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HomeMy WebLinkAboutTract 16577r-- N REALLAAD ENGINEERING mu Ina sm.ft lod dew TRACT No.16577- HYDROLOGY &HYDRAULICS REPORT May 26, 2004 Revised August 5, 2004 Prepared For: Young Homes 10370 Trademark Street Rancho Cucamonga, CA 91730 (909) 477-6722 Fax (909) 477-67 Job Number 159.23.01 Prepared under the supervision of: David S Hammer ACE 43975 Exp. 06-30-05 8253 Sierra Avenue Fontana, CA 92335 (909) 356-1815 * (909) 356-1795 oc)FESS 10 O No. 43976 i . Exp. 6/30/05 +) !;%,.—c r V 11-_ Appendix ♦ Hydrology Exhibits and 24 -Hour Synthetic Critical Storm Pattern ♦ In -Tract hydrology and hydraulic calculations Table of Contents r^ Introduction.......................................................................1 Purpose............................................................................1 Developed condition Methodology 1 Street capacity calculations Findings...........................................................................1 100 and 25 year Detention basin/project mitigation...........................................2 Catch basin calculations Off-site........................................................................... 2 100 and 25 year rational method AMC H Summa 2 Appendix ♦ Hydrology Exhibits and 24 -Hour Synthetic Critical Storm Pattern ♦ In -Tract hydrology and hydraulic calculations A) 100 and 25 year rational method AMC H Developed condition B) Street capacity calculations 100 and 25 year C) Catch basin calculations D) 100 and 25 year rational method AMC H Pre -developed condition ` ♦ Detention Basin Hydrology and Hydraulics A) Pre -developed condition 100, 25, 10, and 2 -year rational method (AMC -II) B) Developed condition, 100, 25, 10, and 2 -year rational method (AMC -III) C) Developed unit hydrograph (AMCIII) 2, 10, 25, and 100 year storm return D) frequency Orifice and weir calculations, detention basin exhibit E) Detention basin routing (2, 10, 25, and 100 year) F) Emergency spillway calculations G) Storm drain W.S.P. G. W. ♦ Off-site hydrology, Cypress Avenue A) Developed condition 100 and, 25 year rational method (AMC -II) B) Street capacity calculation ♦ Reference material City of Fontana. Appendix A. Detention basin policy and design criteria W.S.P. G. W for Cypress Avenue (Tract 16572, Fontana) ♦ Hydrology maps Developed condition Pre -developed condition Introduction Tract 16577 is a proposed 45 single family lot subdivision on 15 acres located in Fontana. It is bounded on the west by Cypress Avenue, on the south by a vacant lot, on the east by a vacant lot, and on the north by Walnut Avenue. In the predeveloped condition the property drains toward Cypress Avenue. The ultimate master planned storm drain does not exist downstream in Cypress Avenue, therefore a detention basin will be located within the tract boundaries to mitigate the increased flows downstream of the tract. Purpose The purpose of this Hydrology Report is to determine storm water runoff for the site and show that drainage systems, comprised of proposed streets, catch basins, storm drain, and temporary detention basin are adequately sized. Hydraulic calculations for storm drain systems and catch basins are included in this report along with improvement plans. Also, this report considers the need to minimize the impact of the project on downstream properties by not allowing the peak storm runoff in the developed condition to exceed 90% of the pre -developed condition peak runoff. One temporary detention basin will be used for this purpose and the criteria for sizing the detention basins is outlined below. 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. Synthetic Unit Hydrographs are provided for use to determine total runoff in several developed condition scenarios. "C" Street will be design so none of the flows coming from Walnut Avenue will enter the Tract. Computer programs such as Civi1D, AES and W.S.P.G.W. are utilized herein. Findings IN -TRACT— The proposed interior tract streets adequately convey the 100 -year and 25 - year storm run-off, as outlined in the City of Fontana Master Drainage Plan, towards the interim detention basin. A Storm drain system will be constructed with a pair of sump catch basins to intercept in - tract flows. Street capacity calculations have been provided. The purpose of the interim detention basin is to mitigate the runoffs from the developed condition. The interim detention basin outlet system will only outflow runoffs in the developed condition equal to or lower than the 90% of the flows in the pre -developed condition. IN 08/20/2004 13:39 FAX Detention basin/project mitigation.- The proposed detention basin located at the southwest corner of the project is sized according to the County Unit Hydrograph criteria and the City of Fontana "Detention Basin Design Criteria" found in Appendix A. Civilly Computer programs were used to determine the Unit Hydrographs and Basin Routing calculations. As required by the detention basin criteria, the basin will drain completely within 24 hours after the basin reaches its maximum storage volume during a 100 year event storm. Off-site — 100 -year storm run. -off calculations have been provided for Cypress Avenue (east side of centerline). Also, street capacity calculations are provided. Summary The on-site streets and storm drain system proposed for the tract will adequately convey 100 -year event storm water runoff to an interim detention basin which will meter out flows an acceptable level. Once downstream master planned storm drain facilities are constructed, the interim basin can be retired and the tract flows will be delivered to the storm drain system. Also the temporary detention basin proposed in the south west comer of the tract will minimize the impact of the project on downstream properties and streets by metering developed condition storm flows to less than 90% of pre -developed W Ca 004 TRACT 16577 RATIONAL METHOD OUTFLOW routing PERIOD UNDEVELOPED 90% UNDEVELOPED YEAR CFS CFS CFS 2 3.5 3.1 3.0 ok 10 8.4 7.6 4.4 ok 25 11.0 9.9 5.2 ok 100 13.7 12.3 7.4 ok A0001- Hydrology Exhibits and 24 -Hour Synthetic Critical Storm Pattern 8 D-7 FIGURE D-2 H D-7 FIGURE 0-2 ■ u IMO1/�J'.. J1r11�H11�11 MINIS Mt IIHUtAi%1/1111 IIIIINI►; IN11w t11N1011 ////111 111117!11Y////1111 11111 RII I t11;' YiAtitSi //!1111 IIIb:.... 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FOR EXAMPLE GIVEN 10 -YEAR ONE HOURS 0.9'5" AND 100 -YEAR CNE HOUR 81.60",25 -YEAR ONE HOUR s 1.16". REFERENCEsNOAA ATLAS 2, VOLUME 2I-CAL.,1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D-7 FIGURE D-2 r r R5� \ MLLLT I .. R8W I R7 R6D - I I 4W N„ ' t N -- -- RIW ss RI "`" R2E T4N - - - - - - - - -- i,� - - - - - '- I T I M I r N[ I I- T�4N 4.0 6.0 V IwLu a 'urn t► �, - T -`D. — II,_o I - .•+ �. I _ � ti I — q � I�q I I � $ 11 6 I1 � y .c Iz 16.0 -.�. 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M1P ` - - +o« ...t.• e � :�� `+"- ..erg `�" �r.-�''ti'�.' ``•'•.•.r - -_ ._ • _ I, w_.•��.t t-:?... •Q:li - -n. �'[. ,- - ♦.,,.� -- rf _ ..ti . - '�"� -i� � -yvs R'`• r'•x err r . s. -,,r....1~�"�I .--'�i'�^ a[a[w <� - 'T,- wa - - '�i�': �.. �_ .�'i,.�;.-. ��:A..� S _ �A - a\ ��l -_rT ^S,� • . :(.' i SOIL GROUP BOUNDARY Mr -..i.. i 'I a - �`.. _ - �r T' 7;�aln ? `y' k"-�.•O .�,• �':1- / , e O:sHu:� - ``'S: �I r� a iJ.�iE - •I .t � r N � / _ ` 1 S ~r �•: ��{•c�'�_ � - r. SOIL GROUP DE SIGNATIoN ^,L_ ! :_ '� - .0 vl"•�'"--a- �i �[\: �SQVRi9s RVEYfO..'•!Rlh S�[e ,' -p •fi•;C•_ ��- -- - ..,e?tiay.l -- BOUNDARY Of INDICATED SOURCE '-"+t'1��- -� ._44_:..'i�%i'1� �i �...re....: oma.,=:pi,�•rv,�w•L_ _'Je w« = �'7r .h�,yE .y. Ys.. •a__.�v: �•+-y �. .i•_�,""y .Y=. _ ..,,v `�,� _�.. �� _ "aww. sw4-.i_•'i .i7 --1 , -___ __- _ - •� f' . \.�•.-II! ��{ yr• _ OYR� .' a`•t-\ _ ;Ji = .r, ^�^ "C.M ^, i .y .:T✓'1•<•, `ll G_'1.'' :i.'1 •w oV Is 7- - 1 4 S..l. 1.750.000 +'COw•O_IR _l_ftf(R lm"[ET .' C-2 WITH INt(Y(wr"TT.wrEAYeI$§.' c•tROw0CO rA.•LYcastI•cAlonIwOJCC?HOw -• .T�EOT-r .I r[.:, _— : ." =I ''COUNTY HYDROLOGIC SOILS GROUP MAP BASE MAP REPRODN:ECFROM USG.S.'SAN BEERNARDINO' TOPOGRAPHIC MAP FOR _ INDEX ,14P SCALE REDUCED BY 1/2 SOUTHCENTRAL AREA r -9a FIGURE C- t W, 0� 41w L4 1.6 R8 R7W RIS• 4-- I T - - T-; T T4N k 4w ___?_�R 2 W 1.6 1 1 - I I I RIE 4- T14N T 4- ___4 ITR' T lop"' TS A -N BE• ;.Ll P11 3*­T� N LAW Q4 f /prl !T A� is 4 nals Jklop -T 7 T f 4 T. .!- TIN _4 UP, uft ftaftwm I f RIA LTO_ 13N T V..4- TIS COLTPN T .0 LANDS 4 41 WIN &as 4. T 2 S 14+ R I ERSIDE Mf K1 t -s -Z R4W R3 ra R2W 'R I -77 IvAa 116S + SAN COUNTY DISTRICT maw I R5 T3S Col. 7 NOL REDUCED DRAWING VALLEY AREA 001MALS SCALE C = 4 MILES Van —100 YEAR I HOUR A SAN BERNARDINO COUNTY MM ON Df 010AA APLAW a. OWD APPN&.,W wr Ae 8 ww HYDROLOGY MANUAL ..................•••.....•••• ........................... c8 8 ISOLINES PRECIPITATION (INCHES) IWE 5WL Pu Ila &M M low .41 IL 1 M0.4 4 off 21 R 2 E, ., ——--t.-4_I_t ! • I I d� -- + I I �fi .� — I —I \ , :9 • '2 <.•q ldl ~ d ~,�•2 ._-I _ , - 1' - -4 -- [I —• I .6 I r I I I I YT � -- --- `` •; � t �� Me 2.4 I - F 1' L A ' Rrorw[Ao ~ '`•. - � � I 'r ` - -" -I - • � I \ , A.a I ,r � - .i/ '• Cl t� r- -� I \ ,r 4 I ---I - - RDI T2 - I 1 — - — I [Ar,M 7• nuleL - - j - - 4 . - - - - - s•�t� sm I r I I 4 $POW A i.4 t • _ y 41 •I ,./� a T . T '2�I .I _ _I— }- Sri • l '� -+ - - - \ 4..':+ `�,��— — J I.—.� �` , 2.2i + 1• �' ,y - - r -•'-_ /~!"" -��ATtI — — "— I— y sea -- —„ - ,Z•O- - - . - • � I j c - j1 7_ iN Fi- I •LIT A - t ?1 +- r - l - r N -r sAN- '` -- - '_- FONTANAw •N+ 1 r•s. - r S'I .� TIS ONTARIO!; ..... ' COL $ - ''- - - i ; - -� --- -- - - r ` •• ... REDLANDS a• .•., - rr� !.• ~ r \ � _ - - 1.4 s uWA �. 2.6 J I ~ Lft ~ \ 24 1 i i I I -; �: s•, .....• I I I I •\ ' I f• tYCAI f -i _ --I - -- -- - - �I i- �� RIE I I I R2E ovlq - - - I _ - - - - - - - = - ��- - L _ - rwf�aoa r T2S - I� +,.•a i %I_ I ' I E R S I E I ! I ya•^' ! , R W I R3 .«... R2W 'ff)�fS 1�� l.1 IN + - N -T -1 -- r- + - 1-- -I 1 —` - --- --'— - — 4-_I I -R5W I I IRooO ort Ao. •• I c A 'I)° '1•' I ROW I I R7W R6W SAN BERNARDINO COUNTY UVnDf11 n�`V AAAAIIIAI 8-9 FIGURE B-1 I R7W I R6W i 41Y I I ~ R2W' - - t- -RIW ••; O - _I . •._ _ - - - r- - - r-- - - r -t - - - •- v/ - C - - - -- - - - - - - - I - - - -- - - I ! I r[sr TAlp IrA.uT ,uu •wo —T o/ •1 i--•/• - I���--T/ -� -R } -� -- -�— I J� r N.7 • C SNr •I �. I } _- '✓ — t-/ - . �� I II r• rs l _ — ._ --. i _1 - 1.2 � ». N — L — T3 - I - - - �. -- - - - - I - - v • i I I � I .o -:a,-• 0"k`•a� ra, r Y R 2 E, ., ——--t.-4_I_t ! • I I d� -- + I I �fi .� — I —I \ , :9 • '2 <.•q ldl ~ d ~,�•2 ._-I _ , - 1' - -4 -- [I —• I .6 I r I I I I YT � -- --- `` •; � t �� Me 2.4 I - F 1' L A ' Rrorw[Ao ~ '`•. - � � I 'r ` - -" -I - • � I \ , A.a I ,r � - .i/ '• Cl t� r- -� I \ ,r 4 I ---I - - RDI T2 - I 1 — - — I [Ar,M 7• nuleL - - j - - 4 . - - - - - s•�t� sm I r I I 4 $POW A i.4 t • _ y 41 •I ,./� a T . T '2�I .I _ _I— }- Sri • l '� -+ - - - \ 4..':+ `�,��— — J I.—.� �` , 2.2i + 1• �' ,y - - r -•'-_ /~!"" -��ATtI — — "— I— y sea -- —„ - ,Z•O- - - . - • � I j c - j1 7_ iN Fi- I •LIT A - t ?1 +- r - l - r N -r sAN- '` -- - '_- FONTANAw •N+ 1 r•s. - r S'I .� TIS ONTARIO!; ..... ' COL $ - ''- - - i ; - -� --- -- - - r ` •• ... REDLANDS a• .•., - rr� !.• ~ r \ � _ - - 1.4 s uWA �. 2.6 J I ~ Lft ~ \ 24 1 i i I I -; �: s•, .....• I I I I •\ ' I f• tYCAI f -i _ --I - -- -- - - �I i- �� RIE I I I R2E ovlq - - - I _ - - - - - - - = - ��- - L _ - rwf�aoa r T2S - I� +,.•a i %I_ I ' I E R S I E I ! I ya•^' ! , R W I R3 .«... R2W 'ff)�fS 1�� l.1 IN + - N -T -1 -- r- + - 1-- -I 1 —` - --- --'— - — 4-_I I -R5W I I IRooO ort Ao. •• I c A 'I)° '1•' I ROW I I R7W R6W SAN BERNARDINO COUNTY UVnDf11 n�`V AAAAIIIAI 8-9 FIGURE B-1 IN --E - - 4W I I.c r RIW Qn Is RIE R2E r. -I jy Lz- r _ ___ .__ _ =_--7 I /� � ' 1 11•T'IE SN KE — • ./ Q � I �, ql a, r '\ 4' �' -� ---1 ~4AFM o.rc.o 'ti•, �., 1 p'� (N =f'L _f —�I--• —; �• — '\, ` ` ,^�W- p� Eir - - - - _ — I J'"°" t - - •1_ 1. o '/ __h � � Y _ 1_ - - �I I y �i �• r / / i " r 4.0�.; 4 I a` + •�. T:i �-� IN •.�{.S '� 4�' t .\•. o s �- - �- ; — , { off. ,- - ;,•� — 1 ' COLT ,..... �— — \1 S R DL ND _ '•.t.. ss _ SA ' — I— _ IE I I 1112 I t TDto eowq is + •oo J / RW y,) T K...... z.o — R 2 W \ IR I _ I REDUCED DRAWING VALLEY AREA SCALE I"= 4 MILES awnTALS 2 YEAR 24 HOUR SAN BERNARDINO COUNTY "so ONubr,ft""`"`'"t moo.. HYDROLOGY MANUAL (_3.0 ISOLINES PRECIPITATION (WHES) y Int f•ua wpei ! •r 1= 8-10 FIGURF R-? TI law— oil ► `\ ' =o --E - - 4W I I.c r RIW Qn Is RIE R2E r. -I jy Lz- r _ ___ .__ _ =_--7 I /� � ' 1 11•T'IE SN KE — • ./ Q � I �, ql a, r '\ 4' �' -� ---1 ~4AFM o.rc.o 'ti•, �., 1 p'� (N =f'L _f —�I--• —; �• — '\, ` ` ,^�W- p� Eir - - - - _ — I J'"°" t - - •1_ 1. o '/ __h � � Y _ 1_ - - �I I y �i �• r / / i " r 4.0�.; 4 I a` + •�. T:i �-� IN •.�{.S '� 4�' t .\•. o s �- - �- ; — , { off. ,- - ;,•� — 1 ' COLT ,..... �— — \1 S R DL ND _ '•.t.. ss _ SA ' — I— _ IE I I 1112 I t TDto eowq is + •oo J / RW y,) T K...... z.o — R 2 W \ IR I _ I REDUCED DRAWING VALLEY AREA SCALE I"= 4 MILES awnTALS 2 YEAR 24 HOUR SAN BERNARDINO COUNTY "so ONubr,ft""`"`'"t moo.. HYDROLOGY MANUAL (_3.0 ISOLINES PRECIPITATION (WHES) y Int f•ua wpei ! •r 1= 8-10 FIGURF R-? 11,211,19 'ALLEY R R6W w 4W T__ Rlw RIE R2E 4N 7 R5 T L L I T L — Jv 4K. 14 .•n. pawn 7 c —4 T3N IA L t — 1.7 3. 6 I x v\r- -4- f AL ARROWHI L AD T2N _q Vrk E .4 "..'sT? N 4- 1.4 f - fvs ALI, -J, Z_ V, LS t! lK V 'r 019 7— -T _6 ­ SA% 17 PLANO BE Abl" o .-A --RIALTO t1% 4 FOIATAN T r TIS• ONT N -3 C TO JY : N• !L_ L LOMA CINDA cRgwr1.1 If "Ame reaTi ks ........... CHINO —4 RIE vy E 17 RT mil"Iteloc. canq )--Do T2S — t % I RS IDE 00" .4 ........ R4W R3 ImArr—lo SAN BERNARDINO COUNTY t t _T FLOOD CONTROL DISTRICT R5Vl VALLEY AREA REDUCED DRAWING R T3S • IWHYETALS SCALE 1"=4 MILES ya - 10 YEAR I HOUR "111100, ON U &D.C. KOAA. BLAS 2. W 3 SAN BERNARDINO COUNTY a 10 A *PMWVM my I w R7W LEGEND, FLvvu t;vm i KUL crwye mcm- R6 HYDROLOGY MAMUAL ISOLINES PRKCIFITATION (INCHES) DATE I 1" .22 No. WO 3 of 12 ..................... ...... CA 1942 1".2 a. I D4 m -- r- r -- 4- { { 4 _ R7W ' --- I I 4N! I 1,�`` --i -� - - - -- I-- -- - �p ' 1 R2E — i I 1 l 0 2.5 6 I S I •� I I I � �•� I I I � • � E I I �I , —I 'I -, �• l!, • > _ _ _ - — , C. I y I 4 TT t r yet z 11 30 f� 1 �• fi + /1 r t -4 "�' - - - 4.5 I I — ii I I I I I T� ,6 I T— + '! — 1� �'l -- i / T i � --_ �— —+ — ,• �_a - \ .�/ aT ik_I �E 'r' — SLI J I— r6Q -iff}S -1L _- ► --, -„ I- =`:� - -- - - .� I I;i.�::��te`-: - =g - _•-- - - - 51 0 ► ' 4.5 4 If T I — 4 —+ -- �, + I ► _ I< !� _ ) _ L _ /1- \ I I I 6.01 I "i !AN ANiM,I 6.5 1 I I I I s � o. -- \. I I L - � tet, ��. ?w� + zt\ '- Q -1 f -� •..:n.;T� : I- _ -- t-- - -t- - - t -�- as •{.i� �t� `t —\i- ` - ' (-- '~ ' _I -; 4 - 2N R[• F i - low N �-' I -� — — •— — 'w _ �� _ _ Rangy — .0 ) . �..,' ... ,� � iLANE CIML AK ' N I s a r �'< s - F _ \ I ti I� h/ N � �•- c L -�i , � - ,_,�.. rte« - / � • _..:6. -t -� - - ' .- L��_ . -- - - � -' - - -, - - � � I =I - ( i ' I � 1 Id I � ' . I\ ,� � L ,- V �.� ..o.•,.• I JS_ Y/ i I I .•Ti � I� I I I Y — - - --.- II I 5.0 ' — h w '4r,� 1 J I _ r .(z -- i _ ���n—,�— I L.•” �.. awlIS _DANa I - I I I ' h, :..w'- I/ y /% ! ''�y v I I— I �•'F T� I r T IN ;01 Nis OL IPL1<ND s.N ,N.no�o 1 0 }.. - -- 1 - •3. - - `` = - -r-l*- °ONTANA— - 2.Ail 9T T. i{ .I -- -L^� - �-'- } [ .moi 1_ I TIS - - _ _ ;, ! I i - �- _ I OJIS NTAR101 - _--i3,S I OLT r T - — - - — REDLAND �• / , \ I - -- r�'3,0 ; acs .j 5.o , r — T _ _ I y _ -- — .. > CHINO '�.. '�.. —y T ✓M ' - -- + - 3 I — I I i j � - — I — I— 4— �- --i- -} ---� - - - - I- - R2E'"� I _ 000. M -.L - 17L I% 1 j I I I I t — tt —I - t- -r I f —I—L T3S ' i ' I F I I R8W 1 1 B-13 'P2,PtC,T 1►S 7? VALLEY AREA WOMYETALS X3 -100 YEAR 6 HOUR Yam oN UAl SOAArfL” t, M►1 ofm or FLOOD GiRTIM III SCAll I Int M nMa I&M1ina .01 • ., It FIGURE B -S ER IDE 3.0 •• „ , I I►--- I I R4W i.,y.! I R2W \ RI • ., PR.W 1 I R5W REDUCED DRAWING T I- - -1.. - - SCALE I" = 4 MILES --„,�;,A- -4 - SAN BERNARDINO COUNTY A - R R6W I HYDROLOGY MANUAL C4_o IsoLINEs PRECIPITATION (INOIIls) B-13 'P2,PtC,T 1►S 7? VALLEY AREA WOMYETALS X3 -100 YEAR 6 HOUR Yam oN UAl SOAArfL” t, M►1 ofm or FLOOD GiRTIM III SCAll I Int M nMa I&M1ina .01 • ., It FIGURE B -S "0 24-HOUR SYNTHETIC CRITICAL STORM PATTERN TRACT 16577 2 Year Inches 5 Year Inches 10 Year Inches 25 Year Inches 100 Year Inches 5 Minute 0.25 0.32 0.38 0.44 0.56 30 Minute 0.55 0.68 0.78 0.91 1.15 1 Hour 0.7 0.91 1.04 1.21 1.52 3 Hour 1.25 1.60 1.85 2.15 2.70 6 Hour 1.76 2.29 2.63 3.09 3.90 24 Hour 3.40 4.82 5.80 1 7.05 9.30 @4 A) 100 and 25 -Year Rational Method AMC H Developed Condition 10, **************************************************************************** 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC II * DEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME: 16577D24.DAT TIME/DATE OF STUDY: 08:07 07/21/2004 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) = 1.2100 *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 2 18.0 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 **************************************************************************** sA^ 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) = 585.00 ELEVATION DATA: UPSTREAM(FEET) = 1463.20 DOWNSTREAM(FEET) = 1448.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.008 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.347 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 113-4 DWELLINGS/ACRE" A 4.10 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 10.19 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 11.01 0.98 10.19 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 50.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ----------------------------- UPSTREAM ELEVATION(FEET) = 1448.50 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 220.00 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) = 11.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.95 STREET FLOW TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 12.75 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.064 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 1.30 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) = 1.30 SUBAREA RUNOFF(CFS) = 2.90 EFFECTIVE AREA(ACRES) = 5.40 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 12.05 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.52 FLOW VELOCITY(FEET/SEC.) = 2.11 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 12.75 RAINFALL INTENSITY(INCH/HR) = 3.06 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES),= 5.40 TOTAL STREAM AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.05 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 21 --------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00 ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1447.70 Tc = K*((LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 11.698 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.227 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 4.00 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 9.51 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 11.70 0.98 = 9.51 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 11.70 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.227 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.10 32 A0*, SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 i%W. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.28 /0" EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 9.79 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 62 ---------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« «< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1447.70 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 85.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 12.49 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.102 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.10 32 RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.72 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 10.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.45 FLOW VELOCITY(FEET/SEC.) = 1.78 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 50.00 = 695.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 12.49 RAINFALL INTENSITY(INCH/HR) = 3.10 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.06 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap C NODE (ACRES) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) E 1 12.05 12.75 3.064 0.98( 0.59) 0.60 5.4 10.00 2 10.06 12.49 3.102 0.97( 0.56) 0.58 4.4 30.00 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 22.04 12.49 3.102 0.98( 0.57) 0.59 9.7 30.00 2 21.95 12.75 3.064 0.97( 0.58) 0.59 9.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.04 Tc(MIN.) = 12.49 EFFECTIVE AREA(ACRES) = 9.69 AREA -AVERAGED Fm(INCH/HR) = 0.57 .� AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 9.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 ------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<< ELEVATION DATA: UPSTREAM(FEET) = 1442.30 DOWNSTREAM(FEET) = 1441.90 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.69 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.04 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 12.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------- ------ --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 12.80 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.057 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 0.50 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.95 EFFECTIVE AREA(ACRES) = 10.19 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 22.60 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.30 TC(MIN.) = 12.80 EFFECTIVE AREA(ACRES) = 10.19 AREA -AVERAGED Fm(INCH/HR)= 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.61 PEAK FLOW RATE(CFS) = 22.60 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 22.60 12.80 3.057 0.97( 0.59) 0.61 10.2 30.00 2 22.51 13.06 3.020 0.97( 0.59) 0.61 10.3 10.00 END OF RATIONAL METHOD ANALYSIS a 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC II * DEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME: 16577D99.DAT TIME/DATE OF STUDY: 08:04 07/21/2004 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) = 1.5200 *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 2 18.0 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 **************************************************************************** Aam* FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 100-- >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 585.00 ELEVATION DATA: UPSTREAM(FEET) = 1463.20 DOWNSTREAM(FEET) = 1448.50 m Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.008 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.204 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 4.10 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 13.36 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 11.01 0.98 13.36 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 50.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1448.50 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 220.00 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) = 15.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.25 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.10 STREET FLOW TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 12.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.871 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND UcL, nunTTP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.30 0.98 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.84 EFFECTIVE AREA(ACRES) = 5.40 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) _ 32 0.59 15.97 �^ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.40 FLOW VELOCITY(FEET/SEC.) = 2.28 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 12.64 RAINFALL INTENSITY(INCH/HR) = 3.87 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.40 TOTAL STREAM AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.97 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< A01"" INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00 ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1447.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.698 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.054 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 113-4 DWELLINGS/ACRE" A 4.00 0.98 0.60 32 11.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 12.49 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 12.49 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 11.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.054 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 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) = 0.10 SUBAREA RUNOFF(CFS) = 0.36 "* EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 12.84 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1447.70 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 85.00 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) = 13.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.32 00*' AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 12.44 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.907 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.98 0.10 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.20 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.94 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 13.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.32 FLOW VELOCITY(FEET/SEC.) = 1.91 DEPTH*VELOCITY(FT*FT/SEC.) = 0.94 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 50.00 = 695.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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. ) = 12.44 RAINFALL INTENSITY(INCH/HR) = 3.91 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.24 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 15.97 12.64 2 13.24 12.44 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 3.871 0.98( 0.59) 3.907 0.97( 0.56) Ap Ae HEADWATER (ACRES) NODE 0.60 5.4 10.00 0.58 4.4 30.00 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 29.14 12.44 3.907 0.98( 0.57) 0.59 9.7 30.00 2 29.07 12.64 3.871 0.97( 0.58) 0.59 9.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.14 Tc(MIN.) = 12.44 EFFECTIVE AREA(ACRES) = 9.72 AREA -AVERAGED Fm(INCH/HR) = 0.57 rte` AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 9.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« <<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1442.30 DOWNSTREAM(FEET) = 1441.90 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.06 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.14 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 12.73 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 12.73 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.854 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS rr' LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 0.50 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.31 EFFECTIVE AREA(ACRES) = 10.22 AREA-AVERAGED Fm(INCH/HR) = 0.59 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 29.98 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.30 TC(MIN.) = 12.73 EFFECTIVE AREA(ACRES) = 10.22 AREA-AVERAGED Fm(INCH/HR)= 0.59 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.61 PEAK FLOW RATE(CFS) = 29.98 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 29.98 12.73 3.854 0.97( 0.59) 0.61 10.2 30.00 2 29.90 12.92 3.818 0.97( 0.59) 0.61 10.3 10.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS m B) Street Capacity Calculations (100 and 25 Year) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 08:57 04/14/2004 Problem Descriptions: TRACT 16577, FONTANA STREET CAPACITY CALCULATION, "A" STREET FROM NODE 40 TO NODE 50 25 YEAR STORM BY : E.I. **************************************************************************** >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 9.79 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 Awl+ DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES ----------------------------------------------------------------=----------- ---------------------------------------------------------------------------- STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.43 < 0.50 OK HALFSTREET FLOOD WIDTH(FEET) = 15.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY = 0.88 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 09:04 04/14/2004 Problem Descriptions: TRACT 16577, FONTANA STREET CAPACITY CALCULATION, "A" STREET FROM NODE 20 TO NODE 50 25 YEAR STORM BY : E.I. >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.005000 CONSTANT STREET FLOW(CFS) = 12.05 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0.12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.45 < 0.50 OK HALFSTREET FLOOD WIDTH(FEET) = 16.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.19 PRODUCT OF DEPTH&VELOCITY = 0.99 M C) Catch basin calculations M m HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 --------------------------------------------------------------- TIME/DATE OF STUDY: 09:20 04/14/2004 Problem Descriptions: TRACT 16577, FONTANA CATCH BASIN CALCULATION @ "A" STREET 100 YEAR STORM EVENT BY: E.I. **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 14.37 BASIN OPENING(FEET) = 0.71 DEPTH OF WATER(FEET) = 0.93 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.77 NEED W = 7' USE W = 10' N D) 100 and 25 -Year Rational Method AMC H Pre -developed Condition m 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC II * PREDEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME: 16577UOO.DAT TIME/DATE OF STUDY: 09:52 08/05/2004 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) = 1.5200 *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 0.020/0.020/0.020 0.50 1.50 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *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<< 9 INITIAL SUBAREA FLOW-LENGTH(FEET) = 203.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.385 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.196 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL GOOD COVER "GRASS" A 0.60 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SC.S Tc (DECIMAL) CN (MIN.) 1.00 38 17.38 0.94 1.22 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1460.40 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 215.00 CHANNEL SLOPE = 0.0181 CHANNEL FLOW THRU SUBAREA(CFS) = 1.22 FLOW VELOCITY(FEET/SEC) = 2.10 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 19.09 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.021 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 2.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 4.13 EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 5.26 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) = 1450.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 5.26 FLOW VELOCITY(FEET/SEC) = 3.02 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 20.75 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 715.00 FEET. FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.75 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.874 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 4.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 7.33 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 12.21 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 12.21 FLOW VELOCITY(FEET/SEC) = 4.16 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 21.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 21.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.791 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 4.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 6.68 EFFECTIVE AREA(ACRES) = 11.00 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 ?olk TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 18.37 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 21.79 RAINFALL INTENSITY(INCH/HR) = 2.79 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.37 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------ INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1444.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.360 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.634 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 0.60 0.98 0.10 32 9.