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HomeMy WebLinkAboutWalnut Ave PH IIAALLARD ENGINEERING L! � wu m mm . FKr m a moa *ni Walnut Ave. Phase IIA VOLUME HYDROLOGY &HYDRAULICS REPORT April 18, 2006 Revised May 31, 2006 Prepared For: City of Fontana 8353 Sierra Avenue Fontana, CA 91730 (909) 350 -7610 Fax (909) 350 -6618 Prepared under the supervision of: U - qL David S Hammer RCE 43976 Exp. 06 -30 -05 8253 Sierra Avenue Fontana, CA 92335 (909) 356 -1815 * (909) 356 -1795 Table of Contents VOLUME 1 Introduction.............................. ...........................Page I Purpose..... ............................... ...........................Page I Methodology.............................. ...........................Page I Findings... ............................... ...........................Page 1 Hydrology Exhibits Tentative Tract 17884, 100 year and 25 year storm event, Rational Method Walnut Storm Drain, 100 year and 25 year storm event, Rational Method Street Capacity Calculation Catch Basin and CMP Riser design W.S.P. G. W. Line "A" W.S.P. G. W. Lateral A4, A -2, A -3 and Lateral B Hydrology Map — Rear pocket VOL UME 2 Approved Tract No. 16478, Hydrology and Hydraulics Report dated April 2 7, 2004 Introduction Walnut Avenue Phase IIA is a Capital Improvement Project for the City of Fontana comprised of streets, sewer, and storm drain systems on Walnut Avenue from Citrus Avenue to Tailwind Lane. Two separate storm drain systems are proposed. Line 'A' is the more significant of the two. It ranges in size from 24" RCP to 42" RCP and is intended to serve the portion of the project east of Almeria Ave. Primarily vacant land, its watershed includes proposed Tentative Tract No. 17884 which has not been approved by the City Planning Commission. Extension of 'Line A' into Tract 17884 will be required of the developer upon construction of the tract. A typical tract drainage study will be necessary for its design. Line 'A' drains to an existing storm drain system located in Almeria Ave. Lateral 'B' is merely a 90 feet long extension of an existing 36" RCP that terminates at the westerly end of the project. Its watershed is primarily vacant land between Almeria Avenue and Tract 15655 of "The Langings" Specific Plan. Lateral 'B' was analyzed by Allard Engineering for Tract No. 16568 in 2004. Tract No. 16478 has since been fully constructed. The entire approved hydrology study for Tract No. 16478 is contained in Volume 2 of this report for reference. The hydraulic calculations for Lateral 'B' is included in Volume 1. Purpose The purpose of this Hydrology Report is to determine storm water runoff for the site and show that drainage systems that are compromised of the proposed streets and catch basin are adequately sized. Methodology The rational method, as outlined by the current San Bernardino County Hydrology Manual, is used to determine the 100 -year and 25 -year event storm water runoff. Computer programs commonly used for catch basin sizing and street capacity analysis are utilized herein. Findings The existing and proposed streets adequately convey the 100 -year and 25 -year storm run- off. Street capacity calculations have been provided. Page 1 m Hydrology Exhibits R2W - err RIw RIE �N7 R R6W 45W R4W' R� a — — - — — ti -1— 7 :. •'' ` --r i 1 Kf7 M _- I • 0 r - ` • �, I .r.a.V �• ° ° �' I ' I .*1 ', I S 5 . ! t •� .J� v y � L� f IgJr� 1 9 ` J i I 1 T � - •LS .I, . � e 9 0 I /• / i .: I Y .• o ElwP ` ' ..�- _ y J1 - / � - i ► - - � i�J s�. T _ - , ` • 7• r R rrZN - - • �'t - . - f - l � - - 1 - . - 1--. - + - - av - - . -- Z :r•.t f - - 1 / • - T3 �,_ 1 a 3. —1 - o e,M IA 1.1 , �- ' :.N 4 _--�'- �!'• .� +f _♦ __ d• - - - • • • 4t Darw t NA c'/ ��1 I F • •• • •'•`.'►� aay i /lt L - _ . - E w - lj 'V 41 14 t Ll ._ .- - - -- -- -- - -- �1 . � - - - - .; - - r•►'�' /: ' �,J' is .• I i S � � , i � s � - o f "I � . L warrw a d f _ _ _ - S(w t� - � -� - 1. R I ALTO_ >wa ••s \ •' - -- - ° " - _' �' FONTAN 5��.• :i ` CLICAMM lis T I S - - - - _ C • TON CREST = ONT �0�� REDLAND •.•a Wt _r - - ;� - -,.r - - - - - - - - � -' RIE R E Ift OMAN* Tgnft�cl T — CHINO �" _ ollr • - ,!4 " P _ 1 SAN SLMI IT - _- _- _ - _ '- - - • r+ _ _ -• - NtV[NSID[ COr T2s - -_ - - 1 V RSIDE . r► • . R2W R _ R3 �.• rt •"• "' - R4W SAN BERNARDINO COINTT FLOOD C NTR I I T- VALLEY AREA R5N REDUCED DRAWING ISOHYETALS >• _ Yw - 10 YEAR 1 HOUR - SCALE 'r.- 4 MILES - " >• s SASED ON uSDC. NpJLA.ArLAS 2. 1975 T3S - - - /.•• SAN BERNARDINO COUNTY lY A LE L •• 1• V '_ F w .. d W E SCALE fS.E 114 ORSK- M0. ISOLINES 7hECIPITATION CINCHES) 1902 1'•211 wllo -1 3 of 12 -- ALr - - raNUAL ' - Raw R6 HYDROLOGY M Rg x,.15 • -�� - ,� RIW RIE °.. �, R2E ,.� R7W R6W R5N( �4W — - — — - - /._� MST SM WT `t c t e a 1 z I T3S 17 M — — f !! - r . 4 I _ N �� — - PEE •. to °sT2 N rrLl LAW I Vs � V _ ` `- •_�.- -_•!•. •y =�• - - - . _- _ ^ .•I ,y— ,t __ + aTf - ` r — - • - - 1 . _ - - • - 'f - �• - - 2�` -- -- - i •ate - 1 � �' , , '` � ' • � a '' • rte► " , . • r TIN - - - - - - F - - - - '�- - - �:�r. - - -- - ...- s : - - ='•�, % - - , �r r �.TIN ►� t �>ti..... g - - • . 1,� i �'�• i ; - S +w l+.o we , .� ' I .� ..••. PL f ONTA - rr - — - • . _r , - &M I COLTON y 1. JS o ONTA IGe «�•� RED LANDt t y M`• • \ ..• -' - Lawi clam r - -� ' •Trott - - - +.. - oro t■ „ _ - - s .YC.1.. •t.w ntgct -- I _ ow- i l.i ��. - - - - - J .,6445 - CH o '`� r - - - '• - R R2 _ _ _ - __. _ _ _ _ — \ _ - - • 111t Not C•11117 - T2s ERSIDE `; «� J •• SNP R2W "_ RI ...... . N � o R 4 W R 3 - pON � SAN eERNARpNO COUNTY F LOOO R5 REDUCED VALLEY AREA -- . - ;° DRAWING MmYETA�S SCALE I,. - 4 n11i Es Yp• - 100 YEAR 1 HOUR ' ARQINO COUNTY — �.�or�- �.�- � R. ... • AN BER N .�++�I.D .• • t 4 r.♦ A S '' '`T - 1 - - MANUAL �� , B w w HYDROLOGY 1 1.8 ISO�INES PRE.ip TATION (INCHES) to >�! s � J I � M1 M.1 � •I 1! .. ........................... . .................. ..... .� ,., ,, C I G1 10 C 13-A a 7 - ' • _ � ' : Y : �1, _ I �i ,t.. OwttE. Y[OI�O't' MA► � < „�' _ � . Ar \ • . r " n r t e iI� te r: 7 c t' D" L T 4 A A j 4 00 4 F 3v- a X bin q w — 1:7- - W SAN BERNARDINO COUNTY !HYDROLOGY MANUAL NOEX 'AAP -�D jr !OIL 5AG�P SOUNCARY 4 6,000 SCALE REDUCED BY 1., HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST-A AREA SAN SERNAROW �- NOEX 'AAP -�D jr !OIL 5AG�P SOUNCARY 4 6,000 SCALE REDUCED BY 1., HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST-A AREA ULTIMATE PONDITION > HYDROLOGY EXHIBIT 'q< f i i 15.3 CFS i 4.3 CFS I LEGEND: — — DIRECTION OF FLOW --- - - - - -- STORM DRAIN WA S T _7 X53.2 CFS --- --- — -- -- -- J �- — — — — — - _ : _� - - - - -- � I � FUTURE FUTURE � STREET STREET Prepared Hy: PREPARED FOR: CITY OF FONTANA ALLARD ENGINEERING Civil Engineering - Land Surveying - Land Planning CT 8253 Sierra Avenue Fontana, California 92335 (909) 356 -1815 Fax (909) 356 -1795 JANUARY 19, 2006 i i i ________________ _ __ - _______ - i \� FUTURE TRACT 18874 ri1 �i 4.3 CFS ".: w: \an \149W \onAerr\uu- C0K -HM y l � I j I ri1 �i 4.3 CFS ".: w: \an \149W \onAerr\uu- C0K -HM Tract 17784 100-year and 25-year storm event, Rational Method 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 Sierria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * ** * * * * ** * Tract 17884 * 100 year storm * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: T17844H.DAT TIME /DATE OF STUDY: 14:50 04/18/2006 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 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 280.00 ELEVATION DATA: UPSTREAM(FEET) = 66.00 DOWNSTREAM(FEET) = 61.00 N Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.332 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.673 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL 11 2 DWELLINGS /ACRE" A 0.57 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) = 2.05 TOTAL AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.70 32 9.33 0.98 2.05 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 61.00 DOWNSTREAM ELEVATION(FEET) = 52.00 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 = 1 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) = 4.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.59 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.80 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 10.82 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.275 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 1.60 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) = 1.60 SUBAREA RUNOFF(CFS) = 5. EFFECTIVE AREA(ACRES) = 2.17 AREA- AVERAGED Fm(INCH /HR) AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 2.17 PEAK FLOW RATE(CFS) = SCS CN 32 31 0.61 7.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.62 FLOW VELOCITY(FEET /SEC.) = 4.19 DEPTH *VELOCITY(FT *FT /SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 230.00 = 620.00 FEET'° / 00- @4 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) _ AREA- AVERAGED Ap = 0.63 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) _ PEAK FLOW RATE(CFS) AT CONFL 10.82 4.28 0.61 0.98 2.17 2.17 UENCE = 7.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 DOWNSTREAM(FEET) = 61.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 9.332 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.673 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 0.56 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) = 2.01 TOTAL AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.70 32 9.33 0.98 2.01 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 61.00 DOWNSTREAM ELEVATION(FEET) = 52.00 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 = 1 a STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.98 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.89 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 1.96 Tc(MIN.) = 11.29 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.167 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 1.12 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) = 1.12 SUBAREA RUNOFF(CFS) = 3.61 EFFECTIVE AREA(ACRES) = 1.68 AREA- AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) = 32 0.62 5.37 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.62 FLOW VELOCITY(FEET /SEC.) = 3.14 DEPTH *VELOCITY(FT *FT /SEC.) = 1.19 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.) = 11.29 RAINFALL INTENSITY(INCH /HR) = 4.17 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 (MIN.) EFFECTIVE STREAM AREA(ACRES) = 1.68 TOTAL STREAM AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.37 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.16 10.82 4.275 0.98( 0.61) 0.63 2.2 10.00 2 5.37 11.29 4.167 0.98( 0.62) 0.63 1.7 210.00 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 12.46 10.82 4.275 0.98( 0.61) 0.63 3.8 10.00 2 12.31 11.29 4.167 0.98( 0.61) 0.63 3.9 210.00 COMPUTED CONFLUENCE ESTIMATES ARE PEAK FLOW RATE(CFS) = 12.46 EFFECTIVE AREA(ACRES) = 3.78 AREA- AVERAGED Fp(INCH /HR) = 0.98 TOTAL AREA(ACRES) = 3.85 LONGEST FLOWPATH FROM NODE 10 AS FOLLOWS: Tc(MIN.) = 10.82 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Ap = 0.63 .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) = 52.00 DOWNSTREAM ELEVATION(FEET) = 51.30 STREET LENGTH(FEET) = 150.00 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) = 0.200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 16.41 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.02 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 12.06 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.006 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" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) _ AREA- AVERAGED Fp(INCH /HR TOTAL AREA(ACRES) = A 0.56 0.98 0.60 32 LOSS RATE, Fp(INCH /HR) = 0.98 AREA FRACTION, Ap = 0.60 0.56 SUBAREA RUNOFF(CFS) = 1.72 4.34 AREA- AVERAGED Fm(INCH /HR) = 0.61 0.98 AREA - AVERAGED Ap = 0.63 4.41 PEAK FLOW RATE(CFS) = 13.26 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 16.32 FLOW VELOCITY(FEET /SEC.) = 2.02 DEPTH *VELOCITY(FT *FT /SEC.) = 1.49 Awl*, LONGEST FLOWPATH FROM NODE 10.00 TO NODE 240.00 = 770.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 240.00 TO NODE 250.00 IS CODE = 61 n >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< ------------------------------------- UPSTREAM ELEVATION(FEET) = 51.30 DOWNSTREAM ELEVATION(FEET) = 50.60 STREET LENGTH(FEET) = 150.00 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.92 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.72 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 13.52 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.741 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS f LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN err RESIDENTIAL 11 2 DWELLINGS /ACRE" A 0.47 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 1.29 EFFECTIVE AREA(ACRES) = 4.81 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 4.88 PEAK FLOW RATE(CFS) = 13.52 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.45 FLOW VELOCITY(FEET /SEC.) = 1.71 DEPTH *VELOCITY(FT *FT /SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 250.00 = 920.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.52 RAINFALL INTENSITY(INCH /HR) = 3.74 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 ?� EFFECTIVE STREAM AREA(ACRES) = 4.81 TOTAL STREAM AREA(ACRES) = 4.88 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.52 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 260.00 TO NODE 270.00 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) = 63.20 DOWNSTREAM(FEET) = 59.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.907 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.598 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 1.11 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) = 4.91 TOTAL AREA(ACRES) = 1.11 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.70 32 6.91 0.98 4.91 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 270.00 TO NODE 250.