PLANS MUST BE IN WRITING AND MUST: BE APPROVED BY THE PREPARER OF THESE PLANS. . . . . . ..: .. . . . . . . OF THAT PORTION OF THE WORK UNTIL THE SPECIFIED DENSff IS . . .1! . - 1: . . . I ... , 1:il! . .. -z 0. 6" MIN. . . . . . . .. OBTAINED. . . . ....l.: :!. �:� ,.,,.-'.,,,. , : _.� ..._ . � - .... . . . . . . I _... :�- . - . � . . . . ... . I . . . .., .�--'� . .�._ .:". i _ ....;.11 - I - 1 12" MAX. . . . . ' . - 23. CARE -SHOULD BE TAKEN TO PREVMT GRADES, DITCHES, AND SWALES . . � I i , ,.:t .:: ..,.� . I . . FROM ..UNDMINING STREEr -IMPROVEMMS. UPON INSPECTIOW-OF, THE . .. . 12 '-! * -` . , I q4-�_c 3-2-+,, - . I . . SfT& .THE CITY ENGINEER' MAY REQUIRE TEMPORARY NON-ERODEABLE . . ,_ , ..::" . . _ ,:`." ... , : .�._. , ; �*:`� ..i r.,. ..�.;. . *_:: . . . � � . . SWAL E -S 911, M -NG OR LEAVING -IMPROVEMENTS. . . . - ._l; - . ­: . " , .11 ..;. . :;, * : ...; -, - :...i _: .. ! . . I I � . __ __ _______ __ . REV. . -- ---- ___ - ___ -_ - --- � �� ___. I ,E REVISION DESCRIPTION DATE ENGR. CITY OAT . PIPE : . I . . N 3 " MAX. SIZE NATIVE SOIL . 0MRACTED 95 -.1 : . � . -."�_,_."`�...i� . I .. - . , .,71 1 1� ;�..",1.11 . , . ,�. . . Uj z !i.a W 0. a_ - :X131: 30=1 w V.- CDW JIMENCH DffAIL NTS TABLE- 200-1.2(A) SIEVE SIZE PERCMAGE PASSING SIEVES 1 1/2 9 . .AR 4000 Cl 1 x _____ - LLJ cz LLj AR 4000 D2 C.D 1/2'v 1 90-100 a . . : . 2 / NO.4 0-15 �s . I / t ASTM C 1:3 7EST GRADIN El B Q 3"'MAX. SIZE SELECT Q . 7. ALL EDGES OF EXISTING PAVEMENT BEING dOINED OR OVERLAYED :;ll .. 0i - NATIVE BEDDING ft at ll� i� V DESIGNED BY: EW SHALL RECEIVE TACK COAT OF ASPHALT EMULSION. EA EACH . . COMPACTED TO 95% a . 11 TRENCHES OF 300 FEET OR MORE SHALL 13E PAVED WITH A SELF . SF SQUARE FEET . P.U.E. PUBLIC UTILITY EASEMENT .. ... EXISTING AC , ���1111;< - ... . .. � ..... ....... . . - , ...... , ....... .m. ... , ...... . , . , " tr- - . . . - . . ... EARNG AC . LM -E LANDSCAPE MAINTENANCE EASEMENT 911ENCH RERQR NOTS: . ./I - I * MIN - L.- , . - . . �__ - �_- V - - - o.. - _. _.. Z . ......... .,. - Z....... . v MIN I a I' LF 'UNEk FET 1 t \ C4 :;i 0,0, "I - . . WHERE THE TRENCH DMOS FROM THE CURB MORE THAN 7 FEET I - . V-- :E 00 'o 20 atki .c� 1. ALL, EXCAVATION WITHIN THE CITY OF FONTANA RIGHT OF WAY . 60 MAX. SIZE S - - - - - BOTH DIRECTIONS FROM THE COMLINE OF THE TRENCH. REQUIRES AN EXCAVATION PERMIT FROM THE PUBLIC WORKS NATIVE BEDDING COMPACTED TO 9OX .... ?O 10. C -)o & COMPACTED NATIVE � OR BASE IF TRENCH FAILURE SHOULD OCCUR, THE CONTRACTOR WILL BE DEPARTMENT. . 