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 2.45 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 9.36 RAINFALL INTENSITY(INCH/HR) = 4.63 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 = 2.45 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER r+ NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.37 21.79 2.791 0.94( 0.94) 1.00 11.0 10.00 2 2.45 9.36 4.634 0.98( 0.10) 0.10 0.6 60.00 cw 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 18.18 9.36 4.634 0.94( 0.84) 0.90 5.3 60.00 2 19.82 21.79 2.791 0.94( 0.89) 0.95 11.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.82 Tc(MIN.) = 21.79 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) = 0.89 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.60 TC(MIN.) = 21.79 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR)= 0.89 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.95 PEAK FLOW RATE(CFS) = 19.82 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 18.18 9.36 4.634 0.94( 0.84) 0.90 5.3 60.00 2 19.82 21.79 2.791 0.94( 0.89) 0.95 11.6 10.00 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS im Noe 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC II * PREDEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME: 16577U25.DAT TIME/DATE OF STUDY: 10:01 08/05/2004 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) = 1.2100 *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 0.020/0.020/0.020 0.50 1.50 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *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<< @9 @4 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.385 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.544 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL GOOD COVER "GRASS" A 0.60 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 17.38 0.94 = 0.87 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1460.40 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 215.00 CHANNEL SLOPE = 0.0181 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.87 FLOW VELOCITY(FEET/SEC) = 2.02 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 19.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.16 * 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 NATURAL GOOD COVER "GRASS" A 2.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 2.90 EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 3.69 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) = 1450.50 Aamol CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 3.69 FLOW VELOCITY(FEET/SEC) = 2.78 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 20.96 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------- MAINLINE Tc(MIN) = 20.96 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.275 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 4.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 5.06 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 8.43 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 8.43 FLOW VELOCITY(FEET/SEC) = 3.79 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 22.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 22.10 ---------- * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.203 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 4.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 4.56 EFFECTIVE AREA(ACRES) = 11.00 AREA -AVERAGED Fm(INCH/HR) = 0.94 Aolk, AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 i4we TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 12.54 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 22.10 RAINFALL INTENSITY(INCH/HR) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.54 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1444.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.360 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.689 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 0.60 0.98 0.10 32 9.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.94 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 9.36 RAINFALL INTENSITY(INCH/HR) = 3.69 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 = 1.94 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.54 22.10 2.203 0.94( 0.94) 1.00 11.0 10.00 2 1.94 9.36 3.689 0.98( 0.10) 0.10 0.6 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 13.48 9.36 3.689 0.94( 0.84) 0.90 5.3 60.00 2 13.68 22.10 2.203 0.94( 0.89) 0.95 11.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.68 Tc(MIN.) = 22.10 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED FM(INCH/HR) = 0.89 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.60 TC(MIN.) = 22.10 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR)= 0.89 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.95 PEAK FLOW RATE(CFS) = 13.68 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.48 9.36 3.689 0.94( 0.84) 0.90 5.3 60.00 2 13.68 22.10 2.203 0.94( 0.89) 0.95 11.6 10.00 END OF RATIONAL METHOD ANALYSIS m A) Pre -developed condition - 2 year storm, 2 year intensity, AMC I - 10 year storm, 5 year intensity, AMC II - 25 year storm, 10 year intensity, AMC II - 100 year storm, 25 year intensity, AMC II Fd4 p, 0, **************************************************************************** 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * 2 YEAR STORM EVENT, 2 YEAR INTENSITY, AMC I * PREDEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME: 16577UO2.DAT TIME/DATE OF STUDY: 10:12 08/05/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 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) = 0.7000 *ANTECEDENT MOISTURE CONDITION (AMC) I 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 0.020/0.020/0.020 0.50 1.50 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 --------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< m m INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.385 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.472 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL GOOD COVER "GRASS" A 0.60 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 21 17.38 1.00 0.25 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1460.40 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 215.00 CHANNEL SLOPE = 0.0181 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.25 FLOW VELOCITY(FEET/SEC) = 2.02 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 19.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 19.16 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.389 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 2.20 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 0.77 EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 1.00 AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 0.98 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) = 1450.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.98 FLOW VELOCITY(FEET/SEC) = 2.12 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.36 Tc(MIN.) = 21.52 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 21.52 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.295 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.20 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 1.12 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED Fm(INCH/HR) = 1.00 AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 1.86 **************************************************************************** �r.+a FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 ------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 1.86 FLOW VELOCITY(FEET/SEC) = 2.68 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 23.13 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 23.13 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.240 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 4.00 1.00 1.00 21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 0.86 + EFFECTIVE AREA(ACRES) = 11.00 AREA -AVERAGED Fm(INCH/HR) = 1.00 AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 2.38 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 23.13 RAINFALL INTENSITY(INCH/HR) = 1.24 AREA -AVERAGED Fm(INCH/HR) = 1.00 AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.38 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1444.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.360 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.134 SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL A 0.60 1.00 0.10 17 9.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 1.00 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.10 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 9.36 RAINFALL INTENSITY(INCH/HR) = 2.13 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 0.60 TOTAL STREAM AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.10 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.38 23.13 1.240 1.00( 1.00) 1.00 11.0 10.00 2 1.10 9.36 2.134 1.00( 0.10) 0.10 0.6 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 3.48 9.36 2.134 1.00( 0.89) 0.89 5.1 60.00 2 2.99 23.13 1.240 1.00( 0.95) 0.95 11.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.48 Tc(MIN.) = 9.36 EFFECTIVE AREA(ACRES) = 5.05 AREA -AVERAGED Fm(INCH/HR) = 0.89 AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.60 TC(MIN.) = 9.36 EFFECTIVE AREA(ACRES) = 5.05 AREA -AVERAGED FM(INCH/HR)= 0.89 AREA -AVERAGED Fp(INCH/HR) = 1.00 AREA -AVERAGED Ap = 0.89 PEAK FLOW RATE(CFS) = 3.48 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER V NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE awl 1 3.48 9.36 2.134 1.00( 0.89) 0.89 5.1 60.00 2 2.99 23.13 1.240 1.00( 0.95) 0.95 11.6 10.00 END OF RATIONAL METHOD ANALYSIS r 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * * TRACT 16577, FONTANA * 10 YEAR STORM EVENT, 5 YEAR INTENSITY, AMC II * * PREDEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME: 16577U10.DAT TIME/DATE OF STUDY: 10:15 08/05/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 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) = 0.9100 *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 0.020/0-020/0.020 0.50 1.50 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *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<< N @4 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.40 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)] --0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.385 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.914 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL GOOD COVER "GRASS" A 0.60 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 17.38 0.94 0.53 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1460.40 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 215.00 CHANNEL SLOPE = 0.0181 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.53 FLOW VELOCITY(FEET/SEC) = 2.02 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 19.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 19.16 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.805 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 2.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 1.72 EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 2.19 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< -------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) = 1450.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 2.19 FLOW VELOCITY(FEET/SEC) = 2.48 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) = 21.17 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 --------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.17 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.700 SUBAREA LOSS RATE DATA(AMC II): * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.640 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER SCS LAND USE GROUP "GRASS" A 4.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 "GRASS" A SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 2.89 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 = 0.94 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 4.81 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 ,yam ---------------------------------------------------------------------------- rn' »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 4.81 FLOW VELOCITY(FEET/SEC) = 3.31 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 22.48 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 22.48 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.640 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 4.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 2.53 EFFECTIVE AREA(ACRES) = 11.00 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 6.97 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 22.48 RAINFALL INTENSITY(INCH/HR) = 1.64 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.97 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1444.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.360 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.774 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 0.60 0.98 0.10 32 9.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS)= 1.45 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 9.36 RAINFALL INTENSITY(INCH/HR) = 2.77 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 = 1.45 s ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.97 22.48 1.640 0.94( 0.94) 1.00 11.0 10.00 2 1.45 9.36 2.774 0.98( 0.10) 0.10 0.6 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 8.41 9.36 2.774 0.94( 0.84) 0.90 5.2 60.00 2 7.80 22.48 1.640 0.94( 0.89) 0.95 11.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.41 Tc(MIN.) = 9.36 EFFECTIVE AREA(ACRES) = 5.18 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.60 TC(MIN.) = 9.36 EFFECTIVE AREA(ACRES) = 5.18 AREA -AVERAGED Fm(INCH/HR)= 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.90 PEAK FLOW RATE(CFS) = 8.41 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.41 9.36 2.774 0.94( 0.84) 0.90 5.2 60.00 2 7.80 22.48 1.640 0.94( 0.89) 0.95 11.6 10.00 END OF RATIONAL METHOD ANALYSIS @4 **************************************************************************** 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * 25 YEAR STORM EVENT, 10 YEAR INTENSITY, AMC II * PREDEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME:'16577U24.DAT TIME/DATE OF STUDY: 10:18 08/05/2004 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) = 1.0400 *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 0.020/0.020/0.020 0.50 1.50 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ---------------------------------------------------------------------------- rrr >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< N INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.385 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.187 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL GOOD COVER "GRASS" A 0.60 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 17.38 0.94 0.68 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1460.40 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 215.00 CHANNEL SLOPE = 0.0181 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.68 FLOW VELOCITY(FEET/SEC) = 2.02 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 19.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------- ------------------------- MAINLINE Tc(MIN) = 19.16 * 25 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 2.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 2.23 EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 2.84 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<< <<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) = 1450.50 kw,", CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 CHANNEL FLOW THRU SUBAREA(CFS) = 2.84 FLOW VELOCITY(FEET/SEC) = 2.62 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 21.06 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 21.06 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.949 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 4.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 3.83 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 6.38 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 rP"► ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 6.38 FLOW VELOCITY(FEET/SEC) = 3.54 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 22.29 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 22.29 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.884 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 4.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 3.41 EFFECTIVE AREA(ACRES) = 11.00 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 9.38 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 22.29 RAINFALL INTENSITY(INCH/HR) = 1.88 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.38 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1444.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.360 * * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.171 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) COMMERCIAL A 0.60 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.10 32 9.36 0.98 1.66 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 9.36 RAINFALL INTENSITY(INCH/HR) = 3.17 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 = 1.66 • ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 9.38 22.29 1.884 0.94( 0.94) 1.00 11.0 10.00 2 1.66 9.36 3.171 0.98( 0.10) 0.10 0.6 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 10.95 9.36 3.171 0.94( 0.84) 0.90 5.2 60.00 2 10.35 22.29 1.884 0.94( 0.89) 0.95 11.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.95 Tc(MIN.) = 9.36 EFFECTIVE AREA(ACRES) = 5.22 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.60 TC(MIN.) = 9.36 EFFECTIVE AREA(ACRES) = 5.22 AREA -AVERAGED Fm(INCH/HR)= 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.90 PEAK FLOW RATE(CFS) = 10.95 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) CACRES) NODE 1 10.95 9.36 3.171 0.94( 0.84) 0.90 5.2 60.00 2 10.35 22.29 1.884 0.94( 0.89) 0.95 11.6 10.00 END OF RATIONAL METHOD ANALYSIS m **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * 100 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC II * PREDEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME: 16577U99.DAT TIME/DATE OF STUDY: 10:23 08/05/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- w� USER SPECIFIED STORM EVENT(YEAR) = 100.00 1-4w - SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 fir' 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) = 1.2100 *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 0.020/0.020/0.020 0.50 1.50 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *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<<<<< �i�► >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< @4 N= INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 ELEVATION DATA: UPSTREAM(FEET) = 1464.00 DOWNSTREAM(FEET) = 1460.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.385 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.544 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL GOOD COVER "GRASS" A 0.60 0.94 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 38 17.38 0.94 0.87 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1460.40 DOWNSTREAM(FEET) = 1456.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 215.00 CHANNEL SLOPE = 0.0181 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.87 FLOW VELOCITY(FEET/SEC) = 2.02 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 19.16 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 415.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 19.16 * 100 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 NATURAL GOOD COVER "GRASS" A 2.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 2.90 EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 3.69 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< ELEVATION DATA: UPSTREAM(FEET) = 1456.50 DOWNSTREAM(FEET) = 1450.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00 CHANNEL SLOPE = 0.0200 r CHANNEL FLOW THRU SUBAREA(CFS) = 3.69 FLOW VELOCITY(FEET/SEC) = 2.78 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 20.96 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ----------------.------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------- MAINLINE Tc(MIN) = 20.96 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.275 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 4.20 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 5.06 EFFECTIVE AREA(ACRES) = 7.00 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 7.00 PEAK FLOW RATE(CFS) = 8.43 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 52 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<< <<< --------------- ELEVATION DATA: UPSTREAM(FEET) = 1450.50 DOWNSTREAM(FEET) = 1444.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0250 CHANNEL FLOW THRU SUBAREA(CFS) = 8.43 FLOW VELOCITY(FEET/SEC) = 3.79 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.14 TC(MIN.) = 22.10 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------- MAINLINE Tc(MIN) = 22.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.203 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 4.00 0.94 1.00 38 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.94 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 4.56 EFFECTIVE AREA(ACRES) = 11.00 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) = 12.54 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 22.10 RAINFALL INTENSITY(INCH/HR) = 2.20 AREA -AVERAGED Fm(INCH/HR) = 0.94 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 11.00 TOTAL STREAM AREA(ACRES) = 11.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.54 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 50.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1444.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.360 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.689 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 0.60 0.98 0.10 32 9.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 1.94 TOTAL AREA(ACRES) = 0.60 PEAK FLOW RATE(CFS) = 1.94 **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 9.36 RAINFALL INTENSITY(INCH/HR) = 3.69 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 = 1.94 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE f 1 12.54 22.10 2.203 0.94( 0.94) 1.00 11.0 10.00 2 1.94 9.36 3.689 0.98( 0.10) 0.10 0.6 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 13.48 9.36 3.689 0.94( 0.84) 0.90 5.3 60.00 2 13.68 22.10 2.203 0.94( 0.89) 0.95 11.6 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.68 Tc(MIN.) = 22.10 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) = 0.89 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.95 TOTAL AREA(ACRES) = 11.60 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 975.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.60 TC(MIN.) = 22.10 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR)= 0.89 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.95 PEAK FLOW RATE(CFS) = 13.68 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.48 9.36 3.689 0.94( 0.84) 0.90 5.3 60.00 2 13.68 22.10 2.203 0.94( 0.89) 0.95 11.6 10.00 END OF RATIONAL METHOD ANALYSIS TRACT 76577 RATIONAL METHOD OUTFLOW routing PERIOD UNDEVELOPED 90% UNDEVELOPED YEAR CFS CFS CFS 2 3.5 3.1 3.0 ok 10 8.4 7.6 4.4 ok 25 11.0 9.9 5.2 ok 100 13.71 12.31 7.41 ok B) Developed condition 2 year storm, 2 year intensity, AMC III - 10 year storm, 10 year intensity, AMC III 25 year storm, 25 year intensity, AMC III - 100 year storm, 100 year intensity, AMC III 14 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * 2 YEAR STORM EVENT, 2 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME: 16577D02.DAT TIME/DATE OF STUDY: 08:23 07/21/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 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) = 0.7000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 18.0 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<<<<< m @4 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 585.00 ELEVATION DATA: UPSTREAM(FEET) = 1463.20 DOWNSTREAM(FEET) = 1448.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.008 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.936 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 113-4 DWELLINGS/ACRE" A 4.10 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.38 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 52 11.01 0.80 5.38 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 50.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1448.50 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 220.00 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) = 6.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.54 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET FLOW TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) = 13.03 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.750 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.30 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 1.49 EFFECTIVE AREA(ACRES) = 5.40 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) _ 52 0.48 6.18 "^- END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.62 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 13.03 RAINFALL INTENSITY(INCH/HR) = 1.75 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.40 TOTAL STREAM AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.18 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<< <<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00 ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1447.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.698 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.867 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.00 0.80 0.60 52 11.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.00 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 5.00 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 11.70 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.867 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.16 l^^ EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 5.16 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< -------------------------------------------- UPSTREAM ELEVATION(FEET) = 1447.70 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 85.00 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) = 5.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 0.93 Tc(MIN.) = 12.62 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.784 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 0.20 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.39 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 5.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.70 FLOW VELOCITY(FEET/SEC.) = 1.52 DEPTH*VELOCITY(FT*FT/SEC.) = 0.58 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 50.00 = 695.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 12.62 (04: RAINFALL INTENSITY(INCH/HR) = 1.78 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.24 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 6.18 13.03 1.750 0.80( 0.48) 2 5.24 12.62 1.784 0.80( 0.46) Ap Ae HEADWATER (ACRES) NODE 0.60 5.4 10.00 0.58 4.4 30.00 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 11.39 12.62 1.784 0.80( 0.47) 0.59 9.6 30.00 2 11.29 13.03 1.750 0.80( 0.47) 0.59 9.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.39 Tc(MIN.) = 12.62 EFFECTIVE AREA(ACRES) = 9.63 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 9.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 >> >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >> >>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<< ELEVATION DATA: UPSTREAM(FEET) = 1442.30 DOWNSTREAM(FEET) = 1441.90 FLOW LENGTH(FEET) = 105.00 MANNING'S,N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.79 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.39 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 12.99 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<< <<< MAINLINE Tc(MIN) = 12.99 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.753 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 0.50 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.46 EFFECTIVE AREA(ACRES) = 10.13 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.79 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 11.59 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.30 TC(MIN.) = 12.99 EFFECTIVE AREA(ACRES) = 10.13 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.79 AREA -AVERAGED Ap = 0.61 PEAK FLOW RATE(CFS) = 11.59 ** 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 12.99 1.753 0.79( 0.48) 0.61 10.1 30.00 2 11.49 13.40 1.721 0.79( 0.48) 0.61 10.3 10.00 END OF RATIONAL METHOD ANALYSIS y **************************************************************************** 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * * TRACT 16577, FONTANA * 10 YEAR STORM EVENT, 10 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME: 16577D10.DAT TIME/DATE OF STUDY: 08:33 07/21/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL*-- t'""� USER SPECIFIED STORM EVENT(YEAR) = 10.00 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) = 1.0400 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0 50 1.50 0.0313 0.125 0.0150 2 18.0 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 **************************************************************************** Am*- FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ----------------------------------------------------- vftoll >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS-- -->>USE-TIME-OF-CONCENTRATION- NOMOGRAPH -FOR -INITIAL -SUBAREA<<--------------- wr INITIAL SUBAREA FLOW-LENGTH(FEET) = 585.00 ELEVATION DATA: UPSTREAM(FEET) = 1463.20 DOWNSTREAM(FEET) = 1448.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.008 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.877 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 113-4 DWELLINGS/ACRE" A 4.10 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 8.85 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 52 11.01 0.80 = 8.85 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 50.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED) <<<< ---------------------------------------- UPSTREAM ELEVATION(FEET) = 1448.50 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 220.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.11 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.04 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 1.80 Tc(MIN.) = 12.80 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.627 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1-3-4 DWELLINGS/ACRE" A 1.30 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.52 EFFECTIVE AREA(ACRES) = 5.40 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) _ 52 0.48 10.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.59 FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 12.80 RAINFALL INTENSITY(INCH/HR) = 2.63 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.40 TOTAL STREAM AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.45 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< �,.. INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00 ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1447.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.698 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.774 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 113-4 DWELLINGS/ACRE" A 4.00 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 8.27 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 52 11.70 0.80 8.27 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 11.70 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.774 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 ... SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.24 �.., EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 8.51 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ------------------------------------- UPSTREAM ELEVATION(FEET) = 1447.70 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 85.00 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) = 8.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.73 ,..� PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76 STREET FLOW TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 12.52 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.663 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.20 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.63 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 52 0.46 8.73 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.51 FLOW VELOCITY(FEET/SEC.) = 1.73 DEPTH*VELOCITY(FT*FT/SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 50.00 = 695.