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< » »> (STANDARD CURB SECTION USED) « «< UPSTREAM ELEVATION(FEET) = 59.00 DOWNSTREAM ELEVATION(FEET) = 50.60 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.91 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.92 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.07 STREET FLOW TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 8.85 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.825 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL Aavw" "2 DWELLINGS /ACRE" A 2.18 0.98 0.70 32 V+' SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 2.18 SUBAREA RUNOFF(CFS) = 8.13 EFFECTIVE AREA(ACRES) = 3.29 AREA- AVERAGED Fm(INCH /HR) = 0.68 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap" =`0.70 TOTAL AREA(ACRES) = 3.29 PEAK FLOW RATE(CFS) = 12.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.55 FLOW VELOCITY(FEET /SEC.) = 3.14 DEPTH *VELOCITY(FT *FT /SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 260.00 TO NODE 250.00 = 500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 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.) = 8.85 RAINFALL INTENSITY(INCH /HR) = 4.83 AREA- AVERAGED Fm(INCH /HR) = 0.68 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.70 EFFECTIVE STREAM AREA(ACRES) = 3.29 TOTAL STREAM AREA(ACRES) = 3.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.27 ** CONFLUENCE DATA ** Q Tc Intensity Fp(Fm) Ap STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 4.825 (ACRES) NODE 1 13.52 13.52 3.741 0.97( 0.62) 0.63 4.8 10.00 1 13.39 13.98 3.667 0.98( 0.62) 0.63 4.9 210.00 2 12.27 8.85 4.825 0.98( 0.68) 0.70 3.3 260.00 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 24.19 8.85 4.825 0.98( 0.65) 0.67 6.4 260.00 2 22.58 13.52 3.741 0.97( 0.64) 0.66 8.1 10.00 3 22.23 13.98 3.667 0.98( 0.64) 0.66 8.2 210.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.19 Tc(MIN.) = 8.85 EFFECTIVE AREA(ACRES) = 6.44 AREA- AVERAGED Fm(INCH /HR) = 0.65 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 8.17 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 250.00 = 920.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 50.60 DOWNSTREAM ELEVATION(FEET) = 49.80 STREET LENGTH(FEET) = 150.00 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 25.04 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 24.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.19 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.30 STREET FLOW TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 9.99 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.486 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS /ACRE" A 0.50 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.71 EFFECTIVE AREA(ACRES) = 6.94 AREA- AVERAGED Fm(INCH /HR) = 0.65 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 8.67 PEAK FLOW RATE(CFS) = 24.19 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 24.46 FLOW VELOCITY(FEET /SEC.) = 2.17 DEPTH *VELOCITY(FT *FT /SEC.) = 1.28 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 255.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 255.00 TO NODE 258.00 IS CODE = 41 ---------------------------------------------------------------------- - - - - -- >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 49.80 DOWNSTREAM(FEET) = 42.80 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.96 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 24.19 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.03 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 258.00 = 1120.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 258.00 TO NODE 328.00 IS CODE = 41 `�. >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA: UPSTREAM(FEET) = 41.80 DOWNSTREAM(FEET) = 37.80 FLOW LENGTH(FEET) = 620.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.03 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 24.19 PIPE TRAVEL TIME(MIN.) = 1.47 Tc(MIN.) = 11.50 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 328.00 = 1740.00 FEET. 10 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 328.00 TO NODE 328.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 56.00 TC = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.432 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.842 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 1.25 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) = 5.80 TOTAL AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.70 32 6.43 0.98 5.80 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 280.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) <<<<< ------------------------------- UPSTREAM ELEVATION(FEET) = 56.00 DOWNSTREAM ELEVATION(FEET) = 49.10 STREET LENGTH(FEET) = 310.00 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.89 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 8.22 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.043 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -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 AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 8.83 EFFECTIVE AREA(ACRES) = 3.45 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 3.45 PEAK FLOW RATE(CFS) = 13.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.49 FLOW VELOCITY(FEET /SEC.) = 3.10 DEPTH *VELOCITY(FT *FT /SEC.) = 1.29 LONGEST FLOWPATH.FROM NODE 300.00 TO NODE 280.00 = 470.00 FEET. FLOW PROCESS FROM NODE 280.00 TO NODE 280.00 IS CODE = 81 >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 8.22 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.043 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.61 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) = 0.61 SUBAREA RUNOFF(CFS) = 2.45 EFFECTIVE AREA(ACRES) = 4.06 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) = 16.18 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 280.00 TO NODE 320.00 IS CODE = 62 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>( STREET TABLE SECTION # 1 USED)<< <<< UPSTREAM ELEVATION(FEET) = 49.10 DOWNSTREAM ELEVATION(FEET) = 47.60 STREET LENGTH(FEET) = 345.00 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) = 18.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 21.08 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 10.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.280 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 1.21 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 4.02 EFFECTIVE AREA(ACRES) = 5.27 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 5.27 PEAK FLOW RATE(CFS) = 17.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.45 FLOW VELOCITY(FEET /SEC.) = 2.20 DEPTH *VELOCITY(FT *FT /SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 815.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.80 RAINFALL INTENSITY(INCH /HR) = 4.28 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 5.27 TOTAL STREAM AREA(ACRES) = 5.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 340.00 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) = 59.70 DOWNSTREAM(FEET) = 57.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.545 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.309 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 1.24 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) = 5.16 TOTAL AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.70 32 7.55 0.98 5.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 340.00 TO NODE 320.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 57.00 DOWNSTREAM ELEVATION(FEET) = 47.60 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 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 RESIDENTIAL * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.21 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 9.13 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.736 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND UcT. rPOTTP (ACRES) (INCH /HR) (DECIMAL) CN 11 3 -4 DWELLINGS /ACRE" A 2.21 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) = 2.21 SUBAREA RUNOFF(CFS) = 8.26 EFFECTIVE AREA(ACRES) = 3.45 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 3.45 PEAK FLOW RATE(CFS) = 12.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.16 FLOW VELOCITY(FEET /SEC.) = 3.45 DEPTH *VELOCITY(FT *FT /SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 330.00 TO NODE 320.00 = 465.00 FEET. FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 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.) = 9.13 RAINFALL INTENSITY(INCH /HR) = 4.74 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.64 EFFECTIVE STREAM AREA(ACRES) = 3.45 TOTAL STREAM AREA(ACRES) = 3.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.78 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 17.42 10.80 2 12.78 9.13 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 4.280 0.98( 0.61) 4.736 0.98( 0.62) Ap Ae HEADWATER (ACRES) NODE 0.62 5.3 300.00 0.64 3.5 330.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. r ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 29.32 9.13 4.736 0.98( 0.61) 0.63 7.9 330.00 2 28.78 10.80 4.280 0.98( 0.61) 0.63 8.7 300.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.32 Tc(MIN.) = 9.13 EFFECTIVE AREA(ACRES) = 7.90 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 8.72 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 815.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 61 -------------------------------------------------------------------------- >> >>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< ---------------------------------------- UPSTREAM ELEVATION(FEET) = 47.60 DOWNSTREAM ELEVATION(FEET) = 45.80 STREET LENGTH(FEET) = 130.00 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.12 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 22.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.20 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.77 STREET FLOW TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 9.80 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.537 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.45 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) = 0.45 SUBAREA RUNOFF(CFS) = 1.60 EFFECTIVE AREA(ACRES) = 8.35 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 9.17 PEAK FLOW RATE(CFS) = 29.50 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 22.44 FLOW VELOCITY(FEET /SEC.) = 3.19 DEPTH *VELOCITY(FT *FT /SEC.) = 1.75 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 945.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 325.00 TO NODE 328.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) < <<< ELEVATION DATA UPSTREAM(FEET) = 45.80 DOWNSTREAM(FEET) = 37.80 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 8.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 23.94 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 29.50 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 9.84 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 328.00 = 995.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 328.00 TO NODE 328.00 IS CODE = 11 ---------------------------------------------------------------------------- >> >>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<< <<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 29.50 9.84 4.527 0.97( 0.61) 2 29.01 11.52 4.119 0.98( 0.61) LONGEST FLOWPATH FROM NODE 300.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.63 8.4 330.00 0.63 9.2 300.00 328.00 = 995.00 FEET. 1 0001- ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 24.19 11.50 4.123 0.97( 0.65) 2 22.58 16.22 3.354 0.98( 0.65) 3 22.23 16.69 3.297 0.98( 0.65) LONGEST FLOWPATH FROM NODE 10.00 TO NODE ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 1 52.61 9.84 4.527 0.97( 0.63) 2 53.20 11.50 4.123 0.98( 0.63) 3 53.19 11.52 4.119 0.98( 0.63) 4 45.26 16.22 3.354 0.98( 0.63) 5 44.44 16.69 3.297 0.98( 0.63) TOTAL AREA(ACRES) = 17.84 Ap Ae HEADWATER (ACRES)' ­ NODE 0.67 6.9 260.00 0.66 8.6 10.00 0.66 8.7 210.00 328.00 = 1740.00 FEET. Ap Ae HEADWATER (ACRES) NODE 0.64 14.3 330.00 0.65 16.1 260.00 0.65 16.1 300.00 0.64 17.8 10.00 0.64 17.8 210.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.20 Tc(MIN.) = 11.497 EFFECTIVE AREA(ACRES) = 16.10 AREA- AVERAGED Fm(INCH /HR) = 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 17.84 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 328.00 = 1740.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.84 TC(MIN.) = 11.50 EFFECTIVE AREA(ACRES) = 16.10 AREA- AVERAGED Fm(INCH /HR)= 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.65 PEAK FLOW RATE(CFS) = 53.20 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 52.61 9.84 4.527 0.97( 0.63) 0.64 14.3 330.00 2 53.20 11.50 4.123 0.98( 0.63) 0.65 16.1 260.00 3 53.19 11.52 4.119 0.98( 0.63) 0.65 16.1 300.00 4 45.26 16.22 3.354 0.98( 0.63) 0.64 17.8 10.00 5 44.44 16.69 3.297 0.98( 0.63) 0.64 17.8 210.00 END OF RATIONAL METHOD ANALYSIS .r i 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 Sierria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * Tract 17884 * 25 year storm * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: T17844T.DAT TIME /DATE OF STUDY: 14:47 04/18/2006 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<< INITIAL SUBAREA FLOW -LENGTH(FEET) = 280 00 ELEVATION DATA: UPSTREAM(FEET) = 66.00 DOWNSTREAM(FEET) = 61.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.332 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.665 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) RESIDENTIAL "2 DWELLINGS /ACRE" A 0.57 0.98 0.70 32 9.33 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = 0.57 PEAK FLOW RATE(CFS) = 1.53 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 61.00 DOWNSTREAM ELEVATION(FEET) = 52.00 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 = 1 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. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.37 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.52 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 1.61 Tc(MIN.) = 10.94 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.332 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 1.60 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) = 1.60 SUBAREA RUNOFF(CFS) = 3 EFFECTIVE AREA(ACRES) = 2.17 AREA- AVERAGED Fm(INCH /HR AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 2.17 PEAK FLOW RATE(CFS) _ END OF SUBAREA STREET FLOW HYDRAULICS: 51 SCS CN 32 96 0.61 5.31 DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.21 FLOW VELOCITY(FEET /SEC.) = 3.86 DEPTH *VELOCITY(FT *FT /SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 230.00 = 620.00 FEET. 19 m ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 230.00 TO NODE 230.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.94 RAINFALL INTENSITY(INCH /HR) = 3.33 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 EFFECTIVE STREAM AREA(ACRES) = 2.17 TOTAL STREAM AREA(ACRES) = 2.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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 DOWNSTREAM(FEET) = 61.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.332 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.665 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 0.56 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 0.56 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.98 0.70 32 9.33 1.50 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 61.00 DOWNSTREAM ELEVATION(FEET) = 52.00 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.70 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 11.44 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.243 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 1.12 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) = 1.12 SUBAREA RUNOFF(CFS) = 2. EFFECTIVE AREA(ACRES) = 1.68 AREA- AVERAGED Fm(INCH /HR) AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 1.68 PEAK FLOW RATE(CFS) = SCS CN 32 68 0.62 3.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.13 FLOW VELOCITY(FEET /SEC.) = 2.92 DEPTH *VELOCITY(FT *FT /SEC.) = 1.02 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.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.63 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFL ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 5.31 10.94 2 3.97 11.44 11.44 3.24 0.62 0.98 = 1.68 1.68 UENCE = 3.97 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 3.332 0.98( 0.61) 3.243 0.98( 0.62) Ap Ae HEADWATER (ACRES) NODE 0.63 2.2 10.00 0.63 1.7 210.00 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) 1 9.24 10.94 3.332 0.98( 0.61) 0.63 3.8 2 9.11 11.44 3.243 0.98( 0.61) 0.63 3.9 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.24 Tc(MIN.) = 10.94 EFFECTIVE AREA(ACRES) = 3.78 AREA- AVERAGED Fm(INCH /HR AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 3.85 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 230.00 = NODE 10.00 210.00 = 0.61 620.00 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) = 52.00 DOWNSTREAM ELEVATION(FEET) = 51.30 STREET LENGTH(FEET) = 150.00 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) = 0.200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 13.30 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.00 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.37 STREET FLOW TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 12.19 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.123 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) _ AREA- AVERAGED Fp(INCH /HR TOTAL AREA(ACRES) = A 0.56 0.98 0.60 LOSS RATE, Fp(INCH /HR) = 0.98 AREA FRACTION, Ap = 0.60 0.56 SUBAREA RUNOFF(CFS) = 1.28 4.34 AREA- AVERAGED Fm(INCH /HR) _ 0.98 AREA- AVERAGED Ap = 0.63 4.41 PEAK FLOW RATE(CFS) = 32 0.61 9.81 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.68 HALFSTREET FLOOD WIDTH(FEET) = 13.30 FLOW VELOCITY(FEET /SEC.) = 1.99 DEPTH *VELOCITY(FT *FT /SEC.) = 1.36 �.T LONGEST FLOWPATH FROM NODE 10.00 TO NODE 240.00 = 770.00 FEET. r ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 51.30 DOWNSTREAM ELEVATION(FEET) = 50.60 STREET LENGTH(FEET) = 150.00 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.54 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.61 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.77 STREET FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 13.74 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.906 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS /ACRE" A 0.47 0.98 0.70 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 0.94 EFFECTIVE AREA(ACRES) = 4.81 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 4.88 PEAK FLOW RATE(CFS) = 9.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.30 FLOW VELOCITY(FEET /SEC.) = 1.59 DEPTH *VELOCITY(FT *FT /SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 250.00 = 920.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE <<<<< ----------------------------------------------------- ----------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.63 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFL = 13.74 2.91 0.62 0.98 = 4.81 4.88 UENCE = 9.90 !^ SUBAREA AREA(ACRES) = 2.18 SUBAREA RUNOFF(CFS) = 6.01 EFFECTIVE AREA(ACRES) = 3.29 AREA- AVERAGED Fm(INCH /HR) = 0.68 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.70 TOTAL AREA(ACRES) = 3.29 PEAK FLOW RATE(CFS) = 9.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.99 FLOW VELOCITY(FEET /SEC.) = 2.91 DEPTH *VELOCITY(FT *FT /SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 260.00 TO NODE 250.00 = 500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 250.00 TO NODE 250.00 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.) = 9.00 RAINFALL INTENSITY(INCH /HR) = 3.75 AREA- AVERAGED Fm(INCH /HR) = 0.68 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.70 EFFECTIVE STREAM AREA(ACRES) = 3.29 TOTAL STREAM AREA(ACRES) = 3.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.07 ** CONFLUENCE DATA ** Q Tc Intensity Fp(Fm) Ap STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) 3.747 (ACRES) NODE 1 9.90 13.74 2.906 0.98( 0.62) 0.63 4.8 10.00 1 9.77 14.26 2.842 0.98( 0.62) 0.63 4.9 210.00 2 9.07 9.00 3.747 0.98( 0.68) 0.70 3.3 260.00 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 17.94 9.00 3.747 0.98( 0.65) 0.67 6.4 260.00 2 16.48 13.74 2.906 0.98( 0.64) 0.66 8.1 10.00 3 16.17 14.26 2.842 0.98( 0.64) 0.66 8.2 210.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.94 Tc(MIN.) = 9.00 EFFECTIVE AREA(ACRES) = 6.44 AREA- AVERAGED Fm(INCH /HR) = 0.65 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 8.17 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 250.00 = 920.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 250.00 TO NODE 255.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< rr >>>>> (STANDARD CURB SECTION USED) < <<< UPSTREAM ELEVATION(FEET) = 50.60 DOWNSTREAM ELEVATION(FEET) = 49.80 STREET LENGTH(FEET) = 150.00 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) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.56 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 22.56 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.98 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 10.26 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.463 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL "2 DWELLINGS /ACRE" A 0.50 0.98 0.70 32 r SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.25 EFFECTIVE AREA(ACRES) = 6.94 AREA- AVERAGED Fm(INCH /HR) = 0.65 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 8.67 PEAK FLOW RATE(CFS) = 17.94 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.55 HALFSTREET FLOOD WIDTH(FEET) = 22.32 FLOW VELOCITY(FEET /SEC.) = 1.96 DEPTH *VELOCITY(FT *FT /SEC.) = 1.07 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 255.00 = 1070.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 255.00 TO NODE 258.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ELEVATION DATA UPSTREAM(FEET) = 49.80 DOWNSTREAM(FEET) = 42.80 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 20.15 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.94 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 258.00 = 1120.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 258.00 TO NODE 328.00 IS CODE = 41 ---------------------------------------------------------------------------- ••- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >> >>>USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA UPSTREAM(FEET) = 41.80 DOWNSTREAM(FEET) = 37.80 FLOW LENGTH(FEET) = 620.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.59 GIVEN PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 17.94 PIPE TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 11.87 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 328.00 = 1740.00 FEET. 14 9 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 328.00 TO NODE 328.00 IS CODE = 10 ---------------------------------------------------------------------------- >> >>>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 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) = 56.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.432 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.582 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL 11 2 DWELLINGS /ACRE" A 1.25 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) = 4.39 TOTAL AREA(ACRES) = 1.25 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.70 32 6.43 0.98 4.39 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 310.00 TO NODE 280.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< ------------------------- UPSTREAM ELEVATION(FEET) = 56.00 DOWNSTREAM ELEVATION(FEET) = 49.10 STREET LENGTH(FEET) = 310.00 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) = 0.0200 'V�e Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.70 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.45 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.70 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 1.92 Tc(MIN.) = 8.35 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.918 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 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 AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 6.60 EFFECTIVE AREA(ACRES) = 3.45 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 3.45 PEAK FLOW RATE(CFS) = 10.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.85 FLOW VELOCITY(FEET /SEC.) = 2.89 DEPTH *VELOCITY(FT *FT /SEC.) LONGEST FLOWPATH FROM NODE 300.00 TO NODE 280.00 = 470.00 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) = 3.918 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 0.61 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) = 0.61 SUBAREA RUNOFF(CFS) = 1.83 EFFECTIVE AREA(ACRES) = 4.06 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 4.06 PEAK FLOW RATE(CFS) = 12.07 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 280.00 TO NODE 320.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>( STREET TABLE SECTION # 1 USED)<< <<< ------------------------------ UPSTREAM ELEVATION(FEET) = 49.10 DOWNSTREAM ELEVATION(FEET) = 47.60 STREET LENGTH(FEET) = 345.00 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) = 13.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.77 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.07 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 11.13 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.297 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 1.21 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 2.95 EFFECTIVE AREA(ACRES) = 5.27 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 5.27 PEAK FLOW RATE(CFS) = 12.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.30 FLOW VELOCITY(FEET /SEC.) = 2.05 DEPTH *VELOCITY(FT *FT /SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 815.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFL 11.13 3.30 0.61 0.98 5.27 5.27 UENCE = 12.76 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 330.00 TO NODE 340.00 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) = 59.70 DOWNSTREAM(FEET) = 57.00 @m 14 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.545 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.164 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL 11 2 DWELLINGS /ACRE" A 1.24 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.70 SUBAREA RUNOFF(CFS) = 3.88 TOTAL AREA(ACRES) = 1.24 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.70 32 7.55 0.98 3.88 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 340.00 TO NODE 320.00 IS CODE = 61 ---------------------------------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 57.00 DOWNSTREAM ELEVATION(FEET) = 47.60 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 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 RESIDENTIAL * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.20 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.01 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 9.23 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.689 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN 11 3 -4 DWELLINGS /ACRE" A 2.21 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) = 2.21 SUBAREA RUNOFF(CFS) = 6.17 EFFECTIVE AREA(ACRES) = 3.45 AREA- AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 3.45 PEAK FLOW RATE(CFS) = END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.68 FLOW VELOCITY(FEET /SEC.) = 3.21 DEPTH *VELOCITY(FT *FT /SEC.) _ 32 0.62 9.53 1.16 c LONGEST FLOWPATH FROM NODE 330.00 TO NODE 320.00 = 465.