2. UNDERGROUND SOMCE ALERT SHALL BE NOTIFIED 2 WORKING DAYS . __ - ..-- , - �-X% - 1� �� _._ - --%: . ...e __ .. :2. - �:,"_ IC14 . . - : �.&� --:% .�' REPLACE OR REMEDY THE FAILURE. UPON FAILURE OF THE PRIOR TO START' OF WORK. (800) 227-2600. . - _._:.,r� -�- r._,;.;! -.7T . - 1.31 � %- :-- -.;, ,-- _" I . zz -.-�% . _. - _- -;� " - , I jv W. SIZE SELECT - .7 -�,--ji.- - CONTRACTOR TO PROMPTLY COMPLY AND UNDER ORDER OF THE CITY I . . . . A .;.�-, � e _�'�71__: . IC --. NATIVE BEDDING 3. ALL EXCAVATIONS SHALL BE MADE, PROTECTED AND SUPPORTED AS ,� - � -11. - -*- ., COMPACTED TO 9OX. 102 REQUIRED FOR SAFETY AND IN THE MANNER APPROVED 13Y THE . BODING MATERIAL SHALL BE SAND, GRAVEL, CRUSHED AGGREGNTE, I a-- ,c;: - :. . . 11 . '!.:-. - -Tfl . �:'&.... .. . - .. . . .. __�l CALIFORNIA DIVISION OF INDUSTRIAL SAFETY. . r.; ;-, � . . ._.01 - _-:!�.. LESS THAN 30 AND A PERCENT COMPOSMON BY WEIGHT . : 5 -CONS.'RUCT, MANHOLE PER A.P.W.k STANDARD PLAN 320-1. SEE DETAILS ON SHEET' 5 5 EA 1, .., 1. .zT.Z.-ok � - - .., - - ___ . CONSIRUCT MANHOLE PER A.P.W.k STMDARD PLAN 322-1. SE DEIAILS ON SHEET 7 1 ' - -1 � . . - . . . . . ... . . . .. iZ .. . . ..... �. . . ... . , .. ­ ..... .... : , , - ... _, .....4, * f 1. I. 7­ElACKFlLL­--SH JHE . ALL " �k:0-- , __ - .'BE., - FIED - 6Y. - , ,�- *, * _t . - , .. , ­ ... - - - ..' - - -,­*�i,.,,­,-, , , ­­ i� " - . . . . I ­­ ..... I ., ..., . .. . .. I .. I . I - ,� ,:, , %_.. . . 1. I I - ... 1. .. I.— I � . . . . . . . . . . !i�­ .. -..-�; ,-._!l_ . ,*­�, , �:" - ­,,l�,.,.,_,;j­ -1;,--',-.__ , - ­ - __._ ;_� 1. ,�_ I mll 11 ,., ,.:.:, �.;", : -, - -11.1 . ­ - , * ,,, * Z__`rm �'�`,�, _.f 0'"", -_ I '�­�*,--t.� ., - �-` "' Y�'i` -�i','.,.�l J* ., 1.,. -`.'�"',',, t� -�. ��", Q-14--� t-.--,.-.; ....... � .. , p,Bw--`.L __�-­` ___ ;i:. il��:.. -.1-1 - 11, ­ ,;%-"�,,.;�!�` __ � , V6 - . WMI � � �:!,�' .. - " _�tl�-­_-_ --,-,. , - . `i�_;,--,---_,r.;�-.,, .-,.,--,-,,-,-,*..-,-,,-��,-.,-...i,',-,--,..�,�..",-...,--�,�"', "", !, - �l I., � , -�,­��, ,;� :,�:.::, -1 - .. - ". - '. " - ��- - r , , " � V, ` , . �. .,! . 1%rL",7"', , , , � ... :,:­...r�l *0-,`,`6t.-,?--,Tl4&, ­ ;".- "'; " - ,�,.-.�,, f, ,.,.-__l;- ,.--,��',: - - - '' ""�ir.,il',_, , �U; I �,-.�,--.-,r�tg �,", - .;',! - - , '�'�,',_ - . a . . - -6 AlIN.:" 0. 6" MIN. . , .. �_-__:, -i -�, -, �' ��'.�,­­­ �,._:­­1:1_" ­ .." �7r:r . �, lil - ,1- ..I.w - - .. �:.