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 12.52 RAINFALL INTENSITY(INCH/HR) = 2.66 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.73 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 10.45 12.80 2.627 0.80( 0.48) 2 8.73 12.52 2.663 0.80( 0.46) Ap Ae HEADWATER (ACRES) NODE 0.60 5.4 10.00 0.58 4.4 30.00 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 19.11 12.52 2.663 0.80( 0.47) 0.59 9.7 30.00 2 19.03 12.80 2.627 0.80( 0.47) 0.59 9.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.11 Tc(MIN.) = 12.52 EFFECTIVE AREA(ACRES) = 9.68 AREA -AVERAGED Fm(INCH/HR) = 0.47 .. AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 9.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1442.30 DOWNSTREAM(FEET) = 1441.90 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 17.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.50 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.11 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 12.83 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 12.83 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.624 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL GOOD COVER "GRASS" A 0.50 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 0.85 EFFECTIVE AREA(ACRES) = 10.18 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.79 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 19.62 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.30 TC(MIN.) = 12.83 EFFECTIVE AREA(ACRES) = 10.18 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.79 AREA -AVERAGED Ap = 0.61 PEAK FLOW RATE(CFS) = 19.62 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 19.62 12.83 2.624 0.79( 0.48) 0.61 10.2 30.00 2 19.53 13.12 2.589 0.79( 0.48) 0.61 10.3 10.00 END OF RATIONAL METHOD ANALYSIS 19 **************************************************************************** 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME: 16577D25.DAT TIME/DATE OF STUDY: 08:42 07/21/2004 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) = 1.2100 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 18.0 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 **************************************************************************** AON- FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 P ---------------- ------------------------------------------------------------ `�► >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< -104 >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< i A1 1'' INITIAL SUBAREA FLOW-LENGTH(FEET) = 585.00 ELEVATION DATA: UPSTREAM(FEET) = 1463.20 DOWNSTREAM(FEET) = 1448.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.008 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.347 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.10 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 10.59 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 52 11.01 0.80 10.59 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 50.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1448.50 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 220.00 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) = 12.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 12.73 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.067 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 1.30 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.03 EFFECTIVE AREA(ACRES) = 5.40 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 12.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.76 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 0.99 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 12.73 RAINFALL INTENSITY(INCH/HR) = 3.07 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 5.40 TOTAL STREAM AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.58 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00 ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1447.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.698 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.227 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 113-4 DWELLINGS/ACRE" A 4.00 0.80 0.60 52 11.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 9.90 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 9.90 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 11.70 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.227 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 ,._ SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.28 8 8 N EFFECTIVE AREA(ACRES) _ AREA -AVERAGED Fp(INCH/HR) TOTAL AREA(ACRES) _ 4.10 AREA -AVERAGED Fm(INCH/HR) 0.80 AREA -AVERAGED Ap = 0.59 4.10 PEAK FLOW RATE(CFS) _ = 0.47 10.18 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1447.70 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 85.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.83 STREET FLOW TRAVEL TIME(MIN.) = 0.79 TC(MIN.) = 12.48 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.104 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.20 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.74 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) _ 52 0.46 10.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.68 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 50.00 = 695.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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: AWA-. TIME OF CONCENTRATION(MIN.) = 12.48 RAINFALL INTENSITY(INCH/HR) = 3.10 AREA-AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.47 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 12.58 12.73 3.067 0.80( 0.48) 0.60 5.4 10.00 2 10.47 12.48 3.104 0.80( 0.46) 0.58 4.4 30.00 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 22.98 12.48 3.104 0.80( 0.47) 0.59 9.7 30.00 2 22.91 12.73 3.067 0.80( 0.47) 0.59 9.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.98 Tc(MIN.) = 12.48 EFFECTIVE AREA(ACRES) = 9.69 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 9.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<< <<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1442.30 DOWNSTREAM(FEET) = 1441.90 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 19.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.75 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.98 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 12.79 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 12.79 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.059 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NOW NATURAL GOOD COVER "GRASS" A 0.50 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.05 EFFECTIVE AREA(ACRES) = 10.19 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.79 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 23.64 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.30 TC(MIN.) = 12.79 EFFECTIVE AREA(ACRES) = 10.19 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.79 AREA -AVERAGED Ap = 0.61 PEAK FLOW RATE(CFS) = 23.64 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 23.64 12.79 3.059 0.79( 0.48) 0.61 10.2 30.00 2 23.56 13.04 3.024 0.79( 0.48) 0.61 10.3 10.00 END OF RATIONAL METHOD ANALYSIS **************************************************************************** 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC III * DEVELOPED CONDITION BY: E.I. ************************************************************************** FILE NAME: 16577DOO.DAT TIME/DATE OF STUDY: 08:45 07/21/2004 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- 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) = 1.5200 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 20.0 10.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0150 2 18.0 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 **************************************************************************** A0W'_ FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 ------------------------------------------------------------------- �%w >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< O,OM- >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 1%WK INITIAL SUBAREA FLOW-LENGTH(FEET) = 585.00 ELEVATION DATA: UPSTREAM(FEET) = 1463.20 DOWNSTREAM(FEET) = 1448.50 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.008 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.204 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 113-4 DWELLINGS/ACRE" A 4.10 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 13.75 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 52 11.01 0.80 13.75 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 50.00 IS CODE = 62 ------------------------------------------------------------------ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 1448.50 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 220.00 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) = 15.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.49 HALFSTREET FLOOD WIDTH(FEET) = 18.32 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.26 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.12 STREET FLOW TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 12.63 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.872 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 113-4 DWELLINGS/ACRE" A 1.30 0.80 0.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.97 EFFECTIVE AREA(ACRES) = 5.40 AREA -AVERAGED Fm(INCH/HR) _ AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) _ 52 0.48 16.50 .. END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.63 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 12.63 RAINFALL INTENSITY(INCH/HR) = 3.87 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.60 LAND USE EFFECTIVE STREAM AREA(ACRES) = 5.40 TOTAL STREAM AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.50 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 21 ------------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 610.00 ELEVATION DATA: UPSTREAM(FEET) = 1460.00 DOWNSTREAM(FEET) = 1447.70 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.698 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.054 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL 113-4 DWELLINGS/ACRE" A 4.00 0.80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 12.87 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 52 11.70 0.80 12.87 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 --------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 11.70 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.054 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 rIN+' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) = 0.36 EFFECTIVE AREA(ACRES) = 4.10 AREA -AVERAGED Fm(INCH/HR) = 0.47 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 13.23 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 50.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA« « >>>>>(STREET TABLE SECTION # 1 USED) <<<< UPSTREAM ELEVATION(FEET) = 1447.70 DOWNSTREAM ELEVATION(FEET) = 1447.40 STREET LENGTH(FEET) = 85.00 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) = 13.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.55 J.,,,,"_ AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 " STREET FLOW TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 12.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.908 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.10 0.80 0.10 52 RESIDENTIAL 113-4 DWELLINGS/ACRE" A 0.20 0.80 0.60 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.43 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) = 0.96 EFFECTIVE AREA(ACRES) = 4.40 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 13.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.55 FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 50.00 = 695.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 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.) = 12.43 RAINFALL INTENSITY(INCH/HR) = 3.91 AREA -AVERAGED Fm(INCH/HR) = 0.46 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.58 EFFECTIVE STREAM AREA(ACRES) = 4.40 TOTAL STREAM AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.66 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.50 12.63 3.872 0.80( 0.48) 0.60 5.4 10.00 2 13.66 12.43 3.908 0.80( 0.46) 0.58 4.4 30.00 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 30.07 12.43 3.908 0.80( 0.47) 0.59 9.7 30.00 2 30.01 12.63 3.872 0.80( 0.47) 0.59 9.8 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.07 TC(MIN.) = 12.43 EFFECTIVE AREA(ACRES) = 9.72 AREA -AVERAGED Fm(INCH/HR) = 0.47 �,.... AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 9.80 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 50.00 = 805.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 60.00 IS CODE = 41 -------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1442.30 DOWNSTREAM(FEET) = 1441.90 FLOW LENGTH(FEET) = 105.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 23.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.09 GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.07 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 12.72 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 60.00 = 910.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 81 ----------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 12.72 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.855 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN '" NATURAL GOOD COVER "GRASS" A 0.50 0.72 1.00 58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.72 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.41 EFFECTIVE AREA(ACRES) = 10.22 AREA -AVERAGED Fm(INCH/HR) = 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.79 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 31.02 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.30 TC(MIN.) = 12.72 EFFECTIVE AREA(ACRES) = 10.22 AREA -AVERAGED Fm(INCH/HR)= 0.48 AREA -AVERAGED Fp(INCH/HR) = 0.79 AREA -AVERAGED Ap = 0.61 PEAK FLOW RATE(CFS) = 31.02 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 31.02 12.72 3.855 0.79( 0.48) 0.61 10.2 30.00 2 30.95 12.91 3.820 0.79( 0.48) 0.61 10.3 10.00 END OF RATIONAL METHOD ANALYSIS ig ,*W_ *44w, Time of concentration for unit hydrographs, developed condition Tract 16577 Frequency 2 Year 10 Year 25 Year 100 Year Intensity Developed 2 year 10 year 25 year 100 year AMC Condition Developed III III III III Tc Minutes 12.99 12.83 12.79 12.72 Tc Hrs. 0.2165 0.2138 0.2132 0.2120 Lag = 0.8 * TC Hrs 0.1732 0.1711 0.1705 0.1696 Q cfs RM 11.6 19.6 23.6 31.0 Q cfs UH 1 11.6 19.8 1 23.4 30.1 C) Developed Unit Hydrograph 2, 10, 25, and 100 -Year Storm Return Frequency, AMC III @4 U n i t H y d r o g r a p h A n a l y s i s err Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 07/21/04 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ---------------------------------------------------------------------- San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16577, FONTANA 2 YEAR STORM EVENT, 2 YEAR INTENSITY, AMC III DEVELOPED CONDITION FILE NAME : 16577D02 ------------------------------------------------------------------ Storm Event Year = 2 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 9.00 1 1.04 -------------------------------------------------------------- Rainfall data for year 2 9.00 6 1.76 -------------------------------------------------------------- Rainfall data for year 2 9.00 24 3.40 ------------------------------------------------------------- Rainfall data for year 100 9.00 1 1.52 ----------------------------------------------------------- Rainfall data for year 100 9.00 6 3.90 --------------------------------------------------------- Rainfall data for year 100 A"- 9.00 24 9.30 -------------------------------------------------------------------- .,...++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 40.0 60.0 9.00 1.000 0.680 0.600 0.408 Area -averaged adjusted loss rate Fm (In/Hr) = 0.408 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 5.40 0.600 40.0 60.0 6.67 0.144 3.60 0.400 98.0 98.0 0.20 0.931 Area -averaged catchment yield fraction, Y = 0.459 Area -averaged low loss fraction, Yb = 0.541 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 9.00(Ac.) Catchment Lag time = 0.173 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 48.1696 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.408(In/Hr) Average low loss rate fraction (Yb) = 0.541 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.261(In) Computed peak 30 -minute rainfall = 0.534(In) Specified peak 1 -hour rainfall = 0.704(In) Computed peak 3 -hour rainfall = 1.235(In) Specified peak 6 -hour rainfall = 1.760(In) Specified peak 24-hour rainfall = 3.400(In) Rainfall depth area reduction factors: Using a total area of 9.00(Ac.) (Ref: fig. E-4) 5 -minute factor = 1.000 Adjusted rainfall = 0.261(In) 30 -minute factor = 1.000 Adjusted rainfall = 0.534(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.704(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.235(In) 6 -hour factor = 1.000 Adjusted rainfall = 1.760(In) 24-hour factor = 1.000 Adjusted rainfall = 3.400(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- AdAr�, (K = 108.84 (CFS) ) 1 4.264 4.641 ++•., 2 27.767 25.582 3 65.815 41.413 4 88.276 24.447 5 96.364 8.804 6 98.569 2.399 7 99.436 0.944 8 100.000 0.614 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2606 0.2606 2 0.3439 0.0833 3 0.4045 0.0606 4 0.4538 0.0493 5 0.4961 0.0424 6 0.5337 0.0375 7 0.5676 0.0339 8 0.5988 0.0311 9 0.6277 0.0289 10 0.6547 0.0270 11 0.6801 0.0254 12 0.7042 0.0241 13 0.7336 0.0294 14 0.7620 0.0283 15 0.7893 0.0274 16 0.8158 0.0265 17 0.8415 0.0257 18 0.8664 0.0250 19 0.8907 0.0243 20 0.9144 0.0237 21 0.9375 0.0231 22 0.9601 0.0226 23 0.9821 0.0221 24 1.0037 0.0216 25 1.0249 0.0212 26 1.0457 0.0208 27 1.0661 0.0204 28 1.0861 0.0200 29 1.1057 0.0197 30 1.1251 0.0193 31 1.1441 0.0190 32 1.1628 0.0187 33 1.1812 0.0184 34 1.1994 0.0182 35 1.2173 0.0179 36 1.2350 0.0177 37 1.2524 0.0174 38 1.2696 0.0172 39 1.2866 0.0170 40 1.3033 0.0168 41 1.3199 0.0166 42 1.3362 0.0164 43 1.3524 0.0162 44 1.3684 0.0160 45 1.3842 0.0158 46 1.3998 0.0156 47 1.4153 0.0155 �,�••. 48 1.4306 0.0153 49 1.4457 0.0152 50 1.4607 0.0150 51 1.4756 0.0149 52 1.4903 0.0147 53 1.5049 0.0146 54 1.5193 0.0144 55 1.5336 0.0143 56 1.5478 0.0142 57 1.5619 0.0141 58 1.5758 0.0139 59 1.5897 0.0138 60 1.6034 0.0137 61 1.6170 0.0136 62 1.6305 0.0135 63 1.6439 0.0134 64 1.6571 0.0133 65 1.6703 0.0132 66 1.6834 0.0131 67 1.6964 0.0130 68 1.7093 0.0129 69 1.7221 0.0128 70 1.7348 0.0127 71 1.7474 0.0126 72 1.7600 0.0125 73 1.7715 0.0116 74 1.7830 0.0115 75 1.7944 0.0114 76 1.8057 0.0113 77 1.8170 0.0112 78 1.8282 0.0112 79 1.8392 0.0111 80 1.8503 0.0110 81 1.8612 0.0109 82 1.8721 0.0109 83 1.8829 0.0108 84 1.8936 0.0107 85 1.9043 0.0107 86 1.9149 0.0106 87 1.9255 0.0105 88 1.9360 0.0105 89 1.9464 0.0104 90 1.9567 0.0104 91 1.9670 0.0103 92 1.9773 0.0102 93 1.9874 0.0102 94 1.9976 0.0101 95 2.0076 0.0101 96 2.0176 0.0100 97 2.0276 0.0100 98 2.0375 0.0099 99 2.0474 0.0098 100 2.0572 0.0098 101 2.0669 0.0097 low.. 102 2.0766 0.0097 103 2.0862 0.0096 104 2.0958 0.0096 105 2.1054 0.0095 106 2.1149 0.0095 107 2.1243 0.0095 108 2.1337 0.0094 109 2.1431 0.0094 110 2.1524 0.0093 111 2.1617 0.0093 112 2.1709 0.0092 113 2.1801 0.0092 114 2.1893 0.0091 115 2.1984 0.0091 116 2.2074 0.0091 117 2.2164 0.0090 118 2.2254 0.0090 119 2.2343 0.0089 120 2.2432 0.0089 121 2.2521 0.0089 122 2.2609 0.0088 123 2.2697 0.0088 124 2.2785 0.0087 125 2.2872 0.0087 126 2.2958 0.0087 127 2.3045 0.0086 128 2.3131 0.0086 129 2.3216 0.0086 130 2.3302 0.0085 131 2.3387 0.0085 too- 132 2.3471 0.0085 t 133 2.3556 0.0084 �•� 134 2.3640 0.0084 135 2.3723 0.0084 136 2.3807 0.0083 137 2.3890 0.0083 138 2.3972 0.0083 139 2.4055 0.0082 140 2.4137 0.0082 141 2.4218 0.0082 142 2.4300 0.0081 143 2.4381 0.0081 144 2.4462 0.0081 145 2.4542 0.0081 146 2.4623 0.0080 147 2.4702 0.0080 148 2.4782 0.0080 149 2.4862 0.0079 150 2.4941 0.0079 151 2.5020 0.0079 152 2.5098 0.0079 153 2.5176 0.0078 154 2.5254 0.0078 155 2.5332 0.0078 156 2.5410 0.0077 157 2.5487 0.0077 158 2.5564 0.0077 ,.,. 159 2.5641 0.0077 160 2.5717 0.0076 161 2.5793 0.0076 162 2.5869 0.0076 163 2.5945 0.0076 164 2.6020 0.0075 165 2.6096 0.0075 166 2.6171 0.0075 167 2.6246 0.0075 168 2.6320 0.0075 169 2.6394 0.0074 170 2.6468 0.0074 171 2.6542 0.0074 172 2.6616 0.0074 173 2.6689 0.0073 174 2.6762 0.0073 175 2.6835 0.0073 176 2.6908 0.0073 177 2.6981 0.0073 178 2.7053 0.0072 179 2.7125 0.0072 180 2.7197 0.0072 181 2.7269 0.0072 182 2.7340 0.0071 183 2.7411 0.0071 184 2.7482 0.0071 185 2.7553 0.0071 186 2.7624 0.0071 187 2.7694 0.0070 188 2.7764 0.0070 �., 189 2.7835 0.0070 190 2.7904 0.0070 191 2.7974 0.0070 192 2.8043 0.0069 193 2.8113 0.0069 194 2.8182 0.0069 195 2.8251 0.0069 196 2.8320 0.0069 197 2.8388 0.0069 198 2.8456 0.0068 199 2.8525 0.0068 200 2.8593 0.0068 201 2.8660 0.0068 202 2.8728 0.0068 203 2.8795 0.0067 204 2.8863 0.0067 205 2.8930 0.0067 206 2.8997 0.0067 207 2.9064 0.0067 208 2.9130 0.0067 209 2.9197 0.0066 210 2.9263 0.0066 211 2.9329 0.0066 212 2.9395 0.0066 213 2.9461 0.0066 214 2.9526 0.0066 215 2.9592 0.0065 216 2.9657 0.0065 217 2.9722 0.0065 " 218 2.9787 0.0065 ,�. 219 2.9852 0.0065 220 2.9917 0.0065 221 2.9981 0.0065 222 3.0046 0.0064 223 3.0110 0.0064 224 3.0174 0.0064 225 3.0238 0.0064 226 3.0302 0.0064 227 3.0365 0.0064 , 228 3.0429 0.0063 229 3.0492 0.0063 230 3.0555 0.0063 231 3.0618 0.0063 232 3.0681 0.0063 233 3.0744 0.0063 234 3.0806 0.0063 235 3.0869 0.0062 236 3.0931 0.0062 237 3.0993 0.0062 238 3.1055 0.0062 239 3.1117 0.0062 240 3.1179 0.0062 241 3.1241 0.0062 242 3.1302 0.0062 243 3.1364 0.0061 244 3.1425 0.0061 245 3.1486 0.0061 ,r.. 246 3.1547 0.0061 247 3.1608 0.0061 248 3.1669 0.0061 249 3.1729 0.0061 250 3.1790 0.0060 251 3.1850 0.0060 252 3.1910 0.0060 253 3.1970 0.0060 254 3.2030 0.0060 255 3.2090 0.0060 256 3.2150 0.0060 257 3.2209 0.0060 258 3.2269 0.0059 259 3.2328 0.0059 260 3.2387 0.0059 261 3.2446 0.0059 262 3.2505 0.0059 263 3.2564 0.0059 264 3.2623 0.0059 265 3.2682 0.0059 266 3.2740 0.0059 267 3.2799 0.0058 268 3.2857 0.0058 269 3.2915 0.0058 270 3.2973 0.0058 271 3.3031 0.0058 272 3.3089 0.0058 273 3.3147 0.0058 274 3.3204 0.0058 275 3.3262 0.0058 276 3.3319 0.0057 277 3.3376 0.0057 r 278 3.3434 0.0057 279 3.3491 0.0057 280 3.3548 0.0057 281 3.3605 0.0057 282 3.3661 0.0057 283 3.3718 0.0057 284 3.3774 0.0057 , 285 3.3831 0.0056 286 3.3887 0.0056 287 3.3943 0.0056 288 3.4000 0.0056 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0056 0.0030 0.0026 2 0.0056 0.0030 0.0026 3 0.0056 0.0031 0.0026 4 0.0057 0.0031 0.0026 5 0.0057 0.0031 0.0026 6 0.0057 0.0031 0.0026 7 0.0057 0.0031 0.0026 8 0.0057 0.0031 0.0026 9 0.0057 0.0031 0.0026 ,... 10 0.0058 0.0031 0.0026 11 0.0058 0.0031 0.0026 12 0.0058 0.0031 0.0027 13 0.0058 0.0031 0.0027 14 0.0058 0.0031 0.0027 15 0.0058 0.0032 0.0027 16 0.0059 0.0032 0.0027 17 0.0059 0.0032 0.0027 18 0.0059 0.0032 0.0027 19 0.0059 0.0032 0.0027 20 0.0059 0.0032 0.0027 21 0.0059 0.0032 0.0027 22 0.0060 0.0032 0.0027 23 0.0060 0.0032 0.0027 24 0.0060 0.0032 0.0028 25 0.0060 0.0033 0.0028 26 0.0060 0.0033 0.0028 27 0.0061 0.0033 0.0028 28 0.0061 0.0033 0.0028 29 0.0061 0.0033 0.0028 30 0.0061 0.0033 0.0028 31 0.0061 0.0033 0.0028 32 0.0062 0.0033 0.0028 33 0.0062 0.0033 0.0028 34 0.0062 0.0034 0.0028 35 0.0062 0.0034 0.0029 36 0.0062 0.0034 0.0029 37 0.0063 0.0034 0.0029 38 0.0063 0.0034 0.0029 39 0.0063 0.0034 0.0029 40 0.0063 0.0034 0.0029 41 0.0063 0.0034 0.0029 r/ 42 0.0064 0.0034 0.0029 43 0.0064 0.0035 0.0029 44 0.0064 0.0035 0.0029 45 0.0064 0.0035 0.0030 46 0.0065 0.0035 0.0030 47 0.0065 0.0035 0.0030 48 0.0065 0.0035 0.0030 49 0.0065 0.0035 0.0030 50 0.0065 0.0035 0.0030 51 0.0066 0.0036 0.0030 52 0.0066 0.0036 0.0030 53 0.0066 0.0036 0.0030 54 0.0066 0.0036 0.0030 55 0.0067 0.0036 0.0031 56 0.0067 0.0036 0.0031 57 0.0067 0.0036 0.0031 58 0.0067 0.0037 0.0031 59 0.0068 0.0037 0.0031 60 0.0068 0.0037 0.0031 61 0.0068 0.0037 0.0031 62 0.0069 0.0037 0.0031 63 0.0069 0.0037 0.0032 64 0.0069 0.0037 0.0032 65 0.0069 0.0038 0.0032 66 0.0070 0.0038 0.0032 67 0.0070 0.0038 0.0032 68 0.0070 0.0038 0.0032 •� 69 0.0071 0.0038 0.0032 70 0.0071 0.0038 0.0033 71 0.0071 0.0039 0.0033 72 0.0071 0.0039 0.0033 73 0.0072 0.0039 0.0033 74 0.0072 0.0039 0.0033 75 0.0073 0.0039 0.0033 76 0.0073 0.0039 0.0033 77 0.0073 0.0040 0.0034 78 0.0073 0.0040 0.0034 79 0.0074 0.0040 0.0034 80 0.0074 0.0040 0.0034 81 0.0075 0.0040 0.0034 82 0.0075 0.0040 0.0034 83 0.0075 0.0041 0.0035 84 0.0075 0.0041 0.0035 85 0.0076 0.0041 0.0035 86 0.0076 0.0041 0.0035 87 0.0077 0.0042 0.0035 88 0.0077 0.0042 0.0035 89 0.0077 0.0042 0.0036 90 0.0078 0.0042 0.0036 91 0.0078 0.0042 0.0036 92 0.0079 0.0043 0.0036 93 0.0079 0.0043 0.0036 94 0.0079 0.0043 0.0036 95 0.0080 0.0043 0.0037 96 0.0080 0.0043 0.0037 97 0.0081 0.0044 0.0037 �= 98 0.0081 0.0044 0.0037 99 0.0082 0.0044 0.0038 100 0.0082 0.0044 0.0038 101 0.0083 0.0045 0.0038 102 0.0083 0.0045 0.0038 103 0.0084 0.0045 0.0038 104 0.0084 0.0045 0.0039 105 0.0085 0.0046 0.0039 106 0.0085 0.0046 0.0039 107 0.0086 0.0046 0.0039 108 0.0086 0.0047 0.0039 109 0.0087 0.0047 0.0040 110 0.0087 0.0047 0.0040 111 0.0088 0.0048 0.0040 112 0.0088 0.0048 0.0040 113 0.0089 0.0048 0.0041 114 0.0089 0.0048 0.0041 115 0.0090 0.0049 0.0041 116 0.0091 0.0049 0.0042 117 0.0091 0.0049 0.0042 118 0.0092 0.0050 0.0042 119 0.0093 0.0050 0.0043 120 0.0093 0.0050 0.0043 121 0.0094 0.0051 0.0043 122 0.0095 0.0051 0.0043 123 0.0095 0.0052 0.0044 124 0.0096 0.0052 0.0044 125 0.0097 0.0052 0.0044 126 0.0097 0.0053 0.0045 127 0.0098 0.0053 0.0045 128 0.0099 0.0054 0.0045 129 0.0100 0.0054 0.0046 130 0.0101 0.0054 0.0046 131 0.0102 0.0055 0.0047 132 0.0102 0.0055 0.0047 133 0.0104 0.0056 0.0048 134 0.0104 0.0056 0.0048 135 0.0105 0.0057 0.0048 136 0.0106 0.0057 0.0049 137 0.0107 0.0058 0.0049 138 0.0108 0.0058 0.0050 139 0.0109 0.0059 0.0050 140 0.0110 0.0060 0.0051 141 0.0112 0.0060 0.0051 142 0.0112 0.0061 0.0052 143 0.0114 0.0062 0.0052 144 0.0115 0.0062 0.0053 145 0.0125 0.0068 0.0058 146 0.0126 0.0068 0.0058 147 0.0128 0.0069 0.0059 148 0.0129 0.0070 0.0059 149 0.0131 0.0071 0.0060 150 0.0132 0.0071 0.0060 151 0.0134 0.0072 0.0061 Awl,,, 152 0.0135 0.0073 0.0062 �'++` 153 0.0137 0.0074 0.0063 154 0.0138 0.0075 0.0063 155 0.0141 0.0076 0.0065 .,r 156 0.0142 0.0077 0.0065 157 0.0144 0.0078 0.0066 158 0.0146 0.0079 0.0067 159 0.0149 0.0080 0.0068 160 0.0150 0.0081 0.0069 161 0.0153 0.0083 0.0070 162 0.0155 0.0084 0.0071 163 0.0158 0.0086 0.0073 164 0.0160 0.0086 0.0073 165 0.0164 0.0088 0.0075 166 0.0166 0.0090 0.0076 167 0.0170 0.0092 0.0078 168 0.0172 0.0093 0.0079 169 0.0177 0.0096 0.0081 170 0.0179 0.0097 0.0082 171 0.0184 0.0100 0.0085 172 0.0187 0.0101 0.0086 173 0.0193 0.0105 0.0089 174 0.0197 0.0106 0.0090 175 0.0204 0.0110 0.0093 176 0.0208 0.0112 0.0095 177 0.0216 0.0117 0.0099 178 0.0221 0.0119 0.0101 179 0.0231 0.0125 0.0106 180 0.0237 0.0128 0.0109 181 0.0250 0.0135 0.0115 182 0.0257 0.0139 0.0118 rrr 183 0.0274 0.0148 0.0126 184 0.0283 0.0153 0.0130 185 0.0241 0.0130 0.0111 186 0.0254 0.0138 0.0117 187 0.0289 0.0156 0.0133 188 0.0311 0.0169 0.0143 189 0.0375 0.0203 0.0172 190 0.0424 0.0229 0.0194 191 0.0606 0.0328 0.0278 192 0.0833 0.0340 0.0493 193 0.2606 0.0340 0.2266 194 0.0493 0.0267 0.0226 195 0.0339 0.0184 0.0156 196 0.0270 0.0146 0.0124 197 0.0294 0.0159 0.0135 198 0.0265 0.0143 0.0122 199 0.0243 0.0131 0.0111 200 0.0226 0.0122 0.0104 201 0.0212 0.0115 0.0097 202 0.0200 0.0108 0.0092 203 0.0190 0.0103 0.0087 204 0.0182 0.0098 0.0083 205 0.0174 0.0094 0.0080 206 0.0168 0.0091 0.0077 207 0.0162 0.0087 0.0074 208 0.0156 0.0085 0.0072 209 0.0152 0.0082 0.0070 210 0.0147 0.0080 0.0068 211 0.0143 0.0077 0.0066 212 0.0139 0.0075 0.0064 213 0.0136 0.0074 0.0062 214 0.0133 0.0072 0.0061 215 0.0130 0.0070 0.0060 216 0.0127 0.0069 0.0058 217 0.0116 0.0063 0.0053 218 0.0113 0.0061 0.0052 219 0.0111 0.0060 0.0051 220 0.0109 0.0059 0.0050 221 0.0107 0.0058 0.0049 222 0.0105 0.0057 0.0048 223 0.0103 0.0056 0.0047 224 0.0101 0.0055 0.0046 225 0.0100 0.0054 0.0046 226 0.0098 0.0053 0.0045 227 0.0096 0.0052 0.0044 228 0.0095 0.0051 0.0044 229 0.0094 0.0051 0.0043 230 0.0092 0.0050 0.0042 231 0.0091 0.0049 0.0042 232 0.0090 0.0049 0.0041 233 0.0089 0.0048 0.0041 234 0.0087 0.0047 0.0040 235 0.0086 0.0047 0.0040 236 0.0085 0.0046 0.0039 237 0.0084 0.0046 0.0039 238 0.0083 0.0045 0.0038 239 0.0082 0.0045 0.0038 240 0.0081 0.0044 0.0037 241 0.0081 0.0044 0.0037 242 0.0080 0.0043 0.0037 243 0.0079 0.0043 0.0036 244 0.0078 0.0042 0.0036 245 0.0077 0.0042 0.0035 246 0.0076 0.0041 0.0035 247 0.0076 0.0041 0.0035 248 0.0075 0.0041 0.0034 249 0.0074 0.0040 0.0034 250 0.0074 0.0040 0.0034 251 0.0073 0.0039 0.0033 252 0.0072 0.0039 0.0033 253 0.0072 0.0039 0.0033 254 0.0071 0.0038 0.0033 255 0.0070 0.0038 0.0032 256 0.0070 0.0038 0.0032 257 0.0069 0.0037 0.0032 258 0.0069 0.0037 0.0032 259 0.0068 0.0037 0.0031 260 0.0068 0.0037 0.0031 261 0.0067 0.0036 0.0031 262 0.0067 0.0036 0.0031 263 0.0066 0.0036 0.0030 264 0.0066 0.0036 0.0030 265 0.0065 0.0035 0.0030 266 0.0065 0.0035 0.0030 267 0.0064 0.0035 0.0029 «•. 268 0.0064 0.0035 0.0029 269 0.0063 0.0034 0.0029 270 0.0063 0.0034 0.0029 271 0.0062 0.0034 0.0029 272 0.0062 0.0034 0.0028 273 0.0062 0.0033 0.0028 274 0.0061 0.0033 0.0028 275 0.0061 0.0033 0.0028 276 0.0060 0.0033 0.0028 277 0.0060 0.0033 0.0028 278 0.0060 0.0032 0.0027 279 0.0059 0.0032 0.0027 280 0.0059 0.0032 0.0027 281 0.0059 0.0032 0.0027 282 0.0058 0.0032 0.0027 283 0.0058 0.0031 0.0027 284 0.0058 0.0031 0.0026 285 0.0057 0.0031 0.0026 286 0.0057 0.0031 0.0026 287 0.0057 0.0031 0.0026 288 -------------------------------------------------------------------- 0.0056 0.0030 0.0026 -------------------------------------------------------------------- Total soil rain loss = 1.72(In) Total effective rainfall = 1.68(In) Peak flow rate in flood hydrograph = 11.56(CFS) ,rw., --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q 0+10 0.0006 0.08 Q 0+15 0.0019 0.18 Q 0+20 0.0036 0.25 Q 0+25 0.0055 0.27 Q 0+30 0.0074 0.28 Q 0+35 0.0093 0.28 Q 0+40 0.0113 0.28 Q 0+45 0.0132 0.28 Q 0+50 0.0152 0.29 Q 0+55 0.0172 0.29 Q 1+ 0 0.0192 0.29 Q 1+ 5 0.0211 0.29 Q 1+10 0.0231 0.29 Q 1+15 0.0251 0.29 Q 1+20 0.0271 0.29 Q 1+25 0.0291 0.29 Q 1+30 0.0311 0.29 Q drn- 1+35 0.0332 0.29 QV 1+40 0.0352 0.29 QV 1+45 0.0372 0.29 QV 1+50 0.0393 0.30 QV 1+55 0.0413 0.30 QV 2+ 0 0.0434 0.30 QV 2+ 5 0.0454 0.30 QV 2+10 0.0475 0.30 QV 2+15 0.0495 0.30 QV 2+20 0.0516 0.30 QV 2+25 0.0537 0.30 QV 2+30 0.0558 0.30 QV 2+35 0.0579 0.30 QV 2+40 0.0600 0.31 QV 2+45 0.0621 0.31 QV 2+50 0.0642 0.31 Q V 2+55 0.0663 0.31 Q V 3+ 0 0.0685 0.31 Q V 3+ 5 0.0706 0.31 Q V 3+10 0.0727 0.31 Q V 3+15 0.0749 0.31 Q V 3+20 0.0770 0.31 Q V 3+25 0.0792 0.31 Q V 3+30 0.0814 0.32 Q V 3+35 0.0836 0.32 Q V 3+40 0.0858 0.32 Q V 3+45 0.0879 0.32 Q V 3+50 0.0902 0.32 Q V 3+55 0.0924 0.32 Q V 4+ 0 0.0946 0.32 Q V �,,.. 4+ 5 0.0968 0.32 Q V 4+10 0.0990 0.32 Q V 4+15 0.1013 0.33 Q V 4+20 0.1035 0.33 Q V 4+25 0.1058 0.33 Q V 4+30 0.1081 0.33 Q V 4+35 0.1103 0.33 Q V 4+40 0.1126 0.33 Q V 4+45 0.1149 0.33 Q V 4+50 0.1172 0.33 Q V 4+55 0.1195 0.34 Q V 5+ 0 0.1219 0.34 Q V 5+ 5 0.1242 0.34 Q V 5+10 0.1265 0.34 Q V 5+15 0.1289 0.34 Q V 5+20 0.1312 0.34 Q V 5+25 0.1336 0.34 Q V 5+30 0.1360 0.35 Q V 5+35 0.1384 0.35 Q V 5+40 0.1408 0.35 Q V 5+45 0.1432 0.35 Q V 5+50 0.1456 0.35 Q V 5+55 0.1480 0.35 Q V 6+ 0 0.1504 0.35 Q V 6+ 5 0.1529 0.36 Q V 6+10 0.1553 0.36 Q V 6+15 0.1578 0.36 Q V 6+20 0.1603 0.36 Q V 6+25 0.1628 0.36 Q V "' 6+30 0.1653 0.36 Q V 6+35 0.1678 0.36 Q V 6+40 0.1703 0.37 Q V ' 6+45 0.1729 0.37 Q V 6+50 0.1754 0.37 Q V 6+55 0.1780 0.37 Q V 7+ 0 0.1805 0.37 Q V 7+ 5 0.1831 0.38 Q V 7+10 0.1857 0.38 Q V 7+15 0.1883 0.38 Q V 7+20 0.1909 0.38 Q V 7+25 0.1936 0.38 Q V 7+30 0.1962 0.38 Q V 7+35 0.1989 0.39 Q V 7+40 0.2016 0.39 Q V 7+45 0.2043 0.39 Q V 7+50 0.2070 0.39 Q V 7+55 0.2097 0.39 Q V 8+ 0 0.2124 0.40 Q V 8+ 5 0.2151 0.40 Q V 8+10 0.2179 0.40 Q V 8+15 0.2207 0.40 Q V 8+20 0.2235 0.41 Q V 8+25 0.2263 0.41 Q V 8+30 0.2291 0.41 Q V 8+35 0.2319 0.41 Q V 8+40 0.2348 0.41 Q V 8+45 0.2377 0.42 Q V 8+50 0.2406 0.42 Q V r,..