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 320.00 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.) = 9.23 RAINFALL INTENSITY(INCH /HR) = 3.69 AREA- AVERAGED Fm(INCH /HR) = 0.62 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.64 EFFECTIVE STREAM AREA(ACRES) = 3.45 TOTAL STREAM AREA(ACRES) = 3.45 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.53 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 12.76 11.13 3.297 0.98( 0.61) 0.62 5.3 300.00 2 9.53 9.23 3.689 0.98( 0.62) 0.64 3.5 330.00 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 21.65 9.23 3.689 0.98( 0.61) 0.63 7.8 330.00 2 21.07 11.13 3.297 0.98( 0.61) 0.63 8.7 300.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.65 Tc(MIN.) = 9.23 EFFECTIVE AREA(ACRES) = 7.82 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 8.72 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 320.00 = 815.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 320.00 TO NODE 325.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>> COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 47.60 DOWNSTREAM ELEVATION(FEET) = 45.80 STREET LENGTH(FEET) = 130.00 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 fO ' 1 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.67 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.93 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.49 STREET FLOW TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 9.97 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.522 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 0.45 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) = 0.45 SUBAREA RUNOFF(CFS) = 1.19 EFFECTIVE AREA(ACRES) = 8.27 AREA- AVERAGED Fm(INCH /HR) = 0.61 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 9.17 PEAK FLOW RATE(CFS) = 21.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.36 FLOW VELOCITY(FEET /SEC.) = 2.90 DEPTH *VELOCITY(FT *FT /SEC.) = 1.47 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 325.00 = 945.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 325.00 TO NODE 328.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>> USING USER - SPECIFIED PIPESIZE (EXISTING ELEMENT)<< <<< ELEVATION DATA: UPSTREAM(FEET) = 45.80 DOWNSTREAM(FEET) = 37.80 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 21.87 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 21.66 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.01 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 328.00 = 995.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 328.00 TO NODE 328.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>> CONFLUENCE MEMORY BANK # 2 WITH THE MAIN- STREAM MEMORY<< <<< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 21.66 10.01 3.514 0.97( 0.61) 0.63 8.3 330.00 2 21.12 11.92 3.165 0.98( 0.61) 0.63 9.2 300.00 r� LONGEST FLOWPATH FROM NODE 300.00 TO NODE 328.00 = 995.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q NUMBER (CFS) 1 17.94 2 16.48 3 16.17 LONGEST FLOWPAT Tc (MIN.) 11.87 16.69 17.22 H FROM Intensity (INCH /HR) 3.173 2.586 2.537 VODE 1 ** PEAK FLOW RATE TABLE ** Fp (Fm) (INCH /HR) 0.98( 0.65) 0.98( 0.65) 0.98( 0.65) ).00 TO NODE Ap Ae (ACRES) 0.67 6.9 0.66 8.6 0.66 8.7 328.00 = HEADWATER NODE 260.00 10.00 210.00 1740.00 FEET STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 38.84 10.01 3.514 0.98( 0.63) 0.64 14.1 330.00 2 39.07 11.87 3.173 0.98( 0.63) 0.65 16.1 260.00 3 39.04 11.92 3.165 0.98( 0.63) 0.65 16.1 300.00 4 32.82 16.69 2.586 0.98( 0.63) 0.64 17.8 10.00 5 32.10 17.22 2.537 0.98( 0.63) 0.64 17.8 210.00 TOTAL AREA(ACRES) = 17.84 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.07 Tc(MIN.) = 11.868 EFFECTIVE AREA(ACRES) = 16.08 AREA- AVERAGED Fm(INCH /HR) = 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 17.84 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 328.00 = 1740.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 17.84 TC(MIN.) = 11.87 EFFECTIVE AREA(ACRES) = 16.08 AREA- AVERAGED Fm(INCH /HR)= 0.63 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.65 i PEAK FLOW RATE(CFS) = 39.07 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 38.84 10.01 3.514 0.98( 0.63) 0.64 14.1 330.00 2 39.07 11.87 3.173 0.98( 0.63) 0.65 16.1 260.00 3 39.04 11.92 3.165 0.98( 0.63) 0.65 16.1 300.00 4 32.82 16.69 2.586 0.98( 0.63) 0.64 17.8 10.00 5 32.10 17.22 2.537 0.98( 0.63) 0.64 17.8 210.00 END OF RATIONAL METHOD ANALYSIS e Walnut Storm Drain, 100-year and 25-year storm event, Rational Method 9 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 Sierria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** * WALNUT AVENUE FROM CITRUS * 100 YEAR STORM * * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** TO ALMERIA * * FILE NAME: WALNUT2I.DAT TIME /DATE OF STUDY: 10:40 04/18/2006 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 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 110.00 IS CODE = 21 *A+ ---------------------------------------------------------------------------- %ft' >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 680.00 ELEVATION DATA: UPSTREAM(FEET) = 67.60 DOWNSTREAM(FEET) = 53.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.902 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.807 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.92 0.98 0.10 32 8.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.90 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 3.90 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>> ( STREET TABLE SECTION # 1 USED) < <<< UPSTREAM ELEVATION(FEET) = 53.00 DOWNSTREAM ELEVATION(FEET) = 50.50 STREET LENGTH(FEET) = 360.00 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 = 1 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) = 4.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.24 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.90 STREET FLOW TRAVEL TIME(MIN.) = 2.67 TC(MIN.) = 11.58 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.106 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.35 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 1.26 EFFECTIVE AREA(ACRES) = 1.27 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 4.58 `0�1 END OF SUBAREA STREET FLOW HYDRAULICS: lv� DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.87 FLOW VELOCITY(FEET /SEC.) = 2.24 DEPTH *VELOCITY(FT *FT /SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1040.00 FEET. e ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 11.58 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.106 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.15 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.54 EFFECTIVE AREA(ACRES) = 1.42 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.42 PEAK FLOW RATE(CFS) = 5.12 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< ------------------------------------------ UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 45.80 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 8.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 18.01 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.81 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 7.66 Tc(MIN.) = 19.24 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.027 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.81 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 2.14 EFFECTIVE AREA(ACRES) = 2.23 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) = 5.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 17.62 FLOW VELOCITY(FEET /SEC.) = 1.79 DEPTH *VELOCITY(FT *FT /SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 19.24 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.027 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.12 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.32 EFFECTIVE AREA(ACRES) = 2.35 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.35 PEAK FLOW RATE(CFS) = 6.20 FLOW PROCESS FROM NODE 130.00 TO NODE 34.00 IS CODE = 61 ---------------------------------------------------------------------- - - - - -- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 45.80 DOWNSTREAM ELEVATION(FEET) = 43.10 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 8.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 16.05 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.35 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.13 STREET FLOW TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 21.01 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.872 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN A COMMERCIAL A 0.25 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.62 EFFECTIVE AREA(ACRES) = 2.60 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 6.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 16.05 FLOW VELOCITY(FEET /SEC.) = 2.35 DEPTH *VELOCITY(FT *FT /SEC.) = 1.12 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 34.00 = 2120.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 ---------------------------------------------------------------------------- >> >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) RAINFALL INTENSITY(INCH /HR) AREA - AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFL 21.01 2.87 0.10 0.98 2.60 2.60 UENCE = 6.49 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTREAM(FEET) = 58.00 DOWNSTREAM(FEET) = 49.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.917 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.593 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.30 0.98 0.10 32 6.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.48 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.48 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 34.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< ----------------------------- UPSTREAM ELEVATION(FEET) = 49.00 DOWNSTREAM ELEVATION(FEET) = 43.10 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 ' STREET HALFWIDTH(FEET) = 18.00 iN A 00- *rr• DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.85 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.36 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 8.75 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.856 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.30 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 1.28 EFFECTIVE AREA(ACRES) = 0.60 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.62 FLOW VELOCITY(FEET /SEC.) = 2.46 DEPTH *VELOCITY(FT *FT /SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 34.00 = 640.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 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.) = 8.75 RAINFALL INTENSITY(INCH /HR) = 4.86 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 2 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.57 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 6.49 21.01 2 2.57 8.75 Intensity Fp(Fm) (INCH /HR) (INCH /HR) 2.872 0.98( 0.10) 4.856 0.98( 0.10) Ap Ae HEADWATER (ACRES) NODE 0.10 2.6 100.00 0.10 0.6 50.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 S' �rr ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity NUMBER (CFS) (MIN.) (INCH /HR) 1 7.21 8.75 4.856 2 7.99 21.01 2.872 rREAMS . Fp(Fm) Ap Ae HEADWATER (INCH /HR) (ACRES) NODE 0.98( 0.10) 0.10 1.7 50.00 0.98( 0.10) 0.10 3.2 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.99 Tc(MIN.) = 21.01 EFFECTIVE AREA(ACRES) = 3.20 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.20 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 34.00 = 2120.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 43.10 DOWNSTREAM ELEVATION(FEET) = 42.70 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 8.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.46 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) = 0.56 FLOOD WIDTH(FEET) = 20.00 FULL HALF- STREET VELOCITY(FEET /SEC.) = 1.25 SPLIT DEPTH(FEET) = 0.49 SPLIT FLOOD WIDTH(FEET) = 16.52 SPLIT FLOW(CFS) = 3.24 SPLIT VELOCITY(FEET /SEC.) = 1.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 23.28 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.700 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.94 EFFECTIVE AREA(ACRES) = 3.60 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 8.43 wr► END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 1.25 DEPTH *VELOCITY(FT *FT /SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 35.00 = 2290.00 FEET. IN ig ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) RAINFALL INTENSITY(INCH /HR) AREA- AVERAGED Fm(INCH /HR) = AREA- AVERAGED Fp(INCH /HR) = AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) TOTAL STREAM AREA(ACRES) = PEAK FLOW RATE(CFS) AT CONFL 23.28 2.70 0.10 0.98 3.60 3.60 UENCE = 8.43 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 ELEVATION DATA: UPSTREAM(FEET) = 58.00 DOWNSTREAM(FEET) = 48.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.323 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.676 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL 11 3 -4 DWELLINGS /ACRE" A 1.30 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 4.79 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 9.32 0.97 4.79 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 35.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA UPSTREAM(FEET) = 48.00 DOWNSTREAM(FEET) = 42.