`.,, _1'1­��:�­;��.' ".. ;� - ­ -1 ­ ' , , .....; ... %.. ' - ­ "' "" ­ . I 11 .... , ,� . . - �11_-�-_`llll r;_ --:.,j-.. '. ­­.,.. "" i !1;1 '..." - "TH ­-` 0 . - " . . .A . . l .- . I . . . . ..OP', .'E.- .;.W - ..... . I . ...... .. . ­. 1, . . ....l.: :!. �:� ,.,,.-'.,,,. , : _.� ..._ . � - .... . . . . . . I _... :�- . - . � . . . . ... . I . . . I * __1 . 12" MAX. � - I - 1 12" MAX. . 5. . . . PERMANENT PAVEMENT SHALL BE PLACED W71HIN 5 DAYS OF . � . . I . . EXCAVATION. A MINIMUM OF TWO (21 INCHES OF TEMPORARY . '. I I -fi-m%Ewlr% . w �..H* REPAIRDETAIL . , I q4-�_c 3-2-+,, - ASIPH!ALT SHALL BE PLACED WITHIN THE TRENCH AREA UNTIL . . . PERMANENT REPAIR IS COMPLETED. THE TEMPORARY PAVEMENT ills . ... I . 1 S94LL BE PLACED AND COMPACTED IN SUCH A MANNER AS TO . - PROVIDE A SAFE AND SM007H TRAVELED SURFACE THE I . I ' . 4. APWA STANDARD PLANS AND CMP RISER DEIAIL . . SIEVE SIZE PERCMAGE PASSING SIEVES 1 1/2 9 - 1 x _____ - 314 ff (I S. H4 ,c, 1/2'v 1 90-100 3/8 N TO -60 NO.4 0-15 _ NO.8 0-5 ASTM C 1:3 7EST GRADIN El B NOTES.- . ' 1. TRENCH WIDTH 94AL BE ' CONTROLLED TO TOP OF PIPE ZONE 2. TRENCH DEPTHS OF GREA70?� THAN 5" SHALL HAVE ADEQUATE SHORING 3. CLASS 11 AGGREGATE BASE ALL TRENCHES LESS THAN I 00 FEET IN LENGTH NOTE.- COMPAC71ON SHALL BE 9OX IN ALL ZONES UNLESS OTHERWISE SPECIFIED. TRENCH STABILITY SHALL CONFORM TO CAL -OSHA REQUIREMM .1; ".% N . . . ...: .. - M - N OF OUM . , ...; . M- - COM, TR M -W .� ... - D . . : .:; _3 . - M- OVafM- NOT COMMENCE Wff HIN 4 :; ­� ' 0 YEARS OF 7HE DATE OF A"ROVAL .,; co* ..; C) ..... 7W, . . . . .� I ` 11 k, - r_ d -s SIHOWN,HRM AND CARRIED FORTH IN A I ; r,,- mwwwwwwwmmm tA&A&VVV0t00A4AA&VM . - .... Cr : I I -N, MANNK 71HE aw. Bq(;NM MA -Y ... : . DRIGE T . .l.: Co. DIAL ;. ; . . I I . C). - . : KFORE I..: . '. . � REQUff R-EVNONS TO THE M ". TO . �3 I . . - �- , � BRING 7M -M INTO CONFORMANCE WITH . 1 64: ; YOU DIG - .1 .. .., ' . - . . . . - .' I , , . . . . <�" 18LL FRE`E' 1-800-227-2600. 1 CONUUM AM ff&MAM IN 9FEa � 8: A PUBLIC SERVICE BY UNDERGROUND SERVICE ALERT . . hi .. � .. .. .. . . I I BV5 OF BEMINCR .. � THE NORTH LINE OF THE SOUTHEAST QUARTER OF SECTION 36, TIN, R6W, S.B.M. AS SHOWN ON TRACT 16568, . 9"59'12"E . , . it, 'I- ! - . : I. � .. .. "I . . - : : 'A . ., '. . � � : - _. . _. I :. 7 I . � . .. AV AV I ORIGINAL BENCHIWARK ' PREPARED FOR: CITY OF FONTANA BM -361 R.R. SPIKE IN PP NO. 1536697E AT THE SW CORNER c ffy Of f (N. "It OF BASELINE AVENUE AND SULTANA AVENUE. 8353 SIERRA AVENUE ELEVATION: 1365.01, SINCE DESTROYED FONTANA, CA 92335 . SM BENCH"K (909) 350-761.0 SW CORNER, SEC. 31, TAN., R.5W., S.BM.