� 8+55 0.2435 0.42 Q V 9+ 0 0.2464 0.42 Q V 9+ 5 0.2493 0.43 Q V 9+10 0.2523 0.43 Q V 9+15 0.2553 0.43 Q V 9+20 0.2582 0.43 Q V 9+25 0.2613 0.44 Q V 9+30 0.2643 0.44 Q V 9+35 0.2674 0.44 Q V 9+40 0.2704 0.45 Q V 9+45 0.2735 0.45 Q V 9+50 0.2766 0.45 Q V 9+55 0.2798 0.46 Q V 10+ 0 0.2829 0.46 Q V 10+ 5 0.2861 0.46 Q VI 10+10 0.2893 0.47 Q VI 10+15 0.2925 0.47 Q VI 10+20 0.2958 0.47 Q VI 10+25 0.2991 0.48 Q VI 10+30 0.3024 0.48 Q VI 10+35 0.3057 0.48 Q VI 10+40 0.3091 0.49 Q VI 10+45 0.3124 0.49 Q VI 10+50 0.3158 0.49 Q V 10+55 0.3193 0.50 Q V 11+ 0 0.3227 0.50 IQ V 11+ 5 0.3262 0.51 IQ V 11+10 0.3297 0.51 IQ V �1MI 11+15 0.3333 0.52 IQ V N m 11+20 0.3369 0.52 IQ V 11+25 0.3405 0.53 IQ V 11+30 0.3441 0.53 IQ V 11+35 0.3478 0.53 IQ IV 11+40 0.3515 0.54 IQ IV 11+45 0.3553 0.55 IQ IV 11+50 0.3591 0.55 IQ IV 11+55 0.3629 0.56 IQ IV 12+ 0 0.3668 0.56 IQ IV 12+ 5 0.3707 0.57 IQ IV 12+10 0.3747 0.59 IQ IV 12+15 0.3789 0.61 IQ I V 12+20 0.3832 0.63 IQ I V 12+25 0.3876 0.64 IQ I V 12+30 0.3920 0.64 IQ I V 12+35 0.3965 0.65 IQ I V 12+40 0.4011 0.66 IQ I V 12+45 0.4057 0.67 IQ I V 12+50 0.4103 0.67 IQ I V 12+55 0.4150 0.68 IQ I V 13+ 0 0.4197 0.69 IQ I V 13+ 5 0.4246 0.70 IQ I V 13+10 0.4294 0.71 IQ I V 13+15 0.4344 0.72 IQ I V 13+20 0.4394 0.73 IQ I V 13+25 0.4445 0.74 IQ I V 13+30 0.4496 0.75 IQ I V 13+35 0.4549 0.76 IQ I V 13+40 0.4602 0.77 IQ I V 13+45 0.4656 0.79 IQ I V 13+50 0.4711 0.80 IQ I V 13+55 0.4767 0.81 IQ I V 14+ 0 0.4824 0.83 IQ I V 14+ 5 0.4882 0.84 IQ I V 14+10 0.4941 0.86 IQ I V 14+15 0.5002 0.88 IQ I V 14+20 0.5063 0.89 IQ I V 14+25 0.5126 0.91 IQ I V 14+30 0.5191 0.94 IQ I V 14+35 0.5257 0.96 IQ I 14+40 0.5324 0.98 IQ I V 14+45 0.5394 1.01 I Q I V 14+50 0.5465 1.04 I Q I V 14+55 0.5539 1.07 I Q I V 15+ 0 0.5615 1.10 I Q I V 15+ 5 0.5694 1.14 I Q I V 15+10 0.5775 1.18 I Q I V 15+15 0.5860 1.23 I Q I V 15+20 0.5949 1.29 I Q I V 15+25 0.6041 1.34 I Q I VI 15+30 0.6132 1.33 I Q I VI 15+35 0.6221 1.29 I Q I VI 15+40 0.6312 1.32 I Q I V 15+45 0.6410 1.43 I Q I V 15+50 0.6520 1.60 I Q I V 15+55 0.6648 1.85 I Q I IV 16+ 0 0.6809 2.34 I Q I IV 16+ 5 0.7095 4.14 Q ( V 16+10 0.7705 8.86 I Q I V 16+15 0.8501 11.56 I I Q V 16+20 0.9015 7.46 I Q V 16+25 0.9272 3.73 I Q I I VI 16+30 0.9416 2.10 I Q VI 16+35 0.9531 1.66 I Q V 16+40 0.9632 1.47 I Q V 16+45 0.9718 1.25 I Q I V 16+50 0.9797 1.15 I Q I IV 16+55 0.9872 1.08 I Q I IV 17+ 0 0.9942 1.02 I Q I I IV 17+ 5 1.0008 0.96 IQ I I IV 17+10 1.0071 0.92 IQ I I I V 17+15 1.0132 0.88 IQ I I I V 17+20 1.0190 0.85 IQ I I I V i 17+25 1.0246 0.82 IQ I I I V 17+30 1.0301 0.79 IQ I I I V 17+35 1.0353 0.76 IQ I I I V 17+40 1.0404 0.74 IQ I I I V 17+45 1.0454 0.72 IQ I I I V 17+50 1.0502 0.70 IQ I I I V 17+55 1.0549 0.68 IQ I I I V i 18+ 0 1.0595 0.67 IQ I I I V 18+ 5 1.0640 0.65 IQ I I I V 18+10 1.0683 0.63 IQ I I I V 18+15 1.0724 0.60 IQ I I I V 18+20 1.0764 0.57 IQ I I I V 18+25 1.0802 0.56 IQ I I I V 18+30 1.0840 0.55 IQ I ( I V 18+35 1.0877 0.54 IQ I I I V 18+40 1.0913 0.53 IQ I I I V 18+45 1.0948 0.52 IQ I I ( V 18+50 1.0983 0.51 IQ I I I V 18+55 1.1018 0.50 Q I I I V 19+ 0 1.1052 0.49 Q I ( I V 19+ 5 1.1085 0.48 Q I I I V 19+10 1.1118 0.48 Q I I I V 19+15 1.1150 0.47 Q I I I V 19+20 1.1182 0.46 Q I I V I 19+25 1.1213 0.46 Q I I I V 19+30 1.1244 0.45 Q I I I V 19+35 1.1275 0.44 Q I I I V 19+40 1.1305 0.44 Q I I ( V 19+45 1.1335 0.43 Q I I I V 19+50 1.1364 0.43 Q I I I V 19+55 1.1393 0.42 Q I I I V 20+ 0 1.1422 0.42 Q I I I V 20+ 5 1.1450 0.41 Q I I I V 20+10 1.1478 0.41 Q ( I I V 20+15 1.1506 0.40 Q I I I V 20+20 1.1534 0.40 Q ( I I V 20+25 1.1561 0.39 Q I I I V 20+30 1.1588 0.39 Q I I I V 20+35 1.1614 0.39 Q I ( I V 20+40 1.1641 0.38 Q I I I V 20+45 1.1667 0.38 Q I I I V 20+50 1.1693 0.38 Q V 20+55 1.1718 0.37 Q V 21+ 0 1.1744 0.37 Q V 21+ 5 1.1769 0.37 Q V 21+10 1.1794 0.36 Q V 21+15 1.1818 0.36 Q V 21+20 1.1843 0.36 Q V 21+25 1.1867 0.35 Q V 21+30 1.1891 0.35 Q V 21+35 1.1915 0.35 Q V 21+40 1.1939 0.34 Q ( V 21+45 1.1962 0.34 Q V 21+50 1.1986 0.34 Q V 21+55 1.2009 0.34 Q V 22+ 0 1.2032 0.33 Q V 22+ 5 1.2054 0.33 Q V 22+10 1.2077 0.33 Q ( V 22+15 1.2099 0.33 Q v 22+20 1.2122 0.32 Q V 22+25 1.2144 0.32 Q V 22+30 1.2166 0.32 Q V 22+35 1.2188 0.32 Q v 22+40 1.2209 0.31 Q ( V 22+45 1.2231 0.31 Q I v 22+50 1.2252 0.31 Q V 22+55 1.2273 0.31 Q VI 23+ 0 1.2294 0.31 Q VI .,, 23+ 5 1.2315 0.30 Q Vi 23+10 1.2336 0.30 Q VI 23+15 1.2357 0.30 Q VI 23+20 1.2377 0.30 Q VI 23+25 1.2398 0.30 Q VI 23+30 1.2418 0.29 Q VI 23+35 1.2438 0.29 Q VI 23+40 1.2459 0.29 Q VI 23+45 1.2478 0.29 Q VI 23+50 1.2498 0.29 Q VI 23+55 1.2518 0.29 Q Vi 24+ 0 1.2538 0.28 Q I VI 24+ 5 1.2556 0.27 Q VI 24+10 1.2570 0.20 Q VI 24+15 1.2577 0.10 Q V) 24+20 1.2579 0.03 Q VI 24+25 1.2580 0.01 Q VI 24+30 1.2580 0.00 Q VI 24+35 ----------------------------------------------------------------------- 1.2580 0.00 Q Vi 14 U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 07/21/04 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16577, FONTANA 10 YEAR STORM EVENT, 10 YEAR INTENSITY, AMC III DEVELOPED CONDITION FILE NAME : 16577D10 -------------------------------------------------------------------- Storm Event Year = 10 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 9.60 1 1.04 -------------------------------------------------------------------- Rainfall data for year 2 9.60 6 1.76 -------------------------------------------------------------------- Rainfall data for year 2 9.60 24 3.40 -------------------------------------------------------------------- Rainfall data for year 100 9.60 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 9.60 6 3.90 -------------------------------------------------------------------- Rainfall data for year 100 -----------9-60 ----------- 24 ---------------------------------------- 9.30 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 40.0 60.0 9.60 1.000 0.680 0.600 0.408 Area -averaged adjusted loss rate Fm (In/Hr) = 0.408 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 5.76 0.600 40.0 60.0 6.67 0.311 3.84 0.400 98.0 98.0 0.20 0.959 Area -averaged catchment yield fraction, Y = 0.570 Area -averaged low loss fraction, Yb = 0.430 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 9.60(Ac.) Catchment Lag time = 0.171 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 48.7045 Hydrograph baseflow = 0.00(CFS) �... Average maximum watershed loss rate(Fm) = 0.408(In/Hr) Average low loss rate fraction (Yb) = 0.430 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.385(In) Computed peak 30 -minute rainfall = 0.788(In) Specified peak 1 -hour rainfall = 1.040(In) Computed peak 3 -hour rainfall = 1.841(In) Specified peak 6 -hour rainfall = 2.640(In) Specified peak 24-hour rainfall = 5.827(In) Rainfall depth area reduction factors: Using a total area of 9.60(Ac.) (Ref: fig. E-4) 5 -minute factor = 1.000 Adjusted rainfall = 0.385(In) 30 -minute factor = 1.000 Adjusted rainfall = 0.788(In) 1 -hour factor = 1.000 Adjusted rainfall = 1.040(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.841(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.640(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 5.827(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K = 116.10 (CFS)) 1 4.354 5.055 2 28.351 27.861 3 66.711 44.535 4 88.785 25.628 5 96.572 9.041 6 98.622 2.379 7 99.498 1.017 8 100.000 0.583 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall . Number (In) (In) 1 0.3847 0.3847 2 0.5077 0.1229 3 0.5971 0.0894 4 0.6699 0.0728 5 0.7324 0.0625 6 0.7878 0.0554 7 0.8379 0.0501 8 0.8839 0.0460 9 0.9265 0.0426 10 0.9664 0.0399 11 1.0040 0.0376 12 1.0395 0.0356 13 1.0837 0.0442 14 1.1264 0.0426 15 1.1675 0.0412 16 1.2074 0.0399 17 1.2461 0.0387 18 1.2837 0.0376 19 1.3203 0.0366 20 1.3561 0.0357 21 1.3909 0.0349 22 1.4250 0.0341 23 1.4584 0.0333 24 1.4910 0.0327 25 1.5230 0.0320 26 1.5544 0.0314 27 1.5853 0.0308 28 1.6155 0.0303 29 1.6453 0.0298 30 1.6746 0.0293 31 1.7034 0.0288 32 1.7318 0.0284 33 1.7597 0.0280 34 1.7873 0.0275 35 1.8145 0.0272 36 1.8412 0.0268 37 1.8677 0.0264 38 1.8938 0.0261 39 1.9195 0.0258 40 1.9449 0.0254 41 1.9701 0.0251 42 1.9949 0.0248 43 2.0195 0.0246 44 2.0438 0.0243 45 2.0678 0.0240 46 2.0916 0.0238 "' 47 2.1151 0.0235 ..� 48 2.1384 0.0233 49 2.1614 0.0231 50 2.1843 0.0228 51 2.2069 0.0226 52 2.2293 0.0224 53 2.2515 0.0222 54 2.2735 0.0220 55 2.2953 0.0218 56 2.3169 0.0216 57 2.3383 0.0214 58 2.3595 0.0212 59 2.3806 0.0211 60 2.4015 0.0209 61 2.4222 0.0207 62 2.4428 0.0206 63 2.4632 0.0204 64 2.4835 0.0203 65 2.5036 0.0201 66 2.5235 0.0200 67 2.5433 0.0198 68 2.5630 0.0197 69 2.5825 0.0195 70 2.6019 0.0194 71 2.6212 0.0193 72 2.6403 0.0191 73 2.6612 0.0209 74 2.6820 0.0208 AIR", 75 2.7026 0.0206 76 2.7231 0.0205 77 2.7435 0.0204 78 2.7638 0.0203 79 2.7840 0.0202 80 2.8041 0.0201 81 2.8240 0.0200 82 2.8439 0.0199 83 2.8636 0.0198 84 2.8833 0.0197 85 2.9028 0.0196 86 2.9223 0.0195 87 2.9417 0.0194 88 2.9609 0.0193 89 2.9801 0.0192 90 2.9992 0.0191 91 3.0181 0.0190 92 3.0370 0.0189 93 3.0558 0.0188 94 3.0746 0.0187 95 3.0932 0.0186 96 3.1117 0.0186 97 3.1302 0.0185 98 3.1486 0.0184 99 3.1669 0.0183 100 3.1851 0.0182 101 3.2033 0.0181 102 3.2214 0.0181 103 3.2394 0.0180 104 3.2573 0.0179 105 3.2751 0.0178 106 3.2929 0.0178 107 3.3106 0.0177 108 3.3282 0.0176 109 3.3458 0.0176 110 3.3633 0.0175 111 3.3807 0.0174 112 3.3981 0.0174 113 3.4154 0.0173 114 3.4326 0.0172 115 3.4498 0.0172 116 3.4669 0.0171 117 3.4839 0.0170 118 3.5009 0.0170 119 3.5178 0.0169 120 3.5346 0.0169 121 3.5514 0.0168 122 3.5682 0.0167 123 3.5848 0.0167 124 3.6014 0.0166 125 3.6180 0.0166 126 3.6345 0.0165 127 3.6509 0.0164 128 3.6673 0.0164 129 3.6837 0.0163 130 3.6999 0.0163 131 3.7162 0.0162 .. 132 3.7323 0.0162 133 3.7485 0.0161 134 3.7645 0.0161 135 3.7806 0.0160 136 3.7965 0.0160 137 3.8124 0.0159 138 3.8283 0.0159 139 3.8441 0.0158 140 3.8599 0.0158 141 3.8756 0.0157 142 3.8913 0.0157 143 3.9069 0.0156 144 3.9225 0.0156 145 3.9380 0.0155 146 3.9535 0.0155 147 3.9689 0.0154 148 3.9843 0.0154 149 3.9997 0.0154 150 4.0150 0.0153 151 4.0303 0.0153 152 4.0455 0.0152 153 4.0607 0.0152 154 4.0758 0.0151 155 4.0909 0.0151 156 4.1059 0.0151 157 4.1209 0.0150 158 4.1359 0.0150 ., 159 4.1508 0.0149 160 4.1657 0.0149 Noe 161 4.1806 0.0148 162 4.1954 0.0148 163 4.2101 0.0148 164 4.2249 0.0147 165 4.2396 0.0147 166 4.2542 0.0147 167 4.2688 0.0146 168 4.2834 0.0146 169 4.2980 0.0145 170 4.3125 0.0145 171 4.3269 0.0145 172 4.3414 0.0144 173 4.3558 0.0144 174 4.3701 0.0144 175 4.3844 0.0143 176 4.3987 0.0143 177 4.4130 0.0143 178 4.4272 0.0142 179 4.4414 0.0142 180 4.4555 0.0142 181 4.4697 0.0141 182 4.4837 0.0141 183 4.4978 0.0141 184 4.5118 0.0140 185 4.5258 0.0140 186 4.5398 0.0140 187 4.5537 0.0139 188 4.5676 0.0139 189 4.5814 0.0139 190 4.5953 0.0138 191 4.6091 0.0138 192 4.6228 0.0138 193 4.6365 0.0137 194 4.6503 0.0137 195 4.6639 0.0137 196 4.6776 0.0136 197 4.6912 0.0136 198 4.7048 0.0136 199 4.7183 0.0136 200 4.7318 0.0135 201 4.7453 0.0135 202 4.7588 0.0135 203 4.7722 0.0134 204 4.7857 0.0134 205 4.7990 0.0134 206 4.8124 0.0134 207 4.8257 0.0133 208 4.8390 0.0133 209 4.8523 0.0133 210 4.8655 0.0132 211 4.8788 0.0132 212 4.8919 0.0132 213 4.9051 0.0132 214 4.9182 0.0131 215 4.9314 0.0131 216 4.9444 0.0131 217 4.9575 0.0131 218 4.9705 0.0130 219 4.9835 0.0130 220 4.9965 0.0130 221 5.0095 0.0130 222 5.0224 0.0129 223 5.0353 0.0129 224 5.0482 0.0129 225 5.0611 0:0129 226 5.0739 0.0128 227 5.0867 0.0128 228 5.0995 0.0128 229 5.1122 0.0128 230 5.1250 0.0127 231 5.1377 0.0127 232 5.1504 0.0127 233 5.1630 0.0127 234 5.1757 0.0126 235 5.1883 0.0126 236 5.2009 0.0126 237 5.2135 0.0126 238 5.2260 0.0126 239 5.2386 0.0125 240 5.2511 0.0125 241 5.2635 0.0125 242 5.2760 0.0125 243 5.2884 0.0124 244 5.3009 0.0124 245 5.3132 0.0124 246 5.3256 0.0124 247 5.3380 0.0124 248 5.3503 0.0123 249 5.3626 0.0123 250 5.3749 0.0123 251 5.3872 0.0123 252 5.3994 0.0122 253 5.4116 0.0122 254 5.4238 0.0122 255 5.4360 0.0122 256 5.4482 0.0122 257 5.4603 0.0121 258 5.4725 0.0121 259 5.4846 0.0121 260 5.4966 0.0121 261 5.5087 0.0121 262 5.5207 0.0120 263 5.5328 0.0120 264 5.5448 0.0120 265 5.5568 0.0120 266 5.5687 0.0120 267 5.5807 0.0119 268 5.5926 0.0119 269 5.6045 0.0119 270 5.6164 0.0119 271 5.6283 0.0119 272 5.6401 0.0119 273 5.6519 0.0118 274 5.6638 0.0118 275 5.6755 0.0118 ( 276 277 5.6873 5.6991 0.0118 0.0118 278 5.7108 0.0117 279 5.7225 0.0117 280 5.7342 0.0117 281 5.7459 0.0117 282 5.7576 0.0117 283 5.7692 0.0117 284 5.7809 0.0116 285 5.7925 0.0116 286 5.8041 0.0116 287 5.8157 0.0116 288 --------------------------------------------------------------------- 5.8272 0.0116 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) --------------------------------------------------------------------- (In) (In) (In) 1 0.0116 0.0050 0.0066 2 0.0116 0.0050 0.0066 3 0.0116 0.0050 0.0066 4 0.0116 0.0050 0.0066 5 0.0117 0.0050 0.0067 6 0.0117 0.0050 0.0067 7 0.0117 0.0050 0.0067 8 0.0117 0.0050 0.0067 9 0.0118 0.0051 0.0067 10 11 0.0118 0.0118 0.0051 0.0051 0.0067 0.0067 12 0.0119 0.0051 0.0068 13 0.0119 0.0051 0.0068 14 0.0119 0.0051 0.0068 15 0.0119 0.0051 0.0068 16 0.0120 0.0051 0.0068 17 0.0120 0.0052 0.0068 18 0.0120 0.0052 0.0069 19 0.0121 0.0052 0.0069 20 0.0121 0.0052 0.0069 21 0.0121 0.0052 0.0069 22 0.0121 0.0052 0.0069 23 0.0122 0.0052 0.0069 24 0.0122 0.0052 0.0070 25 0.0122 0.0053 0.0070 26 0.0123 0.0053 0.0070 27 0.0123 0.0053 0.0070 28 0.0123 0.0053 0.0070 29 0.0124 0.0053 0.0071 30 0.0124 0.0053 0.0071 31 0.0124 0.0053 0.0071 32 0.0125 0.0054 0.0071 33 0.0125 0.0054 0.0071 34 0.0125 0.0054 0.0071 35 0.0126 0.0054 0.0072 36 0.0126 0.0054 0.0072 37 38 0.0126 0.0127 0.0054 0.0054 0.0072 0.0072 39 0.0127 0.0055 0.0072 40 0.0127 0.0055 0.0073 41 0.0128 0.0055 0.0073 42 0.0128 0.0055 0.0073 43 0.0129 0.0055 0.0073 44 0.0129 0.0055 0.0073 45 0.0129 0.0056 0.0074 46 0.0130 0.0056 0.0074 47 0.0130 0.0056 0.0074 48 0.0130 0.0056 0.0074 49 0.0131 0.0056 0.0075 50 0.0131 0.0056 0.0075 51 0.0132 0.0057 0.0075 52 0.0132 0.0057 0.0075 53 0.0132 0.0057 0.0075 54 0.0133 0.0057 0.0076 55 0.0133 0.0057 0.0076 56 0.0134 0.0057 0.0076 57 0.0134 0.0058 0.0076 58 0.0134 0.0058 0.0077 59 0.0135 0.0058 0.0077 60 0.0135 0.0058 0.0077 61 0.0136 0.0058 0.0077 62 0.0136 0.0059 0.0078 63 0.0137 0.0059 0.0078 64 0.0137 0.0059 0.0078 65 0.0138 0.0059 0.0078 66 0.0138 0.0059 0.0079 67 0.0139 0.0060 0.0079 68 0.0139 0.0060 0.0079 `wr�r 69 0.0140 0.0060 0.0080 70 0.0140 0.0060 0.0080 71 0.0141 0.0060 0.0080 72 0.0141 0.0061 0.0080 73 0.0142 0.0061 0.0081 74 0.0142 0.0061 0.0081 75 0.0143 0.0061 0.0081 76 0.0143 0.0061 0.0081 77 0.0144 0.0062 0.0082 78 0.0144 0.0062 0.0082 79 0.0145 0.0062 0.0082 80 0.0145 0.0062 0.0083 81 0.0146 0.0063 0.0083 82 0.0146 0.0063 0.0083 83 0.0147 0.0063 0.0084 84 0.0147 0.0063 0.0084 85 0.0148 0.0064 0.0084 86 0.0148 0.0064 0.0085 87 0.0149 0.0064 0.0085 88 0.0150 0.0064 0.0085 89 0.0151 0.0065 0.0086 90 0.0151 0.0065 0.0086 91 0.0152 0.0065 0.0087 92 0.0152 0.0065 0.0087 93 0.0153 0.0066 0.0087 94 0.0154 0.0066 0.0087 95 0.0154 0.0066 0.0088 96 0.0155 0.0067 0.0088 97 0.0156 0.0067 0.0089 98 0.0156 0.0067 0.0089 99 0.0157 0.0068 0.0090 100 0.0158 0.0068 0.0090 101 0.0159 0.0068 0.0090 102 0.0159 0.0068 0.0091 103 0.0160 0.0069 0.0091 104 0.0161 0.0069 0.0092 105 0.0162 0.0070 0.0092 106 0.0162 0.0070 0.0092 107 0.0163 0.0070 0.0093 108 0.0164 0.0070 0.0093 109 0.0165 0.0071 0.0094 110 0.0166 0.0071 0.0094 ill 0.0167 0.0072 0.0095 112 0.0167 0.0072 0.0095 113 0.0169 0.0072 0.0096 114 0.0169 0.0073 0.0096 115 0.0170 0.0073 0.0097 116 0.0171 0.0074 0.0097 117 0.0172 0.0074 0.0098 118 0.0173 0.0074 0.0099 119 0.0174 0.0075 0.0099 120 0.0175 0.0075 0.0100 121 0.0176 0.0076 0.0101 122 0.0177 0.0076 0.0101 123 0.0178 0.0077 0.0102 124 0.0179 0.0077 0.0102 125 0.0181 0.0078 0.0103 126 0.0181 0.0078 0.0103 127 0.0183 0.0079 0.0104 128 0.0184 0.0079 0.0105 129 0.0186 0.0080 0.0106 130 0.0186 0.0080 0.0106 131 0.0188 0.0081 0.0107 132 0.0189 0.0081 0.0108 133 0.0191 0.0082 0.0109 134 0.0192 0.0082 0.0109 135 0.0194 0.0083 0.0110 136 0.0195 0.0084 0.0111 137 0.0197 0.0085 0.0112 138 0.0198 0.0085 0.0113 139 0.0200 0.0086 0.0114 140 0.0201 0.0086 0.0114 141 0.0203 0.0087 0.0116 142 0.0204 0.0088 0.0116 143 0.0206 0.0089 0.0118 144 0.0208 0.0089 0.0118 145 0.0191 0.0082 0.0109 146 0.0193 0.0083 0.0110 147 0.0195 0.0084 0.0111 148 0.0197 0.0085 0.0112 149 0.0200 0.0086 0.0114 150 0.0201 0.0086 0.0115 ., 151 0.0204 0.0088 0.0116 152 0.0206 0.0088 0.0117 MMMP 153 0.0209 0.0090 0.0119 154 0.0211 0.0091 0.0120 ,,w-,, 155 0.0214 0.0092 0.0122 156 0.0216 0.0093 0.0123 157 0.0220 0.0095 0.0125 158 0.0222 0.0095 0.0126 159 0.0226 0.0097 0.0129 160 0.0228 0.0098 0.0130 161 0.0233 0.0100 0.0133 162 0.0235 0.0101 0.0134 163 0.0240 0.0103 0.0137 164 0.0243 0.0104 0.0138 165 0.0248 0.0107 0.0142 166 0.0251 0.0108 0.0143 167 0.0258 0.0111 0.0147 168 0.0261 0.0112 0.0149 169 0.0268 0.0115 0.0153 170 0.0272 0.0117 0.0155 171 0.0280 0.0120 0.0159 172 0.0284 0.0122 0.0162 173 0.0293 0.0126 0.0167 174 0.0298 0.0128 0.0170 175 0.0308 0.0133 0.0176 176 0.0314 0.0135 0.0179 177 0.0327 0.0140 0.0186 178 0.0333 0.0143 0.0190 179 0.0349 0.0150 0.0199 180 0.0357 0.0154 0.0204 181 0.0376 0.0162 0.0214 ,w.. 182 0.0387 0.0166 0.0221 r 183 0.0412 0.0177 0.0235 184 0.0426 0.0183 0.0243 185 0.0356 0.0153 0.0203 186 0.0376 0.0161 0.0214 187 0.0426 0.0183 0.0243 188 0.0460 0.0198 0.0262 189 0.0554 0.0238 0.0316 190 0.0625 0.0269 0.0356 191 0.0894 0.0340 0.0554 192 0.1229 0.0340 0.0889 193 0.3847 0.0340 0.3508 194 0.0728 0.0313 0.0415 195 0.0501 0.0215 0.0286 196 0.0399 0.0172 0.0227 197 0.0442 0.0190 0.0252 198 0.0399 0.0171 0.0227 199 0.0366 0.0158 0.0209 200 0.0341 0.0147 0.0194 201 0.0320 0.0138 0.0182 202 0.0303 0.0130 0.0173 203 0.0288 0.0124 0.0164 204 0.0275 0.0118 0.0157 205 0.0264 0.0114 0.0151 206 0.0254 0.0109 0.0145 207 0.0246 0.0106 0.0140 208 0.0238 0.0102 0.0135 O*Vft*. 209 0.0231 0.0099 0.0131 210 0.0224 0.0096 0.0128 211 0.0218 0.0094 0.0124 212 0.0212 0.0091 0.0121 213 0.0207 0.0089 0.0118 214 0.0203 0.0087 0.0115 215 0.0198 0.0085 0.0113 216 0.0194 0.0083 0.0111 217 0.0209 0.0090 0.0119 218 0.0205 0.0088 0.0117 219 0.0202 0.0087 0.0115 220 0.0199 0.0085 0.0113 221 0.0196 0.0084 0.0111 222 0.0193 0.0083 0.0110 223 0.0190 0.0082 0.0108 224 0.0187 0.0081 0.0107 225 0.0185 0.0079 0.0105 226 0.0182 0.0078 0.0104 227 0.0180 0.0077 0.0103 228 0.0178 0.0076 0.0101 229 0.0176 0.0076 0.0100 230 0.0174 0.0075 0.0099 231 0.0172 0.0074 0.0098 232 0.0170 0.0073 0.0097 233 0.0168 0.0072 0.0096 234 0.0166 0.0071 0.0095 235 0.0164 0.0071 0.0094 236 0.0163 0.0070 0.0093 237 0.0161 0.0069 0.0092 •+ 238 0.0160 0.0069 0.0091 239 0.0158 0.0068 0.0090 .r 240 0.0157 0.0067 0.0089 241 0.0155 0.0067 0.0089 242 0.0154 0.0066 0.0088 243 0.0153 0.0066 0.0087 244 0.0151 0.0065 0.0086 245 0.0150 0.0065 0.0086 246 0.0149 0.0064 0.0085 247 0.0148 0.0064 0.0084 248 0.0147 0.0063 0.0084 249 0.0145 0.0063 0.0083 250 0.0144 0.0062 0.0082 251 0.0143 0.0062 0.0082 252 0.0142 0.0061 0.0081 253 0.0141 0.0061 0.0080 254 0.0140 0.0060 0.0080 255 0.0139 0.0060 0.0079 256 0.0138 0.0059 0.0079 257 0.0137 0.0059 0.0078 258 0.0136 0.0059 0.0078 259 0.0136 0.0058 0.0077 260 0.0135 0.0058 0.0077 261 0.0134 0.0058 0.0076 262 0.0133 0.0057 0.0076 263 0.0132 0.0057 0.0075 264 0.0131 0.0056 0.0075 .�+ 265 0.0131 0.0056 0.0074 266 0.0130 0.0056 0.0074 267 0.0129 0.0056 0.0074 268 0.0128 0.0055 0.0073 269 0.0128 0.0055 0.0073 270 0.0127 0.0055 0.0072 271 0.0126 0.0054 0.0072 272 0.0126 0.0054 0.0072 273 0.0125 0.0054 0.0071 274 0.0124 0.0053 0.0071 275 0.0124 0.0053 0.0070 276 0.0123 0.0053 0.0070 . 277 0.0122 0.0053 0.0070 278 0.0122 0.0052 0.0069 279 0.0121 0.0052 0.0069 280 0.0120 0.0052 0.0069 281 0.0120 0.0052 0.0068 282 0.0119 0.0051 0.0068 283 0.0119 0.0051 0.0068 284 0.0118 0.0051 0.0067 285 0.0118 0.0051 0.0067 286 0.0117 0.0050 0.0067 287 0.0117 0.0050 0.0066 288 -------------------------------------------------------------------- 0.0116 0.0050 0.0066 -------------------------------------------------------------------- Total soil rain loss = 2.35(In) Total effective rainfall = 3.48(In) Peak flow rate in flood hydrograph = 19.83(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q 0+10 0.0017 0.22 Q 0+15 0.0052 0.51 VQ 0+20 0.0099 0.68 VQ 0+25 0.0150 0.74 VQ 0+30 0.0203 0.76 VQ 0+35 0.0256 0.77 VQ 0+40 0.0309 0.77 VQ 0+45 0.0362 0.78 VQ 0+50 0.0416 0.78 VQ 0+55 0.0469 0.78 VQ 1+ 0 0.0523 0.78 VQ 1+ 5 0.0577 0.78 VQ 1+10 0.0631 0.78 VQ 1+15 0.0685 0.79 VQ 1+20 0.0739 0.79 IQ 1+25 0.0794 0.79 IQ 1+30 0.0848 0.79 IQ 1+35 0.0903 0.79 IQ ` 1+40 0.0958 0.80 IQ " 1+45 0.1013 0.80 IQ 00", 1+50 0. 1068 0.80 I Q 1+55 0.1123 0.80 IQ 2+ 0 0.1178 0.80 IQ 2+ 5 0.1234 0.81 IQ 2+10 0.1289 0.81 IQ 2+15 0.1345 0.81 IQ 2+20 0.1401 0.81 IQV 2+25 0.1457 0.81 IQV 2+30 0.1513 0.82 IQV 2+35 0.1570 0.82 IQV 2+40 0.1626 0.82 IQV 2+45 0.1683 0.82 IQV 2+50 0.1740 0.82 IQV 2+55 0.1797 0.83 IQV 3+ 0 0.1854 0.83 IQV 3+ 5 0.1911 0.83 IQV 3+10 0.1968 0.83 IQV 3+15 0.2026 0.84 IQV 3+20 0.2084 0.84 IQV 3+25 0.2141 0.84 IQ V 3+30 0.2200 0.84 IQ V 3+35 0.2258 0.85 IQ V 3+40 0.2316 0.85 IQ V 3+45 0.2375 0.85 IQ V 3+50 0.2433 0.85 IQ V 3+55 0.2492 0.85 IQ V 4+ 0 0.2551 0.86 IQ V ,e.... 4+ 5 0.2611 0.86 I Q V 4+10 0.2670 0.86 IQ V 4+15 0.2729 0.87 IQ V 4+20 0.2789 0.87 IQ V 4+25 0.2849 0.87 IQ V 4+30 0.2909 0.87 IQ V 4+35 0.2970 0.88 IQ V 4+40 0.3030 0.88 IQ V 4+45 0.3091 0.88 IQ V 4+50 0.3152 0.88 IQ V 4+55 0.3213 0.89 IQ V 5+ 0 0.3274 0.89 IQ V 5+ 5 0.3335 0.89 IQ V 5+10 0.3397 0.90 IQ V 5+15 0.3459 0.90 IQ V 5+20 0.3521 0.90 IQ V 5+25 0.3583 0.90 IQ V 5+30 0.3646 0.91 IQ V 5+35 0.3708 0.91 IQ V 5+40 0.3771 0.91 IQ V 5+45 0.3834 0.92 IQ V 5+50 0.3898 0.92 IQ V 5+55 0.3961 0.92 IQ V 6+ 0 0.4025 0.93 IQ V 6+ 5 0.4089 0.93 IQ V 6+10 0.4153 0.93 IQ V 6+15 0.4217 0.94 IQ V ,.e 6+20 0.4282 0.94 IQ V I 6+25 0.4347 0.94 IQ V I ` 6+30 0.4412 0.95 IQ V 6+35 0.4477 0 . 95 IQ V 6+40 0.4543 0.95 IQ V I 6+45 0.4609 0.96 IQ V I 6+50 0.4675 0.96 IQ V I 6+55 0.4741 0.96 IQ V I 7+ 0 0.4808 0.97 IQ V I 7+ 5 0.4875 0.97 IQ V I 7+10 0.4942 0.97 IQ V I 7+15 0.5009 0.98 IQ V I 7+20 0.5077 0.98 IQ V I 7+25 0.5145 0.99 IQ V I 7+30 0.5213 0.99 IQ V I 7+35 0.5282 0.99 IQ V I 7+40 0.5350 1.00 IQ V I 7+45 0.5420 1.00 I Q V 7+50 0.5489 1.01 I Q V 7+55 0.5559 1.01 I Q V 8+ 0 0.5629 1.02 I Q V 8+ 5 0.5699 1.02 I Q V 8+10 0.5769 1.02 I Q V 8+15 0.5840 1.03 I Q V 8+20 0.5911 1.03 I Q V 8+25 0.5983 1.04 I Q V 8+30 0.6055 1.04 I Q V 8+35 0.6127 1.05 I Q V 8+40 0.6200 1.05 I Q V 8+45 0.6273 1.06 I Q VI ,. 8+50 0.6346 1.06 I Q VI 8+55 0.6419 1.07 I Q VI 9+ 0 0.6493 1.07 I Q VI 9+ 5 0.6568 1.08 I Q VI 9+10 0.6642 1.08 I Q VI 9+15 0.6717 1.09 I Q VI 9+20 0.6793 1.10 I Q VI 9+25 0.6869 1.10 I Q VI 9+30 0.6945 1.11 I Q VI 9+35 0.7022 1.11 I Q V 9+40 0.7099 1.12 I Q V 9+45 0.7176 1.13 I Q V 9+50 0.7254 1.13 I Q V 9+55 0.7332 1.14 I Q V 10+ 0 0.7411 1.14 I Q V 10+ 5 0.7491 1.15 I Q V 10+10 0.7570 1.16 I Q V 10+15 0.7651 1.16 I Q IV 10+20 0.7731 1.17 I Q IV 10+25 0.7812 1.18 I Q IV 10+30 0.7894 1.19 I Q IV 10+35 0.7976 1.19 I Q IV 10+40 0.8059 1.20 I Q IV 10+45 0.8142 1.21 I Q IV 10+50 0.8226 1.22 I Q IV 10+55 0.8310 1.23 I Q IV 11+ 0 0.8395 1.23 I Q I V 11+ 5 0.8481 1.24 I Q I V 11+10 0.8567 1.25 I Q I V alr� 11+15 0.8654 1.26 I Q I V �... 11+20 0.8741 1.27 Q V 11+25 0.8829 1.28 I Q I V 11+30 0.8918 1.29 I Q I V 11+35 0.9007 1.30 I Q I V 11+40 0.9097 1.31 I Q I V 11+45 0.9188 1.32 Q ( V 11+50 0.9279 1.33 I Q I V 11+55 0.9372 1.34 I Q I V 12+ 0 0.9465 1.35 I Q I V 12+ 5 0.9558 1.36 I Q I V 12+10 0.9650 1.34 Q I V 12+15 0.9740 1.30 I Q V 12+20 0.9829 1.29 I Q V 12+25 0.9918 1.29 I Q I V 12+30 1.0008 1.30 I Q V 12+35 1.0098 1.32 I Q V 12+40 1.0190 1.33 I Q V 12+45 1.0283 1.35 I Q V 12+50 1.0376 1.36 I Q V 12+55 1.0471 1.38 I Q V 13+ 0 1.0567 1.39 I Q V 13+ 5 1.0665 1.41 I Q V 13+10 1.0763 1.43 I Q V 13+15 1.0863 1.45 I Q V 13+20 1.0964 1.47 I Q I V 13+25 1.1067 1.49 I Q V 13+30 1.1171 1.51 I Q V 13+35 1.1276 1.53 I Q V 13+40 1.1384 1.56 I Q V 13+45 1.1493 1.58 Q V 13+50 1.1603 1.61 I Q V 13+55 1.1716 1.64 I Q V 14+ 0 1.1831 1.66 I Q I V 14+ 5 1.1947 1.70 I Q I V 14+10 1.2066 1.73 Q V 14+15 1.2188 1.76 I Q V 14+20 1.2312 1.80 I Q V 14+25 1.2438 1.84 I Q V 14+30 1.2568 1.88 I Q V 14+35 1.2700 1.92 I Q V 14+40 1.2836 1.97 I Q I V 14+45 1.2975 2.02 Q V 14+50 1.3119 2.08 Q V 14+55 1.3266 2.14 I Q I VI 15+ 0 1.3419 2.21 I Q I VI 15+ 5 1.3576 2.29 I Q I VI 15+10 1.3739 2.37 I Q I VI 15+15 1.3909 2.46 I Q I V 15+20 1.4086 2.57 I Q I V 15+25 1.4269 2.66 I Q I V 15+30 1.4451 2.64 I Q I V 15+35 1.4626 2.54 I Q I IV 15+40 1.4805 2.59 I Q I IV 15+45 1.4997 2.80 I Q I IV 15+50 1.5213 3.13 I Q I IV 15+55 1.5465 3.66 I Q I I V 16+ 0 1.5790 4.72 I QI I V 16+ 5 1.6342 8.02 Q V 16+10 1.7430 15.80 V IQ I 16+15 1.8796 19.83 I I I V I QI 16+20 1.9674 12.74 I I I Q V I 16+25 2.0125 6.56 I I Q I V I 16+30 2.0393 3.89 I Q I I VI I 16+35 2.0614 3.21 I Q I I VI 16+40 2.0811 2.86 I Q I I VI 16+45 2.0982 2.48 I Q I I V 16+50 2.1140 2.30 I Q I I V 16+55 2.1289 2.16 I Q I I V 17+ 0 2.1429 2.04 I Q I I V 17+ 5 2.1562 1.93 I Q I I IV 17+10 2.1689 1.84 I Q I I IV 17+15 2.1811 1.77 I Q I I IV 17+20 2.1928 1.70 I Q I I IV 17+25 2.2041 1.64 I Q I I IV 17.+30 2.2150 1.59 I Q I I IV 17+35 2.2256 1.54 I Q I I I V 17+40 2.2359 1.49 I Q I I I V 17+45 2.2459 1.45 I Q I I I V 17+50 2.2556 1.41 I Q I I I V 17+55 2.2651 1.38 Q I I I V 18+ 0 2.2744 1.35 I Q I I I V 18+ 5 2.2835 1.32 I Q I I I V 18+10 2.2926 1.32 I Q I I I V 18+15 2.3019 1.35 I Q I I I V 18+20 2.3112 1.35 I Q I I I V 18+25 2.3204 1.34 I Q I I I V 18+30 2.3294 1.32 I Q I I I V 18+35 2.3384 1.30 I Q I I I V 18+40 2.3472 1.28 I Q I ( I V 18+45 2.3559 1.26 I Q I I I V 18+50 2.3644 1.24 I Q I I V 18+55 2.3729 1.23 I Q I I V 19+ 0 2.3812 1.21 I Q ( I I V 19+ 5 2.3894 1.19 I Q I I V 19+10 2.3975 1.18 I Q I I V 19+15 2.4056 1.16 I Q I I I V 19+20 2.4135 1.15 I Q I I I V 19+25 2.4213 1.14 I Q I I I V 19+30 2.4291 1.13 I Q I I I V 19+35 2.4367 1.11 I Q I I I V 19+40 2.4443 1.10 I Q I I V 19+45 2.4518 1.09 I Q I I I V 19+50 2.4593 1.08 I Q I I I V 19+55 2.4666 1.07 I Q I I V 20+ 0 2.4739 1.06 I Q I I I V 20+ 5 2.4811 1.05 I Q I I V 20+10 2.4883 1.04 I Q I I I V 20+15 2.4954 1.03 I Q I I I V 20+20 2.5024 1.02 Q I I I V 20+25 2.5094 1.01 I Q I I I V 20+30 2.5163 1.00 Q I I I V 20+35 2.5232 0.99 IQ I I I V I 20+40 2.5299 0.99 IQ I I V I �r� 20+45 2.5367 0.98 IQ I I I V I e 20+50 2 .5434 0. 97 1 Q v 20+55 2.5500 0.96 IQ V 21+ 0 2.5566 0.96 IQ V 21+ 5 2.5631 0.95 IQ V 21+10 2.5696 0.94 IQ v 21+15 2.5761 0.94 IQ V 21+20 2.5825 0.93 IQ ( V 21+25 2.5888 0.92 IQ V 21+30 2.5951 0.92 IQ ( V 21+35 2.6014 0.91 IQ V 21+40 2.6076 0.90 IQ V 21+45 2.6138 0.90 IQ V 21+50 2.6200 0.89 IQ V 21+55 2.6261 0.89 IQ V 22+ 0 2.6321 0.88 IQ V 22+ 5 2.6382 0.88 IQ V 22+10 2.6441 0.87 IQ V 22+15 2.6501 0.87 IQ V 22+20 2.6560 0.86 IQ V 22+25 2.6619 0.86 IQ V 22+30 2.6678 0.85 IQ V 22+35 2.6736 0.85 IQ ( V 22+40 2.6794 0.84 IQ V 22+45 2.6851 0.84 IQ V 22+50 2.6909 0.83 IQ ( V 22+55 2.6966 0.83 IQ V 23+ 0 2.7022 0.82 IQ V .�, 23+ 5 2.7079 0.82 IQ V 23+10 2.7135 0.81 IQ VI 23+15 2.7190 0.81 IQ VI 23+20 2.7246 0.81 IQ VI 23+25 2.7301 0.80 IQ V 23+30 2.7356 0.80 IQ VI 23+35 2.7411 0.79 IQ V 23+40 2.7465 0.79 IQ VI 23+45 2.7519 0.79 IQ V 23+50 2.7573 0.78 IQ VI 23+55 2.7627 0.78 IQ V 24+ 0 2.7680 0.78 IQ VI 24+ 5 2.7731 0.74 IQ VI 24+10 2.7769 0.55 IQ VI 24+15 2.7787 0.26 Q VI 24+20 2.7793 0.09 Q ( VI 24+25 2.7794 0.03 Q ( VI 24+30 2.7795 0.01 Q VI 24+35 ----------------------------------------------------------------------- 2.7795 0.00 Q VI e /00"- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 07/21/04 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16577, FONTANA 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC III DEVELOPED CONDITION FILE NAME: 16577D25 -------------------------------------------------------------------- Storm Event Year = 25 Antecedent Moisture Condition = 3 I*** English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 9.30 1 1.04 -------------------------------------------------------------------- Rainfall data for year 2 9.30 6 1.76 -------------------------------------------------------------------- Rainfall data for year 2 9.30 24 3.40 -------------------------------------------------------------------- Rainfall data for year 100 9.30 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 9.30 6 3.90 -------------------------------------------------------------------- JON&- Rainfall data for year 100 9.30 -------------------------------------------------------------------- 24 9.30 ',,...++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 40.0 60.0 9.30 1.000 0.680 0.600 0.408 Area -averaged adjusted loss rate Fm (In/Hr) = 0.408 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 5.58 0.600 40.0 60.0 6.67 0.382 3.72 0.400 98.0 98.0 0.20 0.967 Area -averaged catchment yield fraction, Y = 0.616 Area -averaged low loss fraction, Yb = 0.384 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 9.30(Ac.) Catchment Lag time = 0.171 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 48.8759 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.408(In/Hr) Average low loss rate fraction (Yb) = 0.384 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.456(In) Computed peak 30 -minute rainfall = 0.933(In) Specified peak 1 -hour rainfall = 1.231(In) Computed peak 3 -hour rainfall = 2.186(In) Specified peak 6 -hour rainfall = 3.142(In) Specified peak 24-hour rainfall = 7.209(In) Rainfall depth area reduction factors: Using a total area of 9.30(Ac.) (Ref: fig. E-4) 5 -minute factor = 1.000 Adjusted rainfall = 0.455(In) 30 -minute factor = 1.000 Adjusted rainfall = 0.933(In) 1 -hour factor = 1.000 Adjusted rainfall = 1.230(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.186(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.142(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 7.209(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) -------------------------------------------------------------------- (K = 112.47 (CFS) ) 1 4.383 4.930 2 28.540 27.170 3 66.994 43.249 4 88.944 24.688 5 96.635 8.651 6 98.639 2.253 7 99.517 0.988 8 100.000 0.543 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4554 0.4554 2 0.6009 0.1455 3 0.7067 0.1058 4 0.7929 0.0862 5 0.8669 0.0740 6 0.9325 0.0656 7 0.9918 0.0593 8 1.0463 0.0544 9 1.0967 0.0505 10 1.1439 0.0472 11 1.1884 0.0445 12 1.2305 0.0421 13 1.2831 0.0526 14 1.3338 0.0507 15 1.3829 0.0490 16 1.4304 0.0475 17 1.4765 0.0461 18 1.5213 0.0448 19 1.5649 0.0437 Www,•- 20 1.6075 0.0426 21 1.6491 0.0416 22 1.6897 0.0406 23 1.7295 0.0398 24 1.7684 0.0389 25 1.8066 0.0382 26 1.8441 0.0375 27 1.8808 0.0368 28 1.9170 0.0361 29 1.9525 0.0355 30 1.9874 0.0349 31 2.0218 0.0344 32 2.0557 0.0339 33 2.0891 0.0334 34 2.1220 0.0329 35 2.1544 0.0324 36 2.1864 0.0320 37 2.2179 0.0316 38 2.2491 0.0311 39 2.2798 0.0308 40 2.3102 0.0304 41 2.3402 0.0300 42 2.3699 0.0297 43 2.3993 0.0293 44 2.4283 0.0290 45 2.4570 0.0287 �"`` 46 2.4854 0.0284 +' 47 2.5135 0.0281 48 2.5413 0.0278 !� 49 2.5689 0.0276 50 2.5962 0.0273 51 2.6232 0.0270 52 2.6500 0.0268 53 2.6765 0.0265 54 2.7028 0.0263 55 2.7288 0.0261 56 2.7547 0.0258 57 2.7803 0.0256 58 2.8057 0.0254 59 2.8309 0.0252 60 2.8559 0.0250 61 2.8807 0.0248 62 2.9053 0.0246 63 2.9297 0.0244 64 2.9539 0.0242 65 2.9779 0.0240 66 3.0018 0.0239 67 3.0255 0.0237 68 3.0490 0.0235 69 3.0724 0.0234 70 3.0956 0.0232 71 3.1187 0.0230 72 3.1416 0.0229 73 3.1676 0.0261 74 3.1936 0.0259 75 3.2194 0.0258 76 3.2450 0.0257 77 3.2705 0.0255 78 3.2959 0.0254 79 3.3212 0.0253 80 3.3463 0.0251 81 3.3713 0.0250 82 3.3962 0.0249 83 3.4209 0.0248 84 3.4455 0.0246 85 3.4701 0.0245 86 3.4945 0.0244 87 3.5188 0.0243 88 3.5429 0.0242 89 3.5670 0.0241 90 3.5910 0.0240 91 3.6148 0.0239 92 3.6386 0.0237 93 3.6622 0.0236 94 3.6858 0.0235 95 3.7092 0.0234 96 3.7325 0.0233 97 3.7558 0.0232 98 3.7789 0.0232 99 3.8020 0.0231 100 3.8250 0.0230 101 3.8478 0.0229 102 3.8706 0.0228 103 3.8933 0.0227 104 3.9159 0.0226 105 3.9384 0.0225 106 3.9609 0.0224 �rrp 107 3.9832 0.0223 108 4.0055 0.0223 109 4.0277 0.0222 110 4.0498 0.0221 111 4.0718 0.0220 112 4.0937 0.0219 113 4.1156 0.0219 114 4.1374 0.0218 115 4.1591 0.0217 116 4.1807 0.0216 117 4.2023 0.0216 118 4.2237 0.0215 119 4.2452 0.0214 120 4.2665 0.0213 121 4.2878 0.0213 122 4.3090 0.0212 123 4.3301 0.0211 124 4.3511 0.0211 125 4.3721 0.0210 126 4.3931 0.0209 127 4.4139 0.0209 128 4.4347 0.0208 129 4.4554 0.0207 130 4.4761 0.0207 131 4.4967 0.0206 132 4.5172 0.0205 133 4.5377 0.0205 134 4.5581 0.0204 135 4.5785 0.0204 136 4.5988 0.0203 137 4.6190 0.0202 138 4.6392 0.0202 139 4.6593 0.0201 140 4.6793 0.0201 141 4.6993 0.0200 142 4.7193 0.0199 143 4.7392 0.0199 144 4.7590 0.0198 145 4.7788 0.0198 146 4.7985 0.0197 147 4.8181 0.0197 148 4.8378 0.0196 149 4.8573 0.0196 150 4.8768 0.0195 151 4.8963 0.0195 152 4.9157 0.0194 153 4.9350 0.0194 154 4.9543 0.0193 155 4.9736 0.0193 156 4.9928 0.0192 157 5.0119 0.0192 158 5.0310 0.0191 159 5.0501 0.0191 160 5.0691 0.0190 wry 161 5.0881 0.0190 162 5.1070 0.0189 163 5.1258 0.0189 164 5.1447 0.0188 165 5.1634 0.0188 166 5.1822 0.0187 167 5.2008 0.0187 168 5.2195 0.0186 169 5.2381 0.0186 170 5.2566 0.0185 -171 5.2751 0.0185 172 5.2936 0.0185 173 5.3120 0.0184 174 5.3304 0.0184 175 5.3487 0.0183 176 5.3670 0.0183 177 5.3853 0.0183 178 5.4035 0.0182 179 5.4216 0.0182 180 5.4398 0.0181 181 5.4579 0.0181 182 5.4759 0.0180 183 5.4939 0.0180 184 5.5119 0.0180 185 5.5298 0.0179 186 5.5477 0.0179 187 5.5656 0.0179 188 5.5834 0.0178 189 5.6011 0.0178 190 5.6189 0.0177 i 191 5.6366 0.0177 192 5.6542 0.0177 193 5.6719 0.0176 194 5.6895 0.0176 195 5.7070 0.0176 196 5.7245 0.0175 197 5.7420 0.0175 198 5.7595 0.0174 199 5.7769 0.0174 200 5.7943 0.0174 201 5.8116 0.0173 202 5.8289 0.0173 203 5.8462 0.0173 204 5.8634 0.0172 205 5.8806 0.0172 206 5.8978 0.0172 207 5.9149 0.0171 208 5.9320 0.0171 209 5.9491 0.0171 210 5.9661 0.0170 211 5.9831 0.0170 212 6.0001 0.0170 213 6.0171 0.0169 214 6.0340 0.0169 215 6.0509 0.0169 216 6.0677 0.0168 217 6.0845 0.0168 218 6.1013 0.0168 +�. 