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0204 CHANNEL FLOW THRU SUBAREA(CFS) = 4.79 FLOW VELOCITY(FEET /SEC) = 2.98 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 10.78 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 35.00 = 650.00 FEET. FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 10.78 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.287 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 1.00 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) = 1.00 SUBAREA RUNOFF(CFS) = 3.33 EFFECTIVE AREA(ACRES) = 2.30 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 7.66 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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.) = 10.78 RAINFALL INTENSITY(INCH /HR) = 4.29 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.30 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.66 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 7.74 11.03 4.228 0.98( 0.10) 0.10 2.1 50.00 1 8.43 23.28 2.700 0.98( 0.10) 0.10 3.6 100.00 2 7.66 10.78 4.287 0.97( 0.59) 0.60 2.3 60.00 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 15.34 10.78 4.287 0.97( 0.36) 0.37 4.3 60.00 2 15.29 11.03 4.228 0.98( 0.35) 0.36 4.4 50.00 3 12.81 23.28 2.700 0.97( 0.29) 0.29 5.9 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.34 Tc (MIN. ) = 10.78 �✓ EFFECTIVE AREA(ACRES) = 4.34 AREA- AVERAGED Fm(INCH /HR) = 0.36 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 5.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 35.00 = 2290.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 42.70 DOWNSTREAM ELEVATION(FEET) = 42.20 STREET LENGTH(FEET) = 115.00 CURB HEIGHT(INCHES) = 8.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.69 ** *STREET FLOWING FULL * ** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.76 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 11.86 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.047 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.71 EFFECTIVE AREA(ACRES) = 4.54 AREA- AVERAGED Fm(INCH /HR) = 0.34 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 6.10 PEAK FLOW RATE(CFS) = 15.34 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.57 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 1.74 DEPTH *VELOCITY(FT *FT /SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 36.00 = 2405.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 4 00 ' ° INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 I WAW ELEVATION DATA: UPSTREAM(FEET) = 68.00 DOWNSTREAM(FEET) = 64.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 "parr SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.474 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 5.339 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.20 0.98 0.10 32 7.47 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.94 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.94 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED)<< <<< --------------------------- UPSTREAM ELEVATION(FEET) = 64.00 DOWNSTREAM ELEVATION(FEET) = 62.00 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.79 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1 1.19 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.38 STREET FLOW TRAVEL TIME(MIN.) = 5.46 Tc(MIN.) = 12.93 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.842 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL COMMERCIAL A 0.20 0.98 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0 EFFECTIVE AREA(ACRES) = 0.40 AREA- AVERAGED Fm(INCH /HR AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 28 SCS CN 32 67 0.10 1.35 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 9.96 FLOW VELOCITY(FEET /SEC.) = 1.21 DEPTH *VELOCITY(FT *FT /SEC.) = 0.39 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 720.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 61 » »>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 60.00 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.82 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.26 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.43 STREET FLOW TRAVEL TIME(MIN.) = 5.17 Tc(MIN.) = 18.10 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.140 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.55 EFFECTIVE AREA(ACRES) = 0.60 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.64 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.91 FLOW VELOCITY(FEET /SEC.) = 1.26 DEPTH *VELOCITY(FT *FT /SEC.) = 0.43 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 1110.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 60.00 DOWNSTREAM ELEVATION(FEET) = 58.00 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.51 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.30 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) = 4.99 Tc(MIN.) = 23.10 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.713 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 a SUBAREA AVERAGE PERVIOUS SUBAREA AVERAGE PERVIOUS SUBAREA AREA(ACRES) = EFFECTIVE AREA(ACRES) _ AREA- AVERAGED Fp(INCH /HR TOTAL AREA(ACRES) = LOSS RATE, Fp(INCH /HR) = 0.97 AREA FRACTION, Ap = 0.10 0.20 SUBAREA RUNOFF(CFS) = 0.47 0.80 AREA- AVERAGED Fm(INCH /HR) = 0.10 0.97 AREA- AVERAGED Ap = 0.10 0.80 PEAK FLOW RATE(CFS) = 1.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.51 FLOW VELOCITY(FEET /SEC.) = 1.30 DEPTH *VELOCITY(FT *FT /SEC.) = 0.47 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 44.00 = 1500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 58.00 DOWNSTREAM ELEVATION(FEET) = 49.00 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) _ STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.42 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 2.62 Tc(MIN.) _ * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.544 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) 2.10 25.72 Ap SCS (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.44 EFFECTIVE AREA(ACRES) = 1.00 AREA- AVERAGED Fm(INCH /HR) _ AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) _ 32 0.10 2.20 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.85 FLOW VELOCITY(FEET /SEC.) = 2.44 DEPTH *VELOCITY(FT *FT /SEC.) = 0.74 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 45.00 = 1880.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 25.72 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.544 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 0.63 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) = 0.63 SUBAREA RUNOFF(CFS) EFFECTIVE AREA(ACRES) = 1.63 AREA- AVERAGED Fm(INCH /HR) = 0.29 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 1.63 PEAK FLOW RATE(CFS) = 3.31 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 33.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 49.00 DOWNSTREAM ELEVATION(FEET) = 43.30 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 �rr HALFSTREET FLOOD WIDTH(FEET) = 11.68 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.37 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 2.39 Tc(MIN.) = 28.11 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.412 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.42 EFFECTIVE AREA(ACRES) = 1.83 AREA- AVERAGED Fm(INCH /HR) = 0.27 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 1.83 PEAK FLOW RATE(CFS) = 3.53 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.68 FLOW VELOCITY(FEET /SEC.) = 2.38 DEPTH *VELOCITY(FT *FT /SEC.) = 0.86 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 33.00 = 2220.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 28.11 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.412 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 0.48 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.79 EFFECTIVE AREA(ACRES) = 2.31 AREA- AVERAGED Fm(INCH /HR) = 0.33 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 2.31 PEAK FLOW RATE(CFS) = 4.32 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS <<<<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< --------------- - INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTREAM(FEET) = 50.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.936 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 4.796 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) COMMERCIAL A 0.35 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.48 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 8.94 0.98 1.48 FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 45.80 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 8.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 12.54 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.47 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 9.39 Tc(MIN.) = 18.32 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.117 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.81 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 2.20 EFFECTIVE AREA(ACRES) = 1.16 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) = 3.15 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.63 FLOW VELOCITY(FEET /SEC.) = 1.54 DEPTH *VELOCITY(FT *FT /SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 1210.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 61 >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED)<< <<< UPSTREAM ELEVATION(FEET) = 45.80 DOWNSTREAM ELEVATION(FEET) = 38.00 STREET LENGTH(FEET) = 455.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 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 Sierria Avenue Fontana Ca. 92335 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** * WALNUT AVENUE FROM CITRUS TO ALMERIA * 25 YEAR STORM * * ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: WALNUT25.DAT TIME /DATE OF STUDY: 10:49 04/18/2006 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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 100.00 TO NODE 110.00 IS CODE = 21 >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.84 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.71 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.46 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 3.08 Tc(MIN.) = 21.40 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.840 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.56 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.38 EFFECTIVE AREA(ACRES) = 1.72 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.72 PEAK FLOW RATE(CFS) = 4.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.22 FLOW VELOCITY(FEET /SEC.) = 2.52 DEPTH *VELOCITY(FT *FT /SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 63.00 = 1665.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.72 TC(MIN.) = 21.40 EFFECTIVE AREA(ACRES) = 1.72 AREA- AVERAGED Fm(INCH /HR)= 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 4.25 END OF RATIONAL METHOD ANALYSIS @4 --------------- -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 680.00 ELEVATION DATA: UPSTREAM(FEET) = 67.60 DOWNSTREAM(FEET) = 53.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.902 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.770 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.92 0.98 0.10 32 8.90 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 0.92 PEAK FLOW RATE(CFS) = 3.04 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>( STREET TABLE SECTION # 1 USED) <<<< UPSTREAM ELEVATION(FEET) = 53.00 DOWNSTREAM ELEVATION(FEET) = 50.50 STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 t oo " , 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 = 1 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) = 3.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.46 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.11 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 2.84 Tc(MIN.) = 11.74 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.193 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL . A 0.35 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.98 EFFECTIVE AREA(ACRES) = 1.27 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.27 PEAK FLOW RATE(CFS) = 3.54 fir++ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.46 FLOW VELOCITY(FEET /SEC.) = 2.12 DEPTH *VELOCITY(FT *FT /SEC.) _ - 0.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 1040.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 11.74 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.193 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.15 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.42 EFFECTIVE AREA(ACRES) = 1.42 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.42 PEAK FLOW RATE(CFS) = 3.96 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 45.80 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 8.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 16.13 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.71 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 8.09 Tc(MIN.) = 19.84 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.331 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.81 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 1.63 EFFECTIVE AREA(ACRES) = 2.23 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) = 4.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.74 FLOW VELOCITY(FEET /SEC.) = 1.68 DEPTH *VELOCITY(FT *FT /SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 1870.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 19.84 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.331 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.12 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.12 SUBAREA RUNOFF(CFS) = 0.24 EFFECTIVE AREA(ACRES) = 2.35 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.35 PEAK FLOW RATE(CFS) = 4.72 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** �+ FLOW PROCESS FROM NODE 130.00 TO NODE 34.00 IS CODE = 61 t --------------------------- ------------------------------------------------- >> >>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) < <<< --------------------------------------- UPSTREAM ELEVATION(FEET) = 45.80 DOWNSTREAM ELEVATION(FEET) = 43.10 STREET LENGTH(FEET) = 250.00 CURB HEIGHT(INCHES) = 8.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to - curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 14.41 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.19 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 1.90 Tc(MIN.) = 21.74 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.206 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.25 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 �» SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) = 0.47 EFFECTIVE AREA(ACRES) = 2.60 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 4.