-2'* I.P. FAX (909) 350-6618 WITH BRASS CAP, C.S.M. AT THE INTERSECTION OF BASELINE AVENUE AND CITRUS AVENUE. HkVATM 1M** Pmpamd By: ALLARD ENGINEERING ' Civil Engineering - Land Surveying - Land Hanning 8253 Sierra Avenue Fontana, LaWmmla W06b % ( ) 1815 Fax (909) 356-1795 . - - . -le (6-1 -0 (a David S. Hamm4r,' R. =.43976 Dah! (moms 6/30aw) ...... �Z::�� GGNIMCIOR 5rLALL wurifliviv Int lcmr-Urvuli r-myr-muil IN %'WL . ,? slo MD SM007H CONDITION UNTIL PERMANENT PAVING IS IN PLACE . LMDc . (I S. H4 ,c, 6. * PRIOR TO PLACING PERMANENT PAVING, EXISTING PAVEMENT SHALL , , . _(� EXISTING STREr LIGHT - W- WATER MAIN � . OE SAWCUT' IN A CLEAN S7RAIGHT LINE PAVEMENT ADJACENT' TO RA A S"I"ON n A A DRAIN IMPROVEMENT PLANS Km SCALE: � 0 rn w No. 43976 rn THE TRENCH THAT IS CRACKED SHALL BE REMOVED AND REPLACED. .a FIRE HYDRANT -S- SEWER MAIN . AS NOTED 7. ALL EDGES OF EXISTING PAVEMENT BEING dOINED OR OVERLAYED . *___0 PROPOSED STREET LIGHT SAWCUT, 'REMOVE & R04ACE AC PAVEMENT 0� Exp. 6/W/07 -_�O DESIGNED BY: EW SHALL RECEIVE TACK COAT OF ASPHALT EMULSION. EA EACH . . . 8. TRENCHES OF 300 FEET OR MORE SHALL 13E PAVED WITH A SELF . SF SQUARE FEET . P.U.E. PUBLIC UTILITY EASEMENT APPROVED BY: DRAWING NO.: PROPELLED PAVING MACHINE. . LM -E LANDSCAPE MAINTENANCE EASEMENT . DSH 3700 . LF 'UNEk FET 1 9. ANY STREET PAVED OR RESURFACED IN THE PREVIOUS 36 MONTHS WHERE THE TRENCH DMOS FROM THE CURB MORE THAN 7 FEET - - - COMLINE OR IS IN A TRAVEL.ED LANE WILL REQUIRE AN OVERLAY 25 FEET IN � BOTH DIRECTIONS FROM THE COMLINE OF THE TRENCH. � m w � TRACT BOUNDARY 10. IF TRENCH FAILURE SHOULD OCCUR, THE CONTRACTOR WILL BE -SD- STORM DRAIN NOTIFIED OF SUCH DEFICIENCIES AND REQUIRED TO REMOVE, . . REPLACE OR REMEDY THE FAILURE. UPON FAILURE OF THE ' 90M DIAN CONMUMON NOT5 . . CONTRACTOR TO PROMPTLY COMPLY AND UNDER ORDER OF THE CITY I . . . . ENGINEER, TRENCH FAILURES MAY BE REPAIRED AT THE REMOVE PORTION OF EXISTING RCP AND JOIN -EXISTING RCP 16 LF * CONTRACTOR'S EXPENSE. � INSTAJL'.42& .RCP (1500-0) 102 11. . BODING MATERIAL SHALL BE SAND, GRAVEL, CRUSHED AGGREGNTE, 3 INST&L. -36" RCP (1350-0): I I . 1. * I . ' . 770 LF OR SELECT NATIVE MATERIAL HAVING A SAND EQUIVALENT OF NOT 4 INSTA.11 24" RCP (1350-6) . 122 LESS THAN 30 AND A PERCENT COMPOSMON BY WEIGHT . : 5 -CONS.'RUCT, MANHOLE PER A.P.W.k STANDARD PLAN 320-1. SEE DETAILS ON SHEET' 5 5 EA . CONFORMING TO TABLE 200-1.2 (A) I . . . � / . ( _� 994 CONSIRUCT MANHOLE PER A.P.W.k STMDARD PLAN 322-1. SE DEIAILS ON SHEET 7 1 ' - CONSRUC T- JUNCTION STRUCTURE PER ARWA SIANDARD PLAN 331-2, SEE DETAILS- ON SHEET' 8 2 EA . 