219 6.1181 0.0168 220 6.1348 0.0167 221 6.1515 0.0167 222 6.1681 0.0167 223 6.1848 0.0166 224 6.2014 0.0166 225 6.2179 0.0166 226 6.2345 0.0165 227 6.2510 0.0165 228 6.2675 0.0165 229 6.2839 0.0165 230 6.3004 0.0164 231 6.3168 0.0164 232 6.3331 0.0164 233 6.3495 0.0163 234 6.3658 0.0163 235 6.3821 0.0163 236 6.3983 0.0163 237 6.4146 0.0162 238 6.4308 0.0162 239 6.4469 0.0162 240 6.4631 0.0161 241 6.4792 0.0161 242 6.4953 0.0161 243 6.5114 0.0161 244 6.5274 0.0160 245 6.5434 0.0160 246 6.5594 0.0160 247 6.5754 0.0160 248 6.5913 0.0159 249 6.6072 0.0159 250 6.6231 0.0159 251 6.6390 0.0159 252 6.6548 0.0158 253 6.6706 0.0158 254 6.6864 0.0158 255 6.7022 0.0158 256 6.7179 0.0157 257 6.7336 0.0157 258 6.7493 0.0157 259 6.7650 0.0157 260 6.7806 0.0156 261 6.7962 0.0156 262 6.8118 0.0156 263 6.8274 0.0156 264 6.8429 0.0155 265 6.8584 0.0155 266 6.8739 0.0155 267 6.8894 0.0155 268 6.9049 0.0154 269 6.9203 0.0154 270 6.9357 0.0154 271 6.9511 0.0154 272 6.9664 0.0154 .. 273 6.9818 0.0153 274 6.9971 0.0153 275 7.0124 0.0153 ." 276 7.0276 0.0153 277 7.0429 0.0152 278 7.0581 0.0152 279 7.0733 0.0152 280 7.0885 0.0152 281 7.1036 0.0152 282 7.1188 0.0151 283 7.1339 0.0151 284 7.1490 0.0151 . 285 7.1641 0.0151 286 7.1791 0.0151 287 7.1941 0.0150 288 7.2091 0.0150 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) --------------------------------------------------------------------- (In) (In) (In) 1 0.0150 0.0058 0.0092 2 0.0150 0.0058 0.0093 3 0.0151 0.0058 0.0093 4 0.0151 0.0058 0.0093 5 0.0151 0.0058 0.0093 6 0.0152 0.0058 0.0093 7 0.0152 0.0058 0.0094 8 0.0152 0.0058 0.0094 9 0.0153 0.0059 0.0094 10 0.0153 0.0059 0.0094 11 0.0153 0.0059 0.0094 12 0.0154 0.0059 0.0095 13 0.0154 0.0059 0.0095 14 0.0154 0.0059 0.0095 15 0.0155 0.0059 0.0095 16 0.0155 0.0060 0.0095 17 0.0155 0.0060 0.0096 18 0.0156 0.0060 0.0096 19 0.0156 0.0060 0.0096 20 0.0156 0.0060 0.0096 21 0.0157 0.0060 0.0097 22 0.0157 0.0060 0.0097 23 0.0158 0.0061 0.0097 24 0.0158 0.0061 0.0097 25 0.0158 0.0061 0.0098 26 0.0159 0.0061 0.0098 27 0.0159 0.0061 0.0098 28 0.0159 0.0061 0.0098 29 0.0160 0.0061 0.0098 30 0.0160 0.0062 0.0099 31 0.0161 0.0062 0.0099 32 0.0161 0.0062 0.0099 33 0.0161 0.0062 0.0099 34 0.0162 0.0062 0.0100 35 0.0162 0.0062 0.0100 36 0.0163 0.0062 0.0100 37 0.0163 0.0063 0.0100 38 0.0163 0.0063 0.0101 39 0.0164 0.0063 0.0101 40 41 0.0164 0.0165 0.0063 0.0063 0.0101 0.0102 42 0.0165 0.0063 0.0102 43 0.0166 0.0064 0.0102 44 0.0166 0.0064 0.0102 45 0.0167 0.0064 0.0103 46 0.0167 0.0064 0.0103 47 0.0168 0.0064 0.0103 48 0.0168 0.0064 0.0103 49 0.0168 0.0065 0.0104 50 0.0169 0.0065 0.0104 51 0.0169 0.0065 0.0104 52 0.0170 0.0065 0.0105 53 0.0170 0.0065 0.0105 54 0.0171 0.0066 0.0105 55 0.0171 0.0066 0.0106 56 0.0172 0.0066 0.0106 57 0.0172 0.0066 0.0106 58 0.0173 0.0066 0.0106 59 0.0173 0.0067 0.0107 60 0.0174 0.0067 0.0107 61 0.0174 0.0067 0.0107 62 0.0175 0.0067 0.0108 63 0.0176 0.0067 0.0108 64 0.0176 0.0068 0.0108 65 0.0177 0.0068 0.0109 66 0.0177 0.0068 0.0109 67 0.0178 0.0068 0.0109 68 0.0178 0.0068 0.0110 69 0.0179 0.0069 0.0110 70 0.0179 0.0069 0.0110 71 0.0180 0.0069 0.0111 72 0.0180 0.0069 0.0111 73 0.0181 0.0070 0.0112 74 0.0182 0.0070 0.0112 75 0.0183 0.0070 0.0112 76 0.0183 0.0070 0.0113 77 0.0184 0.0071 0.0113 78 0.0184 0.0071 0.0113 79 0.0185 0.0071 0.0114 80 0.0185 0.0071 0.0114 81 0.0186 0.0072 0.0115 82 0.0187 0.0072 0.0115 83 0.0188 0.0072 0.0116 84 0.0188 0.0072 0.0116 85 0.0189 0.0073 0.0116 86 0.0190 0.0073 0.0117 87 0.0191 0.0073 0.0117 88 0.0191 0.0073 0.0118 89 0.0192 0.0074 0.0118 90 0.0193 0.0074 0.0119 91 0.0194 0.0074 0.0119 92 0.0194 0.0075 0.0119 93 0.0195 0.0075 0.0120 94 95 0.0196 0.0197 0.0075 0.0076 0.0120 0.0121 96 0.0197 0.0076 0.0121 97 0.0198 0.0076 0.0122 98 0.0199 0.0076 0.0122 99 0.0200 0.0077 0.0123 100 0.0201 0.0077 0.0124 101 0.0202 0.0077 0.0124 102 0.0202 0.0078 0.0125 103 0.0204 0.0078 0.0125 104 0.0204 0.0078 0.0126 105 0.0205 0.0079 0.0126 106 0.0206 0.0079 0.0127 107 0.0207 0.0080 0.0128 108 0.0208 0.0080 0.0128 109 0.0209 0.0080 0.0129 110 0.0210 0.0081 0.0129 111 0.0211 0.0081 0.0130 112 0.0212 0.0081 0.0131 113 0.0213 0.0082 0.0131 114 0.0214 0.0082 0.0132 115 0.0216 0.0083 0.0133 116 0.0216 0.0083 0.0133 117 0.0218 0.0084 0.0134 118 0.0219 0.0084 0.0135 119 0.0220 0.0085 0.0136 120 0.0221 0.0085 0.0136 121 0.0223 0.0086 0.0137 122 0.0223 0.0086 0.0138 123 0.0225 0.0087 0.0139 124 0.0226 0.0087 0.0139 125 0.0228 0.0088 0.0140 " 126 0.0229 0.0088 0.0141 127 0.0231 0.0089 0.0142 128 0.0232 0.0089 0.0143 129 0.0233 0.0090 0.0144 130 0.0234 0.0090 0.0144 131 0.0236 0.0091 0.0146 132 0.0237 0.0091 0.0146 133 0.0240 0.0092 0.0148 134 0.0241 0.0092 0.0148 135 0.0243 0.0093 0.0150 136 0.0244 0.0094 0.0150 137 0.0246 0.0095 0.0152 138 0.0248 0.0095 0.0152 139 0.0250 0.0096 0.0154 140 0.0251 0.0097 0.0155 141 0.0254 0.0098 0.0156 142 0.0255 0.0098 0.0157 143 0.0258 0.0099 0.0159 144 0.0259 0.0100 0.0160 145 0.0229 0.0088 0.0141 146 0.0230 0.0089 0.0142 147 0.0234 0.0090 0.0144 148 0.0235 0.0090 0.0145 149 0.0239 0.0092 0.0147 150 0.0240 0.0092 0.0148 151 0.0244 0.0094 0.0150 152 0.0246 0.0095 0.0151 y,_ 7Mr' 153 0.0250 0.0096 0.0154 �rrp 154 0.0252 0.0097 0.0155 155 0.0256 0.0098 0.0158 156 0.0258 0.0099 0.0159 157 0.0263 0.0101 0.0162 158 0.0265 0.0102 0.0163 159 0.0270 0.0104 0.0166 160 0.0273 0.0105 0.0168 161 0.0278 0.0107 0.0171 162 0.0281 0.0108 0.0173 163 0.0287 0.0110 0.0177 164 0.0290 0.0111 0.0179 165 0.0297 0.0114 0.0183 166 0.0300 0.0115 0.0185 167 0.0308 0.0118 0.0189 168 0.0311 0.0120 0.0192 169 0.0320 0.0123 0.0197 170 0.0324 0.0125 0.0200 171 0.0334 0.0128 0.0205 172 0.0339 0.0130 0.0209 173 0.0349 0.0134 0.0215 174 0.0355 0.0136 0.0219 175 0.0368 0.0141 0.0226 176 0.0375 0.0144 0.0231 177 0.0389 0.0150 0.0240 178 0.0398 0.0153 0.0245 179 0.0416 0.0160 0.0256 180 0.0426 0.0164 0.0262 181 0.0448 0.0172 0.0276 182 0.0461 0.0177 0.0284 183 0.0490 0.0188 0.0302 184 0.0507 0.0195 0.0312 185 0.0421 0.0162 0.0259 186 0.0445 0.0171 0.0274 187 0.0505 0.0194 0.0311 188 0.0544 0.0209 0.0335 189 0.0656 0.0252 0.0404 190 0.0740 0.0284 0.0456 191 0.1058 0.0340 0.0718 192 0.1455 0.0340 0.1115 193 0.4554 0.0340 0.4214 194 0.0862 0.0331 0.0531 195 0.0593 0.0228 0.0365 196 0.0472 0.0181 0.0291 197 0.0526 0.0202 0.0324 198 0.0475 0.0182 0.0292 199 0.0437 0.0168 0.0269 200 0.0406 0.0156 0.0250 201 0.0382 0.0147 0.0235 202 0.0361 0.0139 0.0223 203 0.0344 0.0132 0.0212 204 0.0329 0.0126 0.0203 205 0.0316 0.0121 0.0194 206 0.0304 0.0117 0.0187 207 0.0293 0.0113 0.0181 208 0.0284 0.0109 0.0175 209 0.0276 0.0106 0.0170 210 0.0268 0.0103 0.0165 /'•__ 211 0.0261 0.0100 0.0160 212 0.0254 0.0098 0.0156 213 0.0248 0.0095 0.0153 214 0.0242 0.0093 0.0149 215 0.0237 0.0091 0.0146 216 0.0232 0.0089 0.0143 217 0.0261 0.0100 0.0161 218 0.0257 0.0099 0.0158 219 0.0253 0.0097 0.0156 220 0.0249 0.0096 0.0153 221 0.0245 0.0094 0.0151 222 0.0242 0.0093 0.0149 223 0.0239 0.0092 0.0147 224 0.0235 0.0090 0.0145 225 0.0232 0.0089 0.0143 226 0.0230 0.0088 0.0141 227 0.0227 0.0087 0.0140 228 0.0224 0.0086 0.0138 229 0.0222 0.0085 0.0137 230 0.0219 0.0084 0.0135 231 0.0217 0.0083 0.0134 232 0.0215 0.0083 0.0132 233 0.0213 0.0082 0.0131 234 0.0211 0.0081 0.0130 235 0.0209 0.0080 0.0128 236 0.0207 0.0079 0.0127 237 0.0205 0.0079 0.0126 �w 238 0.0203 0.0078 0.0125 239 0.0201 0.0077 0.0124 240 0.0199 0.0077 0.0123 241 0.0198 0.0076 0.0122 242 0.0196 0.0075 0.0121 243 0.0195 0.0075 0.0120 244 0.0193 0.0074 0.0119 245 0.0192 0.0074 0.0118 246 0.0190 0.0073 0.0117 247 0.0189 0.0072 0.0116 248 0.0187 0.0072 0.0115 249 0.0186 0.0071 0.0115 250 0.0185 0.0071 0.0114 251 0.0183 0.0070 0.0113 252 0.0182 0.0070 0.0112 253 0.0181 0.0069 0.0111 254 0.0180 0.0069 0.0111 255 0.0179 0.0069 0.0110 256 0.0177 0.0068 0.0109 257 0.0176 0.0068 0.0109 258 0.0175 0.0067 0.0108 259 0.0174 0.0067 0.0107 260 0.0173 0.0066 0.0107 261 0.0172 0.0066 0.0106 262 0.0171 0.0066 0.0105 263 0.0170 0.0065 0.0105 264 0.0169 0.0065 0.0104 fir•+, 265 0.0168 0.0065 0.0104 266 0.0167 0.0064 0.0103 267 0.0166 0.0064 0.0102 268 0.0165 0.0064 0.0102 269 0.0165 0.0063 0.0101 270 0.0164 0.0063 0.0101 271 0.0163 0.0063 0.0100 272 0.0162 0.0062 0.0100 273 0.0161 0.0062 0.0099 274 0.0160 0.0062 0.0099 275 0.0160 0.0061 0.0098 276 0.0159 0.0061 0.0098 . 277 0.0158 0.0061 0.0097 278 0.0157 0.0060 0.0097 279 0.0157 0.0060 0.0096 280 0.0156 0.0060 0.0096 281 0.0155 0.0060 0.0096 282 0.0154 0.0059 0.0095 283 0.0154 0.0059 0.0095 284 0.0153 0.0059 0.0094 285 0.0152 0.0059 0.0094 286 0.0152 0.0058 0.0093 287 0.0151 0.0058 0.0093 288 -------------------------------------------------------------------- 0.0151 0.0058 0.0093 -------------------------------------------------------------------- Total soil rain loss = 2.60(In) Total effective rainfall = 4.61(In) Peak flow rate in flood hydrograph = 23.38(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M �rw R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.05 Q 0+10 0.0024 0.30 Q 0+15 0.0072 0.70 Q 0+20 0.0135 0.93 VQ 0+25 0.0205 1.01 VQ 0+30 0.0276 1.03 VQ 0+35 0.0348 1.04 VQ 0+40 0.0420 1.05 VQ 0+45 0.0492 1.05 VQ 0+50 0.0565 1.05 VQ 0+55 0.0638 1.06 VQ 1+ 0 0.0711 1.06 VQ 1+ 5 0.0784 1.06 VQ 1+10 0.0857 1.06 VQ 1+15 0.0931 1.07 IQ 1+20 0.1004 1.07 IQ 1+25 0.1078 1.07 IQ 1+30 0.1152 1.07 IQ 1+35 0.1226 1.08 IQ 1+40 0.1300 1.08 IQ 1+45 0.1375 1.08 IQ 1+50 0.1449 1.08 1 Q Avm. 1+55 0.1524 1.09 IQ %Mow 2+ 0 0.1599 1.09 IQ 2+ 5 0.1674 1.09 IQ 2+10 0.1749 1.09 IQ 2+15 0.1825 1.10 IQV 2+20 0.1900 1.10 IQV 2+25 0.1976 1.10 IQV 2+30 0.2052 1.10 IQV 2+35 0.2129 1.11 IQV 2+40 0.2205 1.11 IQV 2+45 0.2282 1.11 IQV 2+50 0.2358 1.11 IQV 2+55 0.2435 1.12 IQV 3+ 0 0.2512 1.12 IQV 3+ 5 0.2590 1.12 IQV 3+10 0.2667 1.13 IQV 3+15 0.2745 1.13 IQ V 3+20 0.2823 1.13 IQ V 3+25 0.2901 1.13 IQ V 3+30 0.2980 1.14 IQ V 3+35 0.3058 1.14 IQ V 3+40 0.3137 1.14 IQ V 3+45 0.3216 1.15 IQ V 3+50 0.3295 1.15 IQ V 3+55 0.3375 1.15 IQ V 4+ 0 0.3454 1.16 IQ V ., 4+ 5 0.3534 1.16 IQ V 4+10 0.3614 1.16 IQ V 4+15 0.3694 1.17 IQ V 4+20 0.3775 1.17 IQ V 4+25 0.3856 1.17 IQ V 4+30 0.3937 1.18 IQ V 4+35 0.4018 1.18 IQ V 4+40 0.4099 1.18 IQ V 4+45 0.4181 1.19 IQ V 4+50 0.4263 1.19 IQ V 4+55 0.4345 1.19 IQ V 5+ 0 0.4427 1.20 IQ V 5+ 5 0.4510 1.20 IQ V 5+10 0.4593 1.20 IQ V 5+15 0.4676 1.21 IQ V 5+20 0.4759 1.21 IQ V 5+25 0.4843 1.21 IQ V 5+30 0.4927 1.22 IQ V 5+35 0.5011 1.22 IQ V 5+40 0.5096 1.23 IQ V 5+45 0.5180 1.23 IQ V 5+50 0.5265 1.23 IQ V 5+55 0.5351 1.24 IQ V 6+ 0 0.5436 1.24 IQ V 6+ 5 0.5522 1.25 IQ V 6+10 0.5608 1.25 IQ V 6+15 0.5694 1.25 IQ V 6+20 0.5781 1.26 IQ V 6+25 0.5868 1.26 IQ V 6+30 0.5955 1.27 IQ V 6+35 0. 6043 1.27 1 Q V 6+40 0.6131 1.28 IQ V I s 6+45 0.6219 1.28 IQ V I 6+50 0.6307 1.28 IQ V I 6+55 0.6396 1.29 IQ V I 7+ 0 0.6485 1.29 IQ V I 7+ 5 0.6575 1.30 IQ V I 7+10 0.6665 1.30 IQ V I 7+15 0.6755 1.31 IQ V I 7+20 0.6845 1.31 IQ V I 7+25 0.6936 1.32 IQ V I 7+30 0.7027 1.32 IQ V I 7+35 0.7118 1.33 IQ V I 7+40 0.7210 1.33 IQ V I 7+45 0.7302 1.34 IQ V I 7+50 0.7395 1.34 IQ V I 7+55 0.7488 1.35 IQ V I 8+ 0 0.7581 1.35 IQ V I 8+ 5 0.7675 1.36 IQ V I 8+10 0.7769 1.37 IQ V I 8+15 0.7863 1.37 IQ V I 8+20 0.7958 1.38 IQ V I 8+25 0.8054 1.38 IQ VI 8+30 0.8149 1.39 IQ VI 8+35 0.8245 1.40 IQ VI 8+40 0.8342 1.40 IQ VI 8+45 0.8439 1.41 IQ VI 8+50 0.8536 1.41 IQ VI 40006, 8+55 0.8634 1.42 IQ VI **MW 9+ 0 0.8732 1.43 IQ VI 9+ 5 0.8831 1.43 IQ VI 9+10 0.8930 1.44 IQ V 9+15 0.9030 1.45 IQ V 9+20 0.9130 1.45 IQ V 9+25 0.9231 1.46 IQ V 9+30 0.9332 1.47 IQ V 9+35 0.9433 1.48 IQ V 9+40 0.9536 1.48 IQ V 9+45 0.9638 1.49 IQ V 9+50 0.9741 1.50 IQ V 9+55 0.9845 1.51 I Q IV 10+ 0 0.9949 1.51 I Q IV 10+ 5 1.0054 1.52 I Q IV 10+10 1.0160 1.53 I Q IV 10+15 1.0266 1.54 I Q IV 10+20 1.0372 1.55 I Q IV 10+25 1.0480 1.56 I Q IV 10+30 1.0587 1.57 I Q IV 10+35 1.0696 1.58 I Q IV 10+40 1.0805 1.58 I Q I V 10+45 1.0915 1.59 I Q I V 10+50 1.1025 1.60 I Q I V 10+55 1.1136 1.61 I Q I V 11+ 0 1.1248 1.62 I Q I V 11+ 5 1.1361 1.63 I Q I V 11+10 1.1474 1.65 I Q I V i�Mor 11+15 1.1588 1.66 I Q I V 11+20 1.1703 1.67 Q V 11+25 1.1819 1.68 I Q I V 11+30 1.1935 1.69 I Q V 11+35 1.2052 1.70 Q V 11+40 1.2170 1.71 I Q I V 11+45 1.2289 1.73 I Q I V 11+50 1.2409 1.74 I Q I V 11+55 1.2530 1.75 ( Q V 12+ 0 1.2652 1.77 I Q V 12+ 5 1.2774 1.77 I Q V 12+10 1.2893 1.73 I Q V 12+15 1.3007 1.66 I Q V 12+20 1.3119 1.62 I Q V 12+25 1.3230 1.62 I Q V 12+30 1.3343 1.63 I Q V 12+35 1.3456 1.65 I Q V 12+40 1.3571 1.67 ( Q V 12+45 1.3687 1.68 ( Q V 12+50 1.3805 1.70 I Q V 12+55 1.3923 1.72 I Q V 13+ 0 1.4044 1.75 I Q V 13+ 5 1.4165 1.77 I Q V 13+10 1.4289 1.79 I Q V 13+15 1.4414 1.81 I Q V 13+20 1.4540 1.84 I Q ( V 13+25 1.4668 1.86 Q V 13+30 1.4799 1.89 I Q V 13+35 1.4931 1.92 Q ( V 13+40 1.5065 1.95 Q ( V • 13+45 1.5201 1.98 Q ( V 13+50 1.5340 2.01 Q ( V 13+55 1.5481 2.05 Q ( V 14+ 0 1.5624 2.08 I Q V 14+ 5 1.5770 2.12 I Q V 14+10 1.5919 2.16 I Q V 14+15 1.6070 2.20 I Q V 14+20 1.6225 2.25 I Q V 14+25 1.6383 2.30 I Q V 14+30 1.6545 2.35 I Q V 14+35 1.6711 2.40 I Q V 14+40 1.6880 2.46 I Q V 14+45 1.7054 2.53 I Q I VI 14+50 1.7233 2.60 I Q I VI 14+55 1.7418 2.68 I Q I VI 15+ 0 1.7608 2.76 I Q I VI 15+ 5 1.7804 2.85 I Q I VI 15+10 1.8008 2.96 I Q I V 15+15 1.8220 3.07 I Q I V 15+20 1.8440 3.21 I Q I V 15+25 1.8669 3.32 I Q I V 15+30 1.8895 3.28 I Q I IV 15+35 1.9113 3.16 I Q I IV 15+40 1.9334 3.21 I Q I IV 15+45 1.9573 3.47 I Q I IV eorr„ 15+50 1.9840 3.88 I Q I I V r, 15+55 2.0153 4.54 I Q I I V fir' 16+ 0 2.0557 5.87 I Q I I V ,.. 16+ 5 2.1233 9.81 Q V rrw 16+10 2.2531 18.84 Q 16+15 2.4141 23.38 I V IQ 16+20 2.5176 15.03 Q V 16+25 2.5716 7.83 Q V 16+30 2.6042 4.74 Q VI 16+35 2.6315 3.96 Q VI 16+40 2.6558 3.53 Q I VI 16+45 2.6771 3.09 Q VI . 16+50 2.6969 2.87 I Q V 16+55 2.7154 2.69 I Q V 17+ 0 2.7329 2.54 I Q I V 17+ 5 2.7495 2.41 I Q V 17+10 2.7654 2.30 I Q V 17+15 2.7806 2.21 Q ( IV 17+20 2.7952 2.12 Q ( IV 17+25 2.8093 2.05 Q I IV 17+30 2.8230 1.98 Q IV 17+35 2.8362 1.92 Q IV 17+40 2.8491 1.87 I Q I I IV 17+45 2.8616 1.82 I Q I I I V 17+50 2.8738 1.77 I Q I I I V 17+55 2.8856 1.73 I Q I I I V 18+ 0 2.8973 1.69 I Q I I I V 18+ 5 2.9087 1.66 I Q I I ( V 18+10 2.9202 1.68 I Q I I ( V 18+15 2.9322 1.74 I Q I I I V ,mow- 18+20 2.9443 1.76 I Q I I I V 18+25 2.9563 1.75 I Q I I I V 18+30 2.9682 1.73 I Q I I I V 18+35 2.9799 1.70 I Q I I I V 18+40 2.9915 1.68 I Q I I I V 18+45 3.0029 1.66 I Q I I I V 18+50 3.0142 1.63 I Q I ( V 18+55 3.0253 1.61 I Q I I V 19+ 0 3.0363 1.59 Q I I V 19+ 5 3.0471 1.58 I Q I I V 19+10 3.0578 1.56 I Q I I I V 19+15 3.0684 1.54 I Q I I V 19+20 3.0789 1.52 I Q I I I V 19+25 3.0893 1.51 I Q I I I V 19+30 3.0996 1.49 IQ I I I V 19+35 3.1097 1.48 IQ I I I V 19+40 3.1198 1.46 IQ I I I V 19+45 3.1298 1.45 IQ I I I V 19+50 3.1396 1.43 IQ I I I V 19+55 3.1494 1.42 IQ I I I V 20+ 0 3.1591 1.41 IQ I I I V 20+ 5 3.1687 1.40 IQ I I I V 20+10 3.1783 1.38 IQ I I I V 20+15 3.1877 1.37 IQ I I I V 20+20 3.1971 1.36 IQ I I I V 20+25 3.2064 1.35 IQ I I I V 20+30 3.2156 1.34 IQ I I I V 20+35 3.2247 1.33 IQ I I I V 20+40 3.2338 1.32 IQ I I I V 20+45 3.2428 1.31 1Q I I I V .�• 20+50 3.2518 1.30 IQ I ' I V 20+55 3.2607 1.29 IQ V 21+ 0 3.2695 1.28 IQ V 21+ 5 3.2782 1.27 IQ I I I V 21+10 3.2869 1.26 IQ I V 21+15 3.2956 1.25 IQ V I 21+20 3.3041 1.25 IQ V I 21+25 3.3127 1.24 IQ V I 21+30 3.3211 1.23 IQ V I 21+35 3.3296 1.22 IQ V I 21+40 3.3379 1.21 IQ V ( 21+45 3.3462 1.21 IQ I V I 21+50 3.3545 1.20 IQ V I 21+55 3.3627 1.19 IQ I V I 22+ 0 3.3709 1.19 IQ I I V I 22+ 5 3.3790 1.18 IQ I I I V I 22+10 3.3871 1.17 IQ I I I V I 22+15 3.3951 1.17 IQ I I I V I 22+20 3.4031 1.16 IQ I I I V I 22+25 3.4110 1.15 IQ I I I V I 22+30 3.4189 1.15 IQ I I I V I 22+35 3.4268 1.14 IQ I I I V I 22+40 3.4346 1.13 IQ I I I V I 22+45 3.4424 1.13 IQ I I I V I 22+50 3.4501 1.12 IQ I I I V I 22+55 3.4578 1.12 IQ I I I V I 23+ 0 3.4655 1.11 IQ ( I I V I ,,..... 23+ 5 3.4731 1.11 IQ I I I V I 23+10 3.4807 1.10 IQ I ( I V I 23+15 3.4882 1.10 IQ I I I VI 23+20 3.4957 1.09 IQ I I I VI 23+25 3.5032 1.09 IQ I I I VI 23+30 3.5107 1.08 IQ I I I VI 23+35 3.5181 1.08 IQ I I I VI 23+40 3.5255 1.07 IQ I I I VI 23+45 3.5328 1.07 IQ I I I VI 23+50 3.5401 1.06 IQ I I I VI 23+55 3.5474 1.06 IQ I I I VI 24+ 0 3.5546 1.05 IQ I I I VI 24+ 5 3.5615 1.00 IQ I I I VI 24+10 3.5667 0.75 Q I I I VI 24+15 3.5691 0.34 Q I I I VI 24+20 3.5698 0.12 Q I I I VI 24+25 3.5701 0.04 Q I I I VI 24+30 3.5702 0.01 Q I I I VI 24+35 ----------------------------------------------------------------------- 3.5702 0.01 Q I I I VI m (zw"' U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 07/21/04 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16577, FONTANA 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC III DEVELOPED CONDITION FILE NAME : 16577D100 -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 �. English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 9.40 1 1.04 -------------------------------------------------------------------- Rainfall data for year 2 9.40 6 1.76 -------------------------------------------------------------------- Rainfall data for year 2 9.40 24 3.40 -------------------------------------------------------------------- Rainfall data for year 100 9.40 1 1.52 -------------------------------------------------------------------- Rainfall data for year 100 9.40 6 3.90 -------------------------------------------------------------------- Rainfall data for year 100 9.40 -------------------------------------------------------------------- 24 9.30 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 40.0 60.0 9.40 1.000 0.680 0.600 0.408 Area -averaged adjusted loss rate Fm (In/Hr) = 0.408 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 5.64 0.600 40.0 60.0 6.67 0.466 3.76 0.400 98.0 98.0 0.20 0.974 Area -averaged catchment yield fraction, Y = 0.669 Area -averaged low loss fraction, Yb = 0.331 Direct entry of lag time by user ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 9.40(Ac.) Catchment Lag time = 0.170 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 49.1352 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.408(In/Hr) Average low loss rate fraction (Yb) = 0.331 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall = 0.563(In) Computed peak 30 -minute rainfall = 1.152(In) Specified peak 1 -hour rainfall = 1.520(In) Computed peak 3 -hour rainfall = 2.709(In) Specified peak 6 -hour rainfall = 3.900(In) Specified peak 24-hour rainfall = 9.300(In) Rainfall depth area reduction factors: Using a total area of 9.40(Ac.) (Ref: fig. E-4) 5 -minute factor = 1.000 Adjusted rainfall = 0.562(In) 30 -minute factor = 1.000 Adjusted rainfall = 1.151(In) 1 -hour factor = 1.000 Adjusted rainfall = 1.519(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.709(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.900(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 9.300(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 113.68 (CFS)) 1 4.428 5.034 fir- 2 28.828 27.739 3 67.418 43.869 4 89.180 24.740 5 96.728 8.581 6 98.664 2.201 7 99.546 1.003 8 100.000 0.516 --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall . Number (In) (In) 1 0.5623 0.5623 2 0.7420 0.1797 3 0.8726 0.1306 4 0.9790 0.1064 5 1.0705 0.0914 6 1.1514 0.0810 7 1.2247 0.0732 8 1.2919 0.0672 9 1.3542 0.0623 10 1.4125 0.0583 11 1.4674 0.0549 12 1.5193 0.0520 13 1.5847 0.0654 14 1.6477 0.0630 15 1.7086 0.0609 16 1.7677 0.0590 17 1.8250 0.0573 ,,,.. 18 1.8807 0.0557 19 1.9350 0.0543 20 1.9879 0.0529 21 2.0396 0.0517 22 2.0902 0.0505 23 2.1396 0.0495 24 2.1881 0.0485 25 2.2356 0.0475 26 2.2822 0.0466 27 2.3280 0.0458 28 2.3730 0.0450 29 2.4172 0.0442 30 2.4607 0.0435 31 2.5036 0.0428 32 2.5457 0.0422 33 2.5873 0.0416 34 2.6283 0.0410 35 2.6687 0.0404 36 2.7085 0.0399 37 2.7478 0.0393 38 2.7866 0.0388 39 2.8250 0.0383 40 2.8628 0.0379 41 2.9003 0.0374 42 2.9373 0.0370 43 2.9738 0.0366 44 3.0100 0.0362 45 3.0458 0.0358 46 3.0812 0.0354 47 3.1162 0.0350 48 3.1509 0.0347 '"�"' 49 3.1853 0.0344 rwrr' 50 3.2193 0.0340 51 3.2530 0.0337 52 3.2864 0.0334 53 3.3195 0.0331 54 3.3523 0.0328 55 3.3848 0.0325 56 3.4170 0.0322 57 3.4490 0.0320 58 3.4807 0.0317 59 3.5121 0.0314 60 3.5433 0.0312 61 3.5742 0.0309 62 3.6049 0.0307 63 3.6354 0.0305 64 3.6656 0.0302 65 3.6956 0.0300 66 3.7254 0.0298 67 3.7550 0.0296 68 3.7844 0.0294 69 3.8136 0.0292 70 3.8425 0.0290 71 3.8713 0.0288 72 3.8999 0.0286 73 3.9338 0.0339 74 3.9674 0.0337 75 4.0010 0.0335 76 4.0343 0.0334 �✓ 77 4.0675 0.0332 78 4.1006 0.0330 79 4.1334 0.0329 80 4.1662 0.0327 81 4.1987 0.0326 82 4.2312 0.0324 83 4.2634 0.0323 84 4.2956 0.0321 85 4.3276 0.0320 86 4.3594 0.0318 87 4.3911 0.0317 88 4.4227 0.0316 89 4.4541 0.0314 90 4.4854 0.0313 91 4.5166 0.0312 92 4.5477 0.0311 93 4.5786 0.0309 94 4.6094 0.0308 95 4.6401 0.0307 96 4.6706 0.0306 97 4.7011 0.0304 98 4.7314 0.0303 99 4.7616 0.0302 100 4.7917 0.0301 101 4.8217 0.0300 102 4.8515 0.0299 AOobk 103 4.8813 0.0298 y� . �O" 104 4.9110 0.0297 105 4 . 9405 0.0295 to,.,, 106 4.9700 0.0294 107 4.9993 0.0293 108 5.0285 0.0292 109 5.0577 0.0291 110 5.0867 0.0290 111 5.1157 0.0289 112 5.1445 0.0288 113 5.1732 0.0287 114 5.2019 0.0287 115 5.2305 0.0286 116 5.2589 0.0285 117 5.2873 0.0284 118 5.3156 0.0283 119 5.3438 0.0282 120 5.3719 0.0281 121 5.3999 0.0280 122 5.4278 0.0279 123 5.4557 0.0278 124 5.4835 0.0278 125 5.5111 0.0277 126 5.5387 0.0276 127 5.5662 0.0275 128 5.5937 0.0274 129 5.6210 0.0274 130 5.6483 0.0273 131 5.6755 0.0272 132 5.7026 0.0271 ,,p,., 133 5.7297 0.0270 134 5.7566 0.0270 135 5.7835 0.0269 136 5.8104 0.0268 137 5.8371 0.0267 138 5.8638 0.0267 139 5.8904 0.0266 140 5.9169 0.0265 141 5.9434 0.0265 142 5.9698 0.0264 143 5.9961 0.0263 144 6.0223 0.0263 145 6.0485 0.0262 146 6.0746 0.0261 147 6.1007 0.0260 148 6.1267 0.0260 149 6.1526 0.0259 150 6.1784 0.0259 151 6.2042 0.0258 152 6.2300 0.0257 153 6.2556 0.0257 154 6.2812 0.0256 155 6.3068 0.0255 156 6.3322 0.0255 157 6.3576 0.0254 158 6.3830 0.0254 159 6.4083 0.0253 160 6.4335 0.0252 lifte 161 6.4587 0.0252 162 6.4838 0.0251 163 6.5089 0.0251 164 6.5339 0.0250 165 6.5588 0.0249 166 6.5837 0.0249 167 6.6086 0.0248 168 6.6334 0.0248 169 6.6581 0.0247 170 6.6827 0.0247 171 6.7074 0.0246 172 6.7319 0.0246 173 6.7564 0.0245 174 6.7809 0.0245 175 6.8053 0.0244 176 6.8297 0.0244 177 6.8540 0.0243 178 6.8782 0.0242 179 6.9024 0.0242 180 6.9265 0.0241 181 6.9506 0.0241 182 6.9747 0.0240 183 6.9987 0.0240 184 7.0226 0.0240 185 7.0465 0.0239 186 7.0704 0.0239 187 7.0942 0.0238 188 7.1180 0.0238 189 7.1417 0.0237 �... 190 7.1653 0.0237 191 7.1890 0.0236 192 7.2125 0.0236 193 7.2361 0.0235 194 7.2595 0.0235 195 7.2830 0.0234 196 7.3064 0.0234 197 7.3297 0.0233 198 7.3530 0.0233 199 7.3763 0.0233 200 7.3995 0.0232 201 7.4227 0.0232 202 7.4458 0.0231 203 7.4689 0.0231 204 7.4919 0.0230 205 7.5149 0.0230 206 7.5379 0.0230 207 7.5608 0.0229 208 7.5837 0.0229 209 7.6065 0.0228 210 7.6293 0.0228 211 7.6521 0.0228 212 7.6748 0.0227 213 7.6975 0.0227 214 7.7201 0.0226 215 7.7427 0.0226 216 7.7652 0.0226 217 7.7878 0.0225 y 218 7.8102 0.0225 219 7.8327 0.0224 ,Aow220 7.8551 0.0224 `+www 221 7.8774 0.0224 222 7.8998 0.0223 223 7.9221 0.0223 224 7.9443 0.0223 225 7.9665 0.0222 226 7.9887 0.0222 227 8.0108 0.0221 228 8.0329 0.0221 229 8.0550 0.0221 230 8.0770 0.0220 231 8.0990 0.0220 232 8.1210 0.0220 233 8.1429 0.0219 234 8.1648 0.0219 235 8.1867 0.0219 236 8.2085 0.0218 237 8.2303 0.0218 238 8.2520 0.0218 239 8.2738 0.0217 240 8.2954 0.0217 241 8.3171 0.0217 242 8.3387 0.0216 243 8.3603 0.0216 244 8.3819 0.0216 245 8.4034 0.0215 246 8.4249 0.0215 °0M.247 8.4463 0.0215 mow' 248 8.4677 0.0214 249 8.4891 0.0214 250 8.5105 0.0214 251 8.5318 0.0213 252 8.5531 0.0213 253 8.5744 0.0213 254 8.5956 0.0212 255 8.6168 0.0212 256 8.6380 0.0212 257 8.6591 0.0211 258 8.6802 0.0211 259 8.7013 0.0211 260 8.7223 0.0210 261 8.7433 0.0210 262 8.7643 0.0210 263 8.7853 0.0210 264 8.8062 0.0209 265 8.8271 0.0209 266 8.8480 0.0209 267 8.8688 0.0208 268 8.8896 0.0208 269 8.9104 0.0208 270 8.9311 0.0208 271 8.9519 0.0207 272 8.9726 0.0207 273 8.9932 0.0207 274 9.0139 0.0206 MNr" 275 9.0345 0.0206 276 9.0550 0.0206 277 9.0756 0.0206 wwr+ 278 9.0961 0.0205 279 9.1166 0.0205 280 9.1371 0.0205 281 9.1575 0.0204 282 9.1780 0.0204 283 9.1983 0.0204 284 9.2187 0.0204 , 285 9.2390 0.0203 286 9.2594 0.0203 287 9.2796 0.0203 288 9.2999 0.0203 ------------------ Unit Unit --------- Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) ----------------------------- 1 0.0203 0.0067 0.0136 2 0.0203 0.0067 0.0136 3 0.0203 0.0067 0.0136 4 0.0204 0.0067 0.0136 5 0.0204 0.0067 0.0137 6 0.0204 0.0068 0.0137 7 0.0205 0.0068 0.0137 8 0.0205 0.0068 0.0137 9 0.0206 0.0068 0.0138 10 0.0206 0.0068 0.0138 11 0.0207 0.0068 0.0138 12 0.0207 0.0068 0.0139 13 0.0208 0.0069 0.0139 14 0.0208 0.0069 0.0139 15 0.0208 0.0069 0.0140 16 0.0209 0.0069 0.0140 17 0.0209 0.0069 0.0140 18 0.0210 0.0069 0.0140 19 0.0210 0.0069 0.0141 20 0.0210 0.0070 0.0141 21 0.0211 0.0070 0.0141 22 0.0211 0.0070 0.0142 23 0.0212 0.0070 0.0142 24 0.0212 0.0070 0.0142 25 0.0213 0.0070 0.0143 26 0.0213 0.0070 0.0143 27 0.0214 0.0071 0.0143 28 0.0214 0.0071 0.0143 29 0.0215 0.0071 0.0144 30 0.0215 0.0071 0.0144 31 0.0216 0.0071 0.0145 32 0.0216 0.0071 0.0145 33 0.0217 0.0072 0.0145 34 0.0217 0.0072 0.0145 35 0.0218 0.0072 0.0146 36 0.0218 0.0072 0.0146 37 0.0219 0.0072 0.0147 ' 38 0.0219 0.0072 0.0147 39 0.0220 0.0073 0.0147 �• 40 0.0220 0.0073 0.0148 41 0.0221 0.0073 0.0148 42 0.0221 0.0073 0.0148 43 0.0222 0.0073 0.0149 44 0.0223 0.0074 0.0149 45 0.0223 0.0074 0.0149 46 0.0224 0.0074 0.0150 47 0.0224 0.0074 0.0150 48 0.0225 0.0074 0.0150 49 0.0226 0.0075 0.0151 50 0.0226 0.0075 0.0151 51 0.0227 0.0075 0.0152 52 0.0227 0.0075 0.0152 53 0.0228 0.0075 0.0153 54 0.0228 0.0075 0.0153 55 0.0229 0.0076 0.0153 56 0.0230 0.0076 0.0154 57 0.0230 0.0076 0.0154 58 0.0231 0.0076 0.0155 59 0.0232 0.0077 0.0155 60 0.0232 0.0077 0.0155 61 0.0233 0.0077 0.0156 62 0.0233 0.0077 0.0156 63 0.0234 0.0077 0.0157 64 0.0235 0.0078 0.0157 65 0.0236 0.0078 0.0158 66 0.0236 0.0078 0.0158 �.. 67 0.0237 0.0078 0.0159 68 0.0238 0.0079 0.0159 69 0.0239 0.0079 0.0160 70 0.0239 0.0079 0.0160 71 0.0240 0.0079 0.0161 72 0.0240 0.0079 0.0161 73 0.0241 0.0080 0.0162 74 0.0242 0.0080 0.0162 75 0.0243 0.0080 0.0163 76 0.0244 0.0080 0.0163 77 0.0245 0.0081 0.0164 78 0.0245 0.0081 0.0164 79 0.0246 0.0081 0.0165 80 0.0247 0.0082 0.0165 81 0.0248 0.0082 0.0166 82 0.0248 0.0082 0.0166 83 0.0249 0.0082 0.0167 84 0.0250 0.0083 0.0167 85 0.0251 0.0083 0.0168 86 0.0252 0.0083 0.0169 87 0.0253 0.0084 0.0169 S8 0.0254 0.0084 0.0170 89 0.0255 0.0084 0.0171 90 0.0255 0.0084 0.0171 91 0.0257 0.0085 0.0172 92 0.0257 0.0085 0.0172 93 0.0259 0.0085 0.0173 94 0.0259 0.0086 0.0174 95 0.0260 0.0086 0.0174 96 0.0261 0.0086 0.0175 ,... 97 0.0263 0.0087 0.0176 98 0.0263 0.0087 0.0176 99 0.0265 0.0087 0.0177 100 0.0265 0.0088 0.0178 101 0.0267 0.0088 0.0179 102 0.0267 0.0088 0.0179 103 0.0269 0.0089 0.0180 104 0.0270 0.0089 0.0181 105 0.0271 0.0090 0.0182 106 0.0272 0.0090 0.0182 107 0.0274 .0.0090 0.0183 108 0.0274 0.0091 0.0184 109 0.0276 0.0091 0.0185 110 0.0277 0.0091 0.0185 111 0.0278 0.0092 0.0186 112 0.0279 0.0092 0.0187 113 0.0281 0.0093 0.0188 114 0.0282 0.0093 0.0189 115 0.0284 0.0094 0.0190 116 0.0285 0.0094 0.0191 117 0.0287 0.0095 0.0192 118 0.0287 0.0095 0.0192 119 0.0289 0.0096 0.0194 120 0.0290 0.0096 0.0194 121 0.0292 0.0097 0.0196 122 0.0293 0.0097 0.0196 123 0.0295 0.0098 0.0198 124 0.0297 0.0098 0.0199 125 0.0299 0.0099 0.0200 126 0.0300 0.0099 0.0201 127 0.0302 0.0100 0.0202 128 0.0303 0.0100 0.0203 129 0.0306 0.0101 0.0205 130 0.0307 0.0101 0.0205 131 0.0309 0.0102 0.0207 132 0.0311 0.0103 0.0208 133 0.0313 0.0103 0.0210 134 0.0314 0.0104 0.0210 135 0.0317 0.0105 0.0212 136 0.0318 0.0105 0.0213 137 0.0321 0.0106 0.0215 138 0.0323 0.0107 0.0216 139 0.0326 0.0108 0.0218 140 0.0327 0.0108 0.0219 141 0.0330 0.0109 0.0221 142 0.0332 0.0110 0.0222 143 0.0335 0.0111 0.0224 144 0.0337 0.0111 0.0226 145 0.0286 0.0094 0.0191 146 0.0288 0.0095 0.0193 147 0.0292 0.0096 0.0195 148 0.0294 0.0097 0.0197 149 0.0298 0.0098 0.0199 150 0.0300 0.0099 0.0201 151 0.0305 0.0101 0.0204 152 0.0307 0.0101 0.0206 153 0.0312 0.0103 0.0209 154 0.0314 0.0104 0.0210 �► 155 0.0320 0.0106 0.0214 ✓ 156 0.0322 0.0107 0.0216 157 0.0328 0.0108 0.0220 158 0.0331 0.0109 0.0222 159 0.0337 0.0111 0.0226 160 0.0340 0.0112 0.0228 161 0.0347 0.0115 0.0232 162 0.0350 0.0116 0.0235 163 0.0358 0.0118 0.0240 164 0.0362 0.0120 0.0242 165 0.0370 0.0122 0.0248 166 0.0374 0.0124 0.0251 167 0.0383 0.0127 0.0257 168 0.0388 0.0128 0.0260 169 0.0399 0.0132 0.0267 170 0.0404 0.0134 0.0270 171 0.0416 0.0137 0.0278 172 0.0422 0.0139 0.0282 173 0.0435 0.0144 0.0291 174 0.0442 0.0146 0.0296 175 0.0458 0.0151 0.0306 176 0.0466 0.0154 0.0312 177 0.0485 0.0160 0.0324 178 0.0495 0.0164 0.0331 179 0.0517 0.0171 0.0346 180 0.0529 0.0175 0.0354 181 0.0557 0.0184 0.0373 �, 182 0.0573 0.0189 0.0384 183 0.0609 0.0201 0.0408 184 0.0630 0.0208 0.0422 185 0.0520 0.0172 0.0348 186 0.0549 0.0181 0.0367 187 0.0623 0.0206 0.0417 188 0.0672 0.0222 0.0450 189 0.0810 0.0268 0.0542 190 0.0914 0.0302 0.0612 191 0.1306 0.0340 0.0967 192 0.1797 0.0340 0.1457 193 0.5623 0.0340 0.5283 194 0.1064 0.0340 0.0724 195 0.0732 0.0242 0.0490 196 0.0583 0.0193 0.0390 197 0.0654 0.0216 0.0438 198 0.0590 0.0195 0.0395 199 0.0543 0.0179 0.0363 200 0.0505 0.0167 0.0338 201 0.0475 0.0157 0.0318 202 0.0450 0.0149 0.0301 203 0.0428 0.0142 0.0287 204 0.0410 0.0135 0.0274 205 0.0393 0.0130 0.0263 206 0.0379 0.0125 0.0254 207 0.0366 0.0121 0.0245 208 0.0354 0.0117 0.0237 209 0.0344 0.0114 0.0230 'firer 210 0.0334 0.0110 0.0224 WWI 211 0.0325 0.0107 0.0218 212 0.0317 0.0105 0.0212 213 0.0309 0.0102 0.0207 214 0.0302 0.0100 0.0202 215 0.0296 0.0098 0.0198 216 0.0290 0.0096 0.0194 217 0.0339 0.0112 0.0227 218 0.0334 0.0110 0.0223 219 0.0329 0.0109 0.0220 220 0.0324 0.0107 0.0217 221 0.0320 0.0106 0.0214 222 0.0316 0.0104 0.0211 223 0.0312 0.0103 0.0209 224 0.0308 0.0102 0.0206 225 0.0304 0.0101 0.0204 226 0.0301 0.0099 0.0201 227 0.0298 0.0098 0.0199 228 0.0294 0.0097 0.0197 229 0.0291 0.0096 0.0195 230 0.0288 0.0095 0.0193 231 0.0286 0.0094 0.0191 232 0.0283 0.0093 0.0189 233 0.0280 0.0093 0.0188 234 0.0278 0.0092 0.0186 235 0.0275 0.0091 0.0184 236 0.0273 0.0090 0.0183 237 0.0270 0.0089 0.0181 Aow, 238 0.0268 0.0089 0.0180 239 0.0266 0.0088 0.0178 NOW 240 0.0264 0.0087 0.0177 241 0.0262 0.0087 0.0175 242 0.0260 0.0086 0.0174 243 0.0258 0.0085 0.0173 244 0.0256 0.0085 0.0171 245 0.0254 0.0084 0.0170 246 0.0252 0.0083 0.0169 247 0.0251 0.0083 0.0168 248 0.0249 0.0082 0.0167 249 0.0247 0.0082 0.0166 250 0.0246 0.0081 0.0164 251 0.0244 0.0081 0.0163 252 0.0242 0.0080 0.0162 253 0.0241 0.0080 0.0161 254 0.0240 0.0079 0.0160 255 0.0238 0.0079 0.0159 256 0.0237 0.0078 0.0158 257 0.0235 0.0078 0.0158 258 0.0234 0.0077 0.0157 259 0.0233 0.0077 0.0156 260 0.0231 0.0076 0.0155 261 0.0230 0.0076 0.0154 262 0.0229 0.0076 0.0153 263 0.0228 0.0075 0.0152 264 0.0226 0.0075 0.0152 265 0.0225 0.0074 0.0151 266 0.0224 0.0074 0.0150 267 0.0223 0.0074 0.0149 268 0.0222 0.0073 0.0148 269 0.0221 0.0073 0.0148 270 0.0220 0.0073 0.0147 271 0.0219 0.0072 0.0146 272 0.0218 0.0072 0.0146 273 0.0217 0.0072 0.0145 274 0.0216 0.0071 0.0144 275 0.0215 0.0071 0.0144 276 0.0214 0.0071 0.0143 277 0.0213 0.0070 0.0142 278 0.0212 0.0070 0.0142 279 0.0211 0.0070 0.0141 280 0.0210 0.0069 0.0140 ' 281 0.0209 0.0069 0.0140 282 0.0208 0.0069 0.0139 283 0.0207 0.0068 0.0139 284 0.0206 0.0068 0.0138 285 0.0206 0.0068 0.0138 286 0.0205 0.0068 0.0137 287 0.0204 0.0067 0.0137 288 -------------------------------------------------------------------- 0.0203 0.0067 0.0136 -------------------------------------------------------------------- Total soil rain loss = 2.89(In) Total effective rainfall = 6.41(In) Peak flow rate in flood hydrograph = 30.08(CFS) ... --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M NWW R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 10.0 20.0 30.0 40.0 ----------------------------------------------------------------------- 0+ 5 0.0005 0.07 Q 0+10 0.0035 0.44 Q 0+15 0.0107 1.04 VQ 0+20 0.0202 1.38 VQ 0+25 0.0305 1.50 VQ 0+30 0.0410 1.53 VQ 0+35 0.0517 1.55 VQ 0+40 0.0624 1.56 VQ 0+45 0.0731 1.56 VQ 0+50 0.0839 1.56 VQ 0+55 0.0947 1.57 VQ 1+ 0 0.1055 1.57 VQ 1+ 5 0.1163 1.57 VQ 1+10 0.1271 1.57 IQ 1+15 0.1380 1.58 IQ 1+20 0.1489 1.58 IQ 1+25 0.1598 1.58 IQ 1+30 0.1707 1.59 IQ 1+35 0.1817 1.59 IQ 1+40 0.1927 1.59 IQ 1+45 0.2037 1.60 IQ 1+50 0 .2147 1. 