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 14.34 FLOW VELOCITY(FEET /SEC.) = 2.20 DEPTH *VELOCITY(FT *FT /SEC.) = 0.98 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 34.00 = 2120.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<< <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.74 RAINFALL INTENSITY(INCH /HR) = 2.21 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 2.60 TOTAL STREAM AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.94 FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTREAM(FEET) = 58.00 DOWNSTREAM(FEET) = 49.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.917 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.387 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.30 0.98 0.10 32 6.92 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) = 1.16 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 51.00 TO NODE 34.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED) <<< UPSTREAM ELEVATION(FEET) = 49.00 DOWNSTREAM ELEVATION(FEET) = 43.10 STREET LENGTH(FEET) = 260.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 ,, v ftw DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.90 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 1.94 Tc(MIN.) = 8.86 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.781 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.30 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.99 EFFECTIVE AREA(ACRES) = 0.60 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.59 FLOW VELOCITY(FEET /SEC.) = 2.32 DEPTH *VELOCITY(FT *FT /SEC.) = 0.69 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 34.00 = 640.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 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.) = 8.86 RAINFALL INTENSITY(INCH /HR) = 3.78 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.99 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 4.94 21.74 2.206 0.98( 0.10) 0.10 2.6 100.00 2 1.99 8.86 3.781 0.98( 0.10) 0.10 0.6 50.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO A 49011 1 �%w 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 5.50 8.86 3.781 0.98( 0.10) 0.10 1.7 50.00 2 6.07 21.74 2.206 0.98( 0.10) 0.10 3.2 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.07 Tc(MIN.) = 21.74 EFFECTIVE AREA(ACRES) = 3.20 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.20 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 34.00 = 2120.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >> >>>(STANDARD CURB SECTION USED)<< <<< -------------------------------- UPSTREAM ELEVATION(FEET) = 43.10 DOWNSTREAM ELEVATION(FEET) = 42.70 STREET LENGTH(FEET) = 170.00 CURB HEIGHT(INCHES) = 8.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.43 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) = 0.56 FLOOD WIDTH(FEET) = 20.00 FULL HALF- STREET VELOCITY(FEET /SEC.) = 1.25 SPLIT DEPTH(FEET) = 0.37 SPLIT FLOOD WIDTH(FEET) = 10.82 SPLIT FLOW(CFS) = 1.21 SPLIT VELOCITY(FEET /SEC.) = 0.89 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.25 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 2.27 Tc(MIN.) = 24.01 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.079 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.40 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.71 EFFECTIVE AREA(ACRES) = 3.60 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 6.42 m @4 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 1.25 DEPTH *VELOCITY(FT *FT /SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 35.00 = 2290.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.01 RAINFALL INTENSITY(INCH /HR) = 2.08 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 3.60 TOTAL STREAM AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS). AT CONFLUENCE = 6.42 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 ---------------------------------------------------------------------------- >> >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< --------------- - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 390.00 ELEVATION DATA: UPSTREAM(FEET) = 58.00 DOWNSTREAM(FEET) = 48.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.323 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.667 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH /HR) RESIDENTIAL "3 -4 DWELLINGS /ACRE" A 1.30 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 3.61 TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 9.32 0.97 3.61 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 35.00 IS CODE = 52 >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA<<<<< --------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 48.00 DOWNSTREAM(FEET) = 42.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0204 CHANNEL FLOW THRU SUBAREA(CFS) = 3.61 FLOW VELOCITY(FEET /SEC) = 2.79 (PER LACFCD /RCFC &WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 10.87 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 35.00 = 650.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 10.87 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.344 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 1.00 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.96 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.48 EFFECTIVE AREA(ACRES) = 2.30 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 5.71 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 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.) = 10.87 RAINFALL INTENSITY(INCH /HR) = 3.34 AREA- AVERAGED Fm(INCH /HR) = 0.59 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 2.30 TOTAL STREAM AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.71 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 5.93 11.13 3.297 0.98( 0.10) 0.10 2.1 50.00 1 6.42 24.01 2.079 0.98( 0.10) 0.10 3.6 100.00 2 5.71 10.87 3.344 0.97( 0.59) 0.60 2.3 60.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH /HR) (INCH /HR) (ACRES) NODE 1 11.59 10.87 3.344 0.97( 0.36) 0.37 4.3 60.00 2 11.54 11.13 3.297 0.97( 0.35) 0.36 4.4 50.00 3 9.51 24.01 2.079 0.97( 0.29) 0.29 5.9 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.59 Tc(MIN.) = 10.87 EFFECTIVE AREA(ACRES) = 4.31 AREA- AVERAGED Fm(INCH /HR) = 0.36 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 5.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 35.00 = 2290.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< ------------------------------ UPSTREAM ELEVATION(FEET) = 42.70 DOWNSTREAM ELEVATION(FEET) = 42.20 STREET LENGTH(FEET) = 115.00 CURB HEIGHT(INCHES) = 8.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.86 ** *STREET FLOW SPLITS OVER STREET - CROWN * ** FULL DEPTH(FEET) = 0.56 FLOOD WIDTH(FEET) = 20.00 FULL HALF- STREET VELOCITY(FEET /SEC.) = 1.69 SPLIT DEPTH(FEET) = 0.50 SPLIT FLOOD WIDTH(FEET) = 17.07 SPLIT FLOW(CFS) = 4.76 SPLIT VELOCITY(FEET /SEC.) = 1.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.69 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 12.01 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 3.151 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.55 EFFECTIVE AREA(ACRES) = 4.51 AREA- AVERAGED Fm(INCH /HR) _ AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 6.10 PEAK FLOW RATE(CFS) = 11 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE 0.35 59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET /SEC.) = 1.69 DEPTH *VELOCITY(FT *FT /SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 36.00 = 2405.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 40.00 TO NODE 41.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ----------------- - - - - -- INITIAL SUBAREA FLOW- LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 68.00 DOWNSTREAM(FEET) = 64.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)]* *0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.474 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 4.187 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.20 0.98 0.10 32 7.47 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) < <<< UPSTREAM ELEVATION(FEET) = 64.00 DOWNSTREAM ELEVATION(FEET) = 62.00 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.76 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.12 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.34 STREET FLOW TRAVEL TIME(MIN.) = 5.78 Tc(MIN.) = 13.26 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.969 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.52 EFFECTIVE AREA(ACRES) = 0.40 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) = 1.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.93 FLOW VELOCITY(FEET /SEC.) = 1.13 DEPTH *VELOCITY(FT *FT /SEC.) = 0.34 N N LONGEST FLOWPATH FROM NODE 40.00 TO NODE 42.00 = 720.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) « - ------------------------------ UPSTREAM ELEVATION(FEET) = 62.00 DOWNSTREAM ELEVATION(FEET) = 60.00 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1. STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.62 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.19 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.38 STREET FLOW TRAVEL TIME(MIN.) = 5.46 Tc(MIN.) = 18.72 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.414 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL COMMERCIAL A 0.20 0.98 0.10 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0 EFFECTIVE AREA(ACRES) = 0.60 AREA- AVERAGED Fm(INCH /HR AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 24 SCS CN 32 42 0.10 1.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.71 FLOW VELOCITY(FEET /SEC.) = 1.18 DEPTH *VELOCITY(FT *FT /SEC.) = 0.38 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 43.00 = 1110.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 43.00 TO NODE 44.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) < <<< ---------------------------------- UPSTREAM ELEVATION(FEET) = 60.00 DOWNSTREAM ELEVATION(FEET) = 58.00 STREET LENGTH(FEET) = 390.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 (� OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.22 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.23 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.41 STREET FLOW TRAVEL TIME(MIN.) = 5.29 Tc(MIN.) = 24.00 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.079 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.36 EFFECTIVE AREA(ACRES) = 0.80 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA - AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) = 1.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.22 FLOW VELOCITY(FEET /SEC.) = 1.23 DEPTH *VELOCITY(FT *FT /SEC.) = 0.41 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 44.00 = 1500.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< ------------------------------------ UPSTREAM ELEVATION(FEET) = 58.00 DOWNSTREAM ELEVATION(FEET) = 49.00 STREET LENGTH(FEET) = 380.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to - curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 Imo` HALFSTREET FLOOD WIDTH(FEET) = 7.64 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.27 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 2.79 Tc(MIN.) = 26.80 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.946 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.33 EFFECTIVE AREA(ACRES) = 1.00 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 1.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.82 FLOW VELOCITY(FEET /SEC.) = 2.28 DEPTH *VELOCITY(FT *FT /SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 45.00 = 1880.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 45.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 26.80 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.946 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 0.63 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) = 0.63 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 1.63 AREA- AVERAGED Fm(INCH /HR) = 0.29 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.29 TOTAL AREA(ACRES) = 1.63 PEAK FLOW RATE(CFS) = 2.44 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 45.00 TO NODE 33.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA <<<<< >>>>>(STANDARD CURB SECTION USED) <<< < UPSTREAM ELEVATION(FEET) = 49.00 DOWNSTREAM ELEVATION(FEET) = 43.30 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 0 00... Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.31 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.20 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 29.38 * 25 YEAR RAINFALL INTENSITY(INCH / HR) = 1.842 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.20 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.31 EFFECTIVE AREA(ACRES) = 1.83 AREA- AVERAGED Fm(INCH /HR) = 0.27 AREA- AVERAGED Fp(INCH /HR) = 0.97 AREA- AVERAGED Ap = 0.27 TOTAL AREA(ACRES) = 1.83 PEAK FLOW RATE(CFS) = 2.60 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.31 FLOW VELOCITY(FEET /SEC.) = 2.20 DEPTH *VELOCITY(FT *FT /SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 33.00 = 2220.00 FEET. FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 29.38 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 1.842 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 0.48 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.54 EFFECTIVE AREA(ACRES) = 2.31 AREA- AVERAGED Fm(INCH /HR) = 0.33 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.34 TOTAL AREA(ACRES) = 2.31 PEAK FLOW RATE(CFS) = 3.14 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 60.00 TO NODE 61.00 IS CODE = 21 -------------------------------------------------------------------- - - - - -- - >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 380.00 ELEVATION DATA: UPSTREAM(FEET) = 53.00 DOWNSTREAM(FEET) = 50.50 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANG SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = * 25 YEAR RAINFALL INTENSITY(INCH /HR) = ,# SUBAREA Tc AND LOSS RATE DATA(AMC II): lrr► DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL A 0.35 E)]* *0.20 8.936 3.762 Fp Ap SCS Tc (INCH /HR) (DECIMAL) CN (MIN.) 0.98 0.10 32 8.