8 REMOIE EXISTING CMP RISER I EA . � . 9 CONS7RUCT CMP RISER PER DETAIL ON SHEET 4 1 - 2 EA I * . - ,.� � . I "_q� . . . 1;1�� a -*,,--L . , . . , I q4-�_c 3-2-+,, - SHffT IN= . . . . 1. TITLE SHEET' ... I . 1 IV a 2. STORM DRAIN LINE A . . - 3. STORM DRAIN LATERALS A- 1 TO A-3. AND LATERAL B . I ' . 4. APWA STANDARD PLANS AND CMP RISER DEIAIL . � . . . '-� ,7 D 'D (, 5-7. APWA STMDkRD PLANS I ORIGINAL BENCHIWARK ' PREPARED FOR: CITY OF FONTANA BM -361 R.R. SPIKE IN PP NO. 1536697E AT THE SW CORNER c ffy Of f (N. "It OF BASELINE AVENUE AND SULTANA AVENUE. 8353 SIERRA AVENUE ELEVATION: 1365.01, SINCE DESTROYED FONTANA, CA 92335 . SM BENCH"K (909) 350-761.0 SW CORNER, SEC. 31, TAN., R.5W., S.BM.-2'* I.P. FAX (909) 350-6618 WITH BRASS CAP, C.S.M. AT THE INTERSECTION OF BASELINE AVENUE AND CITRUS AVENUE. HkVATM 1M** Pmpamd By: ALLARD ENGINEERING ' Civil Engineering - Land Surveying - Land Hanning 8253 Sierra Avenue Fontana, LaWmmla W06b % ( ) 1815 Fax (909) 356-1795 . - - . -le (6-1 -0 (a David S. Hamm4r,' R. =.43976 Dah! (moms 6/30aw) ...... �Z::�� Ifftm7v. Ll I Y OF rl""'NTANA rAl ru %,MLlr'70"`RNlA . ,? slo f'v A 9%2 (I S. H4 ,c, LAVIT,4 imm''PROVEMEN"T PROJE19 PHME 11A . � /__ . .�l -Z � . DRAWN BY: RA A S"I"ON n A A DRAIN IMPROVEMENT PLANS Km SCALE: � 0 rn w No. 43976 rn AE 1111 WALNUT AVENUE AS NOTED 0� Exp. 6/W/07 -_�O DESIGNED BY: EW Tlf SHEET DATE: MARCH, 2006 Q� civix- . IN . CHECKED BY- APPROVED BY: DRAWING NO.: i . c C Q �%j . DSH 3700 . 7 1 CITY ENGINEER R.C.E. 51152 FILENNE: M:\dwg\14908\RNAL DESIGN\STORM DRAlN\PHASEllA\WALNUTAVESDl-dw9 I........... II.. ..... ... III+ ........... ... . .. .. .. :71. . ............ .......... -7.7 = zI------ II....... ..... . ..... . I. .......... . .. ....... ...... .... -17 I.......... .. ..... I.. ..... ... . ..... -------- .... I........... .. I... ....... --------- -­ II. . . . . ......... II' ---PRO M- iWISHEU--, SURFAUr_------- ... .... qON .......... ------ - ... ....... -DR ------- - . ... .... ------- ;- -WE, -A N . .. ...... ........ ... I........... I%_A61 T�: _1 ---------- . . ....... ...... . . .. ...... . .... ..... IIJ7T 77-7 ...... : 7, ..... ...... ..... ... ... ...... ..... .... .... .. ..... --::4:7 77-= ... ...... . ........ ------ .. ....... .4 ...... . ... . ..... I....... .... . .. ........ ........ .. ....... ............ ...... --- ------ .... ... .. .. ...... .. .... .... --------- ........ ............ ... ..... ... ------- t.......... . ....... .... ..... .... . ...................... ...... .... ­ -jZ I. . . . . . . . . . . I71-- =Z . ...... .. .......... iff. I.......... 4 I. . .... ........ II777777777 .... . ...... 4 . . . . . . . . . . . I_P ----- - Uj N ......... ...... .......... . . ... ....... . .. ..... ......... . F---- LL -j - F%%%- It 7t 7� Igg7107_ ....... _7 .......... ... .. ... ........... T ......... --- .. ........ . ............ I.......... [-.VCP-- --PROPM )--F '7� I...... ------ . . ........ . I........ .. I---------- F Olt .. .... .... ............ ..... .... ..... ... ....... .. ..... .... .......... . ..... . . . ........ .1-S -2-JCF D .......... I. ...... .... ......... L ...... ..... L .... ...... . .......... ...... ......... . I. .. ....... ------ - ... 7- 7;..- .7: I4 .... .. ...... ... ........ . ....... .. ......... .. II....... ........ . ...... ... ....... ........ .. ....... . ... ...... I. ... ... .. ... . ........... I... ... ... .. I -I . . . . . . . . . 7f� 1-8- 4- ....... ... RT4__ .... ...... . . .. . . .. ... .. I. ..... .... .... ...... .. .......... I+ 177� -Z __4 I........... ... ....... I........... F =L Aft A ll�AOk WI a ---------- ...... IVRff CONMCTOR V%.STM .... ... ....... . ...... ...... ..... .... ... ... ..... . A z AND ON 71ON FRM IV T -T.:7. :7� ......... .. VIM - ---------- .... . .. lz . .... ... ... ....... I...... ... . ......... LL .............. .... . ..... ......... ......... ... ........... ........ . ......... .... ..... ... .... .. ......... .. ­­- ........ . ... . ....... '. , * -.-, . I ... .... ........ ...... .... .... .. .. . ... ...... .. .. ...... I2 H= f-- lu 15 13 14 16 Oft A FMR E SYDEET M� .10 NOM 'NU N LATAW-.-M. AVE E PR RACT NO* 17M4 RUSH, X A4 0 4 PROTECT I REMOVE PORTION OF EXISTING RCP MD JOIN EXISTING RCP X uIll V ES' 41,:.7 443,7 EXISTING U 48 2 INSTALL 42'0 RCP (1WO-D) 3 U CATAWBA AVE 4UE X. 4:, 4 IN 48" RCP PER 5 3 INSTALL 36jo RCP (1350-D) EXISTING RIW LE Uff% NO. 5 00 X GNV 32 7 NO. 210 V= I 5.6 TREES,% 14473 6 4 INSTALL 24* RCP (1350-0) NO.369 48+31 7 WALN AVMll-_'l*" 8** VCP SEM . R E -TRE ON. NO. 2104 11ij 1446.4 CONSTRUCT MANHOLE PER A -P -WA SIANDARD PLAN 320-1, SEE DETAILS ON SHEET 5 CL X 2 im X I I C I A A cb 6 CONSTRUCT MANHOLE PEI? A-P-wA smwo PLAN 322-i, SEE. DErAiLs ON sHEEr 6 END. PK LINE Ain, 1,0; F LAU w "� �C*00-00 so END P40E/EC . . w - - I .... . - ., 3 _1JENSE TREES C N C.