6 0 I Q 1+55 0.2258 1.61 IQ 2+ 0 0.2369 1.61 IQ 2+ 5 0.2480 1.61 IQ 2+10 0.2591 1.62 IQV 2+15 0.2703 1.62 IQV 2+20 0.2814 1.62 IQV 2+25 0.2926 1.63 IQV 2+30 0.3039 1.63 IQV 2+35 0.3151 1.63 IQV 2+40 0.3264 1.64 IQV 2+45 0.3377 1.64 IQV 2+50 0.3490 1.65 IQV 2+55 0.3604 1.65 IQV 3+ 0 0.3718 1.65 IQV 3+ 5 0.3832 1.66 IQ V 3+10 0.3946 1.66 IQ V 3+15 0.4061 1.66 IQ V 3+20 0.4176 1.67 IQ V 3+25 0.4291 1.67 IQ V 3+30 0.4407 1.68 IQ V 3+35 0.4522 1.68 IQ V 3+40 0.4638 1.69 IQ V 3+45 0.4755 1.69 IQ V 3+50 0.4871 1.69 IQ V 3+55 0.4988 1.70 IQ V 4+ 0 0.5106 1.70 IQ V �"""• 4+ 5 0.5223 1.71 IQ V 4+10 0.5341 1.71 IQ V 4+15 0.5459 1.72 IQ V 4+20 0.5577 1.72 IQ V 4+25 0.5696 1.72 IQ V 4+30 0.5815 1.73 IQ V 4+35 0.5935 1.73 IQ V 4+40 0.6054 1.74 IQ V 4+45 0.6174 1.74 IQ V 4+50 0.6295 1.75 IQ V 4+55 0.6415 1.75 IQ V 5+ 0 0.6536 1.76 IQ V 5+ 5 0.6658 1.76 IQ V 5+10 0.6779 1.77 IQ V 5+15 0.6901 1.77 IQ V 5+20 0.7024 1.78 IQ V 5+25 0.7147 1.78 IQ V 5+30 0.7270 1.79 IQ V 5+35 0.7393 1.79 IQ V 5+40 0.7517 1.80 IQ V 5+45 0.7641 1.80 IQ V 5+50 0.7766 1.81 IQ V 5+55 0.7891 1.81 IQ V I 6+ 0 0.8016 1.82 IQ V I 6+ 5 0.8142 1.82 IQ V I 6+10 0.8268 1.83 IQ V I 6+15 0.8394 1.84 IQ V I 6+20 0.8521 1.84 IQ V I 6+25 0.8648 1.85 IQ V I 6+30 0.8776 1.85 IQ V I .�.. 6+35 0. 8904 1. 86 1 Q V 6+40 0.9032 1.87 IQ V 6+45 0.9161 1.87 IQ V 6+50 0.9291 1.88 IQ V 6+55 0.9420 1.88 IQ V 7+ 0 0.9550 1.89 IQ V 7+ 5 0.9681 1.90 IQ V 7+10 0.9812 1.90 IQ V 7+15 0.9944 1.91 IQ V 7+20 1.0076 1.92 IQ V 7+25 1.0208 1.92 IQ V 7+30 1.0341 1.93 IQ V 7+35 1.0474 1.94 IQ V 7+40 1.0608 1.94 IQ V 7+45 1.0743 1.95 IQ V 7+50 1.0877 1.96 IQ V 7+55 1.1013 1.97 IQ V 8+ 0 1.1149 1.97 IQ V 8+ 5 1.1285 1.98 IQ V 8+10 1.1422 1.99 IQ VI 8+15 1.1559 2.00 IQ VI 8+20 1.1697 2.00 Q VI 8+25 1.1836 2.01 Q VI 8+30 1.1975 2.02 Q VI 8+35 1.2115 2.03 Q VI 8+40 1.2255 2.04 Q VI 8+45 1.2396 2.04 Q VI .000- 8+50 1.2537 2.05 Q VI 8+55 1.2679 2.06 Q V 9+ 0 1.2822 2.07 Q V 9+ 5 1.2965 2.08 Q V 9+10 1.3109 2.09 Q V 9+15 1.3253 2.10 Q V 9+20 1.3398 2.11 Q V 9+25 1.3544 2.12 Q V 9+30 1.3690 2.13 Q V 9+35 1.3837 2.14 Q IV 9+40 1.3985 2.15 Q IV 9+45 1.4134 2.16 Q IV 9+50 1.4283 2.17 Q IV 9+55 1.4433 2.18 Q IV 10+ 0 1.4584 2.19 Q IV 10+ 5 1.4735 2.20 Q IV 10+10 1.4887 2.21 Q IV 10+15 1.5040 2.22 Q IV 10+20 1.5194 2.23 Q I V 10+25 1.5349 2.25 Q I V 10+30 1.5504 2.26 Q I V 10+35 1.5661 2.27 Q I V 10+40 1.5818 2.28 Q I V 10+45 1.5976 2.30 Q I V 10+50 1.6135 2.31 Q I V 10+55 1.6295 2.32 Q I V 11+ 0 1.6455 2.34 Q I V lool ., 11+ 5 1.6617 2.35 Q I V 11+10 1.6780 2.36 Q I V 11+15 1.6944 2.38 Q I V 11+20 1.7109 2.39 Q V ,.._ 11+25 1.7275 2.41 Q I V 11+30 1.7442 2.42 Q V 11+35 1.7610 2.44 Q V 11+40 1.7779 2.46 Q V 11+45 1.7949 2.47 Q V 11+50 1.8121 2.49 Q V 11+55 1.8293 2.51 Q V 12+ 0 1.8468 2.53 Q V 12+ 5 1.8642 2.53 Q V 12+10 1.8810 2.45 Q V 12+15 1.8969 2.31 Q V 12+20 1.9123 2.24 Q V 12+25 1.9276 2.23 Q V 12+30 1.9430 2.24 Q V 12+35 1.9586 2.26 Q V 12+40 1.9744 2.28 Q V 12+45 1.9903 2.31 Q V 12+50 2.0064 2.34 Q V 12+55 2.0227 2.37 Q V 13+ 0 2.0391 2.39 Q V 13+ 5 2.0558 2.42 Q V 13+10 2.0727 2.45 Q V 13+15 2.0899 2.49 Q V 13+20 2.1072 2.52 Q V 13+25 2.1248 2.55 Q V 13+30 2.1427 2.59 Q V 13+35 2.1608 2.63 Q V 13+40 2.1791 2.67 Q V 13+45 2.1978 2.71 Q V 13+50 2.2168 2.76 Q V 13+55 2.2361 2.80 Q V 14+ 0 2.2557 2.85 Q V 14+ 5 2.2757 2.90 Q V 14+10 2.2961 2.96 Q V 14+15 2.3169 3.02 Q V 14+20 2.3380 3.08 Q V 14+25 2.3597 3.14 Q V 14+30 2.3818 3.21 Q V 14+35 2.4045 3.29 Q VI 14+40 2.4277 3.37 Q VI 14+45 2.4516 3.46 Q VI 14+50 2.4760 3.55 Q Vi 14+55 2.5012 3.66 Q VI 15+ 0 2.5272 3.77 Q V 15+ 5 2.5541 3.90 1 Q V 15+10 2.5819 4.04 Q V 15+15 2.6109 4.20 Q V 15+20 2.6410 4.38 Q IV 15+25 2.6723 4.53 Q IV 15+30 2.7031 4.47 Q IV 15+35 2.7326 4.29 i Q i IV 15+40 2.7627 4.37 V 15+45 2.7951 4.71Q V 15+50 2.8315 5.27 Q I � V 15+55 2.8740 6.17 Q I I V 16+ 0 2.9289 7.97 Q I I V 16+ 5 3. 019 0 13 .0 8 Q V 16+10 3.1878 24.51 QV 16+15 3.3949 30.08 V Q 16+20 3.5282 19.36 QI V 16+25 3.5987 10.23 Q V 16+30 3.6422 6.32 Q ( VI 16+35 3.6790 5.35 Q VI 16+40 3.7120 4.78 Q VI 16+45 3.7410 4.22 Q VI 16+50 3.7680 3.92 I Q V 16+55 3.7933 3.68 I Q V 17+ 0 3.8172 3.47 I Q V 17+ 5 3.8400 3.30 I Q V 17+10 3.8617 3.15 I Q V 17+15 3.8825 3.02 ( Q V 17+20 3.9025 2.91 Q IV 17+25 3.9218 2.81 ( Q IV 17+30 3.9405 2.71 ( Q IV 17+35 3.9586 2.63 Q IV 17+40 3.9762 2.56 Q IV 17+45 3.9934 2.49 Q IV 17+50 4.0101 2.42 Q IV 17+55 4.0264 2.37 Q I V 18+ 0 4.0423 2.31 I Q I V 18+ 5 4.0580 2.28 Q I V 18+10 4.0741 2.33 I Q I V 18+15 4.0909 2.45 I Q I V 18+20 4.1082 2.50 I Q I V 18+25 4.1253 2.50 Q I V 18+30 4.1423 2.47 I Q I V 18+35 4.1591 2.44 Q I V 18+40 4.1757 2.41 I Q I V 18+45 4.1921 2.38 I Q I V 18+50 4.2083 2.35 I Q I V 18+55 4.2243 2.32 Q I V 19+ 0 4.2401 2.30 I Q I V 19+ 5 4.2557 2.27 I Q I V 19+10 4.2712 2.25 I Q I V 19+15 4.2865 2.22 I Q V 19+20 4.3016 2.20 I Q V 19+25 4.3166 2.18 I Q V 19+30 4.3315 2.16 I Q V 19+35 4.3462 2.14 Q V 19+40 4.3608 2.12 I Q V 19+45 4.3752 2.10 I Q V 19+50 4.3895 2.08 I Q V 19+55 4.4037 2.06 Q V 20+ 0 4.4178 2.04 I Q ( V 20+ 5 4.4318 2.03 Q V 20+10 4.4456 2.01 I Q v 20+15 4.4594 2.00 IQ V 20+20 4.4730 1.98 IQ I I I V 20+25 4.4865 1.97 IQ I I I V 20+30 4.5000 1.95 IQ V 20+35 4.5133 1.94 I Q I I I V 20+40 4.5265 1.92 IQ V ' 20+45 4.5397 1.91 IQ I I I V 20+50 4.5528 1.90 IQ V 20+55 4.5657 1.88 IQ V `IMrr 21+ 0 4.5786 1.87 IQ V 21+ 5 4.5914 1.86 IQ V 21+10 4.6041 1.85 IQ V 21+15 4.6168 1.84 IQ V 21+20 4.6294 1.82 IQ V 21+25 4.6418 1.81 IQ V 21+30 4.6543 1.80 IQ V 21+35 4.6666 1.79 IQ V 21+40 4.6789 1.78 IQ V 21+45 4.6911 1.77 IQ V 21+50 4.7032 1.76 IQ V 21+55 4.7153 1.75 IQ V 22+ 0 4.7273 1.74 IQ V 22+ 5 4.7392 1.73 IQ ( V 22+10 4.7511 1.72 IQ V 22+15 4.7629 1.72 IQ V 22+20 4.7747 1.71 IQ V 22+25 4.7864 1.70 IQ ( V 22+30 4.7980 1.69 IQ V 22+35 4.8096 1.68 IQ V 22+40 4.8211 1.67 IQ ( V 22+45 4.8326 1.66 IQ V 22+50 4.8440 1.66 IQ ( V 22+55 4.8553 1.65 IQ V 23+ 0 4.8666 1.64 IQ V 23+ 5 4.8779 1.63 IQ V 23+10 4.8891 1.63 IQ V r� 23+15 4.9002 1.62 IQ V 23+20 4.9113 1.61 IQ VI 23+25 4.9224 1.61 IQ V 23+30 4.9334 1.60 IQ VI 23+35 4.9444 1.59 IQ V 23+40 4.9553 1.58 IQ VI 23+45 4.9661 1.58 IQ V 23+50 4.9770 1.57 IQ VI 23+55 4.9877 1.57 IQ V) 24+ 0 4.9985 1.56 IQ VI 24+ 5 5.0087 1.48 IQ VI 24+10 5.0163 1.10 IQ VI 24+15 5.0198 0.50 Q VI 24+20 5.0209 0.17 Q VI 24+25 5.0213 0.05 Q VI 24+30 5.0214 0.02 Q VI 24+35 ----------------------------------------------------------------------- 5.0215 0.01 Q Vi m Time of concentration for unit hydrographs, developed condition Tract 16577 Frequency 2 Year 10 Year 25 Year 100 Year Intensity 2 year 10 year 25 year 100 year -Developed AMC Condition Developed III III III III Tc Minutes 12.99 12.83 12.79 12.72 Tc Hrs. 0.2165 0.2138 0.2132 0.2120 Lag = 0.8 " TC Hrs 0.1732 0.1711 0.1705 0.1696 Q cfs RM 11.6 19.6 23.6 31.0 Q cfs UH 1 11.6 1 19.8 1 23.4 30.1 D) Orifice and weir calculations, detention basin exhibit @4 wj rcq ,' r ��� aPr h�iacf� j�i« x 7 �4�try iaJ "':�°��,� r�f 5�f•�J �r� �` '"��'�y�+''Sr{'"E 7�� kr^r;-'y � d'r �t S"� r� L+ _VV4 �,i✓� r� a..i�1,'.:s aril r�"�e'nrt�,.f�'tf xs. ......................'r4ltdLr ,fay a 't oa iJ F e 7 r.,. ie �� �a.x'.. r7 e � .}E'X.� ' rw 7u � xis✓c r r '- "",. 4 n �t w � ✓� 1 1%i d�-jk� h Y"�^P i �': i ki:�r t r �� ! � " . sK � �5 �'r }fin„tt,F.�'K�, � tr h r,xla{ � � rr''✓a�,, 't p Y ! F F ' , r.#��' rf �t k[� ,� Y r /,., ,.f(+ri- � sx ��ri ” "`d ".��� x I T r .�f if��nw ;y) a r"�,�,'lia•, } + Y� i t �, ,•� w 17. Tl TRACT 16577, FONTANA 0 T2 OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE T3 BY: E.I. SO 1004.7001435.190 1 1436.000 R 1024.7101437.340 1 .013 .000 .000 0 R 1087.4801441.170 1 .013 .000 .000 0 SH 1087.4801441.170 1 1441.170 CD 1 4 1 .000 2.000 .000 .000 .000 .00 Q 1.000 .0 Q 2.000 .0 Q 3.000 .0 Q 4.000 .0 Q 5.000 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:13 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. #***#*********#**#********#**************#****#*****##*******#********#****#***#***#******#**************#**************** **#***** invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .810 1436.000 1.00 .84 .01 1436.01 .00 .34 1.96 2.000 .000 .00 1 .0 .260 .1074 .0002 .00 .81 .19 .16 .013 .00 .00 PIPE 1004.960 1435.218 .781 1435.999 1.00 .88 .01 1436.01 .00 .34 1.95 2.000 .000 .00 1 .0 .241 .1074 .0002 .00 .78 .20 .16 .013 .00 .00 PIPE 1005.200 1435.244 .754 1435.998 1.00 .92 .01 1436.01 .00 .34 1.94 2.000 .000 .00 1 .0 .230 .1074 .0002 .00 .75 .22 .16 .013 .00 .00 PIPE 1005.430 1435.269 .728 1435.997 1.00 .97 .01 1436.01 .00 .34 1.92 2.000 .000 .00 1 .0 .220 .1074 .0003 .00 .73 .23 .16 .013 .00 .00 PIPE 1005.650 1435.292 .703 1435.995 1.00 1.01 .02 1436.01 .00 .34 1.91 2.000 .000 .00 1 .0 .209 .1074 .0003 .00 .70 .25 .16 .013 .00 .00 PIPE 1005.859 1435.315 .679 1435.994 1.00 1.06 .02 1436.01 .00 .34 1.89 2.000 .000 .00 1 .0 .208 .1074 .0003 .00 .68 .27 .16 .013 .00 .00 PIPE 1006.067 1435.337 .655 1435.992 1.00 1.12 .02 1436.01 .00 .34 1.88 2.000 .000 .00 1 .0 .135 .1074 .0004 .00 .66 .28 .16 .013 .00 .00 PIPE 1006.202 1435.351 .633 1435.984 1.00 1.17 .02 1436.01 .00 .34 1.86 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1006.202 1435.351 .163 1435.514 1.00 8.30 1.07 1436.58 .00 .34 1.09 2.000 .000 .00 1 .0 .597 .1074 .1064 .06 .16 4.40 .16 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:13 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. «««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««««« «««««««« Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem Ch Slope P I I I I SF Ave HF SE D th P Froude N Norm D P I "N" X -Fall ZR Type Ch 1006.798 1435.415 .163 1435.578 1.00 8.24 1.06 1436.63 .00 .34 1.09 2.000 .000 .00 1 .0 10.277 .1074 .0986 1.01 .16 4.36 .16 .013 .00 .00 PIPE 1017.075 1436.520 .168 1436.688 1.00 7.86 .96 1437.65 .00 .34 1.11 2.000 .000 .00 1 .0 3.789 .1074 .0860 .33 .17 4.09 .16 .013 .00 .00 PIPE 1020.864 1436.927 .174 1437.101 1.00 7.49 .87 1437.97 .00 .34 1.13 2.000 .000 .00 1 .0 2.290 .1074 .0750 .17 .17 3.84 .16 .013 .00 .00 PIPE 1023.155 1437.173 .179 1437.352 1.00 7.15 .79 1438.14 .00 .34 1.14 2.000 .000 .00 1 .0 1.555 .1074 .0654 .10 .18 3.60 .16 .013 .00 .00 PIPE 1024.710 1437.340 .186 1437.526 1.00 6.81 .72 1438.25 .00 .34 1.16 2.000 .000 .00 1 .0 30.116 .0610 .0611 1.84 .19 3.38 .19 .013 .00 .00 PIPE 1054.826 1439.178 .186 1439.364 1.00 6.81 .72 1440.08 .00 .34 1.16 2.000 .000 .00 1 .0 15.381 .0610 .0580 .89 .19 3.38 .19 .013 .00 .00 PIPE 1070.207 1440.116 .190 1440.306 1.00 6.57 .67 1440.98 .00 .34 1.17 2.000 .000 .00 1 .0 5.652 .0610 .0513 .29 .19 3.21 .19 .013 .00 .00 PIPE 1075.859 1440.461 .196 1440.657 1.00 6.26 .61 1441.27 .00 .34 1.19 2.000 .000 .00 1 .0 2.976 .0610 .0448 .13 .20 3.01 .19 .013 .00 .00 PIPE 1078.836 1440.643 .203 1440.846 1.00 5.97 .55 1441.40 .00 .34 1.21 2.000 .000 .00 1 .0 1.978 .0610 .0391 .08 .20 2.82 .19 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:13 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. •��rr,rr,rw**,rw*r*,r*,r*,rr,raw,r*:r+err*a*+.r�wr**rrt+w*r*+.+rrr*rr*tw*wr*rr*,r+�,r*rwr,rwrrt,rrr**rr�,r*+�,r+r�rrrr*�t,rrt�r�rrr,r,e**rrrr• rrr*ttrr Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch rx+rw*wrrl.,s*wwr*.rI•�.w•,t.,tl.w+�,c+rwrlw.*r*xr..l+.r+r*xl.r,t*.rt+l�xt..+*r■Ir.w,t+t.1,rw,e,t+r•,tl«r,trr«rrl,tw t,t*.wlr•,trrr.I,t •,r ,ww �wr�e+,tr 1080.813 1440.763 .210 1440.974 1.00 5.69 .50 1441.48 .00 .34 1.23 2.000 .000 .00 1 .0 1.442 .0610 .0342 .05 .21 2.65 .19 .013 .00 .00 PIPE 1082.255 1440.851 .217 1441.068 1.00 5.43 .46 1441.53 .00 .34 1.24 2.000 .000 .00 1 .0 1.107 .0610 .0298 .03 .22 2.48 .19 .013 .00 .00 PIPE 1083.363 1440.919 .224 1441.143 1.00 5.17 .42 1441.56 .00 .34 1.26 2.000 .000 .00 1 .0 .879 .0610 .0260 .02 .22 2.33 .19 .013 .00 .00 PIPE 1084.241 1440.973 .231 1441.204 1.00 4.93 .38 1441.58 .00 .34 1.28 2.000 .000 .00 1 .0 .687 .0610 .0227 .02 .23 2.18 .19 .013 .00 .00 PIPE 1084.928 1441.014 .239 1441.254 1.00 4.70 .34 1441.60 .00 .34 1.30 2.000 .000 .00 1 .0 .563 .0610 .0198 .01 .24 2.05 .19 .013 .00 .00 PIPE 1085.492 1441.049 .247 1441.296 1.00 4.48 .31 1441.61 .00 .34 1.32 2.000 .000 .00 1 .0 .466 .0610 .0173 .01 .25 1.92 .19 .013 .00 .00 PIPE 1085.958 1441.077 .255 1441.332 1.00 4.28 .28 1441.62 .00 .34 1.33 2.000 .000 .00 1 .0 .388 .0610 .0151 .01 .26 1.80 .19 .013 .00 .00 PIPE 1086.346 1441.101 .263 1441.364 1.00 4.08 .26 1441.62 .00 .34 1.35 2.000 .000 .00 1 .0 .302 .0610 .0131 .00 .26 1.69 .19 .013 .00 .00 PIPE 1086.648 1441.119 .272 1441.391 1.00 3.89 .23 1441.63 .00 .34 1.37 2.000 .000 .00 1 .0 .249 .0610 .0115 .00 .27 1.58 .19 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:13 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1086.897 1441.135 .281 1441.416 1.00 3.71 .21 1441.63 .00 .34 1.39 2.000 .000 .00 1 .0 .184 .0610 .0100 .00 .28 1.48 .19 .013 .00 .00 PIPE 1087.081 1441.146 .291 1441.437 1.00 3.53 .19 1441.63 .00 .34 1.41 2.000 .000 .00 1 .0 .165 .0610 .0088 .00 .29 1.39 .19 .013 .00 .00 PIPE 1087.246 1441.156 .300 1441.456 1.00 3.37 .18 1441.63 .00 .34 1.43 2.000 .000 .00 1 .0 .113 .0610 .0076 .00 .30 1.30 .19 .013 .00 .00 PIPE 1087.359 1441.163 .310 1441.473 1.00 3.21 .16 1441.63 .00 .34 1.45 2.000 .000 .00 1 .0 .066 .0610 .0067 .00 .31 1.22 .19 .013 .00 .00 PIPE 1087.424 1441.167 .321 1441.488 1.00 3.06 .15 1441.63 .00 .34 1.47 2.000 .000 .00 1 .0 .041 .0610 .0058 .00 .32 1.14 .19 .013 .00 .00 PIPE 1087.465 1441.169 .332 1441.501 1.00 2.92 .13 1441.63 .00 .34 1.49 2.000 .000 .00 1 .0 .015 .0610 .0051 .00 .33 1.07 .19 .013 .00 .00 PIPE 1087.480 1441.170 .344 1441.514 1.00 2.77 .12 1441.63 .00 .34 1.51 2.000 .000 .00 1 .0 0 ,. FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:13 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wt) INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .230 1435.420 2.00 9.97 1.54 1436.96 .00 .49 1.28 2.000 .000 .00 1 .0 8.358 .1074 .0958 .80 .23 4.43 .23 .013 .00 .00 PIPE 1013.058 1436.088 .234 1436.322 2.00 9.68 1.46 1437.78 .00 .49 1.29 2.000 .000 .00 1 .0 5.784 .1074 .0859 .50 .23 4.26 .23 .013 .00 .00 PIPE 1018.842 1436.709 .242 1436.952 2.00 9.23 1.32 1438.28 .00 .49 1.30 2.000 .000 .00 1 .0 3.465 .1074 .0750 .26 .24 3.99 .23 .013 .00 .00 PIPE 1022.307 1437.082 .250 1437.332 2.00 8.80 1.20 1438.54 .00 .49 1.32 2.000 .000 .00 1 .0 2.403 .1074 .0655 .16 .25 3.74 .23 .013 .00 .00 PIPE 1024.710 1437.340 .259 1437.599 2.00 8.39 1.09 1438.69 .00 .49 1.34 2.000 .000 .00 1 .0 1.430 .0610 .0611 .09 .26 3.51 .26 .013 .00 .00 PIPE 1026.140 1437.427 .259 1437.686 2.00 8.39 1.09 1438.78 .00 .49 1.34 2.000 .000 .00 1 .0 24.223 .0610 .0600 1.45 .26 3.51 .26 .013 .00 .00 PIPE 1050.363 1438.905 .260 1439.166 2.00 8.30 1.07 1440.23 .00 .49 1.35 2.000 .000 .00 1 .0 15.241 .0610 .0552 .84 .26 3.45 .26 .013 .00 .00 PIPE 1065.604 1439.835 .269 1440.104 2.00 7.91 .97 1441.08 .00 .49 1.36 2.000 .000 .00 1 .0 6.206 .0610 .0482 .30 .27 3.24 .26 .013 .00 .00 PIPE 1071.810 1440.214 .278 1440.492 2.00 7.54 .88 1441.38 .00 .49 1.38 2.000 .000 .00 1 .0 3.768 .0610 .0421 .16 .28 3.04 .26 .013 .00 .00 PIPE C) FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:13 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. *#*#***#****#*#**#*****#*#**#*********#******#*#*#******#***#**#******#**#***#**#******#**#******#******#****#************ ******** Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope ( SF Avel HF ISE DpthjFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1075.578 1440.444 .287 1440.731 2.00 7.19 .80 1441.53 .00 .49 1.40 2.000 .000 .00 1 .0 2.596 .0610 .0368 .10 .29 2.85 .26 .013 .00 .00 PIPE 1078.174 1440.602 .297 1440.899 2.00 6.86 .73 1441.63 .00 .49 1.42 2.000 .000 .00 1 .0 1.949 .0610 .0321 .06 .30 2.67 .26 .013 .00 .00 PIPE 1080.123 1440.721 .307 1441.028 2.00 6.54 .66 1441.69 .00 .49 1.44 2.000 .000 .00 1 .0 1.525 .0610 .0280 .04 .31 2.50 .26 .013 .00 .00 PIPE 1081.648 1440.814 .317 1441.131 2.00 6.23 .60 1441.73 .00 .49 1.46 2.000 .000 .00 1 .0 1.200 .0610 .0245 .03 .32 2.34 .26 .013 .00 .00 PIPE 1082.848 1440.887 .328 1441.216 2.00 5.94 .55 1441.76 .00 .49 1.48 2.000 .000 .00 1 .0 .980 .0610 .0214 .02 .33 2.20 .26 .013 .00 .00 PIPE 1083.828 1440.947 .339 1441.286 2.00 5.67 .50 1441.78 .00 .49 1.50 2.000 .000 .00 1 .0 .810 .0610 .0187 .02 .34 2.06 .26 .013 .00 .00 PIPE 1084.638 1440.997 .350 1441.347 2.00 5.40 .45 1441.80 .00 .49 1.52 2.000 .000 .00 1 .0 .653 .0610 .0163 .01 .35 1.93 .26 .013 .00 .00 PIPE 1085.291 1441.036 .362 1441.399 2.00 5.15 .41 1441.81 .00 .49 1.54 2.000 .000 .00 1 .0 .544 .0610 .0142 .01 .36 1.81 .26 .013 .00 .00 PIPE 1085.835 1441.070 .374 1441.444 2.00 4.91 .37 1441.82 .00 .49 1.56 2.000 .000 .00 1 .0 .433 .0610 .0124 .01 .37 1.69 .26 .013 .00 .00 PIPE C', FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:13 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ..+rw*.**•+«+.rwrrw*rr+.w+•+.,�r.*+«r�wr,r.**+«,r.«,r+.r*rr..+*.*.rr**r*,r,e.w+.•,e*.,rrt,rr.,r**r**ww*+.**�,ew*r,r,r,rrw**w*+w�*rr.,r*r•*• .w�+«*,r♦ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch .**.r*,r**I+wr..+.r+I+trt•r*rl.,r.wwr«•el..►*•�w.*I•*«•.«*I..r..xtl.r+r**«*rl.:.**+«I*tw,r+r«*I.«r**wwrlwwrww�+l.+rr**►I+.rw+.r I�r•,r+w* 1086.269 1441.096 .387 1441.483 2.00 4.68 .34 1441.82 .00 .49 1.58 2.000 .000 .00 1 .0 .358 .0610 .0109 .00 .39 1.59 .26 .013 .00 .00 PIPE 1086.627 1441.118 .400 1441.518 2.00 4.46 .31 1441.83 .00 .49 1.60 2.000 .000 .00 1 .0 .274 .0610 .0095 .00 .40 1.49 .26 .013 .00 .00 PIPE 1086.901 1441.135 .414 1441.549 2.00 4.26 .28 1441.83 .00 .49 1.62 2.000 .000 .00 1 .0 .220 .0610 .0083 .00 .41 1.39 .26 .013 .00 .00 PIPE 1087.121 1441.148 .428 1441.576 2.00 4.06 .26 1441.83 .00 .49 1.64 2.000 .000 .00 1 .0 .172 .0610 .0073 .00 .43 1.31 .26 .013 .00 .00 PIPE 1087.293 1441.159 .442 1441.601 2.00 3.87 .23 1441.83 .00 .49 1.66 2.000 .000 .00 1 .0 .112 .0610 .0063 .00 .44 1.22 .26 .013 .00 .00 PIPE 1087.405 1441.166 .457 1441.623 2.00 3.69 .21 1441.83 .00 .49 1.68 2.000 .000 .00 1 .0 .058 .0610 .0055 .00 .46 1.14 .26 .013 .00 .00 PIPE 1087.463 1441.169 .473 1441.642 2.00 3.52 .19 1441.83 .00 .49 1.70 2.000 .000 .00 1 .0 .017 .0610 .0048 .00 .47 1.07 .26 .013 .00 .00 PIPE 1087.480 1441.170 .491 1441.661 2.00 3.34 .17 1441.83 .00 .49 1.72 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ***#****#****#****#*****#******#****##**************************##******##*****#******#*************#*********#***#******* **#*#*** Invert Depth Water Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base WtI INo Wth Station Elev (FT) Elev i (CFS) S) (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.) ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp ( "N" I X -Fall ZR IType Ch 1004.700 1435.190 .281 1435.471 3.00 11.15 1.93 1437.40 .00 .60 1.39 2.000 .000 .00 1 .0 5.653 .1074 .0940 .53 .28 4.47 .27 .013 .00 .00 PIPE 1010.353 1435.797 .285 1436.083 3.00 10.89 1.84 1437.93 .00 .60 1.40 2.000 .000 .00 1 .0 7.045 .1074 .0851 .60 .29 4.33 .27 .013 .00 .00 PIPE 1017.398 1436.554 .295 1436.849 3.00 10.39 1.68 1438.52 .00 .60 1.42 2.000 .000 .00 1 .0 4.298 .1074 .0743 .32 .30 4.06 .27 .013 .00 .00 PIPE 1021.696 1437.016 .305 1437.321 3.00 9.90 1.52 1438.84 .00 .60 1.44 2.000 .000 .00 1 .0 3.014 .1074 .0649 .20 .31 3.80 .27 .013 .00 .00 PIPE 1024.710 1437.340 .315 1437.655 3.00 9.44 1.38 1439.04 .00 .60 1.46 2.000 .000 .00 1 .0 20.436 .0610 .0591 1.21 .32 3.56 .31 .013 .00 .00 PIPE 1045.146 1438.587 .318 1438.905 3.00 9.29 1.34 1440.24 .00 .60 1.46 2.000 .000 .00 1 .0 15.859 .0610 .0540 .86 .32 3.48 .31 .013 .00 .00 PIPE 1061.005 1439.554 .329 1439.883 3.00 8.86 1.22 1441.10 .00 .60 1.48 2.000 .000 .00 1 .0 7.218 .0610 .0472 .34 .33 3.27 .31 .013 .00 .00 PIPE 1068.222 1439.995 .340 1440.335 3.00 8.44 1.11 1441.44 .00 .60 1.50 2.000 .000 .00 1 .0 4.483 .0610 .0412 .18 .34 3.06 .31 .013 .00 .00 PIPE 1072.706 1440.268 .352 1440.620 3.00 8.05 1.01 1441.63 .00 .60 1.52 2.000 .000 .00 1 .0 3.184 .0610 .0361 .11 .35 2.87 .31 .013 .00 .00 PIPE 0 0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch .««««««««I«««««««««Iw««««,er«I*rr«««««««I«««x«««««I«*«*.«*I*««««««I.r«*w«•*«I*«««««rl«««.««««I«««««««al«««.•««I«rx««r,el«•r*• Iw«««rr« 1075.890 1440.463 .364 1440.827 3.00 7.68 .92 1441.74 .00 .60 1.54 2.000 .000 .00 1 .0 2.411 .0610 .0315 .08 .36 2.69 .31 .013 .00 .00 PIPE 1078.301 1440.610 .376 1440.986 3.00 7.32 .83 1441.82 .00 .60 1.56 2.000 .000 .00 1 .0 1.869 .0610 .0275 .05 .38 2.52 .31 .013 .00 .00 PIPE 1080.170 1440.724 .389 1441.113 3.00 6.98 .76 1441.87 .00 .60 1.58 2.000 .000 .00 1 .0 1.508 .0610 .0240 .04 .39 2.36 .31 .013 .00 .00 PIPE 1081.677 1440.816 .402 1441.218 3.00 6.65 .69 1441.91 .00 .60 1.60 2.000 .000 .00 1 .0 1.237 .0610 .0210 .03 .40 2.21 .31 .013 .00 .00 PIPE 1082.914 1440.891 .415 1441.306 3.00 6.34 .62 1441.93 .00 .60 1.62 2.000 .000 .00 1 .0 .980 .0610 .0183 .02 .42 2.07 .31 .013 .00 .00 PIPE 1083.894 1440.951 .430 1441.381 3.00 6.05 .57 1441.95 .00 .60 1.64 2.000 .000 .00 1 .0 .837 .0610 .0160 .01 .43 1.94 .31 .013 .00 .00 PIPE 1084.731 1441.002 .444 1441.446 3.00 5.77 .52 1441.96 .00 .60 1.66 2.000 .000 .00 1 .0 .680 .0610 .0140 .01 .44 1.82 .31 .013 .00 .00 PIPE 1085.411 1441.044 .459 1441.503 3.00 5.50 .47 1441.97 .00 .60 1.68 2.000 .000 .00 1 .0 .547 .0610 .0123 .01 .46 1.70 .31 .013 .00 .00 PIPE 1085.958 1441.077 .475 1441.552 3.00 5.24 .43 1441.98 .00 .60 1.70 2.000 .000 .00 1 .0 .453 .0610 .0107 .00 .48 1.59 .31 .013 .00 .00 PIPE C) FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Falb ZR IType Ch 1086.411 1441.105 .491 1441.596 3.00 5.00 .39 1441.98 .00 .60 1.72 2.000 .000 .00 1 .0 .354 .0610 .0094 .00 .49 1.49 .31 .013 .00 .00 PIPE 1086.765 1441.126 .508 1441.634 3.00 4.77 .35 1441.99 .00 .60 1.74 2.000 .000 .00 1 .0 .266 .0610 .0082 .00 .51 1.40 .31 .013 .00 .00 PIPE 1087.032 1441.143 .526 1441.669 3.00 4.54 .32 1441.99 .00 .60 1.76 2.000 .000 .00 1 .0 .207 .0610 .0072 .00 .53 1.31 .31 .013 .00 .00 PIPE 1087.239 1441.155 .544 1441.699 3.00 4.33 .29 1441.99 .00 .60 1.78 2.000 .000 .00 1 .0 .137 .0610 .0063 .00 .54 1.22 .31 .013 .00 .00 PIPE 1087.376 1441.164 .563 1441.727 3.00 4.13 .27 1441.99 .00 .60 1.80 2.000 .000 .00 1 .0 .092 .0610 .0055 .00 .56 1.15 .31 .013 .00 .00 PIPE 1087.468 1441.169 .582 1441.751 3.00 3.94 .24 1441.99 .00 .60 1.82 2.000 .000 .00 1 .0 .012 .0610 .0048 .00 .58 1.07 .31 .013 .00 .00 PIPE 1087.480 1441.170 .604 1441.774 3.00 3.75 .22 1441.99 .00 .60 1.84 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fall ZR IType Ch 1004.700 1435.190 .327 1435.517 4.00 11.97 2.22 1437.74 .00 .70 1.48 2.000 .000 .00 1 .0 4.073 .1074 .0912 .37 .33 4.44 .32 .013 .00 .00 PIPE 1008.773 1435.628 .330 1435.958 4.00 11.78 2.16 1438.11 .00 .70 1.48 2.000 .000 .00 1 .0 7.701 .1074 .0834 .64 .33 4.34 .32 .013 .00 .00 PIPE 1016.474 1436.455 .341 1436.796 4.00 11.23 1.96 1438.76 .00 .70 1.50 2.000 .000 .00 1 .0 4.828 .1074 .0728 .35 .34 4.07 .32 .013 .00 .00 PIPE 1021.302 1436.974 .352 1437.326 4.00 10.71 1.78 1439.11 .00 .70 1.52 2.000 .000 .00 1 .0 3.408 .1074 .0636 .22 .35 3.81 .32 .013 .00 .00 PIPE 1024.710 1437.340 .365 1437.704 4.00 10.21 1.62 1439.32 .00 .70 1.54 2.000 .000 .00 1 .0 13.882 .0610 .0583 .81 .36 3.57 .36 .013 .00 .00 PIPE 1038.592 1438.187 .367 1438.554 4.00 10.09 1.58 1440.13 .00 .70 1.55 2.000 .000 .00 1 .0 17.840 .0610 .0537 .96 .37 3.51 .36 .013 .00 .00 PIPE 1056.432 1439.275 .380 1439.656 4.00 9.62 1.44 1441.09 .00 .70 1.57 2.000 .000 .00 1 .0 8.356 .0610 .0469 .39 .38 3.29 .36 .013 .00 .00 PIPE 1064.788 1439.785 .393 1440.178 4.00 9.17 1.31 1441.48 .00 .70 1.59 2.000 .000 .00 1 .0 5.285 .0610 .0410 .22 .39 3.09 .36 .013 .00 .00 PIPE 1070.073 1440.108 .406 1440.514 4.00 8.74 1.19 1441.70 .00 .70 1.61 2.000 .000 .00 1 .0 3.730 .0610 .0358 .13 .41 2.89 .36 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ♦rtr***+r+.r,errrw,trr.rrr*tw«ww*,t.r+•.,t.•r.w,rwr*+�.«ww,t,r.**wrrrwr�•w,t+..+�:w*.ww,t,t*r�**.*t,et.*.■:.r«r.w,r,tr•w�..rw,tr*r,tr***r• .w••+*r. Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/Base WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch •r,r*+r,rwwlrr*ww*•t,rl,tt•r*��*I�,s.x•*.*,rlr+++««�wrl,rt***.+I..ww.•rl.*rr#*r.««,t.r.rxl..*w,e*,r�le�,r.,r+,r*I.r+r*.rrl*w«t+r*«Ir*wrw I*.*wrr. 1073.803 1440.335 .420 1440.755 4.00 8.34 1.08 1441.83 .00 .70 1.63 2.000 .000 .00 1 .0 2.832 .0610 .0313 .09 .42 2.71 .36 .013 .00 .00 PIPE 1076.635 1440.508 .434 1440.942 4.00 7.95 .98 1441.92 .00 .70 1.65 2.000 .000 .00 1 .0 2.205 .0610 .0274 .06 .43 2.54 .36 .013 .00 .00 PIPE 1078.840 1440.643 .449 1441.092 4.00 7.58 .89 1441.98 .00 .70 1.67 2.000 .000 .00 1 .0 1.782 .0610 .0239 .04 .45 2.38 .36 .013 .00 .00 PIPE 1080.622 1440.751 .464 1441.216 4.00 7.23 .81 1442.03 .00 .70 1.69 2.000 .000 .00 1 .0 1.439 .0610 .0209 .03 .46 2.22 .36 .013 .00 .00 PIPE 1082.061 1440.839 .480 1441.319 4.00 6.89 .74 1442.06 .00 .70 1.71 2.000 .000 .00 1 .0 1.194 .0610 .0183 .02 .48 2.08 .36 .013 .00 .00 PIPE 1083.254 1440.912 .496 1441.408 4.00 6.57 .67 1442.08 .00 .70 1.73 2.000 .000 .00 1 .0 .953 .0610 .0160 .02 .50 1.95 .36 .013 .00 .00 PIPE 1084.208 1440.970 .514 1441.484 4.00 6.26 .61 1442.09 .00 .70 1.75 2.000 .000 .00 1 .0 .816 .0610 .0140 .01 .51 1.83 .36 .013 .00 .00 PIPE 1085.024 1441.020 .531 1441.551 4.00 5.97 .55 1442.11 .00 .70 1.77 2.000 .000 .00 1 .0 .643 .0610 .0122 .01 .53 1.71 .36 .013 .00 .00 PIPE 1085.667 1441.059 .550 1441.609 4.00 5.69 .50 1442.11 .00 .70 1.79 2.000 .000 .00 1 .0 .532 .0610 .0107 .01 .55 1.60 .36 .013 .00 .00 PIPE Cl FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station ( Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Eleni ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1086.199 1441.092 .569 1441.661 4.00 5.43 .46 1442.12 .00 .70 1.80 2.000 .000 .00 1 .0 .418 .0610 .0094 .00 .57 1.50 .36 .013 .00 .00 PIPE 1086.617 1441.117 .589 1441.706 4.00 5.18 .42 1442.12 .00 .70 1.82 2.000 .000 .00 1 .0 .338 .0610 .0082 .00 .59 1.40 .36 .013 .00 .00 PIPE 1086.955 1441.138 .609 1441.747 4.00 4.94 .38 1442.13 .00 .70 1.84 2.000 .000 .00 1 .0 .230 .0610 .0072 .00 .61 1.31 .36 .013 .00 .00 PIPE 1087.185 1441.152 .631 1441.783 4.00 4.71 .34 1442.13 .00 .70 1.86 2.000 .000 .00 1 .0 .169 .0610 .0063 .00 .63 1.23 .36 .013 .00 .00 PIPE 1087.354 1441.162 .653 1441.815 4.00 4.49 .31 1442.13 .00 .70 1.88 2.000 .000 .00 1 .0 .098 .0610 .0055 .00 .65 1.15 .36 .013 .00 .00 PIPE 1087.452 1441.168 .676 1441.844 4.00 4.28 .28 1442.13 .00 .70 1.89 2.000 .000 .00 1 .0 .028 .0610 .0048 .00 .68 1.07 .36 .013 .00 .00 PIPE 1087.480 1441.170 .701 1441.871 4.00 4.07 .26 1442.13 .00 .70 1.91 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. •r,trr+rw*r•,r++rr«w*.*,rwrrwr,r*w*.�*+*w*t*+*r*w***r*r,r,r***r***.w�,rrw«rtww*r.*,r+«*�w**rrw*r,tr*rr++rrr.*rr•,►tr«**rwr,►+r*,r•wrr«+ rr:w:*,r: Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem r***a«•*rl*rw•�.r+rl*.«ra+wrl+.•+rxar+.*l*�«*,r.,r**I.r.r,r*«I�***+.*I****rr*,r*I�*r*+**I**:*r*r,rl,r,rr*.w,rrl��rrr*+Iw�rr*r*Iwtr,r,r ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch Irr.«•** 1004.700 1435.190 .367 1435.557 5.00 12.64 2.48 1438.04 .00 .79 1.55 2.000 .000 .00 1 .0 2.945 .1074 .0888 .26 .37 4.41 .35 .013 .00 .00 PIPE 1007.645 1435.506 .370 1435.876 5.00 12.50 2.42 1438.30 .00 .79 1.55 2.000 .000 .00 1 .0 8.123 .1074 .0818 .66 .37 4.34 .35 .013 .00 .00 PIPE 1015.768 1436.379 .382 1436.761 5.00 11.91 2.20 1438.97 .00 .79 1.57 2.000 .000 .00 1 .0 5.202 .1074 .0714 .37 .38 4.06 .35 .013 .00 .00 PIPE 1020.970 1436.938 .395 1437.333 5.00 11.36 2.00 1439.34 .00 .79 1.59 2.000 .000 .00 1 .0 3.740 .1074 .0624 .23 .40 3.81 .35 .013 .00 .00 PIPE 1024.710 1437.340 .409 1437.749 5.00 10.83 1.82 1439.57 .00 .79 1.61 2.000 .000 .00 1 .0 6.370 .0610 .0578 .37 .41 3.57 .40 .013 .00 .00 PIPE 1031.080 1437.729 .410 1438.139 5.00 10.78 1.80 1439.94 .00 .79 1.61 2.000 .000 .00 1 .0 20.753 .0610 .0538 1.12 .41 3.54 .40 .013 .00 .00 PIPE 1051.833 1438.995 .424 1439.419 5.00 10.28 1.64 1441.06 .00 .79 1.64 2.000 .000 .00 1 .0 9.634 .0610 .0470 .45 .42 3.32 .40 .013 .00 .00 PIPE 1061.468 1439.583 .438 1440.021 5.00 9.80 1.49 1441.51 .00 .79 1.65 2.000 .000 .00 1 .0 6.040 .0610 .0411 .25 .44 3.11 .40 .013 .00 .00 PIPE 1067.508 1439.951 .453 1440.404 5.00 9.34 1.35 1441.76 .00 .79 1.67 2.000 .000 .00 1 .0 4.270 .0610 .0359 .15 .45 2.91 .40 .013 .00 .00 PIPE z FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ••*wwr**««**,r**rr+�r**,r,r.:,rr*.,r,r*•.r.*+**t««*r,rrwr�*«w•*�*:,rw,r.t**«t•,r*rwwrrrrr.r.+.�twwt*r.•rr,r+.ww«r,r,r,rww+.rrr.w.rr�,r,r,rr,rw w.«.w.«r Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem re,r«r,ew*,rl*«,e*r**r.lx��r�w�.l..rt«+*t+l*r+,r*r,r+rlr,er*::rl+ww**rtl*,r,r+rr,s*ttl..*trwwl,rr**w,rr.lr�,rr«�,r+lr,rr,rw*,rl***w*rrl,r�**r ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch I,rw.•.t• 1071.778 1440.212 .469 1440.681 5.00 8.91 1.23 1441.91 .00 .79 1.69 2.000 .000 .00 1 .0 3.242 .0610 .0314 .10 .47 2.73 .40 .013 .00 .00 PIPE 1075.020 1440.410 .485 1440.895 5.00 8.49 1.12 1442.01 .00 .79 1.71 2.000 .000 .00 1 .0 2.557 .0610 .0275 .07 .49 2.55 .40 .013 .00 .00 PIPE 1077.577 1440.566 .501 1441.067 5.00 8.10 1.02 1442.08 .00 .79 1.73 2.000 .000 .00 1 .0 2.015 .0610 .0240 .05 .50 2.39 .40 .013 .00 .00 PIPE 1079.592 1440.689 .519 1441.208 5.00 7.72 .93 1442.13 .00 .79 1.75 2.000 .000 .00 1 .0 1.653 .0610 .0210 .03 .52 2.24 .40 .013 .00 .00 PIPE 1081.245 1440.789 .537 1441.327 5.00 7.36 .84 1442.17 .00 .79 1.77 2.000 .000 .00 1 .0 1.372 .0610 .0184 .03 .54 2.10 .40 .013 .00 .00 PIPE 1082.617 1440.873 .555 1441.428 5.00 7.02 .76 1442.19 .00 .79 1.79 2.000 .000 .00 1 .0 1.102 .0610 .0161 .02 .56 1.96 .40 .013 .00 .00 PIPE 1083.719 1440.940 .575 1441.516 5.00 6.69 .70 1442.21 .00 .79 1.81 2.000 .000 .00 1 .0 .921 .0610 .0141 .01 .58 1.84 .40 .013 .00 .00 PIPE 1084.640 1440.997 .595 1441.592 5.00 6.38 .63 1442.22 .00 .79 1.83 2.000 .000 .00 1 .0 .769 .0610 .0123 .01 .60 1.72 .40 .013 .00 .00 PIPE 1085.409 1441.044 .615 1441.659 5.00 6.08 .57 1442.23 .00 .79 1.85 2.000 •000 .00 1 .0 .602 .0610 .0108 .01 .62 1.61 .40 .013 .00 .00 PIPE 0 J ,. FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:56:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. *x•rrww•r*•r+r.rrrwr•+.•.+.,r,r++wr*xr*w..*,rr�r.r*.w**.,r,rr•«*,e**..*r.w*r�.,r*.*+rtw,r,r**rr,tr,r*tr*,rte•*rw*w.w**r�rrr:.+r«t•f,rw*w •ter*wr,r* Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTjor I.D.I ZL IPrs/Pip L/Elem ♦rw•rww,t+I«wtrwr�x+l..,t.r.w*I**�*a.x..lx.*wwrrw«I*.*.*r,tl*wr..w*I*•.r.rte,t.l.*r+tw+*I.«*twww,tlww*r*.r*I.w«,t*.«Irew,t ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I SIN" I X -Fall ,t ,t*Irr+r* ZR (Type Ch Iw,t•wr,t• 1086.011 1441.080 .637 1441.717 5.00 5.80 .52 1442.24 .00 .79 1.86 2.000 .000 .00 1 .0 .494 .0610 .0094 .00 .64 1.50 .40 .013 .00 .00 PIPE 1086.505 1441.110 .659 1441.770 5.00 5.53 .47 1442.24 .00 .79 1.88 2.000 .000 .00 1 .0 .364 .0610 .0083 .00 .66 1.41 .40 .013 .00 .00 PIPE 1086.869 1441.133 .683 1441.816 5.00 5.27 .43 1442.25 .00 .79 1.90 2.000 .000 .00 1 .0 .284 .0610 .0073 .00 .68 1.31 .40 .013 .00 .00 PIPE 1087.152 1441.150 .707 1441.857 5.00 5.03 .39 1442.25 .00 .79 1.91 2.000 .000 .00 1 .0 .195 .0610 .0064 .00 .71 1.23 .40 .013 .00 .00 PIPE 1087.348 1441.162 .732 1441.894 5.00 4.79 .36 1442.25 .00 .79 1.93 2.000 .000 .00 1 .0 .098 .0610 .0056 .00 .73 1.15 .40 .013 .00 .00 PIPE 1087.446 1441.168 .759 1441.927 5.00 4.57 .32 1442.25 .00 .79 1.94 2.000 .000 .00 1 .0 .034 .0610 .0049 .00 .76 1.07 .40 .013 .00 .00 PIPE 1087.480 1441.170 .788 1441.958 5.00 4.35 .29 1442.25 .00 .79 1.95 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .404 1435.594 6.00 13.22 2.71 1438.31 .00 .87 1.61 2.000 .000 .00 1 .0 1.904 .1074 .0869 .17 .40 4.38 .38 .013 .00 .00 PIPE 1006.604 1435.395 .406 1435.801 6.00 13.11 2.67 1438.47 .00 .87 1.61 2.000 .000 .00 1 .0 8.497 .1074 .0805 .68 .41 4.33 .38 .013 .00 .00 PIPE 1015.100 1436.307 .420 1436.728 6.00 12.50 2.43 1439.15 .00 .87 1.63 2.000 .000 .00 1 .0 5.574 .1074 .0704 .39 .42 4.06 .38 .013 .00 .00 PIPE 1020.674 1436.906 .434 1437.340 6.00 11.92 2.21 1439.55 .00 .87 1.65 2.000 .000 .00 1 .0 4.036 .1074 .0615 .25 .43 3.80 .38 .013 .00 .00 PIPE 1024.710 1437.340 .449 1437.789 6.00 11.36 2.01 1439.79 .00 .87 1.67 2.000 .000 .00 1 .0 22.098 .0610 .0540 1.19 .45 3.56 .44 .013 .00 .00 PIPE 1046.808 1438.688 .463 1439.151 6.00 10.87 1.84 1440.99 .00 .87 1.69 2.000 .000 .00 1 .0 11.103 .0610 .0474 .53 .46 3.35 .44 .013 .00 .00 PIPE 1057.911 1439.366 .479 1439.845 6.00 10.36 1.67 1441.51 .00 .87 1.71 2.000 .000 .00 1 .0 6.939 .0610 .0415 .29 .48 3.14 .44 .013 .00 .00 PIPE 1064.851 1439.789 .495 1440.284 6.00 9.88 1.52 1441.80 .00 .87 1.73 2.000 .000 .00 1 .0 4.881 .0610 .0363 .18 .50 2.94 .44 .013 .00 .00 PIPE 1069.732 1440.087 .512 1440.599 6.00 9.42 1.38 1441.98 .00 .87 1.75 2.000 .000 .00 1 .0 3.663 .0610 .0317 .12 .51 2.75 .44 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. •rrr�,rrwrr•,r*r*,r**,t.w•*er«+w*:***w*r*.rw,+r++.r****,r*+..r*,rr+w+r.rr«.