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 0.35 PEAK FLOW RATE(CFS) = 1.15 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 61.00 TO NODE 62.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STANDARD CURB SECTION USED) <<<<< -------------------------------------- UPSTREAM ELEVATION(FEET) = 50.50 DOWNSTREAM ELEVATION(FEET) = 45.80 STREET LENGTH(FEET) = 830.00 CURB HEIGHT(INCHES) = 8.0 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 = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.01 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.21 AVERAGE FLOW VELOCITY(FEET /SEC.) = 1.39 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 9.97 Tc(MIN.) = 18.90 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.400 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.81 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 1.68 EFFECTIVE AREA(ACRES) = 1.16 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.16 PEAK FLOW RATE(CFS) = 2.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.15 FLOW VELOCITY(FEET /SEC.) = 1.44 DEPTH *VELOCITY(FT *FT /SEC.) = 0.58 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 62.00 = 1210.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 61 ------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>(STANDARD CURB SECTION USED)<< <<< +fir' UPSTREAM ELEVATION(FEET) = 45.80 DOWNSTREAM ELEVATION(FEET) = 38.00 STREET LENGTH(FEET) = 455.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb -to -curb) = 0.0200 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 * *TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 10.33 AVERAGE FLOW VELOCITY(FEET /SEC.) = 2.33 PRODUCT OF DEPTH &VELOCITY(FT *FT /SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 3.25 Tc(MIN.) = 22.16 * 25 YEAR RAINFALL INTENSITY(INCH /HR) = 2.182 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN COMMERCIAL A 0.56 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.05 EFFECTIVE AREA(ACRES) = 1.72 AREA- AVERAGED Fm(INCH /HR) = 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 1.72 PEAK FLOW RATE(CFS) = 3.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.76 FLOW VELOCITY(FEET /SEC.) = 2.39 DEPTH *VELOCITY(FT *FT /SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 60.00 TO NODE 63.00 = 1665.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.72 TC(MIN.) = 22.16 EFFECTIVE AREA(ACRES) = 1.72 AREA- AVERAGED Fm(INCH /HR)= 0.10 AREA- AVERAGED Fp(INCH /HR) = 0.98 AREA- AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 3.23 END OF RATIONAL METHOD ANALYSIS m 100 year Rational Methodfor Tract 16478, (Lateral B), m RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983 -95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 + + + + + + + + + + + + + + + + + + + + + + + + ++ DESCRIPTION OF STUDY + + + + + + + + + + + + + + + + + + + + + + + + ++ • Q100 Undeveloped Condition For Lot North of Macnaughtons • TRACT 16478 + +++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FILE NAME: 55555.DAT TIME /DATE OF STUDY: 9:25 9/ 3/2003 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- *TIME -OF- CONCENTRATION MODEL*- - USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 30.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .90 *USER- DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN /HR) vs. LOG(Tc;MIN)) _ .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH /HOUR) = 1.5500 *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 30.0 20.0 .018/ .018/ .020 .67 2.00 .03125 .1670 .01500 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = .00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM -NODE ---- - �00 - TO - NODE - - - - -- 1.00 - IS CODE = 2.1 >> >>> RATIONAL METHOD INITIAL SUBAREA ANALYSIS< «< >>USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW- LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1515.00 DOWNSTREAM(FEET) = 1498.00 Tc = K *[(LENGTH ** 3.00) /(ELEVATION CHANGE)] ** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.676 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 3.342 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 1.80 .82 1.00 50 16.68 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 4.09 +++++++++++*++++++++++++++++++++++++*++++++++ + + + + + + + + + + + + * + * * + + + + + * + + + + + + + ++ FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.2 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA<< <<< ----- ------------------------- - - - - -- - - -- ELEVATION DATA: UPSTREAM(FEET) = 1498.00 DOWNSTREAM(FEET) = 1493.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE _ .0081 ems"- CHANNEL FLOW THRU SUBAREA(CFS) = 4.09 FLOW VELOCITY(FEET /SEC) = 1.81 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.72 Tc(MIN.) = 22.39 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE TC(MIN) = 22.39 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.800 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 5.10 .82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 9.09 EFFECTIVE AREA(ACRES) = 6.90 AREA- AVERAGED Fm(INCH /HR) _ .82 AREA- AVERAGED Fp(INCH /HR) _ .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 6.90 PEAK FLOW RATE(CFS) = 12.30 +*+++*++++++++++*+++**+++++++*++++++**+++++++ * + + + + + * + + + + + + + + + * + + + + * + + + * + + + ++ FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 5.2 ------------------------------------------------------------------- >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1493.00 DOWNSTREAM(FEET) = 1491.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 620.00 CHANNEL SLOPE = .0032 CHANNEL FLOW THRU SUBAREA(CFS) = 12.30 FLOW VELOCITY(FEET /SEC) = 1.50 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.90 Tc(MIN.) = 29.30 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE TC(MIN) = 29.30 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.383 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 5.10 .82 1.00 50 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 7.17 EFFECTIVE AREA(ACRES) = 12.00 AREA- AVERAGED Fm(INCH /HR) _ .82 AREA- AVERAGED Fp(INCH /HR) = .82 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 12.00 PEAK FLOW RATE(CFS) = 16.88 FLOW PROCESS FROM NODE 13.00 TO NODE .00 IS CODE = 5.2 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >> >>>TRAVELTIME THRU SUBAREA <<<<< ------- ------------------------- - - - - -- - - ELEVATION DATA: UPSTREAM(FEET) = 1491.00 DOWNSTREAM(FEET) = 1484.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 770.00 CHANNEL SLOPE = .0091 CHANNEL FLOW THRU SUBAREA(CFS) = 16.88 FLOW VELOCITY(FEET /SEC) = 2.73 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.70 Tc(MIN.) = 34.00 FLOW PROCESS FROM NODE 13.00 TO NODE .00 IS CODE = 8.1 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 34.00 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.179 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 7.80 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .94 "" wft° SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 *AW SUBAREA AREA(ACRES) = 7.80 SUBAREA RUNOFF(CFS) = 8.73 EFFECTIVE AREA(ACRES) = 19.80 AREA- AVERAGED Fm(INCH /HR) _ .87 AREA- AVERAGED Fp(INCH /HR) = .87 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.80 PEAK FLOW RATE(CFS) = 23.41 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< --------------- - - - -- ELEVATION DATA: UPSTREAM(FEET) = 1484.00 DOWNSTREAM(FEET) = 1480.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00 CHANNEL SLOPE = .0200 CHANNEL FLOW THRU SUBAREA(CFS) = 23.41 FLOW VELOCITY(FEET /SEC) = 4.42 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .75 Tc(MIN.) = 34.75 FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 34.75 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.151 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 6.30 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 6.30 SUBAREA RUNOFF(CFS) = 6.89 EFFECTIVE AREA(ACRES) = 26.10 AREA- AVERAGED Fm(INCH /HR) _ .88 AREA- AVERAGED Fp(INCH /HR) = .88 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 26.10 PEAK FLOW RATE(CFS) = 29.79 ********************************************* * ** * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 5.2 >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >>>>>TRAVELTIME THRU SUBAREA <<<<< ------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1480:00 DOWNSTREAM(FEET) = 1473.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 560.00 CHANNEL SLOPE = .0125 CHANNEL FLOW THRU SUBAREA(CFS) = 29.79 FLOW VELOCITY(FEET /SEC) = 3.74 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.50 Tc(MIN.) = 37.25 ********************************************* * * * * * * * * * * * * * * * ** * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< owow ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- %ow MAINLINE Tc(MIN) = 37.25 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.063 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 10.90 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 10.90 SUBAREA RUNOFF(CFS) = 11.06 EFFECTIVE AREA(ACRES) = 37.00 AREA- AVERAGED Fm(INCH /HR) _ .90 AREA - AVERAGED Fp(INCH /HR) _ .90 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 37.00 PEAK FLOW RATE(CFS) = 38.79 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.2 >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA <<<<< --------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1473.00 DOWNSTREAM(FEET) = 1453.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 590.00 CHANNEL SLOPE _ .0339 CHANNEL FLOW THRU SUBAREA(CFS) = 38.79 FLOW VELOCITY(FEET /SEC) = 6.63 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 38.73 +++++++*+++++++++++++++++++++++*+++++++*+*+++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +* FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 8.1 ----- -- ------- -- -------- ----- ---------- ----------------------- - - - - » >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« <<< MAINLINE Tc(MIN) = 38.73 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 2.015 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 11.00 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) _ .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 10.69 EFFECTIVE AREA(ACRES) = 48.00 AREA- AVERAGED Fm(INCH /HR) _ .91 AREA- AVERAGED Fp(INCH /HR) _ .91 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 48.00 PEAK FLOW RATE(CFS) = 47.89 +++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >> >>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA <<<<< ELEVATION DATA: UPSTREAM(FEET) = 1453.00 DOWNSTREAM(FEET) = 1441.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 525.00 CHANNEL SLOPE _ .0229 CHANNEL FLOW THRU SUBAREA(CFS) = 47.89 FLOW VELOCITY(FEET /SEC) = 5.78 (PER LACFCD HYDROLOGY MANUAL) "' TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 40.25 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 40.25 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 1.970 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 9.40 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 9.40 SUBAREA RUNOFF(CFS) = 8.74 EFFECTIVE AREA(ACRES) = 57.40 AREA- AVERAGED Fm(INCH /HR) _ .91 AREA - AVERAGED Fp(INCH /HR) = .91 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 57.40 PEAK FLOW RATE(CFS) = 54.65 **#*#*********#***********#*******#*****#**** * * * * * * # * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW <<<<< >> >>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1441.00 DOWNSTREAM(FEET) = 1429.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 375.00 CHANNEL SLOPE _ .0320 CHANNEL FLOW THRU SUBAREA(CFS) = 54.65 FLOW VELOCITY(FEET /SEC) = 7.10 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .88 Tc(MIN.) = 41.13 **************************************#****** * * * * # * * * * * * * * * # * * * # * # * * * * * * * * ** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >> >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW <<<<< MAINLINE Tc(MIN) = 41.13 * 100 YEAR RAINFALL INTENSITY(INCH /HR) = 1.944 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH /HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 7.40 .94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH /HR) = .94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) = 6.71 EFFECTIVE AREA(ACRES) = 64.80 AREA- AVERAGED Fm(INCH /HR) _ .91 AREA- AVERAGED Fp(INCH /HR) = .91 AREA- AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 64.80 PEAK FLOW RATE(CFS) = 60.05 wAl END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 64.80 TC(MIN.) = 41.13 Amw EFFECTIVE AREA(ACRES) = 64.80 AREA- AVERAGED Fm(INCH /HR)= .91 AREA- AVERAGED Fp(INCH /HR) _ .91 AREA- AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) _ _ 6005__________ ________ __ ____ __ ____ ___________ END OF RATIONAL METHOD ANALYSIS N m 0 Street Capacity Calculations Fs- @4 Catawba STREETFLOW MODEL INPUT INFORMATION CONSTANT STREET GRADE(FEET /FEET) = 0.022000 CONSTANT STREET FLOW(CFS) = 4.30 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF- WIDTH(FEET) = 18.00 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 ON ONE SIDE, AND THEN SPLITS STREET FLOW MODEL RESULTS: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.52 AVERAGE FLOW VELOCITY(FEET /SEC.) = 3.51 PRODUCT OF DEPTH &VELOCITY = 1.18 m-, e STREET CAPACITY CALCULATION WALNUT AVENUE, NORTH SIDE. ENTERED INFORMATION FOR SUBCHANNEL NUMBER I: NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 100.00 2 0.01 99.33 3 23.00 98.87 4 23.01 99.54 5 38.00 99.84 6 39.00 100.