- c 228-uoi _n�l 0 REES CONSTRUCT JUNC71ON STRUCTURE PEI? A.P.WA STANDARD PLAN 331-2. SEE DETAILS ON SHEE7 7 1446,2 X ED R/W �5_CONSTRUCT CMP RISER PER DETAIL ON SHEEr 4 G NO. f 4 89M b4,fe &�j MH t 'W 1444A RI14 42.3. GNV I I I X_V _ --- . -r7 L 1444.6 144 c N =2 14 3 3 X L= : ormn.. r H: -DE PRUS. SE El ..... BRUSH 1445t4 El TIF N' R F 'c A 3 1 'Xl 7 00 13 n 1445.7 n X %t/ V//. R7 I 000�T I B 144� N89*5912OF X7 )f-,' LILIEN)(= . IN SO VqGw - L I �W59*121E 'COT IL j"wall -1 Al, A-2 e --\x T_ FA i U7 47+62.36 ilLNUT AVENU .92. CL 1442.3 GROUND- Ll I 2 WOMCRON 2.71 lit .3+19.52 ALM A _SD_ LAT --A-1 ON PROPOSED MEDIANJ/ CL STREff �ff�F�&LE� -ON S 4my S CURVE MD UNE DATA TABLE 4 31 -7 A 0 RADIUS DELTA IANGENT BEARING LENGTH .4 4 &3 DENSE BRUSH GN 10+14.5 439, 30� 1433.8 -.E x EXISTING EP b 10+32. CL >> W A- >. EC I 0+00.00 SO LINE 1� .6 1 1 3 2+76.52 ALMERIA CL INTERSFCTION I lit, - 11 Jolp 0 CL SO MH NO. 1 PROPOSED R/W ANERIA AVENUE -SAWCUT, REMOVE & REPLACE AC PAVE]MENT REV. NVOWWAVAVAMMM /VAVVVVAVwV0Am~ IAL TWO WORKING BEFORE DAYS BEFORE YOU DIG YOU DIG T13LL FREE 1-800-227-2600 A PUBLIC SERVICE BY UNDERGRGUND SERVICE ALERT QMH X 10+00.00 c CL STREET I PROPOSED 8 PER CITY DWG. 1 0.5 REVISION DESCRIPTION UCWN OF RBQLW SHW CMM M, 0V89 -M NOT CQ%WM WffM Tw Ym tff THE OWN W' AMOVAL 9iM Iffi" AND%lmRlU/U%^Fln IN A MANNE& THE MY MaNEER MAY F0 ME &W. REQUR RSIONS IV NG THfiM IN -TO CONFORMANCE WTFH CONDffM AND ffANDAWS IN ffffa . 14 X GNV BASIS Orr "INUO THE NORTH LINE OF THE SOUTHEAST QUARTER OF SECTION 36, TIN, R6W, S.B.M. AS SHOWN ON TRACT 16568, MB 300159-62, BEING N 89-59'12-E 1442.6 X ou/ 1442.( TA16 &*NDARY 4 A A 4 f%D It's Vl%ltilM BENCH"K PREPARED FOR: CITY OF FONTANA 13M-361 R.R. SPIKE IN PP NO. 1536697E AT THE SW CORNER C ff. OF FONTANA OF BASELINE AVENUE AND SULTANA AVENUE. 8353 SIERRA AVENUE ELEVATION: 1365.01, SINCE DESTROYED FONTANA, CA 92335 Sfff BENCH"K (909) 350-7610 SW CORNER, SEC.'31, TAN., R.5W., S.BM.-2" I.P. FAX (909) 350-6618 WITH BRASS CAP, C.S.M. AT THE INTERSECTION OF BASELINE AVENUE AND CITRUS AVENUE EWATM* -IM16 END W.3 440,2 XTREES INVX A - WALNUT -AVOUE 36.92 0 B 91-00' 45009'06 .0.2 i=IZ39 c - DWG. NO. 3698 N700*060E 14-52" 22,,Wp W09060 9.35 17.73 1 E N6(r00'48*`W 2.57 F N32*30 53ffE 29.96 G w N59059'12 E 11-32' H 45.00" &T18*50" 41.46 67.01 J - - - N2.V58'36*E 43.71 " QMH X 10+00.00 c CL STREET I PROPOSED 8 PER CITY DWG. 1 0.5 REVISION DESCRIPTION UCWN OF RBQLW SHW CMM M, 0V89 -M NOT CQ%WM WffM Tw Ym tff THE OWN W' AMOVAL 9iM Iffi" AND%lmRlU/U%^Fln IN A MANNE& THE MY MaNEER MAY F0 ME &W. REQUR RSIONS IV NG THfiM IN -TO CONFORMANCE WTFH CONDffM AND ffANDAWS IN ffffa . 