••,r*r,r*«.**r.««r**,r*r.rr*r.s.w•w***r.rr**+**.*rrrrr,r**w,rw rrrrr,r,r� Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch •..w••+r+I*•rr+wwr,rl..rr,r•.rl*+.w«.•rrlr+.rrw.wrlw*r««•rl*�.tr**I«r*rt+r*+Ir*w*+,e,rl*r*►ewrwlr***.,r*rlr..xrr*Irrr,rrr*I*,e.:. I.w►+,r ,r• 1073.395 1440.311 .530 1440.841 6.00 8.98 1.25 1442.09 .00 .87 1.77 2.000 .000 .00 1 .0 2.855 .0610 .0278 .08 .53 2.57 .44 .013 .00 .00 PIPE 1076.250 1440.485 .549 1441.034 6.00 8.57 1.14 1442.17 .00 .87 1.79 2.000 .000 .00 1 .0 2.304 .0610 .0243 .06 .55 2.41 .44 .013 .00 .00 PIPE 1078.554 1440.625 .568 1441.193 6.00 8.17 1.04 1442.23 .00 .87 1.80 2.000 .000 .00 1 .0 1.891 .0610 .0213 .04 .57 2.26 .44 .013 .00 .00 PIPE 1080.444 1440.741 .587 1441.328 6.00 7.79 .94 1442.27 .00 .87 1.82 2.000 .000 .00 1 .0 1.523 .0610 .0186 .03 .59 2.11 .44 .013 .00 .00 PIPE 1081.968 1440.834 .608 1441.442 6.00 7.42 .86 1442.30 .00 .87 1.84 2.000 .000 .00 1 .0 1.271 .0610 .0163 .02 .61 1.97 .44 .013 .00 .00 PIPE 1083.238 1440.911 .629 1441.540 6.00 7.08 .78 1442.32 .00 .87 1.86 2.000 .000 .00 1 .0 1.043 .0610 .0143 .01 .63 1.85 .44 .013 .00 .00 PIPE 1084.281 1440.975 .651 1441.626 6.00 6.75 .71 1442.33 .00 .87 1.87 2.000 .000 .00 1 .0 .851 .0610 .0125 .01 .65 1.73 .44 .013 .00 .00 PIPE 1085.132 1441.027 .674 1441.701 6.00 6.44 .64 1442.34 .00 .87 1.89 2.000 .000 .00 1 .0 .688 .0610 .0109 .01 .67 1.62 .44 .013 .00 .00 PIPE 1085.821 1441.069 .698 1441.767 6.00 6.14 .58 1442.35 .00 .87 1.91 2.000 .000 .00 1 .0 .547 .0610 .0096 .01 .70 1.51 .44 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. •rww,r**w*�.:+�+r,r*r+*rr,tr«wr.+wr««wrxw.*r*rs«««r***,rrr�r,rrrr*..wwrr.rr,r,r*r�,r,r,r,rr*r*«w«w.rr,e.,r,rr,r*raw«r*..w.,rrw*r�*w+rr**+.+.r �•w.••r,r Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Eleni SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch •w***wwr�l*,r+.*r*,r+I+e�.....1.++*,rt.r,el*+r*r�r�+lwr**..rl••wx.«rlr#r**r**rrw*�wrwl■w*+rrr���+*••w««�I+r,rr,rt,r,rl*w««.:*I.r�*• Iw•rrw.• 1086.368 1441.102 .723 1441.825 6.00 5.85 .53 1442.36 .00 .87 1.92 2.000 .000 .00 1 .0 .424 .0610 .0084 .00 .72 1.41 .44 .013 .00 .00 PIPE 1086.792 1441.128 .749 1441.877 6.00 5.58 .48 1442.36 .00 .87 1.94 2.000 .000 .00 1 .0 .316 .0610 .0074 .00 .75 1.32 .44 .013 .00 .00 PIPE 1087.108 1441.147 .776 1441.923 6.00 5.32 .44 1442.36 .00 .87 1.95 2.000 .000 .00 1 .0 .219 .0610 .0065 .00 .78 1.23 .44 .013 .00 .00 PIPE 1087.327 1441.161 .804 1441.965 6.00 5.07 .40 1442.36 .00 .87 1.96 2.000 .000 .00 1 .0 .114 .0610 .0057 .00 .80 1.15 .44 .013 .00 .00 PIPE 1087.441 1441.168 .834 1442.002 6.00 4.84 .36 1442.36 .00 .87 1.97 2.000 .000 .00 1 .0 .039 .0610 .0050 .00 .83 1.07 .44 .013 .00 .00 PIPE 1087.480 1441.170 .866 1442.036 6.00 4.60 .33 1442.36 .00 .87 1.98 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth ( Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .439 1435.629 7.00 13.69 2.91 1438.54 .00 .94 1.66 2.000 .000 .00 1 .0 1.483 .1074 .0848 .13 .44 4.34 .42 .013 .00 .00 PIPE 1006.183 1435.349 .441 1435.790 7.00 13.60 2.87 1438.66 .00 .94 1.66 2.000 .000 .00 1 .0 8.569 .1074 .0787 .67 .44 4.30 .42 .013 .00 .00 PIPE 1014.751 1436.270 .456 1436.726 7.00 12.97 2.61 1439.34 .00 .94 1.68 2.000 .000 .00 1 .0 5.754 .1074 .0688 .40 .46 4.03 .42 .013 .00 .00 PIPE 1020.505 1436.888 .471 1437.359 7.00 12.37 2.37 1439.73 .00 .94 1.70 2.000 .000 .00 1 .0 4.205 .1074 .0601 .25 .47 3.77 .42 .013 .00 .00 PIPE 1024.710 1437.340 .488 1437.828 7.00 11.79 2.16 1439.99 .00 .94 1.72 2.000 .000 .00 1 .0 16.786 .0610 .0537 .90 .49 3.54 .48 .013 .00 .00 PIPE 1041.496 1438.364 .499 1438.863 7.00 11.41 2.02 1440.89 .00 .94 1.73 2.000 .000 .00 1 .0 12.814 .0610 .0480 .61 .50 3.38 .48 .013 .00 .00 PIPE 1054.311 1439.146 .516 1439.662 7.00 10.88 1.84 1441.50 .00 .94 1.75 2.000 .000 .00 1 .0 7.836 .0610 .0420 .33 .52 3.16 .48 .013 .00 .00 PIPE 1062.147 1439.624 .534 1440.158 7.00 10.38 1.67 1441.83 .00 .94 1.77 2.000 .000 .00 1 .0 5.479 .0610 .0367 .20 .53 2.96 .48 .013 .00 .00 PIPE 1067.625 1439.958 .553 1440.512 7.00 9.89 1.52 1442.03 .00 .94 1.79 2.000 000 .00 1 .0 4.130 .0610 .0322 .13 .55 2.77 .48 .013 .00 .00 PIPE N FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTjor I.D.1 ZL (Prs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthjFroude NINorm Dp I 'IN" I X -Fall ZR (Type Ch 1071.755 1440.210 .572 1440.783 7.00 9.43 1.38 1442.16 .00 .94 1.81 2.000 .000 .00 1 .0 3.213 .0610 .0281 .09 .57 2.59 .48 .013 .00 .00 PIPE 1074.967 1440.406 .592 1440.999 7.00 8.99 1.26 1442.25 .00 .94 1.83 2.000 .000 .00 1 .0 2.588 .0610 .0246 .06 .59 2.43 .48 .013 .00 .00 PIPE 1077.556 1440.564 .612 1441.177 7.00 8.58 1.14 1442.32 .00 .94 1.84 2.000 .000 .00 1 .0 2.073 .0610 .0216 .04 .61 2.27 .48 .013 .00 .00 PIPE 1079.629 1440.691 .634 1441.325 7.00 8.18 1.04 1442.36 .00 .94 1.86 2.000 .000 .00 1 .0 1.718 .0610 .0189 .03 .63 2.12 .48 .013 .00 .00 PIPE 1081.347 1440.796 .656 1441.452 7.00 7.80 .94 1442.40 .00 .94 1.88 2.000 .000 .00 1 .0 1.412 .0610 .0165 .02 .66 1.99 .48 .013 .00 .00 PIPE 1082.759 1440.882 .679 1441.561 7.00 7.43 .86 1442.42 .00 .94 1.89 2.000 .000 .00 1 .0 1.139 .0610 .0145 .02 .68 1.86 .48 .013 .00 .00 PIPE 1083.898 1440.951 .704 1441.656 7.00 7.09 .78 1442.44 .00 .94 1.91 2.000 .000 .00 1 .0 .950 .0610 .0127 .01 .70 1.74 .48 .013 .00 .00 PIPE 1084.848 1441.009 .729 1441.739 7.00 6.76 .71 1442.45 .00 .94 1.93 2.000 .000 .00 1 .0 .771 .0610 .0111 .01 .73 1.62 .48 .013 .00 .00 PIPE 1085.619 1441.056 .755 1441.812 7.00 6.44 .64 1442.46 .00 .94 1.94 2.000 .000 .00 1 .0 .617 .0610 .0098 .01 .76 1.52 .48 .013 .00 .00 PIPE 0 0 . ,1 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ***#*##*******###****#****#######******##*#*******#*##******************#*#########***#************************#********** *###**#* Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wt) INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1086.236 1441.094 .782 1441.876 7.00 6.14 .59 1442.46 .00 .94 1.95 2.000 .000 .00 1 .0 .463 .0610 .0086 .00 .78 1.42 .48 .013 .00 .00 PIPE 1086.699 1441.122 .811 1441.933 7.00 5.86 .53 1442.47 .00 .94 1.96 2.000 .000 .00 1 .0 .363 .0610 .0075 .00 .81 1.32 .48 .013 .00 .00 PIPE 1087.062 1441.144 .840 1441.984 7.00 5.58 .48 1442.47 .00 .94 1.97 2.000 .000 .00 1 .0 .239 .0610 .0066 .00 .84 1.24 .48 .013 .00 .00 PIPE 1087.301 1441.159 .871 1442.030 7.00 5.32 .44 1442.47 .00 .94 1.98 2.000 .000 .00 1 .0 .145 .0610 .0058 .00 .87 1.15 .48 .013 .00 .00 PIPE 1087.446 1441.168 .903 1442.071 7.00 5.08 .40 1442.47 .00 .94 1.99 2.000 .000 .00 1 .0 .034 .0610 .0051 .00 .90 1.08 .48 .013 .00 .00 PIPE 1087.480 1441.170 .939 1442.109 7.00 4.83 .36 1442.47 .00 .94 2.00 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/ Base Wtj (No Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .473 1435.662 8.00 14.11 3.09 1438.75 .00 1.01 1.70 2.000 .000 .00 1 .0 1.108 .1074 .0828 .09 .47 4.30 .44 .013 .00 .00 PIPE 1005.808 1435.309 .474 1435.783 8.00 14.04 3.06 1438.84 .00 1.01 1.70 2.000 .000 .00 1 .0 8.634 .1074 .0771 .67 .47 4.27 .44 .013 .00 .00 PIPE 1014.442 1436.237 .490 1436.727 8.00 13.38 2.78 1439.51 .00 1.01 1.72 2.000 .000 .00 1 .0 5.891 .1074 .0674 .40 .49 4.00 .44 .013 .00 .00 PIPE 1020.333 1436.870 .507 1437.377 8.00 12.76 2.53 1439.91 .00 1.01 1.74 2.000 .000 .00 1 .0 4.377 .1074 .0590 .26 .51 3.75 .44 .013 .00 .00 PIPE 1024.710 1437.340 .525 1437.865 8.00 12.17 2.30 1440.16 .00 1.01 1.76 2.000 .000 .00 1 .0 11.027 .0610 .0535 .59 .52 3.51 .51 .013 .00 .00 PIPE 1035.737 1438.013 .532 1438.545 8.00 11.92 2.21 1440.75 .00 1.01 1.77 2.000 .000 .00 1 .0 14.798 .0610 .0487 .72 .53 3.41 .51 .013 .00 .00 PIPE 1050.535 1438.916 .550 1439.466 8.00 11.37 2.01 1441.47 .00 1.01 1.79 2.000 .000 .00 1 .0 8.818 .0610 .0426 .38 .55 3.19 .51 .013 .00 .00 PIPE 1059.353 1439.454 .570 1440.024 8.00 10.84 1.82 1441.85 .00 1.01 1.81 2.000 .000 .00 1 .0 6.187 .0610 .0373 .23 .57 2.99 .51 .013 .00 .00 PIPE 1065.540 1439.831 .589 1440.420 8.00 10.33 1.66 1442.08 .00 1.01 1.82 2.000 .000 .00 1 .0 4.570 .0610 .0326 .15 .59 2.79 .51 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTlor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch 1070.110 1440.110 .610 1440.720 8.00 9.85 1.51 1442.23 .00 1.01 1.84 2.000 .000 .00 1 .0 3.576 .0610 .0286 .10 .61 2.61 .51 .013 .00 .00 I_ PIPE 1073.687 I I 1440.328 .631 I I 1440.959 I 8.00 9.39 I 1.37 I 1442.33 .00 I 1.01 I 1.86 I 2.000 I I .000 .00 I 1 .0 2.822 .0610 .0250 .07 .63 2.45 .51 .013 .00 .00 PIPE 1076.509 I I 1440.501 .654 I I 1441.155 I 8.00 8.96 I 1.25 I 1442.40 .00 I 1.01 I 1.88 I 2.000 I I .000 .00 I 1 .0 2.309 .0610 .0219 .05 .65 2.29 .51 .013 .00 .00 1_ PIPE 1078.818 I 1440.641 I .677 I I 1441.319 I 8.00 8.54 I 1.13 I 1442.45 .00 I 1.01 I 1.89 I 2.000 I I .000 .00 I 1 .0 1.889 .0610 .0192 .04 .68 2.14 .51 .013 .00 .00 I_ PIPE 1080.706 I 1440.757 I .701 I I 1441.458 I 8.00 8.14 I 1.03 I 1442.49 .00 I 1.01 I 1.91 I 2.000 I I .000 .00 I 1 .0 -I- 1.553 -I- .0610 -I- -I- -I- -I- -I- .0168 -I- .03 -I- .70 -I- 2.00 -I- .51 -I- .013 -I- .00 .00 1- PIPE 1082.259 I 1440.851 I .726 I I 1441.578 I 8.00 7.76 I .94 I 1442.51 .00 I 1.01 I 1.92 I 2.000 I I .000 .00 I 1 .0 1.277 .0610 .0148 .02 .73 1.87 .51 .013 .00 .00 I_ PIPE 1083.536 I 1440.929 I .752 I I 1441.682 I 8.00 7.40 I .85 I 1442.53 .00 I 1.01 I 1.94 I 2.000 I I .000 .00 I 1 .0 1.047 .0610 .0130 .01 .75 1.75 .51 .013 .00 .00 I_ PIPE 1084.584 I 1440.993 I .779 I I 1441.772 I 8.00 7.06 I .77 I 1442.55 .00 I 1.01 I 1.95 I 2.000 I I .000 .00 I 1 .0 .852 .0610 .0114 .01 .78 1.63 .51 .013 .00 .00 I_ PIPE 1085.436 I 1441.045 I .807 I I 1441.853 I 8.00 6.73 .70 I I 1442.56 .00 I 1.01 I 1.96 I 2.000 I I 000 .00 I 1 .0 .665 .0610 .0100 .01 .81 1.52 .51 .013 .00 .00 I_ PIPE r FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ►*wr,rw*raw*,rw,r+*rr*:w*�*wa***,rw*,rw*+�w*r+��,r+r*,etw*,rrr***rr**r+�*r,r**r*�*�r*rw�*w�*r*wr**wr,r+wr*�,rrw+.ra,rwrr,rr«w,r,rr�rrr**w+.• wr,rwr+w♦ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch ww•,t*..,twlr+w,ta•w*rl,tr.,t,trx*I.wttww*,trlw.*wr*w•*I.,r,t�«wrl«*r,t+.rl*..r*.«.*I*ww�,t.«I,r*«.,t+*wl*,t•wwr,trl*rrt.w,tl�*r,trtrrlrwr.* I*,tr+r*. 1086.100 1441.086 .837 1441.923 8.00 6.42 .64 1442.56 .00 1.01 1.97 2.000 .000 .00 1 .0 .519 .0610 .0088 .00 .84 1.42 .51 .013 .00 .00 PIPE 1086.619 1441.118 .868 1441.986 8.00 6.12 .58 1442.57 .00 1.01 1.98 2.000 .000 .00 1 .0 .391 .0610 .0077 .00 .87 1.33 .51 .013 .00 .00 PIPE 1087.010 1441.141 .900 1442.042 8.00 5.83 .53 1442.57 .00 1.01 1.99 2.000 .000 .00 1 .0 .277 .0610 .0068 .00 .90 1.24 .51 .013 .00 .00 PIPE 1087.287 1441.158 .933 1442.091 8.00 5.56 .48 1442.57 .00 1.01 2.00 2.000 .000 .00 1 .0 .157 .0610 .0059 .00 .93 1.15 .51 .013 .00 .00 PIPE 1087.444 1441.168 .968 1442.136 8.00 5.30 .44 1442.57 .00 1.01 2.00 2.000 .000 .00 1 .0 .036 .0610 .0052 .00 .97 1.08 .51 .013 .00 .00 PIPE 1087.480 1441.170 1.007 1442.177 8.00 5.05 .40 1442.57 .00 1.01 2.00 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .504 1435.694 9.00 14.47 3.25 1438.95 .00 1.07 1.74 2.000 .000 .00 1 .0 .619 .1074 .0812 .05 .50 4.26 .47 .013 .00 .00 PIPE 1005.319 1435.256 .505 1435.762 9.00 14.44 3.24 1439.00 .00 1.07 1.74 2.000 .000 .00 1 .0 8.782 .1074 .0759 .67 .51 4.25 .47 .013 .00 .00 PIPE 1014.101 1436.200 .522 1436.722 9.00 13.77 2.94 1439.67 .00 1.07 1.76 2.000 .000 .00 1 .0 6.073 .1074 .0663 .40 .52 3.98 .47 .013 .00 .00 PIPE 1020.174 1436.853 .540 1437.393 9.00 13.13 2.68 1440.07 .00 1.07 1.78 2.000 .000 .00 1 .0 4.536 .1074 .0581 .26 .54 3.72 .47 .013 .00 .00 PIPE 1024.710 1437.340 .559 1437.899 9.00 12.52 2.43 1440.33 .00 1.07 1.80 2.000 .000 .00 1 .0 4.367 .0610 .0535 .23 .56 3.49 .54 .013 .00 .00 PIPE 1029.077 1437.606 .562 1438.169 9.00 12.41 2.39 1440.56 .00 1.07 1.80 2.000 .000 .00 1 .0 17.235 .0610 .0496 .85 .56 3.44 .54 .013 .00 .00 PIPE 1046.312 1438.658 .582 1439.240 9.00 11.83 2.17 1441.41 .00 1.07 1.82 2.000 .000 .00 1 .0 10.076 .0610 .0434 .44 .58 3.22 .54 .013 .00 .00 PIPE 1056.387 1439.273 .602 1439.875 9.00 11.28 1.98 1441.85 .00 1.07 1.83 2.000 .000 .00 1 .0 6.886 .0610 .0380 .26 .60 3.01 .54 .013 .00 .00 PIPE 1063.273 1439.693 .623 1440.316 9.00 10.76 1.80 1442.11 .00 1.07 1.85 2.000 000 .00 1 .0 5.090 .0610 .0333 .17 .62 2.82 .54 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. **w*,t*,trw*+wwrr.«r**,t•r.wrw+.t*w,tr.«,trt.+*w*+t,ttr•r*.wr«x*.++rw+trw*+«�*.****.+r*r*r.ww•**r.r+*tr***.ww*rr,trrr,t.*****.t*,t: w�rr+«.r♦ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTjor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch •..*rr+**I+*,�.r+x,r+rl*«.++wr+l+.r.w**«.+I.*+..+*w*Ir******I*t:**•*Iwr*+***.«I�.•w**tl*rw*,rr«rlt.wr,rrw*I«r.w*,rwl+•�*,r*wl*w�a. I.+.rrw•• 1068.364 1440.004 .645 1440.649 9.00 10.26 1.63 1442.28 .00 1.07 1.87 2.000 .000 .00 1 .0 3.935 .0610 .0291 .11 .65 2.64 .54 .013 .00 .00 PIPE 1072.299 1440.244 .668 1440.912 9.00 9.78 1.48 1442.40 .00 1.07 1.89 2.000 .000 .00 1 .0 3.127 .0610 .0255 .08 .67 2.47 .54 .013 .00 .00 PIPE 1075.426 1440.434 .692 1441.127 9.00 9.32 1.35 1442.48 .00 1.07 1.90 2.000 .000 .00 1 .0 2.529 .0610 .0224 .06 .69 2.31 .54 .013 .00 .00 PIPE 1077.955 1440.589 .717 1441.306 9.00 8.89 1.23 1442.53 .00 1.07 1.92 2.000 .000 .00 1 .0 2.091 .0610 .0196 .04 .72 2.16 .54 .013 .00 .00 PIPE 1080.046 1440.716 .742 1441.458 9.00 8.48 1.12 1442.57 .00 1.07 1.93 2.000 .000 .00 1 .0 1.698 .0610 .0172 .03 .74 2.01 .54 .013 .00 .00 PIPE 1081.744 1440.820 .769 1441.589 9.00 8.08 1.01 1442.60 .00 1.07 1.95 2.000 .000 .00 1 .0 1.398 .0610 .0151 .02 .77 1.88 .54 .013 .00 .00 PIPE 1083.142 1440.905 .797 1441.702 9.00 7.71 .92 1442.62 .00 1.07 1.96 2.000 .000 .00 1 .0 1.147 .0610 .0133 .02 .80 1.76 .54 .013 .00 .00 PIPE 1084.289 1440.975 .826 1441.801 9.00 7.35 .84 1442.64 .00 1.07 1.97 2.000 .000 .00 1 .0 .935 .0610 .0116 .01 .83 1.64 .54 .013 .00 .00 PIPE 1085.225 1441.032 .856 1441.888 9.00 7.00 .76 1442.65 .00 1.07 1.98 2.000 .000 .00 1 .0 .734 .0610 .0102 .01 .86 1.53 .54 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I ''N" I X -Fall ZR IType Ch 1085.958 1441.077 .888 1441.965 9.00 6.68 .69 1442.66 .00 1.07 1.99 2.000 .000 .00 1 .0 .576 .0610 .0090 .01 .89 1.43 .54 .013 .00 .00 PIPE 1086.534 1441.112 .921 1442.033 9.00 6.37 .63 1442.66 .00 1.07 1.99 2.000 .000 .00 1 .0 .438 .0610 .0079 .00 .92 1.33 .54 .013 .00 .00 PIPE 1086.971 1441.139 .955 1442.094 9.00 6.07 .57 1442.67 .00 1.07 2.00 2.000 .000 .00 1 .0 .297 .0610 .0069 .00 .96 1.24 .54 .013 .00 .00 PIPE 1087.268 1441.157 .991 1442.148 9.00 5.79 .52 1442.67 .00 1.07 2.00 2.000 .000 .00 1 .0 .169 .0610 .0061 .00 .99 1.16 .54 .013 .00 .00 PIPE 1087.438 1441.167 1.029 1442.197 9.00 5.52 .47 1442.67 .00 1.07 2.00 2.000 .000 .00 1 .0 .042 .0610 .0054 .00 1.03 1.08 .54 .013 .00 .00 PIPE 1087.480 1441.170 1.071 1442.241 9.00 5.26 .43 1442.67 .00 1.07 1.99 2.000 .000 .00 1 .0 0 C., FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. .w,tww,t*,tr•,tw.r.rr.,t••r«�,t«*w*t«+*.x+.*r*+*w•.*•,t*e►.•+rrrtew*r.•*t*.rw*rt•t*.+**tww*,t.,tr+*,t**+wr,t*.•,r.w.r*«*,t.•,r+wr:*w+.*a+« •wr,t+•r• Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem .*«.•rw,t+l+,t.+*wrr•I•r......l+w.....«.I+.**x.+.*I.*r..+*I*.rr+t*•Ir..«w*«,erl....*rrl..*.+r*rrl.r..«rrxlr«r....l*..«...I•r.•. ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch I.r+r.r• 1004.700 1435.190 .535 1435.725 10.00 14.82 3.41 1439.13 .00 1.13 1.77 2.000 .000 .00 1 .0 .472 .1074 .0796 .04 .53 4.23 .50 .013 .00 .00 PIPE 1005.172 1435.241 .535 1435.776 10.00 14.78 3.39 1439.17 .00 1.13 1.77 2.000 .000 .00 1 .0 8.734 .1074 .0743 .65 .54 4.21 .50 .013 .00 .00 PIPE 1013.906 1436.179 .554 1436.733 10.00 14.09 3.08 1439.82 .00 1.13 1.79 2.000 .000 .00 1 .0 6.162 .1074 .0651 .40 .55 3.94 .50 .013 .00 .00 PIPE 1020.069 1436.841 .573 1437.414 10.00 13.43 2.80 1440.22 .00 1.13 1.81 2.000 .000 .00 1 .0 4.641 .1074 .0569 .26 .57 3.69 .50 .013 .00 .00 PIPE 1024.710 1437.340 .593 1437.933 10.00 12.81 2.55 1440.48 .00 1.13 1.83 2.000 .000 .00 1 .0 17.069 .0610 .0502 .86 .59 3.45 .57 .013 .00 .00 PIPE 1041.779 1438.381 .611 1438.992 10.00 12.28 2.34 1441.33 .00 1.13 1.84 2.000 .000 .00 1 .0 11.393 .0610 .0443 .50 .61 3.25 .57 .013 .00 .00 PIPE 1053.172 1439.077 .633 1439.710 10.00 11.71 2.13 1441.84 .00 1.13 1.86 2.000 .000 .00 1 .0 7.710 .0610 .0388 .30 .63 3.04 .57 .013 .00 .00 PIPE 1060.881 1439.547 .655 1440.202 10.00 11.16 1.93 1442.14 .00 1.13 1.88 2.000 .000 .00 1 .0 5.650 .0610 .0340 .19 .66 2.85 .57 .013 .00 .00 PIPE 1066.531 1439.892 .678 1440.570 10.00 10.64 1.76 1442.33 .00 1.13 1.89 2.000 .000 .00 1 .0 4.346 .0610 .0298 .13 .68 2.66 .57 .013 .00 .00 PIPE C) .,.. FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow TopiHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1070.877 1440.157 .702 1440.859 10.00 10.15 1.60 1442.46 .00 1.13 1.91 2.000 .000 .00 1 .0 3.417 .0610 .0261 .09 .70 2.49 .57 .013 .00 .00 PIPE 1074.294 1440.365 .728 1441.094 10.00 9.67 1.45 1442.55 .00 1.13 1.92 2.000 .000 .00 1 .0 2.783 .0610 .0229 .06 .73 2.33 .57 .013 .00 .00 PIPE 1077.077 1440.535 .754 1441.289 10.00 9.22 1.32 1442.61 .00 1.13 1.94 2.000 .000 .00 1 .0 2.274 .0610 .0201 .05 .75 2.17 .57 .013 .00 .00 PIPE 1079.351 1440.674 .781 1441.455 10.00 8.80 1.20 1442.66 .00 1.13 1.95 2.000 .000 .00 1 .0 1.870 .0610 .0176 .03 .78 2.03 .57 .013 .00 .00 PIPE 1081.222 1440.788 .809 1441.597 10.00 8.39 1.09 1442.69 .00 1.13 1.96 2.000 .000 .00 1 .0 1.520 .0610 .0155 .02 .81 1.90 .57 .013 .00 .00 PIPE 1082.742 1440.881 .839 1441.720 10.00 8.00 .99 1442.71 .00 1.13 1.97 2.000 .000 .00 1 .0 1.249 .0610 .0136 .02 .84 1.77 .57 .013 .00 .00 PIPE 1083.991 1440.957 .870 1441.827 10.00 7.62 .90 1442.73 .00 1.13 1.98 2.000 .000 .00 1 .0 1.019 .0610 .0119 .01 .87 1.65 .57 .013 .00 .00 PIPE 1085.010 1441.019 .902 1441.921 10.00 7.27 .82 1442.74 .00 1.13 1.99 2.000 .000 .00 1 .0 .803 .0610 .0105 .01 .90 1.54 .57 .013 .00 .00 PIPE 1085.813 1441.068 .936 1442.004 10.00 6.93 .75 1442.75 .00 1.13 2.00 2.000 .000 .00 1 .0 .633 .0610 .0092 .01 .94 1.44 .57 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 3:45 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem SCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1086.446 1441.107 .971 1442.078 10.00 6.61 .68 1442.76 .00 1.13 2.00 2.000 .000 .00 1 .0 .466 .0610 .0081 .00 .97 1.34 .57 .013 .00 .00 PIPE 1086.912 1441.135 1.008 1442.143 10.00 6.30 .62 1442.76 .00 1.13 2.00 2.000 .000 .00 1 .0 .335 .0610 .0071 .00 1.01 1.25 .57 .013 .00 .00 PIPE 1087.247 1441.156 1.046 1442.202 10.00 6.01 .56 1442.76 .00 1.13 2.00 2.000 .000 .00 1 .0 .182 .0610 .0063 .00 1.05 1.16 .57 .013 .00 .00 PIPE 1087.428 1441.167 1.087 1442.254 10.00 5.73 .51 1442.76 .00 1.13 1.99 2.000 .000 .00 1 .0 .052 .0610 .0056 .00 1.09 1.08 .57 .013 .00 .00 PIPE 1087.480 1441.170 1.132 1442.302 10.00 5.46 .46 1442.76 .00 1.13 1.98 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++«+++«++«+++++++++++«+««++«+++«++«++++«+++++++++++«++++++++++++++++++«++++++««++++++++«+++«+++++++++««+++++++++«+++++++++ ++«+++++ Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch 1004.700 1435.190 .565 1435.755 11.00 15.10 3.54 1439.30 .00 1.19 1.80 2.000 .000 .00 1 .0 .397 .1074 .0779 .03 .56 4.18 .52 .013 .00 .00 PIPE 1005.097 I I 1435.233 .565 I 1435.798 I 11.00 I 15.07 I 3.53 I 1439.33 .00 I 1.19 I 1.80 I 2.000 I I .000 .00 I 1 .0 8.685 .1074 .0728 .63 .57 4.17 .52 .013 .00 .00 PIPE 1013.782 I I 1436.166 .585 I 1436.751 I 11.00 I 14.37 I 3.21 I 1439.96 .00 I 1.19 I 1.82 I 2.000 I I .000 .00 I 1 .0 6.214 .1074 .0637 .40 .59 3.91 .52 .013 .00 .00 PIPE 1019.996 I 1436.833 I .605 I 1437.438 I 11.00 I 13.70 I 2.92 I 1440.35 .00 I 1.19 I 1.84 I 2.000 I I .000 .00 I 1 .0 4.714 .1074 .0558 .26 .61 3.65 .52 .013 .00 .00 I_ PIPE 1024.710 I 1437.340 I .627 I 1437.967 I 11.00 I 13.07 I 2.65 I 1440.62 .00 I 1.19 I 1.86 I 2.000 I I .000 .00 I 1 .0 11.849 .0610 .0502 .59 .63 3.42 .60 .013 .00 .00 I_ PIPE 1036.559 i 1438.063 I .639 I 1438.702 I 11.00 I 12.71 I 2.51 I 1441.21 .00 I 1.19 I 1.87 I 2.000 I I .000 .00 I 1 .0 13.117 .0610 .0453 .59 .64 3.29 .60 .013 .00 .00 I_ PIPE 1049.675 I 1438.863 I .661 I 1439.524 I 11.00 I 12.12 I 2.28 I 1441.81 .00 I 1.19 I 1.88 I 2.000 I I .000 .00 I 1 .0 8.599 .0610 .0397 .34 .66 3.08 .60 .013 .00 .00 I_ PIPE 1058.274 I 1439.388 I .685 I 1440.073 I 11.00 I 11.56 I 2.07 I 1442.15 .00 I 1.19 I 1.90 I 2.000 I I .000 .00 I 1 .0 6.273 .0610 .0348 .22 .69 2.88 .60 .013 .00 .00 I_ PIPE 1064.548 I 1439.771 I .709 I 1440.480 I 11.00 I 11.02 I 1.89 I 1442.37 .00 I 1.19 I 1.91 I 2.000 I I .000 .00 I 1 .0 4.795 .0610 .0305 .15 .71 2.69 .60 .013 .00 .00 I_ PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj ANO Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1069.343 1440.063 .734 1440.797 11.00 10.51 1.71 1442.51 .00 1.19 1.93 2.000 .000 .00 1 .0 3.758 .0610 .0267 .10 .73 2.51 .60 .013 .00 .00 PIPE 1073.101 1440.293 .761 1441.054 11.00 10.02 1.56 1442.61 .00 1.19 1.94 2.000 .000 .00 1 .0 3.053 .0610 .0234 .07 .76 2.35 .60 .013 .00 .00 PIPE 1076.154 1440.479 .788 1441.267 11.00 9.55 1.42 1442.68 .00 1.19 1.95 2.000 .000 .00 1 .0 2.468 .0610 .0206 .05 .79 2.19 .60 .013 .00 .00 PIPE 1078.621 1440.630 .817 1441.447 11.00 9.11 1.29 1442.73 .00 1.19 1.97 2.000 .000 .00 1 .0 2.028 .0610 .0181 .04 .82 2.05 .60 .013 .00 .00 PIPE 1080.649 1440.753 .847 1441.600 11.00 8.68 1.17 1442.77 .00 1.19 1.98 2.000 .000 .00 1 .0 1.671 .0610 .0159 .03 .85 1.91 .60 .013 .00 .00 PIPE 1082.320 1440.855 .878 1441.733 11.00 8.28 1.06 1442.80 .00 1.19 1.99 2.000 .000 .00 1 .0 1.355 .0610 .0139 .02 .88 1.78 .60 .013 .00 .00 PIPE 1083.675 1440.938 .911 1441.849 11.00 7.89 .97 1442.82 .00 1.19 1.99 2.000 .000 .00 1 .0 1.107 .0610 .0123 .01 .91 1.66 .60 .013 .00 .00 PIPE 1084.782 1441.005 .945 1441.950 11.00 7.53 .88 1442.83 .00 1.19 2.00 2.000 .000 .00 1 .0 .895 .0610 .0108 .01 .95 1.55 .60 .013 .00 .00 PIPE 1085.678 1441.060 .980 1442.040 11.00 7.18 .80 1442.84 .00 1.19 2.00 2.000 .000 .00 1 .0 .674 .0610 .0095 .01 .98 1.44 .60 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. •*.+wwwwwwwr,tt.«,tr+r+.ww+r+..w■•war..trr..w«,ttr*ww..r*rr+**.wr,r,+wrwrrr*.r.*www*r*�*«ww*w,twr**+*r*rr*,trtrw�wr+wxr***rrtr*rt,t• •,ttt:•w• Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width Dia.-FTIor I.D.1 ZL jPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch wwwwwwwwwlwwwwwwwwwlwwwwwwwwlwwwwwwww*Iwwwwwwwwwlwwwwwwwlwwwwwwwlwwwwwwwwwlwwwwwwwlwwwwwwwwlwwwwwwwwlwwwwwwwlwwwwwwwlwwwww Iwwwwwww 1086.351 1441.101 1.018 1442.119 11.00 6.84 .73 1442.85 .00 1.19 2.00 2.000 .000 .00 1 .0 .515 .0610 .0084 .00 1.02 1.34 .60 .013 .00 .00 PIPE 1086.866 1441.133 1.057 1442.190 11.00 6.52 .66 1442.85 .00 1.19 2.00 2.000 .000 .00 1 .0 .356 .0610 .0074 .00 1.06 1.25 .60 .013 .00 .00 PIPE 1087.222 1441.154 1.098 1442.252 11.00 6.22 .60 1442.85 .00 1.19 1.99 2.000 .000 .00 1 .0 .195 .0610 .0065 .00 1.10 1.16 .60 .013 .00 .00 PIPE 1087.417 1441.166 1.142 1442.308 11.00 5.93 .55 1442.85 .00 1.19 1.98 2.000 .000 .00 1 .0 .063 .0610 .0057 .00 1.14 1.08 .60 .013 .00 .00 PIPE 1087.480 1441.170 1.189 1442.359 11.00 5.65 .50 1442.85 .00 1.19 1.96 2.000 .000 .00 1 .0 0 0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .593 1435.783 12.00 15.38 3.67 1439.46 .00 1.24 1.83 2.000 .000 .00 1 .0 .115 .1074 .0766 .01 .59 4.15 .54 .013 .00 .00 PIPE 1004.815 1435.202 .593 1435.796 12.00 15.37 3.67 1439.46 .00 1.24 1.83 2.000 .000 .00 1 .0 8.755 .1074 .0718 .63 .59 4.14 .54 .013 .00 .00 PIPE 1013.570 1436.143 .614 1436.757 12.00 14.65 3.33 1440.09 .00 1.24 1.85 2.000 .000 .00 1 .0 6.323 .1074 .0628 .40 .61 3.88 .54 .013 .00 .00 PIPE 1019.893 1436.822 .635 1437.458 12.00 13.97 3.03 1440.49 .00 1.24 1.86 2.000 .000 .00 1 .0 4.817 .1074 .0550 .27 .64 3.63 .54 .013 .00 .00 PIPE 1024.710 1437.340 .658 1437.998 12.00 13.32 2.76 1440.75 .00 1.24 1.88 2.000 .000 .00 1 .0 5.960 .0610 .0504 .30 .66 3.39 .63 .013 .00 .00 PIPE 1030.670 1437.704 .664 1438.368 12.00 13.14 2.68 1441.05 .00 1.24 1.88 2.000 .000 .00 1 .0 15.079 .0610 .0464 .70 .66 3.33 .63 .013 .00 .00 PIPE 1045.749 1438.624 .688 1439.312 12.00 12.53 2.44 1441.75 .00 1.24 1.90 2.000 .000 .00 1 .0 9.729 .0610 .0407 .40 .69 3.11 .63 .013 .00 .00 PIPE 1055.477 1439.217 .712 1439.930 12.00 11.95 2.22 1442.15 .00 1.24 1.92 2.000 .000 .00 1 .0 6.927 .0610 .0357 .25 .71 2.91 .63 .013 .00 .00 PIPE 1062.405 1439.640 .738 1440.378 12.00 11.39 2.02 1442.39 .00 1.24 1.93 2.000 .000 .00 1 .0 5.288 .0610 .0313 .17 .74 2.72 .63 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wt) INo Wth Station I Elev ( (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1067.693 1439.963 .764 1440.727 12.00 10.86 1.83 1442.56 .00 1.24 1.94 2.000 .000 .00 1 .0 4.127 .0610 .0274 .11 .76 2.54 .63 .013 .00 .00 PIPE 1071.820 1440.215 .792 1441.007 12.00 10.36 1.67 1442.67 .00 1.24 1.96 2.000 .000 .00 1 .0 3.315 .0610 .0241 .08 .79 2.37 .63 .013 .00 .00 PIPE 1075.135 1440.417 .821 1441.238 12.00 9.88 1.51 1442.75 .00 1.24 1.97 2.000 .000 .00 1 .0 2.701 .0610 .0211 .06 .82 2.21 .63 .013 .00 .00 PIPE 1077.836 1440.582 .851 1441.433 12.00 9.42 1.38 1442.81 .00 1.24 1.98 2.000 .000 .00 1 .0 2.218 .0610 .0186 .04 .85 2.07 .63 .013 .00 .00 PIPE 1080.054 1440.717 .882 1441.599 12.00 8.98 1.25 1442.85 .00 1.24 1.99 2.000 .000 .00 1 .0 1.807 .0610 .0163 .03 .88 1.93 .63 .013 .00 .00 PIPE 1081.861 1440.827 .915 1441.742 12.00 8.56 1.14 1442.88 .00 1.24 1.99 2.000 .000 .00 1 .0 1.488 .0610 .0143 .02 .92 1.80 .63 .013 .00 .00 PIPE 1083.349 1440.918 .949 1441.867 12.00 8.16 1.03 1442.90 .00 1.24 2.00 2.000 .000 .00 1 .0 1.199 .0610 .0126 .02 .95 1.68 .63 .013 .00 .00 PIPE 1084.548 1440.991 .985 1441.976 12.00 7.78 .94 1442.92 .00 1.24 2.00 2.000 .000 .00 1 .0 .952 .0610 .0111 .01 .99 1.56 .63 .013 .00 .00 PIPE 1085.500 1441.049 1.023 1442.072 12.00 7.42 .85 1442.93 .00 1.24 2.00 2.000 000 .00 1 .0 .756 .0610 .0098 .01 1.02 1.45 .63 .013 .00 .00 PIPE FILE: 16577 -WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:14 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. r+r**w**,r*,e«�,e,r*w*r*rwwrr*w,rt+w+ww*,rr*ar*w*r**,e*,r,r,r***w«wxrrrr**r,r+*r*rw*wrr*r*,+rr*r*rr*err,r,rrr**�*r*r**�,r**w*+r+.rw,rr*rr,e,e ,t• •r,e*st+a Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch x*ww*r.r,t I ,tww*•*w«. I +w*xr,t:* I •,t ,ttrrw*w• I r*tw,r ,rr+� I w*,t++rr I •w,r ,t ,tr* I wr,rrr*+.« I w*,e•w*w I •,e♦,r*•*w I w,t ,t ,r ,t*•r I rwwrr,r ,r I**r,rww• I •,rww• I *.**rrr 1086.255 1441.095 1.062 1442.158 12.00 7.07 .78 1442.93 .00 1.24 2.00 2.000 .000 .00 1 .0 .547 .0610 .0086 .00 1.06 1.35 .63 .013 .00 .00 PIPE 1086.802 1441.129 1.104 1442.233 12.00 6.75 .71 1442.94 .00 1.24 1.99 2.000 .000 .00 1 .0 .379 .0610 .0076 .00 1.10 1.26 .63 .013 .00 .00 PIPE 1087.181 1441.152 1.148 1442.300 12.00 6.43 .64 1442.94 .00 1.24 1.98 2.000 .000 .00 1 .0 .228 .0610 .0067 .00 1.15 1.17 .63 .013 .00 .00 PIPE 1087.409 1441.166 1.194 1442.360 12.00 6.13 .58 1442.94 .00 1.24 1.96 2.000 .000 .00 1 .0 .071 .0610 .0060 .00 1.19 1.08 .63 .013 .00 .00 PIPE 1087.480 1441.170 1.244 1442.414 12.00 5.84 .53 1442.94 .00 1.24 1.94 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:15 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow, ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa11I ZR (Type Ch I I I I I I I I I I I I I 1004.700 1435.190 .621 1435.811 13.00 15.63 3.80 1439.61 .00 1.30 1.85 2.000 .000 .00 1 .0 .094 .1074 .0752 .01 .62 4.11 .57 .013 .00 .00 I_ PIPE 1004.794 1435.200 .621 1435.821 13.00 15.62 3.79 1439.61 .00 1.30 1.85 2.000 .000 .00 1 .0 8.698 .1074 .0704 .61 .62 4.10 .57 .013 .00 .00 I_ PIPE 1013.491 I 1436.135 I .643 I 1436.778 I I 13.00 14.89 I 3.44 I 1440.22 .00 I 1.30 I 1.87 I I 2.000 I .000 .00 I 1 .0 6.335 .1074 .0617 .39 .64 3.84 .57 .013 .00 .00 I_ PIPE 1019.826 I 1436.815 I .666 I I 1437.481 I 13.00 14.20 I 3.13 I 1440.61 .00 I 1.30 I 1.89 I I 2.000 I .000 .00 I 1 .0 4.884 .1074 .0541 .26 .67 3.59 .57 .013 .00 .00 I_ PIPE 1024.710 I 1437.340 I .690 I I 1438.030 I 13.00 13.54 I 2.84 I 1440.87 .00 I 1.30 I 1.90 I I 2.000 I .000 .00 I 1 .0 16.691 .0610 .0475 .79 .69 3.36 .66 .013 .00 .00 I_ PIPE 1041.401 I 1438.359 I .713 I I 1439.072 I 13.00 12.94 I 2.60 I 1441.67 .00 I 1.30 I 1.92 I I 2.000 I .000 .00 I 1 .0 10.994 .0610 .0418 .46 .71 3.15 .66 .013 .00 .00 I_ PIPE 1052.394 I 1439.029 I .738 I 1439.767 I I 13.00 12.33 I 2.36 I 1442.13 .00 I 1.30 I 1.93 I I 2.000 I .000 .00 I 1 .0 7.707 .0610 .0367 .28 .74 2.94 .66 .013 .00 .00 I_ PIPE 1060.101 I 1439.500 I .765 I 1440.265 I I 13.00 11.76 I 2.15 I 1442.41 .00 I 1.30 I 1.94 I I 2.000 I .000 .00 I 1 .0 5.829 .0610 .0322 .19 .77 2.75 .66 .013 .00 .00 I_ PIPE 1065.930 I 1439.855 I .792 I 1440.647 I I 13.00 11.21 I 1.95 I 1442.60 .00 I 1.30 I 1.96 I I 2.000 I .000 .00 I 1 .0 4.526 .0610 .0282 .13 .79 2.57 .66 .013 .00 .00 I_ PIPE O fl FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:15 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticaljFlow ToplHeight/ Base Wtj INo Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1070.456 1440.131 .821 1440.953 13.00 10.69 1.78 1442.73 .00 1.30 1.97 2.000 .000 .00 1 .0 3.624 .0610 .0248 .09 .82 2.40 .66 .013 .00 .00 PIPE 1074.080 1440.353 .851 1441.204 13.00 10.19 1.61 1442.82 .00 1.30 1.98 2.000 .000 .00 1 .0 2.922 .0610 .0218 .06 .85 2.24 .66 .013 .00 .00 PIPE 1077.002 1440.531 .883 1441.414 13.00 9.72 1.47 1442.88 .00 1.30 1.99 2.000 .000 .00 1 .0 2.419 .0610 .0191 .05 .88 2.09 .66 .013 .00 .00 PIPE 1079.421 1440.678 .915 1441.593 13.00 9.27 1.33 1442.93 .00 1.30 1.99 2.000 .000 .00 1 .0 1.951 .0610 .0168 .03 .92 1.95 .66 .013 .00 .00 PIPE 1081.372 1440.797 .950 1441.747 13.00 8.84 1.21 1442.96 .00 1.30 2.00 2.000 .000 .00 1 .0 1.606 .0610 .0148 .02 .95 1.81 .66 .013 .00 .00 PIPE 1082.977 1440.895 .986 1441.881 13.00 8.42 1.10 1442.98 .00 1.30 2.00 2.000 .000 .00 1 .0 1.317 .0610 .0130 .02 .99 1.69 .66 .013 .00 .00 PIPE 1084.294 1440.976 1.023 1441.999 13.00 8.03 1.00 1443.00 .00 1.30 2.00 2.000 .000 .00 1 .0 1.031 .0610 .0115 .01 1.02 1.57 .66 .013 .00 .00 PIPE 1085.325 1441.039 1.063 1442.102 13.00 7.66 .91 1443.01 .00 1.30 2.00 2.000 .000 .00 1 .0 .821 .0610 .0101 .01 1.06 1.46 .66 .013 .00 .00 PIPE 1086.146 1441.089 1.104 1442.193 13.00 7.30 .83 1443.02 .00 1.30 1.99 2.000 .000 .00 1 .0 .600 .0610 .0089 .01 1.10 1.36 .66 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:15 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. wwwwwwwwwwwwww«*,rr.«.*+r*•,t.�*wwr*rww,trr**wwwrrr**+�«r«...,tw++t,t*r.w*,e*war*.w*rr,t+r**•,rpt**w«•*,t**rr*.*t:tt*w�w,twr,tr,r**r*e wt«�r,t*• Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D.I ZL IPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch wwwwwwwwwlwwwwwwwwwlwwwwwwwwlwww*wwwwwlwwww*wwwwlwwwwwwwlwwwwwwwlwwwwwwwwwlwwwwwwwlw*wwwwwwlwwwwwwwwlwwwwwwwlwwwwwwwlwwwww Iwwwwwww 1086.747 1441.125 1.148 1442.273 13.00 6.96 .75 1443.03 .00 1.30 1.98 2.000 .000 .00 1 .0 .422 .0610 .0079 .00 1.15 1.26 .66 .013 .00 .00 PIPE 1087.169 1441.151 1.194 1442.345 13.00 6.64 .68 1443.03 .00 1.30 1.96 2.000 .000 .00 1 .0 .245 .0610 .0070 .00 1.19 1.17 .66 .013 .00 .00 PIPE 1087.413 1441.166 1.243 1442.409 13.00 6.33 .62 1443.03 .00 1.30 1.94 2.000 .000 .00 1 .0 .067 .0610 .0062 .00 1.24 1.08 .66 .013 .00 .00 PIPE 1087.480 -I- 1441.170 -I- 1.297 -I- 1442.467 -I- 13.00 -I- 6.03 -I- .56 -I- 1443.03 -I- .00 -I- 1.30 -I- 1.91 -I- 2.000 .000 -I- -I- .00 1 .0 I- (1 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:15 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D.1 ZL jPrs/Pip L/Elem lCh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .648 1435.838 14.00 15.88 3.91 1439.75 .00 1.35 1.87 2.000 .000 .00 1 .0 .036 .1074 .0740 .00 .65 4.08 .59 .013 .00 .00 PIPE 1004.736 1435.194 .648 1435.842 14.00 15.85 3.90 1439.74 .00 1.35 1.87 2.000 .000 .00 1 .0 8.669 .1074 .0692 .60 .65 4.07 .59 .013 .00 .00 PIPE 1013.405 1436.125 .671 1436.797 14.00 15.11 3.55 1440.34 .00 1.35 1.89 2.000 .000 .00 1 .0 6.374 .1074 .0606 .39 .67 3.80 .59 .013 .00 .00 PIPE 1019.779 1436.810 .695 1437.505 14.00 14.41 3.22 1440.73 .00 1.35 1.90 2.000 .000 .00 1 .0 4.931 .1074 .0532 .26 .70 3.55 .59 .013 .00 .00 PIPE 1024.710 1437.340 .721 1438.060 14.00 13.74 2.93 1440.99 .00 1.35 1.92 2.000 .000 .00 1 .0 11.776 .0610 .0478 .56 .72 3.32 .68 .013 .00 .00 PIPE 1036.486 1438.058 .736 1438.795 14.00 13.34 2.76 1441.56 .00 1.35 1.93 2.000 .000 .00 1 .0 12.500 .0610 .0430 .54 .74 3.19 .68 .013 .00 .00 PIPE 1048.986 1438.821 .762 1439.583 14.00 12.72 2.51 1442.10 .00 1.35 1.94 2.000 .000 .00 1 .0 8.600 .0610 .0377 .32 .76 2.98 .68 .013 .00 .00 PIPE 1057.586 1439.346 .790 1440.136 14.00 12.13 2.28 1442.42 .00 1.35 1.96 2.000 .000 .00 1 .0 6.400 .0610 .0331 .21 .79 2.78 .68 .013 .00 .00 PIPE 1063.986 1439.736 .819 1440.556 14.00 11.56 2.08 1442.63 .00 1.35 1.97 2.000 •000 .00 1 .0 4.998 .0610 .0291 .15 .82 2.60 .68 .013 .00 .00 PIPE FILE: 16577 -WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:15 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem jCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1068.984 1440.041 .848 1440.890 14.00 11.02 1.89 1442.78 .00 1.35 1.98 2.000 .000 .00 1 .0 3.932 .0610 .0255 .10 .85 2.42 .68 .013 .00 .00 PIPE 1072.916 1440.281 .880 1441.161 14.00 10.51 1.72 1442.88 .00 1.35 1.99 2.000 .000 .00 1 .0 3.213 .0610 .0224 .07 .88 2.26 .68 .013 .00 .00 PIPE 1076.129 1440.477 .912 1441.389 14.00 10.02 1.56 1442.95 .00 1.35 1.99 2.000 .000 .00 1 .0 2.586 .0610 .0197 .05 .91 2.11 .68 .013 .00 .00 PIPE 1078.715 1440.635 .947 1441.582 14.00 9.56 1.42 1443.00 .00 1.35 2.00 2.000 .000 .00 1 .0 2.150 .0610 .0173 .04 .95 1.97 .68 .013 .00 .00 PIPE 1080.865 1440.766 .982 1441.748 14.00 9.11 1.29 1443.04 .00 1.35 2.00 2.000 .000 .00 1 .0 1.731 .0610 .0153 .03 .98 1.83 .68 .013 .00 .00 PIPE 1082.596 1440.872 1.020 1441.892 14.00 8.69 1.17 1443.06 .00 1.35 2.00 2.000 .000 .00 1 .0 1.420 .0610 .0135 .02 1.02 1.71 .68 .013 .00 .00 PIPE 1084.016 1440.959 1.059 1442.018 14.00 8.28 1.07 1443.08 .00 1.35 2.00 2.000 .000 .00 1 .0 1.116 .0610 .0119 .01 1.06 1.59 .68 .013 .00 .00 PIPE 1085.132 1441.027 1.101 1442.128 14.00 7.90 .97 1443.10 .00 1.35 1.99 2.000 .000 .00 1 .0 .891 .0610 .0105 .01 1.10 1.47 .68 .013 .00 .00 PIPE 1086.023 1441.081 1.144 1442.225 14.00 7.53 .88 1443.11 .00 1.35 1.98 2.000 X000 .00 1 .0 .658 .0610 .0093 .01 1.14 1.37 .68 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:15 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ♦r,r**r**r+,rr,rr*,rr.rrww.w*•rr.r**,rrrr*r,r*t�,r*,r*r•.w*wr.r*r,r**,r�,rr**rrrxwww«.