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 SUBCHANNEL FLOW(CFS) = 15.8 SUBCHANNEL FLOW AREA(SQUARE FEET) = 5.75 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 2.741 SUBCHANNEL FROUDE NUMBER = 0.966 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 23.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.25 m TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 15.30 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 15.77 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION 99.35 N STREET CAPACITY CALL. WALNUT AVENUE, SOUTH SIDE * ENTERED INFORMATION FOR SUBCHANNEL NUMBER 1 NODE NUMBER "X" COORDINATE "Y" COORDINATE 1 0.00 100.00 2 0.01 99.33 3 23.00 98.87 4 23.01 99.54 5 38.00 99.84 6 39.00 100.00 SUBCHANNEL SLOPE(FEET/FEET) = 0.005000 SUBCHANNEL MANNINGS FRICTION FACTOR = 0.015000 SUBCHANNEL FLOW(CFS) = 4.4 SUBCHANNEL FLOW AREA(SQUARE FEET) = 2.25 SUBCHANNEL FLOW VELOCITY(FEET /SEC.) = 1.952 SUBCHANNEL FROUDE NUMBER = 0.888 SUBCHANNEL FLOW TOP- WIDTH(FEET) = 15.00 SUBCHANNEL HYDRAULIC DEPTH(FEET) = 0.15 TOTAL IRREGULAR CHANNEL FLOW(CFS) WANTED = 4.30 COMPUTED IRREGULAR CHANNEL FLOW(CFS) = 4.39 ESTIMATED IRREGULAR CHANNEL NORMAL DEPTH WATER SURFACE ELEVATION ............................. 99.17 m Catch basin and CMP Riser desi n CATCH BASIN No. 1 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) = 19.80 BASIN OPENING(FEET) = 0.88 DEPTH OF WATER(FEET) = 0.60 CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 13.80 NEEDED 14' USE 21' t 40m, CATCH BASIN No. 2 FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.30 GUTTER FLOWDEPTH(FEET) = 0.37 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN' 1.22 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.19 WIDTH FLOW INTERCEPTION 0.63 0.77 1.01 1.25 1.49 1.72 1.95 2.15 2.34 2.52 2.70 2.87 3.04 3.20 3.33 3.46 3.59 3.71 3.83 3.94 4.05 4.16 4.26 4.30 NEED W = 14' ` USE W = 21' CATCH BASIN No. 3 FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.30 GUTTER FLOWDEPTH(FEET) = 0.34 BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.33 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 11.50 12.00 12.50 13.00 13.33 0.61 0.69 0.90 1.12 1.33 1.55 1.76 1.96 2.15 2.31 2.48 2.64 2.80 2.96 3.11 3.23 3.35 3.47 3.59 3.70 3.81 3.92 4.03 4.13 4.23 4.30 `�•► USE W =14' A CMP Riser Elevation Calculation (36 inch Diameter) Equations and Constants were Derived From Brater, E.F. and King, H.W. 1976. Handbook Of Hydraulics, 65th Edition. McGraw Hill, New York. H = (Q/CL) ^(2/3) H = Distance Between Maximum Water Surface and Top of CMP Riser (ft) C = Constant Q = Q100 (cfs) L = Represents The Length Of The Opening And Can Be Calculated Using The Equation 2(Pi)R For A 36 inch Pipe 2(Pi)(36) =226.2 inches = 18.84 ft C = 3.087 Q = 53.2 cfs L= 18.8 ft H = (53.2/(3.087)(18.8)) ^2 /3 H =0.95ft N 14 W.S.P.G. Line "A" H H ° Tl WALNUT AVENUE AND TRACT 17884 0 �wr• T2 100 YEAR STORM T3 SO 1007.420 27.790 1 37.902 R 1025.000 28.160 1 .013 .000 .000 0 JX 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 JX 1070.000 29.116 5 4 .013 15.300 29.750 -30.0 3.148 R 1108.630 29.910 5 .013 .000 .000 0 JX 1113.300 30.510 12 .013 R 1375.130 36.010 9 .013 .000 .000 0 JX 1381.800 36.150 9 8 .013 4.300 36.260 -30.0 .000 R 1597.170 37.230 9 .013 .000 .000 0 JX 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 P-0, ri 0 0 0 0 + 3\ Q1 + W W W W W W W W W # m a* a a a II a a a a a N # O H H H ri H H H �-•� H H H 4 + z a [ + a a a a a a a a l a a x + o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y * a a+ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E + N N + # JJ I r-1 # O O O O o O O I O O I O O I O O O o O O O o * 3 A * 0 0 0 0 0 o O o 0 0 0 0 o O o 0 0 0 o # ro x o 0 0 0 0 0 0 0 0 N * N # , # ro >w X + H x p0 O x M+ - - -- — — — — — — — — — — — — — — — — — # [1 I + I I I I I Ln # aJ w + 0 0 0 0 0 0 0 0 0 O M O M O M O M O M O M O M O M O M x to 2 t =# ui H o vi 14 Ln o - H 0 ui H 0 in H 0 ui �+ 0 vi H 0 o '•+ 0 o ,-+ 0 4J M M M M M M M M ro # x o I I * I 1 I I 1 I I x o * F 4 a+ m* O 1n o 0 0 o VI o o r o t JJ # O m O O r O r O O Ifl O 0 10 O + 3 b # o -, E + + r+3 O x + w z * — — — — — — — — — — — — — — — — — + ,=1 z* I I I I I I I # ro # 0 0 0 0 0 + u v* Ln o in O r O r o r O r o r o 0 0 W 0 # -,1 iJ •, ► r r O ID tO l0 O M M O dl C 0 t aJ pL 7 * • + -r1 N 0 N N N N N N N N N * Y4 p L # # tJ I w M # -- # j' # H r 1 O I tO 1 %O - 1 M # S4 > 4J t O H O In O m O O O O O m O m O H O O - o 0 z # v v + a ri mx 0* o p 0 m o O; 0 0 0 0 ON o H O m o to VI H # ::s W # H m m el H F + to W x U] * to # -- — — — — — — — — — — — — — — — p a + ' •rl # >. r-1 # O O O M N d t0 V1 m N M M %O N m U1 d' Ul N . w 7 w m H o o ri O 1-4 v H -P # v b w * x # m m m m m m ON m H H > 4 M M M M M M M M V N O + W * Z m a o M a * * to pp # v+ _ O m _ O I _ %D ON N _ m I N _ _ m _ _ w _ M m x 'd >+ O In O m m M m M m VI M M N M 0 r 0 \O q Q # I ro a* H O 0 r1 o O o 0 o O o O o O o O H o O H o O H }.; a * .��. w* > vp + cn+ H to # I # 1 I 7 tX + * H r l r 1 r m l m l M I M I z W * x o o Ln in Ln m m -4 r1 F c + r+ to + m 4 m m r r r N 1n m m 3 m +> w N r-1 + - - a v U! F * - - + - -- x — o f — — 0 1 — 0 l — — O — — o f — — 0 1 — — 0 1 — — 0 l — — o f W U t + H H m m m an M M n v t + ^f M ro F # cn * CO w # * r r r r N r N r N r r Ln r n r n r n ro * * I E W F 4 + N Ln M m I In r M W I N }4 z # }.I # O1 O N %O N O, v r M O r1 w l0 rl ID of wa x v> + # JJ v + r m m m m m ON m o Q * r-i (a + M M M M M M M M dl a >+ # 3 w * * * p F o # - - Z o a H * — — t —i-- x — N — — — CO I — — m — — c — — H I — — M I — - — - # • G x H v a Ln m %o m o g J .-� m aN m m c # F # + v w + o m m m m m m m v t + # + t # 0 o in I 0 1 m, %D , o o f o # v t m o to W o H M O . •1 'D H .+ o H # 3J (1, # r H H 0 N H VI H 0 W H o m In Ul 11 O O y x N> 0 i N 11 N N H N m N H # v v r7 x r O m N m O m O m N m O m N O O w N # > r-1 UI + N N 0 N N N O N N H M M O 1n x W x o 1 0 0 0 0 x o 1 0 0 0 0 0 0 0 # t N m o F o N N m o F o M M F o M M F 3 # O E* tn O w o m m o o to o %o ko m M m H to x i x L v t r-1 + r r In F o �o to m In F o m m F M ra . v1 F pp + (a W# o H N U M M N 10 U r M o u H b r U ,.a t u * CO 1- t o 0 0 0 0 o r+ H N M x w N # 04 C# O O o o O 0 s 3 y r w w w w # m p,+ a a a a W N # O 14 H r-1 H H H H H H O # z a F* a a a a a M # - - - - -- — — — — — — — — — — — a # + o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E # N N # F # # + L 1 1-1 * O 1 O O I O O O O O o O I o O O o 0 0 o O o 0 o # ro+ O o 0 0 0 0 O # d 4 W # * ro s4 X + t W O t \ F I + — I — — I — — I — — — — I — — I Ln + a.1 w * 0 0 0 0 0 0 #• y' 1 • # O m O m O M O O t bl z+ O H O H O H O H O O y + •.� ro -+ o 0 0 0 ,J # N m M r ro * x A 1 + 1 I 1 I 1 I t O + F x a+ A* 0 0 0 0 0 0 0 0 0 t y * 0 0 0 0 0 0 o O o + 3 O E + - t 0 N* M m m w + -1 3 O + + z+ * ro + o 0 0 * u .0 N t r o r o r o r o r w # -rl iJ b + r, r, O M rl r, r- * 41 a t # -H N O # N N N N N H + N A N * U w * -- — — — — — — — — — M + # N> I mo * 4 * o m r I O r o m O o O 0 0 1 H O z * 0 y Q# O w 0 0 O v. o O o v H �+ F # to w U) t cn + I I H a 1 I I I eMAn., * >v r-1 # H r m m 1� w U, C ID r N W # rn w # m N 1-1 O N m O a %o O m Ln w w w a w N O # W C7 z m a # V m a # y W * 1 N* m 1 w m I d. m 1 v m d1 m — 1O — o aD . o m o m o m o q � I-1 m Q+ O o 0 0 H i a *> x w > wx + to H W * # ^� a Z w # * In u, v, u, u, ON H c * to # 3 M S m +> w * r r r r r H O - r + S-1 H - a w y E * - - * - - -- * — 0 1 — — 0 1 — — 0 1 — — 0 1 — 0 1 — — 0 1 (p u # + N N N N N N # 3 01 P4 # CO r, m r, rl m m ro F x t d W * u U q * + ro �a # a E w F N H 1 r 1 m ro pp co * # r, o r, r o to z # 14 * m r� r, H r o O > q,' # 41 N # O N N rl m In a. F O * t i o p.1 + — - # -- 1 # — — H I — — N I — — H 1 — — r — m I — — L I # ,ri * m r m In N ,n 3 # r o o N n r + WF t d) w * a u, Ln v, v, ko t # # I * O 1 O O O I O O 1 # v# m O m m O H 01 In In 3 + 41 p + ri m N M N In v N N rn + FI > O # O d1 O O . g * w y IH * ko o r o r o r o m W m # > -4 co * M M O r, m r, U m Ln * O W # F # H C t Qa y t 1 U * _ _ _ _ _ _ _ Z *— 0 0 0 o: o O o 0 o o 1 a * O + o r r F a N rn w w 3 # O E+ m M H m m w N N �o m a% rn # aJ r4 r, m ID 0 W a + ro + a, W+ m M H N m U) U z 0 %D r, H r, r O m .7 µ m En w * * 7 We S.P. G. Laterals A -1, A -2, A -3 & B Fm @4 Lo T1 WALNUT AVENUE PHASE IIA T2 LATERAL A -1 T3 100 YEAR STORM SO 1008.050 29.230 1 R 1034.820 29.950 1 WE 1034.820 29.950 2 SH 1034.820 29.950 2 CD 1 4 1 .000 2.000 CD 2 2 0 .000 12.390 Q 4.300 .0 38.230 .013 .500 29.950 .000 .000 .000 .00 21.000 .000 .000 .00 I .000 .000 0 @1 H R 3 � v • W W N rl W O C7 Z * a + t o 0 0 0 E « N N • • — o 0 0- — o- • 3 Q -4 + 0 0 0 0 p k m « o O O O N # W i « m Sa !C # N ri t M 0 • F t a R y w • 0 0 0 �• O m k b1 z i p 9 M L # v •.1 R N N N m + x Q • ., + ol f • o f F .0 a• Q« t y s f 3 b E t s 0-4 t r+ 3 N * O t -4 N t w Z « t ro • o f U .0 v• r't O fn N t -4y bt « y a 7 # O f « O M t 1.1 > L• O O O O - O u' k v v Q� • O O O z a H « 7 W # H w + y « no « m • v0 W t Ql W # N O N N v H + v v x• ao co co z aO IX R M (7 fn a i t W W R v« (n a (n o N Q i o 0 0 0 q 4 i « > T a w > 0 • �n* H q In k a Gt Z W f # cn fn O m a • # p O p (q H t # M m 3 t W i d W Ad w �a # u # a off E W - � m ' "� rC �. t t rn v m 4 Q Q N N N Q w [sy • v> 0 > .7 >� M y v # w co OO s4 a q « ro • M M rn a pro• 3 W + H w o • # 7 t — 3 R y • O N �1 « F t v w t t a, m m « t 3 r R o o 0 w r v • rf m ui to 3 • y CL t N %u m m • H > O ► N [ti i > ' (A # N N u N .7 # H .0 • a s • o 0 0 x o o r, m w 3 r O E# OD W « ro w k o N rn a r'f p, « t T1 WALNUT AVENUE PHASE IIA 0 ""ar✓ T2 LATERAL A -2 T3 100 YEAR STORM SO 1007.280 29.970 1 39.000 R 1029.960 30.650 1 .013 .000 .000 0 WE 1029.960 30.650 2 .500 SH 1029.960 30.650 2 30.650 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 11.630 21.000 .000 .000 .00 Q 15.300 .0 e # O o 0 * N W o # w 'I, a W N 0 # S4 a I # # Lk # 0 o 0 0 0 0 0 0 E # N N # •rl # # # L I rl * O O O O O O O O O # ro # O O O O # H w # C-4 # N # H # it $4 x # N # M O # ul # a+ w # o o O l O M O M # rn z# O 14 0 ID y # •.i rt e # o • U # N -q # N N H # o # E, • a# q# o r O O # aJ # o m o 0 # 3 b E # r 7 + O # Cl) # w z # - -z # ro # o Ln # •ri L b # C d' N N # 41 a a # - , N o # # N Q u # # u w # M # H> 11 # O O o O - o C7 # N 4) LL # 0 0 O z V H # W # F # w w # w # m # .a « « 4 ? r. r o r kv w W # trl W # M w �u w H > Pw # ro ro x# o, o, N O # W C7 z m a c�Ma N W # I O) # r ID r l — 0 # '� > # M d' M O Q # - ro a # o x H u a :> w > wx H ((I # # U f 00- z W # # m m o E # a to # > w ro � # # a v W Q # - -- # — I # — o I o 0 (n H # # M M M v H 3 W # U) to vl ro W # a w # x (1) # u # u # # a a E W N co # - -- —* — — 00 — — 0 — —N a k s4 � # H # o N : m m 0 .7 > « J m # ro r•, # M M M a o # 3 W E W o # # z # — # # o l w w d' O # W H # # v w # m ao m 3 # # o f O 0 m # y # r o ur ui 3 s p> 0+ m m # > ri W# N M V M a N # q W H # Q t U # a # # o 0 0, z o f m co w W �o g # O E# N kn m m # i # • W# O N N «] N ,-a 1 # .i a o Q o H # y .] # •� 3 w e T1 WALNUT AVENUE PHASE IIA T2 LATERAL A -3 T3 100 YEAR STORM SO 1004.170 36.540 1 R 1078.600 37.050 1 WE 1078.600 37.050 2 SH 1078.600 37.050 2 CD 1 4 1 .000 2.000 CD 2 2 0 .000 7.450 Q 4.300 .0 40.700 013 500 37.050 .000 .000 .000 .00 21.000 .000 .000 .00 0 rlf � 6 * a 4« 0 0 0 M * u a * • t 3 � v * w r • m a+ a W t Q w s rl H ri O a * + 0 0 0 0 E ► N N * M k « * a+ .4 r o 0 0 0 . t o o o 0 o « N s o 0 0 O # H w # N w + m i r1 * ro w X * N In t M O r a * a, w + o O o 4, 1°. - k O H 0 1f1 * d1 z * O H O w .) * -+ro s * o 1J t 4) •'{ i N N r ro • x � r ► OM o ai • F . p► o u1 0 0 b i O •.1 w * r 3 N « Z « z • ro « 0 o 4. 41 a ► t ., v -v o+ k w q w r r U w ► * t t w M * H > v H * 7 W r m w * u) t U1 t FA W s pi w * n o I'- r w a v H t w R v 'O w r x► O O . O w * C H ► IV ? v N O * W U * - z m a + C7rn « i — Cl1 W t 0 r m v m � 0 — o 0 0 C U 2 « 4 10 Q« 00 a .. w « v v + 0 H w a *> x w« > v a * m H rn # o a . � ► � r , o Z W 0 S ro 3 « > w * k — — — m Q ► O - O W H t # 3 M ro W + W + C> F. t + V a a V! « U u u s + « a a « E M * * o r .••i ^mow w $ Q Q* w ► r r (n W W s v > 0 O >.]>�r u® i o 0 * ro * w v v F W o — Q t C * o r N • LL F + ► v w s � ri r� r + 3 • i 0 o. O. tJ) t v « a m Ln in S 1 > 0« � Wo 0 0 « 1 v W -4 * w O r W r * K W + ► H .0 # + U * a N — a ► * 0 0 o z o r C + r w o * N # u N t « w a .7 m # ro w* 14 0 o r r. r o .a r rt o D14 t ,%NW TI Waqlnut Avenue Lateral B 0 T2 T3 SO 1001.8401424.630 1 R 1049.3801425.100 1 .013 0 R 1091.0601425.520 1 .013 0 WE 1091.0601425.520 2 .500 SH 1091.0601425.520 2 CD 1 4 1 .000 3.000 CD 2 4 1 .000 3.000 Q 60.050 .0 1427.000 1425.520 000 .000 .000 .00 000 .000 .000 .00 - 60.530 .000 .000 .000 a FILE: walnutlatb.WSW W S P G W- CIVILL.SIG:J Version 31 PAGE 1 Program Package Serial Number: 1332 WATER SURFF,'E PROFILE LIST Date: 4 -17 -2006 Time:10:12:13 Waqlnut Avenue Lateral B Invert I Depth I Water I Q I Vel Vel I E.nerg S _i IC. ':!callFlow ToplHeight /IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Hea. I Crd.E1. ci I Width Dia. -FT or I.D. ZL " I I I IPrS /Pip L /Elem ICh Slope I I I I SF A t HF ISE - ..h IF;-• - NINorm Dp I "N" I X -Fall) ZR IType Ch rxxwxrwxwlwwxwrwwwwlwwwwwwrxlrr + + + #xr +Iwww #xxw #w1 + # +awr•I +xxx+ . I+++++....+ x...... I + + + # + #r +I ##wr + + #Iw #r #x #rl # # + +# wr + + + +# I I I I I I I I I I I I I 1001.840 1424.630 2.255 1426.885 60.05 10.54 1. 2 1438.61 ::J 2.50 2.59 3.000 .000 .00 1 .0 47.540 .0099 .00 6 .45 15 !.35 2.24 .013 .00 .00 PIPE 1049.380 1425.100 2.283 1427.383 60.05 10.40 1. " 1429.Ue a :J 2.56 3.000 .000 .00 1 .0 33.234 .0101 .06 23 1.32 2.22 .013 .00 .00 PIPE I I I I I I I ! I I I 1082.614 1425.435 2.375 1427.810 60.05 10.00 1. I I 1429.3c 2.44 3.000 .000 .00 1 .0 1- 8.446 .0101 .00 .0- £ L3 2.22 .013 .00 .00 PIPE WALL ENTRANCE 1091.060 1425.520 2.503 1428.023 60.05 9.53 1. -1 1429.43 :.� 2.23 3.000 .000 .00 0 .0 I- z Hydrology Map 14