14 X GNV BASIS Orr "INUO THE NORTH LINE OF THE SOUTHEAST QUARTER OF SECTION 36, TIN, R6W, S.B.M. AS SHOWN ON TRACT 16568, MB 300159-62, BEING N 89-59'12-E 1442.6 X ou/ 1442.( TA16 &*NDARY 4 A A 4 f%D It's Vl%ltilM BENCH"K PREPARED FOR: CITY OF FONTANA 13M-361 R.R. SPIKE IN PP NO. 1536697E AT THE SW CORNER C ff. OF FONTANA OF BASELINE AVENUE AND SULTANA AVENUE. 8353 SIERRA AVENUE ELEVATION: 1365.01, SINCE DESTROYED FONTANA, CA 92335 Sfff BENCH"K (909) 350-7610 SW CORNER, SEC.'31, TAN., R.5W., S.BM.-2" I.P. FAX (909) 350-6618 WITH BRASS CAP, C.S.M. AT THE INTERSECTION OF BASELINE AVENUE AND CITRUS AVENUE EWATM* -IM16 t -11 repare ALLARD ENGINEERING Land Surveying - Land Planning Civil Engineering 8253 Siarm Avenue Fontana, California 92335 (909) &%-1815 Fax (909) 358-1795 David S* H4mm r, R.C.E. 43976 Date (expires 6/30/2007) 1444.8 XTREES A - N400 I 060E 36.92 0 B 91-00' 45009'06 .37.83" c - N700*060E 14-52" 22,,Wp W09060 9.35 17.73 1 E N6(r00'48*`W t -11 repare ALLARD ENGINEERING Land Surveying - Land Planning Civil Engineering 8253 Siarm Avenue Fontana, California 92335 (909) &%-1815 Fax (909) 358-1795 David S* H4mm r, R.C.E. 43976 Date (expires 6/30/2007) GmIcsm. FESS �;v 5. H4 DRAWN BY: No 43976 AE rn Exp. 6/30/07 DESIGNED BY: EW cw%� CHECKED BY: CAQ'� DSH Owflu) I OM a 40 IT. ,0% A ff F NA %.AnLl RNIA fol DDOJECT PHASE If" P I TA L IM UDIR 0 VEM ENT rn SCALE: 11 AIN In OVEMENT PLA STORM Drkn I Iva AS NOTED WANUT AVEN"r VL DATE: MARCH, 2006 STORM DNN LINE A APPROVED BY: DRAWING NO.: 2 3700 CITY ENGINEER R.C.E. 51152 7 MENAME: M:\dwg\14908\FlNAL DESIGN\STORM DRAlN\PHASEllA\WALNUTAVESD2 dwg--1 A - N400 I 060E 36.92 0 B 91-00' 45009'06 .37.83" c - N700*060E 14-52" 22,,Wp W09060 9.35 17.73 1 E N6(r00'48*`W 2.57 F N32*30 53ffE 29.96 G w N59059'12 E 11-32' H 45.00" &T18*50" 41.46 67.01 J - - - N2.V58'36*E 43.71 " K 45.00" 45-00-00- 9.32- 17.67' GmIcsm. FESS �;v 5. H4 DRAWN BY: No 43976 AE rn Exp. 6/30/07 DESIGNED BY: EW cw%� CHECKED BY: CAQ'� DSH Owflu) I OM a 40 IT. ,0% A ff F NA %.AnLl RNIA fol DDOJECT PHASE If" P I TA L IM UDIR 0 VEM ENT rn SCALE: 11 AIN In OVEMENT PLA STORM Drkn I Iva AS NOTED WANUT AVEN"r VL DATE: MARCH, 2006 STORM DNN LINE A APPROVED BY: DRAWING NO.: 2 3700 CITY ENGINEER R.C.E. 51152 7 MENAME: M:\dwg\14908\FlNAL DESIGN\STORM DRAlN\PHASEllA\WALNUTAVESD2 dwg--1