•rr*�***,r«w«w,r«*.*,er**r.*r.*��r,rr*r*r+w,t.**,er«* •,r ,r,rrt,t+ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch ♦,r*r*,rr,rr�,e+r,rrrrrrlw«w«***wlww,rw,rr**�I...*rww«.I«««,t«*.I,rrr+*�,rl,r*+*rwx.«I«*ww*w*I,r*rt,rtr,rl**.•«r•�I•�rr��rl**,rw«•«Irrr,r♦ I*fw:rrr 1086.680 1441.121 1.190 1442.311 14.00 7.18 .80 1443.11 .00 1.35 1.96 2.000 .000 .00 1 .0 .450 .0610 .0082 .00 1.19 1.27 .68 .013 .00 .00 PIPE 1087.130 1441.149 1.239 1442.388 14.00 6.85 .73 1443.12 .00 1.35 1.94 2.000 .000 .00 1 .0 .263 .0610 .0073 .00 1.24 1.18 .68 .013 .00 .00 PIPE 1087.393 1441.165 1.291 1442.456 14.00 6.53 .66 1443.12 .00 1.35 1.91 2.000 .000 .00 1 .0 .087 .0610 .0064 .00 1.29 1.09 .68 .013 .00 .00 PIPE 1087.480 1441.170 1.348 1442.518 14.00 6.22 .60 1443.12 .00 1.35 1.88 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:15 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.) Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem SCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .675 1435.865 15.00 16.08 4.01 1439.88 .00 1.40 1.89 2.000 .000 .00 1 .0 8.440 .1074 .0685 .58 .68 4.04 .61 .013 .00 .00 PIPE 1013.140 1436.097 .698 1436.795 15.00 15.36 3.66 1440.46 .00 1.40 1.91 2.000 .000 .00 1 .0 6.513 .1074 .0602 .39 .70 3.78 .61 .013 .00 .00 PIPE 1019.653 1436.797 .723 1437.520 15.00 14.64 3.33 1440.85 .00 1.40 1.92 2.000 .000 .00 1 .0 5.057 .1074 .0528 .27 .72 3.53 .61 .013 .00 .00 PIPE 1024.710 1437.340 .749 1438.089 15.00 13.96 3.03 1441.12 .00 1.40 1.94 2.000 .000 .00 1 .0 6.169 .0610 .0482 .30 .75 3.30 .71 .013 .00 .00 PIPE 1030.878 1437.716 .757 1438.473 15.00 13.74 2.93 1441.41 .00 1.40 1.94 2.000 .000 .00 1 .0 14.274 .0610 .0443 .63 .76 3.23 .71 .013 .00 .00 PIPE 1045.152 1438.587 .785 1439.372 15.00 13.10 2.67 1442.04 .00 1.40 1.95 2.000 .000 .00 1 .0 9.682 .0610 .0389 .38 .79 3.02 .71 .013 .00 .00 PIPE 1054.835 1439.178 .813 1439.991 15.00 12.49 2.42 1442.41 .00 1.40 1.96 2.000 .000 .00 1 .0 7.077 .0610 .0341 .24 .81 2.82 .71 .013 .00 .00 PIPE 1061.912 1439.610 .843 1440.453 15.00 11.91 2.20 1442.66 .00 1.40 1.98 2.000 .000 .00 1 .0 5.453 .0610 .0300 .16 .84 2.63 .71 .013 .00 .00 PIPE 1067.365 1439.943 .874 1440.817 15.00 11.36 2.00 1442.82 .00 1.40 1.98 2.000 .000 .00 1 .0 4.299 .0610 .0263 .11 .87 2.45 .71 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:15 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1071.664 1440.205 .907 1441.112 15.00 10.83 1.82 1442.93 .00 1.40 1.99 2.000 .000 .00 1 .0 3.500 .0610 .0232 .08 .91 2.29 .71 .013 .00 .00 PIPE 1075.165 1440.418 .940 1441.359 15.00 10.32 1.66 1443.01 .00 1.40 2.00 2.000 .000 .00 1 .0 2.816 .0610 .0204 .06 .94 2.13 .71 .013 .00 .00 PIPE 1077.981 1440.590 .976 1441.566 15.00 9.84 1.50 1443.07 .00 1.40 2.00 2.000 .000 .00 1 .0 2.316 .0610 .0179 .04 .98 1.99 .71 .013 .00 .00 PIPE 1080.297 1440.732 1.013 1441.745 15.00 9.39 1.37 1443.11 .00 1.40 2.00 2.000 .000 .00 1 .0 1.888 .0610 .0158 .03 1.01 1.85 .71 .013 .00 .00 PIPE 1082.185 1440.847 1.052 1441.899 15.00 8.95 1.24 1443.14 .00 1.40 2.00 2.000 .000 .00 1 .0 1.530 .0610 .0139 .02 1.05 1.72 .71 .013 .00 .00 PIPE 1083.715 1440.940 1.093 1442.033 15.00 8.53 1.13 1443.16 .00 1.40 1.99 2.000 .000 .00 1 .0 1.227 .0610 .0123 .02 1.09 1.60 .71 .013 .00 .00 PIPE 1084.942 1441.015 1.136 1442.151 15.00 8.14 1.03 1443.18 .00 1.40 1.98 2.000 .000 .00 1 .0 .946 .0610 .0109 .01 1.14 1.49 .71 .013 .00 .00 PIPE 1085.887 1441.073 1.182 1442.255 15.00 7.76 .93 1443.19 .00 1.40 1.97 2.000 .000 .00 1 .0 .719 .0610 .0096 .01 1.18 1.38 .71 .013 .00 .00 PIPE 1086.606 1441.117 1.230 1442.347 15.00 7.40 .85 1443.20 .00 1.40 1.95 2.000 .000 .00 1 C .499 .0610 .0085 .00 1.23 1.28 .71 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 7:15 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NjNorm Dp I "N" I X -Fall ZR IType Ch 1087.105 1441.147 1.281 1442.428 15.00 7.05 .77 1443.20 .00 1.40 1.92 2.000 .000 .00 1 .0 .284 .0610 .0076 .00 1.28 1.18 .71 .013 .00 .00 PIPE 1087.390 1441.165 1.336 1442.501 15.00 6.72 .70 1443.20 .00 1.40 1.88 2.000 .000 .00 1 .0 .090 .0610 .0067 .00 1.34 1.09 .71 .013 .00 .00 PIPE 1087.480 1441.170 1.396 1442.566 15.00 6.41 .64 1443.20 .00 1.40 1.84 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ..w*w,rr+.ww•*+,rr.*.rr�r«rwrr+t.e,e*ww•**r..r*w***,rw+*..r*wr*«r**wr****r.w«••,r*r+*.**.«**,r,r**•r*++r,r,r:r,e*r+*wr+,r««.•«w.f*«�* •,r**rte*• Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev ( (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch *rr:w•r*rl+r•w**rwr.l*��r,r*xrl++#*t****It..«.+r*:�I+��,r..«I***w.r,rl�t++.w*.xl*:•*r+*I,r+r**.w*I..,rrrx,r«I,r*�,r*rrlr�+rr**wl••trr Iwr.:*+• 1004.700 1435.190 .702 1435.892 16.00 16.25 4.10 1439.99 .00 1.44 1.91 2.000 .000 .00 1 .0 8.451 .1074 .0672 .57 .70 3.99 .63 .013 .00 .00 PIPE 1013.151 1436.098 .726 1436.824 16.00 15.53 3.74 1440.57 .00 1.44 1.92 2.000 .000 .00 1 .0 6.494 .1074 .0591 .38 .73 3.74 .63 .013 .00 .00 PIPE 1019.645 1436.796 .752 1437.548 16.00 14.80 3.40 1440.95 .00 1.44 1.94 2.000 .000 .00 1 .0 5.065 .1074 .0518 .26 .75 3.49 .63 .013 .00 .00 PIPE 1024.710 1437.340 .780 1438.120 16.00 14.11 3.09 1441.21 .00 1.44 1.95 2.000 .000 .00 1 .0 15.950 .0610 .0456 .73 .78 3.26 .73 .013 .00 .00 PIPE 1040.660 1438.313 .806 1439.119 16.00 13.50 2.83 1441.95 .00 1.44 1.96 2.000 .000 .00 1 .0 10.966 .0610 .0402 .44 .81 3.06 .73 .013 .00 .00 PIPE 1051.625 1438.982 .835 1439.817 16.00 12.87 2.57 1442.39 .00 1.44 1.97 2.000 .000 .00 1 .0 7.887 .0610 .0353 .28 .84 2.86 .73 .013 .00 .00 PIPE 1059.512 1439.464 .866 1440.330 16.00 12.27 2.34 1442.67 .00 1.44 1.98 2.000 .000 .00 1 .0 6.018 .0610 .0310 .19 .87 2.67 .73 .013 .00 .00 PIPE 1065.531 1439.831 .898 1440.729 16.00 11.70 2.13 1442.85 .00 1.44 1.99 2.000 .000 .00 1 .0 4.746 .0610 .0273 .13 .90 2.49 .73 .013 .00 .00 PIPE 1070.277 1440.120 .931 1441.051 16.00 11.15 1.93 1442.98 .00 1.44 2.00 2.000 .000 .00 1 .0 3.796 .0610 .0240 .09 .93 2.32 .73 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width Dia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1074.073 1440.352 .966 1441.318 16.00 10.63 1.76 1443.07 .00 1.44 2.00 2.000 .000 .00 1 .0 3.073 .0610 .0211 .06 .97 2.16 .73 .013 .00 .00 PIPE 1077.146 1440.539 1.003 1441.542 16.00 10.14 1.60 1443.14 .00 1.44 2.00 2.000 .000 .00 1 .0 2.502 .0610 .0186 .05 1.00 2.01 .73 .013 .00 .00 PIPE 1079.648 1440.692 1.042 1441.734 16.00 9.67 1.45 1443.19 .00 1.44 2.00 2.000 .000 .00 1 .0 2.060 .0610 .0164 .03 1.04 1.87 .73 .013 .00 .00 PIPE 1081.708 1440.818 1.082 1441.900 16.00 9.22 1.32 1443.22 .00 1.44 1.99 2.000 .000 .00 1 .0 1.653 .0610 .0145 .02 1.08 1.74 .73 .013 .00 .00 PIPE 1083.360 1440.919 1.125 1442.044 16.00 8.79 1.20 1443.24 .00 1.44 1.98 2.000 .000 .00 1 .0 1.328 .0610 .0128 .02 1.13 1.62 .73 .013 .00 .00 PIPE 1084.688 1441.000 1.170 1442.170 16.00 8.38 1.09 1443.26 .00 1.44 1.97 2.000 .000 .00 1 .0 1.048 .0610 .0113 .01 1.17 1.50 .73 .013 .00 .00 PIPE 1085.736 1441.064 1.217 1442.281 16.00 7.99 .99 1443.27 .00 1.44 1.95 2.000 .000 .00 1 .0 .786 .0610 .0100 .01 1.22 1.39 .73 .013 .00 .00 PIPE 1086.523 1441.112 1.267 1442.379 16.00 7.62 .90 1443.28 .00 1.44 1.93 2.000 .000 .00 1 .0 .536 .0610 .0089 .00 1.27 1.29 .73 .013 .00 .00 PIPE 1087.058 1441.144 1.321 1442.465 16.00 7.26 .82 1443.28 .00 1.44 1.89 2.000 .000 .00 1 .0 .329 .0610 .0079 .00 1.32 1.19 .73 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. •,rr*+•+*+**wrwrw•.«tr•.*r*t.*w*r•*.,r+w**r.rr.r.rw*r+.+wry•.wwx+.r#*�.w*rr�wr**..+wr*,r,rw**wr,rwrrrw«,rrwrr•rw�►.:rw*t*f,r�*rr•* ,r,r•r,r•*r Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch .rwa,++wrrl+«,rt+*wrwlrw+.*+�:I«*,e**.**.Irxe«,r+..•I....rw,elw*,t*t«�I.r*:*.**wl*�.•*�•I..,r**rw•I«*�wr.**I*rr*,r,+rl+.*rwrrwl�r*r• I*,rr«�r• 1087.387 1441.164 1.378 1442.542 16.00 6.93 .74 1443.29 .00 1.44 1.85 2.000 .000 .00 1 .0 .093 .0610 .0070 .00 1.38 1.09 .73 .013 .00 .00 PIPE 1087.480 1441.170 1.442 1442.612 16.00 6.60 .68 1443.29 .00 1.44 1.79 2.000 .000 .00 1 .0 _I_ _I_ _I_ -I_ _I- _I_ _I_ _I_ _I_ -I- _I_ _I_ _I_ I_ FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL jPrs/Pip L/Eleni ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .727 1435.917 17.00 16.47 4.21 1440.13 .00 1.49 1.92 2.000 .000 .00 1 .0 8.305 .1074 .0665 .55 .73 3.96 .65 .013 .00 .00 PIPE 1013.005 1436.082 .752 1436.834 17.00 15.73 3.84 1440.61 .00 1.49 1.94 2.000 .000 .00 1 .0 6.570 .1074 .0584 .38 .75 3.71 .65 .013 .00 .00 PIPE 1019.575 1436.788 .779 1437.567 17.00 14.99 3.49 1441.06 .00 1.49 1.95 2.000 .000 .00 1 .0 5.135 .1074 .0513 .26 .78 3.47 .65 .013 .00 .00 PIPE 1024.710 1437.340 .808 1438.148 17.00 14.30 3.17 1441.32 .00 1.49 1.96 2.000 .000 .00 1 .0 10.891 .0610 .0461 .50 .81 3.24 .76 .013 .00 .00 PIPE 1035.601 1438.005 .825 1438.830 17.00 13.89 3.00 1441.83 .00 1.49 1.97 2.000 .000 .00 1 .0 12.487 .0610 .0416 .52 .83 3.11 .76 .013 .00 .00 PIPE 1048.087 1438.766 .855 1439.622 17.00 13.24 2.72 1442.35 .00 1.49 1.98 2.000 .000 .00 1 .0 8.812 .0610 .0365 .32 .86 2.90 .76 .013 .00 .00 PIPE 1056.900 1439.304 .887 1440.191 17.00 12.63 2.48 1442.67 .00 1.49 1.99 2.000 .000 .00 1 .0 6.650 .0610 .0321 .21 .89 2.70 .76 .013 .00 .00 PIPE 1063.549 1439.710 .920 1440.630 17.00 12.04 2.25 1442.88 .00 1.49 1.99 2.000 .000 .00 1 .0 5.207 .0610 .0282 .15 .92 2.52 .76 .013 .00 .00 PIPE 1068.756 1440.028 .954 1440.982 17.00 11.48 2.05 1443.03 .00 1.49 2.00 2.000 .000 .00 1 .0 4.121 .0610 .0249 .10 .95 2.35 .76 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1072.878 1440.279 .991 1441.270 17.00 10.95 1.86 1443.13 .00 1.49 2.00 2.000 .000 .00 1 .0 3.352 .0610 .0219 .07 .99 2.19 .76 .013 .00 .00 PIPE 1076.229 1440.484 1.029 1441.513 17.00 10.44 1.69 1443.20 .00 1.49 2.00 2.000 .000 .00 1 .0 2.750 .0610 .0193 .05 1.03 2.04 .76 .013 .00 .00 PIPE 1078.979 1440.651 1.068 1441.720 17.00 9.95 1.54 1443.26 .00 1.49 2.00 2.000 .000 .00 1 .0 2.222 .0610 .0170 .04 1.07 1.90 .76 .013 .00 .00 PIPE 1081.201 1440.787 1.110 1441.897 17.00 9.49 1.40 1443.29 .00 1.49 1.99 2.000 .000 .00 1 .0 1.806 .0610 .0150 .03 1.11 1.76 .76 .013 .00 .00 PIPE 1083.007 1440.897 1.154 1442.051 17.00 9.05 1.27 1443.32 .00 1.49 1.98 2.000 .000 .00 1 .0 1.435 .0610 .0133 .02 1.15 1.63 .76 .013 .00 .00 PIPE 1084.442 1440.985 1.201 1442.186 17.00 8.63 1.16 1443.34 .00 1.49 1.96 2.000 .000 .00 1 .0 1.137 .0610 .0117 .01 1.20 1.52 .76 .013 .00 .00 PIPE 1085.579 1441.054 1.250 1442.304 17.00 8.22 1.05 1443.35 .00 1.49 1.94 2.000 .000 .00 1 .0 .839 .0610 .0104 .01 1.25 1.40 .76 .013 .00 .00 PIPE 1086.418 1441.105 1.303 1442.408 17.00 7.84 .95 1443.36 .00 1.49 1.91 2.000 .000 .00 1 .0 .595 .0610 .0093 .01 1.30 1.30 .76 .013 .00 .00 PIPE 1087.013 1441.142 1.359 1442.501 17.00 7.48 .87 1443.37 .00 1.49 1.87 2.000 .000 .00 1 .0 .358 .0610 .0082 .00 1.36 1.19 .76 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. •r+•w�*,rr:rxw.•w*♦r*rrf,trw,tr++rr*,t*�,raw.•.r*««rr*+.•+..«...•rrrrr«rr�r:r,r*•***w«ww«.r**.*,r*rw*.•.*er,r*r*+e•rr••«wr+*rww.*,e.r• rw+++... Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch .*.*•w*:rl*xwwwr+,t+I+,rr+�*trlr*r**«+w*I•...ww+r*I+r*..w.l***rr.�lwrr.*�*r*I*:wrr*rl+x.rr■,r.l+rr••«++*I,r,rr«.*•Irrxwwrrlr+rr,rr I*:•w«tr 1087.371 1441.163 1.419 1442.583 17.00 7.13 .79 1443.37 .00 1.49 1.82 2.000 .000 .00 1 .0 .109 .0610 .0074 .00 1.42 1.10 .76 .013 .00 .00 PIPE I 1 1 1087.480 1441.170 1.486 1442.656 17.00 6.79 .72 1443.37 .00 1.49 1.75 2.000 .000 .00 1 .0 0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. w,r,r*r*rr,rr,rr+�w,r*�*w.,�w..ww,t««r««**..rrr*,r�r,rr,r***.,+.r«rr*.,r«•*,r,r�,r,r,rrrr**�w«««..,t*,r,rr*rw*,t.r�*,r,r•w,r«r,r,r*r�**,r ,r,rr*wr*•,t,r,rr •:+rr+.r• Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width Dia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch w•,r,t,t•,tr,tlw,twxwwrtrl■.rw.wwtlr..rr.t:rlrr,t�,t,trwtlr,tr.rrrlt,t*xr**I*.r,t*r.*.I«««+tw.*I*,t*x.«*tlr,r•*w..rl,t*rr*+•I*r***r*I..r*♦ Ixr.:*�w 1004.700 1435.190 .752 1435.942 18.00 16.66 4.31 1440.25 .00 1.53 1.94 2.000 .000 .00 1 .0 8.132 .1074 .0658 .54 .75 3.93 .67 .013 .00 .00 PIPE 1012.832 1436.064 .777 1436.841 18.00 15.92 3.94 1440.78 .00 1.53 1.95 2.000 .000 .00 1 .0 6.646 .1074 .0580 .39 .78 3.69 .67 .013 .00 .00 PIPE 1019.478 1436.778 .806 1437.584 18.00 15.18 3.58 1441.16 .00 1.53 1.96 2.000 .000 .00 1 .0 5.232 .1074 .0509 .27 .81 3.44 .67 .013 .00 .00 PIPE 1024.710 1437.340 .836 1438.176 18.00 14.48 3.25 1441.43 .00 1.53 1.97 2.000 .000 .00 1 .0 4.960 .0610 .0468 .23 .84 3.21 .78 .013 .00 .00 PIPE 1029.670 1437.643 .843 1438.486 18.00 14.29 3.17 1441.66 .00 1.53 1.98 2.000 .000 .00 1 .0 14.380 .0610 .0431 .62 .84 3.15 .78 .013 .00 .00 PIPE 1044.050 1438.520 .874 1439.394 18.00 13.63 2.88 1442.28 .00 1.53 1.98 2.000 .000 .00 1 .0 9.910 .0610 .0379 .38 .87 2.94 .78 .013 .00 .00 PIPE 1053.959 1439.125 .907 1440.032 18.00 12.99 2.62 1442.65 .00 1.53 1.99 2.000 .000 .00 1 .0 7.377 .0610 .0333 .25 .91 2.74 .78 .013 .00 .00 PIPE 1061.337 1439.575 .941 1440.516 18.00 12.39 2.38 1442.90 .00 1.53 2.00 2.000 .000 .00 1 .0 5.728 .0610 .0293 .17 .94 2.56 .78 .013 .00 .00 PIPE 1067.065 1439.924 .976 1440.901 18.00 11.81 2.17 1443.07 .00 1.53 2.00 2.000 .000 .00 1 .0 4.540 .0610 .0258 .12 .98 2.38 .78 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. x+++++++++++++x+xxxxxx++xx++++x+++xx+x++x++++++++xx++++++xx++++xxx++++++xxx+xx++++++++xx++++xx+++++x+++++++x+++++xx++++x++ +++++*+x Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Falb ZR IType Ch x++++++++I+++xxxxxxl++++++++Ix++xxxxxxl++++++++xlx+x++++xxx++++Ix++++++++Ixxx++++I++x+++++Ix+t+++xxlx++++xxl+++++x+I++++x I++++x+• 1071.604 1440.201 1.013 1441.214 18.00 11.26 1.97 1443.18 .00 1.53 2.00 2.000 .000 .00 1 .0 3.656 .0610 .0227 .08 1.01 2.22 .78 .013 .00 .00 PIPE 1075.260 1440.424 1.052 1441.477 18.00 10.74 1.79 1443.27 .00 1.53 2.00 2.000 .000 .00 1 .0 2.970 .0610 .0200 .06 1.05 2.07 .78 .013 .00 .00 PIPE 1078.230 1440.606 1.093 1441.699 18.00 10.24 1.63 1443.33 .00 1.53 1.99 2.000 .000 .00 1 .0 2.398 .0610 .0177 .04 1.09 1.92 .78 .013 .00 .00 PIPE 1080.629 1440.752 1.137 1441.889 18.00 9.76 1.48 1443.37 .00 1.53 1.98 2.000 .000 .00 1 .0 1.971 .0610 .0156 .03 1.14 1.78 .78 .013 .00 .00 PIPE 1082.600 1440.872 1.182 1442.054 18.00 9.31 1.34 1443.40 .00 1.53 1.97 2.000 .000 .00 1 .0 1.573 .0610 .0138 .02 1.18 1.65 .78 .013 .00 .00 PIPE 1084.174 1440.968 1.230 1442.198 18.00 8.87 1.22 1443.42 .00 1.53 1.95 2.000 .000 .00 1 .0 1.213 .0610 .0122 .01 1.23 1.53 .78 .013 .00 .00 PIPE 1085.386 1441.042 1.282 1442.324 18.00 8.46 1.11 1443.44 .00 1.53 1.92 2.000 .000 .00 1 .0 .938 .0610 .0109 .01 1.28 1.42 .78 .013 .00 .00 PIPE 1086.324 1441.099 1.336 1442.436 18.00 8.07 1.01 1443.45 .00 1.53 1.88 2.000 .000 .00 1 .0 .640 .0610 .0097 .01 1.34 1.31 .78 .013 .00 .00 PIPE 1086.964 1441.139 1.395 1442.534 18.00 7.69 .92 1443.45 .00 1.53 1.84 2.000 .000 .00 1 .0 .391 .0610 .0086 .00 1.40 1.20 .78 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1087.355 1441.162 1.458 1442.621 18.00 7.33 .84 1443.46 .00 1.53 1.78 2.000 .000 .00 1 .0 .125 .0610 .0077 .00 1.46 1.10 .78 .013 .00 .00 PIPE 1087.480 1441.170 1.528 1442.698 18.00 6.99 .76 1443.46 .00 1.53 1.70 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. •ta*+•r.+r•r,rf«,r+�rw,r*+wx�rrr*rrr++.,+*+r*:�**+►«**t+++*rr*r*rrrw*w*r+w*«**«r,rrrw*,e,rwww,r,r**«**rr,rwr*�rw**,r ,r«*rtr**rr�rr�wtwr+.• •*r*�fr• Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.I ZL jPrs/Pip L/Eleni ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch .rtw+••++l*.,r*ww:r*I*r*.wrrrl«*�*r*.r*Iw.w*,r.*rxl*rr+*«*I*,r+ww��l,rr.rw**r+l«wrt,rrrlww**,et**I***r**wrl.+.**,r*«I•+.+rrr�el***r• Ir,ewfr•• 1004.700 1435.190 .778 1435.968 19.00 16.81 4.39 1440.35 .00 1.57 1.95 2.000 .000 .00 1 .0 8.139 .1074 .0648 .53 .78 3.89 .69 .013 .00 .00 PIPE 1012.839 1436.064 .804 1436.869 19.00 16.06 4.01 1440.87 .00 1.57 1.96 2.000 .000 .00 1 .0 6.631 .1074 .0570 .38 .80 3.64 .69 .013 .00 .00 PIPE 1019.470 1436.777 .834 1437.611 19.00 15.32 3.64 1441.25 .00 1.57 1.97 2.000 .000 .00 1 .0 5.240 .1074 .0501 .26 .83 3.40 .69 .013 .00 .00 PIPE 1024.710 1437.340 .865 1438.205 19.00 14.60 3.31 1441.52 .00 1.57 1.98 2.000 .000 .00 1 .0 14.525 .0610 .0444 .65 .86 3.18 .80 .013 .00 .00 PIPE 1039.235 1438.226 .892 1439.118 19.00 14.02 3.05 1442.17 .00 1.57 1.99 2.000 .000 .00 1 .0 11.321 .0610 .0394 .45 .89 2.99 .80 .013 .00 .00 PIPE 1050.556 1438.917 .925 1439.842 19.00 13.37 2.77 1442.62 .00 1.57 1.99 2.000 .000 .00 1 .0 8.278 .0610 .0347 .29 .93 2.79 .80 .013 .00 .00 PIPE 1058.834 1439.422 .959 1440.381 19.00 12.75 2.52 1442.90 .00 1.57 2.00 2.000 .000 .00 1 .0 6.300 .0610 .0305 .19 .96 2.60 .80 .013 .00 .00 PIPE 1065.134 1439.807 .996 1440.803 19.00 12.15 2.29 1443.10 .00 1.57 2.00 2.000 .000 .00 1 .0 4.990 .0610 .0269 .13 1.00 2.42 .80 .013 .00 .00 PIPE 1070.124 1440.111 1.034 1441.145 19.00 11.59 2.08 1443.23 .00 1.57 2.00 2.000 .000 .00 1 .0 4.003 .0610 .0237 .09 1.03 2.25 .80 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++xx+++x+x+xx+xxx+x+xx+xxxxx++xxxx++++x+x+x+xxx+++x+++xxx++++++++x+++xxx+xxxxxx++x+x++x+++x+xxxx+x+xx+xx++xxxx++x+++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch ++++x+xxxl+xx+x+xx+Ix++xxxxxlxxxx+++xxl+xxxxxxxxlx+xxxxxlx+x++x+Ix+++xxx+xlxxxxx++Ixxxxxx++I+++x+xxxl+++xx+xlx+xx+xxl+++++ Ixxx++x+ 1074.127 1440.355 1.074 1441.429 19.00 11.05 1.90 1443.32 .00 1.57 1.99 2.000 .000 .00 1 .0 3.245 .0610 .0209 .07 1.07 2.10 .80 .013 .00 .00 PIPE 1077.372 1440.553 1.116 1441.669 19.00 10.53 1.72 1443.39 .00 1.57 1.99 2.000 .000 .00 1 .0 2.621 .0610 .0184 .05 1.12 1.95 .80 .013 .00 .00 PIPE 1079.993 1440.713 1.161 1441.874 19.00 10.04 1.57 1443.44 .00 1.57 1.97 2.000 .000 .00 1 .0 2.133 .0610 .0163 .03 1.16 1.81 .80 .013 .00 .00 PIPE 1082.126 1440.843 1.208 1442.052 19.00 9.58 1.42 1443.48 .00 1.57 1.96 2.000 .000 .00 1 .0 1.705 .0610 .0144 .02 1.21 1.68 .80 .013 .00 .00 PIPE 1083.831 1440.947 1.258 1442.205 19.00 9.13 1.29 1443.50 .00 1.57 1.93 2.000 .000 .00 1 .0 1.341 .0610 .0128 .02 1.26 1.55 .80 .013 .00 .00 PIPE 1085.172 1441.029 1.311 1442.340 19.00 8.71 1.18 1443.52 .00 1.57 1.90 2.000 .000 .00 1 .0 1.027 .0610 .0114 .01 1.31 1.43 .80 .013 .00 .00 PIPE 1086.199 1441.092 1.367 1442.459 19.00 8.30 1.07 1443.53 .00 1.57 1.86 2.000 .000 .00 1 .0 .712 .0610 .0101 .01 1.37 1.32 .80 .013 .00 .00 PIPE 1086.911 1441.135 1.428 1442.563 19.00 7.91 .97 1443.54 .00 1.57 1.81 2.000 .000 .00 1 .0 .431 .0610 .0091 .00 1.43 1.21 .80 .013 .00 .00 PIPE 1087.342 1441.162 1.494 1442.656 19.00 7.55 .88 1443.54 .00 1.57 1.74 2.000 .000 .00 1 .0 .138 .0610 .0081 .00 1.49 1.10 .80 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width Dia.-FTIor I.D.1 ZL jPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1087.480 1441.170 1.568 1442.738 19.00 7.19 .80 1443.54 .00 1.57 1.65 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. .*r,err.«,rr«w+wr*«,tr«rrwr+.++w«rrwr+a««+,t.*+�•*rr+.ww*r*,tw.rw.r�«*.r.r*,t*«*r*rw++ttw«r«*«+t�,t+«*,t+twr�*w•:t+r,t*+r+rr�+wr,tr*• r*r•+:rr Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.I ZL jPrs/Pip L/Elem .**.*,r*.rlr►.*r«r,r:lr�*.rwwrlrrr.*+r.rl+.rr.«•*•I•..w*r*I•raw*�*I.w..x**.*I*�*.wrrlw*r*«*rrl.*+«■++*Iwr.rrrrl�,r++rr*Iw*rrr SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch I+.�*r.r 1004.700 1435.190 .802 1435.992 20.00 16.99 4.48 1440.47 .00 1.61 1.96 2.000 .000 .00 1 .0 7.923 .1074 .0643 .51 .80 3.86 .71 .013 .00 .00 PIPE 1012.623 1436.041 .828 1436.869 20.00 16.26 4.10 1440.97 .00 1.61 1.97 2.000 .000 .00 1 .0 6.750 .1074 .0568 .38 .83 3.63 .71 .013 .00 .00 PIPE 1019.373 1436.766 .859 1437.626 20.00 15.50 3.73 1441.36 .00 1.61 1.98 2.000 .000 .00 1 .0 5.337 .1074 .0499 .27 .86 3.38 .71 .013 .00 .00 PIPE 1024.710 1437.340 .891 1438.231 20.00 14.78 3.39 1441.62 .00 1.61 1.99 2.000 .000 .00 1 .0 8.968 .0610 .0452 .41 .89 3.16 .83 .013 .00 .00 PIPE 1033.678 1437.887 .907 1438.794 20.00 14.42 3.23 1442.02 .00 1.61 1.99 2.000 .000 .00 1 .0 12.993 .0610 .0410 .53 .91 3.05 .83 .013 .00 .00 PIPE 1046.671 1438.680 .941 1439.621 20.00 13.75 2.94 1442.56 .00 1.61 2.00 2.000 .000 .00 1 .0 9.270 .0610 .0361 .33 .94 2.84 .83 .013 .00 .00 PIPE 1055.941 1439.246 .977 1440.223 20.00 13.11 2.67 1442.89 .00 1.61 2.00 2.000 .000 .00 1 .0 7.036 .0610 .0318 .22 .98 2.65 .83 .013 .00 .00 PIPE 1062.977 1439.675 1.014 1440.689 20.00 12.50 2.43 1443.12 .00 1.61 2.00 2.000 .000 .00 1 .0 5.500 .0610 .0280 .15 1.01 2.46 .83 .013 .00 .00 PIPE 1068.478 1440.010 1.053 1441.064 20.00 11.92 2.21 1443.27 .00 1.61 2.00 2.000 .000 .00 1 .0 4.391 .0610 .0247 .11 1.05 2.29 .83 .013 .00 .00 PIPE 0 0 . FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. e.r,rw,r+�•*r�+wr�.r+.wr,rw*«.wr:t.,rrr:r+r+.**r«•rr.t.*x�r..rrrr+«.r.*�*rtrwr,r*rte.+*.w*,r**tr.w*err►*�*r,r«�*,r*rwwrrrtr,+*�+r+r•++r +r•r+rwrr Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTjor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch ♦.w*♦ww+rl,e*�r.w*+«I*,r.ww*r.1,rrr*«*rr.l■.,r*�r+.wl�,e*r.*,rl.rwrr*«I*r*r:wwr�lr..«*r*I*.•r+r#rl•***«wxrlre.w*ralr«*r,r«wl*,w«•• Irrr«*r« 1072.869 1440.278 1.094 1441.373 20.00 11.36 2.01 1443.38 .00 1.61 1.99 2.000 .000 .00 1 .0 3.551 .0610 .0218 .08 1.09 2.13 .83 .013 .00 .00 PIPE 1076.420 1440.495 1.137 1441.632 20.00 10.84 1.82 1443.46 .00 1.61 1.98 2.000 .000 .00 1 .0 2.867 .0610 .0192 .06 1.14 1.98 .83 .013 .00 .00 PIPE 1079.287 1440.670 1.183 1441.853 20.00 10.33 1.66 1443.51 .00 1.61 1.97 2.000 .000 .00 1 .0 2.334 .0610 .0170 .04 1.18 1.83 .83 .013 .00 .00 PIPE 1081.621 1440.813 1.231 1442.044 20.00 9.85 1.51 1443.55 .00 1.61 1.95 2.000 .000 .00 1 .0 1.850 .0610 .0151 .03 1.23 1.70 .83 .013 .00 .00 PIPE 1083.471 1440.925 1.283 1442.208 20.00 9.39 1.37 1443.58 .00 1.61 1.92 2.000 .000 .00 1 .0 1.481 .0610 .0134 .02 1.28 1.57 .83 .013 .00 .00 PIPE 1084.952 1441.016 1.337 1442.353 20.00 8.96 1.25 1443.60 .00 1.61 1.88 2.000 .000 .00 1 .0 1.104 .0610 .0119 .01 1.34 1.45 .83 .013 .00 .00 PIPE 1086.056 1441.083 1.396 1442.479 20.00 8.54 1.13 1443.61 .00 1.61 1.84 2.000 .000 .00 1 .0 .792 .0610 .0106 .01 1.40 1.33 .83 .013 .00 .00 PIPE 1086.848 1441.131 1.459 1442.591 20.00 8.14 1.03 1443.62 .00 1.61 1.78 2.000 .000 .00 1 .0 .477 .0610 .0095 .00 1.46 1.22 .83 .013 .00 .00 PIPE 1087.325 1441.161 1.528 1442.689 20.00 7.76 .94 1443.62 .00 1.61 1.70 2.000 .000 .00 1 .0 .155 .0610 .0086 .00 1.53 1.11 .83 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4: 9:22 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1087.480 1441.170 1.606 1442.776 20.00 7.40 .85 1443.63 .00 1.61 1.59 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4:21:16 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. +****,r+rr,r*w+ww,t«.*wwa+.**+*:r,tw,tr«.r+**rrw*+w*tr*+*r*w*aw,rw►+w«**r+.r*,trr*r+. *,rrw«,t ,tar*�+w«*,e�www#rw**r****wrr**�,t+w«*,tr�w,t• r*,rt�rr• Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem aaaraaraalraaraaaaalaaraaaralaraaarrarlaarraaraalrraaaralaraaaralarraaarralaraarralaaraarrrlaarraaarlraaarralaaaaaralaarrr SCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fall ZR IType Ch Iraaraaa 1004.700 1435.190 .827 1436.017 21.00 17.12 4.55 1440.57 .00 1.64 1.97 2.000 .000 .00 1 .0 7.820 .1074 .0635 .50 .83 3.82 .73 .013 .00 .00 PIPE 1012.520 1436.030 .854 1436.884 21.00 16.41 4.18 1441.06 .00 1.64 1.98 2.000 .000 .00 1 .0 6.813 .1074 .0562 .38 .85 3.59 .73 .013 .00 .00 PIPE 1019.333 1436.762 .885 1437.647 21.00 15.64 3.80 1441.45 .00 1.64 1.99 2.000 .000 .00 1 .0 5.377 .1074 .0494 .27 .89 3.35 .73 .013 .00 .00 PIPE 1024.710 1437.340 .918 1438.258 21.00 14.92 3.45 1441.71 .00 1.64 1.99 2.000 .000 .00 1 .0 2.173 .0610 .0459 .10 .92 3.13 .85 .013 .00 .00 PIPE 1026.883 1437.473 .922 1438.395 21.00 14.84 3.42 1441.81 .00 1.64 1.99 2.000 .000 .00 1 .0 15.223 .0610 .0428 .65 .92 3.10 .85 .013 .00 .00 PIPE 1042.106 1438.401 .956 1439.357 21.00 14.15 3.11 1442.47 .00 1.64 2.00 2.000 .000 .00 1 .0 10.526 .0610 .0377 .40 .96 2.89 .85 .013 .00 .00 PIPE 1052.632 1439.044 .993 1440.037 21.00 13.49 2.83 1442.86 .00 1.64 2.00 2.000 .000 .00 1 .0 7.868 .0610 .0332 .26 .99 2.69 .85 .013 .00 .00 PIPE 1060.500 1439.524 1.031 1440.555 21.00 12.86 2.57 1443.12 .00 1.64 2.00 2.000 .000 .00 1 .0 6.122 .0610 .0292 .18 1.03 2.51 .85 .013 .00 .00 PIPE 1066.622 1439.897 1.070 1440.967 21.00 12.26 2.34 1443.30 .00 1.64 2.00 2.000 .000 .00 1 .0 4.833 .0610 .0258 .12 1.07 2.33 .85 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4:21:16 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. :+.+.+,rr.wwrt,rw*.*,r«w*t.wrrr.r•*,e*«*•,r**.«.r+r*.w+*««*,e,r+r«r,e.:..*r,r.r«*rr*r*.r*,rr*wwr*r«*.xr*.r«*r:��r***.ww*rr,r+ttf.w*r,e,e♦ t,rr.•r*� l Invert I Depth I Water l Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev 1 (FT) 1 Elev I (CFS) I (FPS) Head I Grd.E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem •..«.x,r.wl*++r,r,e*«.l*..**t*•I��r«*•++*I«.*..*rx*I+..«**.I.*t«r**I....x*t.�1*w*.rr«I«•rr**r«I.r.r+rrwl••rrr*.Iww*�*.*I.w*ter (Ch Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch 1*rr.�w. 1071.455 I I 1440.192 I 1.112 I 1441.304 I 21.00 11.69 I 2.12 I 1443.43 .00 I 1.64 I 1.99 I I 2.000 I .000 .00 I 1 .0 3.869 .0610 .0228 .09 1.11 2.17 .85 .013 .00 .00 I_ PIPE 1075.324 I I 1440.428 I 1.157 I 1441.585 I 21.00 11.15 I 1.93 I 1443.52 .00 I 1.64 I 1.98 I I 2.000 I .000 .00 I 1 .0 3.166 .0610 .0201 .06 1.16 2.01 .85 .013 .00 .00 I_ PIPE 1078.490 1440.621 1.203 1441.825 21.00 10.63 1.75 1443.58 .00 1.64 1.96 2.000 .000 .00 1 .0 2.534 .0610 .0178 .05 1.20 1.86 .85 .013 .00 .00 PIPE 1081.025 1440.776 1.253 1442.029 21.00 10.13 1.59 1443.62 .00 1.64 1.93 2.000 .000 .00 1 .0 2.034 .0610 .0158 .03 1.25 1.73 .85 .013 .00 .00 PIPE 1083.059 1440.900 1.306 1442.206 21.00 9.66 1.45 1443.66 .00 1.64 1.90 2.000 .000 .00 1 .0 1.614 .0610 .0140 .02 1.31 1.59 .85 .013 .00 .00 1_ PIPE 1084.673 I 1440.999 I 1.362 I 1442.361 I I 21.00 9.21 I 1.32 I 1443.68 .00 I 1.64 I 1.86 I 2.000 I I .000 .00 I 1 .0 1.233 .0610 .0125 .02 1.36 1.47 .85 .013 .00 .00 PIPE 1085.906 I 1441.074 I 1.422 I 1442.496 I I 21.00 8.78 I 1.20 I 1443.69 .00 I 1.64 I 1.81 I 2.000 I I .000 .00 I 1 .0 .861 .0610 .0112 .01 1.42 1.35 .85 .013 .00 .00 1_ PIPE 1086.767 I 1441.126 I 1.488 I 1442.615 I I 21.00 8.38 I 1.09 I 1443.70 .00 I 1.64 I 1.75 I 2.000 I I .000 .00 I 1 .0 .530 .0610 .0100 .01 1.49 1.23 .85 .013 .00 .00 I_ PIPE 1087.297 I 1441.159 I 1.560 I 1442.719 I I 21.00 7.99 I .99 I 1443.71 .00 I 1.64 I 1.66 I 2.000 I I .000 .00 I 1 .0 .183 .0610 .0090 .00 1.56 1.12 .85 .013 .00 .00 I_ PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4:21:16 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ►,r.*•+rw*�.***w,r«rr,rw*t*w*r*raw.,r+«w►Www+,rt**�«.*r**r+r.,r++.«.r*t«*+.*r,r.w*+w•*.«r*�+w*rr•**�.w•*+wr«.r•wr*r«r•rr.r***rr*wr «,e•*r*r+ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Eleni SCh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch .r..*.r**I..r•w,tw•rl*•rwr**wl....+:wx+l*.,r+**.t*I•wrrrr:lr.*r**rl•+*�xtr«*I.«**�..Iwrw•rt+«I*,rwr*,�,r+l«*�..rrl+ww*r�.l++*.• I•r*�r.. 1087.480 1441.170 1.642 1442.812 21.00 7.61 .90 1443.71 .00 1.64 1.53 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4:21:16 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .851 1436.041 22.00 17.28 4.63 1440.68 .00 1.68 1.98 2.000 .000 .00 1 .0 7.746 .1074 .0630 .49 .85 3.79 .75 .013 .00 .00 PIPE 1012.446 1436.022 .878 1436.900 22.00 16.55 4.26 1441.16 .00 1.68 1.99 2.000 .000 .00 1 .0 6.837 .1074 .0557 .38 .88 3.57 .75 .013 .00 .00 PIPE 1019.284 1436.757 .911 1437.668 22.00 15.78 3.87 1441.54 .00 1.68 1.99 2.000 .000 .00 1 .0 5.426 .1074 .0490 .27 .91 3.33 .75 .013 .00 .00 PIPE 1024.710 1437.340 .946 1438.286 22.00 15.05 3.52 1441.80 .00 1.68 2.00 2.000 .000 .00 1 .0 11.982 .0610 .0439 .53 .95 3.10 .87 .013 .00 .00 PIPE 1036.692 1438.071 .970 1439.041 22.00 14.56 3.29 1442.33 .00 1.68 2.00 2.000 .000 .00 1 .0 12.134 .0610 .0394 .48 .97 2.95 .87 .013 .00 .00 PIPE 1048.825 1438.812 1.007 1439.819 22.00 13.88 2.99 1442.81 .00 1.68 2.00 2.000 .000 .00 1 .0 8.891 .0610 .0347 .31 1.01 2.75 .87 .013 .00 .00 PIPE 1057.716 1439.354 1.045 1440.399 22.00 13.23 2.72 1443.12 .00 1.68 2.00 2.000 .000 .00 1 .0 6.776 .0610 .0306 .21 1.05 2.56 .87 .013 .00 .00 PIPE 1064.493 1439.768 1.086 1440.854 22.00 12.62 2.47 1443.33 .00 1.68 1.99 2.000 .000 .00 1 .0 5.341 .0610 .0270 .14 1.09 2.38 .87 .013 .00 .00 PIPE 1069.834 1440.094 1.129 1441.223 22.00 12.03 2.25 1443.47 .00 1.68 1.98 2.000 X000 .00 1 .0 4.285 .0610 .0238 .10 1.13 2.21 .87 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4:21:16 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1074.119 1440.355 1.174 1441.529 22.00 11.47 2.04 1443.57 .00 1.68 1.97 2.000 .000 .00 1 .0 3.449 .0610 .0211 .07 1.17 2.05 .87 .013 .00 .00 PIPE 1077.568 1440.565 1.222 1441.787 22.00 10.94 1.86 1443.64 .00 1.68 1.95 2.000 .000 .00 1 .0 2.783 .0610 .0187 .05 1.22 1.90 .87 .013 .00 .00 PIPE 1080.351 1440.735 1.273 1442.008 22.00 10.43 1.69 1443.70 .00 1.68 1.92 2.000 .000 .00 1 .0 2.261 .0610 .0166 .04 1.27 1.75 .87 .013 .00 .00 PIPE 1082.612 1440.873 1.326 1442.199 22.00 9.94 1.53 1443.73 .00 1.68 1.89 2.000 .000 .00 1 .0 1.761 .0610 .0147 .03 1.33 1.62 .87 .013 .00 .00 PIPE 1084.373 1440.981 1.384 1442.365 22.00 9.48 1.40 1443.76 .00 1.68 1.85 2.000 .000 .00 1 .0 1.333 .0610 .0131 .02 1.38 1.49 .87 .013 .00 .00 PIPE 1085.706 1441.062 1.447 1442.509 22.00 9.04 1.27 1443.78 .00 1.68 1.79 2.000 .000 .00 1 .0 .981 .0610 .0118 .01 1.45 1.37 .87 .013 .00 .00 PIPE 1086.687 1441.122 1.514 1442.636 22.00 8.62 1.15 1443.79 .00 1.68 1.72 2.000 .000 .00 1 .0 .591 .0610 .0106 .01 1.51 1.24 .87 .013 .00 .00 PIPE 1087.278 1441.158 1.589 1442.747 22.00 8.22 1.05 1443.80 .00 1.68 1.62 2.000 .000 .00 1 .0 .202 .0610 .0096 .00 1.59 1.12 .87 .013 .00 .00 PIPE 1087.480 1441.170 1.675 1442.845 22.00 7.83 .95 1443.80 .00 1.68 1.48 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4:21:16 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. +..wwwwwww•,t+«*,trt«r+w••***•tr«•*.r•*,t**.*+w+,r.�,t*t*r*.«*.,r.•*�r..rwr.«•rr*ww,t,t*«.,tr�w**,t,twrwrr*r,tr:*:�r�+www*.ttw•,tw,trrrr+ •rtr*www Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.I ZL jPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch wwwwwwwwwlwwwwwwwwwlwwwwwwwwlwwwwwwwwwlwwwwwwwwwlwwwwwwwlwwwwwwwlwwwwwwwwwlwwwwwwwlwwwwwwwwlwwwwwwwwlwwwwwwwlwwwwwwwlwwwww Iwwwwwww 1004.700 1435.190 .875 1436.065 23.00 17.41 4.71 1440.77 .00 1.71 1.98 2.000 .000 .00 1 .0 7.584 .1074 .0625 .47 .87 3.76 .76 .013 .00 .00 PIPE 1012.284 1436.005 .902 1436.907 23.00 16.71 4.34 1441.24 .00 1.71 1.99 2.000 .000 .00 1 .0 6.923 .1074 .0554 .38 .90 3.54 .76 .013 .00 .00 PIPE 1019.207 1436.749 .936 1437.685 23.00 15.93 3.94 1441.63 .00 1.71 2.00 2.000 .000 .00 1 .0 5.503 .1074 .0487 .27 .94 3.30 .76 .013 .00 .00 PIPE 1024.710 1437.340 .972 1438.312 23.00 15.19 3.58 1441.90 .00 1.71 2.00 2.000 .000 .00 1 .0 5.493 .0610 .0448 .25 .97 3.08 .89 .013 .00 .00 PIPE 1030.203 1437.675 .982 1438.657 23.00 14.98 3.48 1442.14 .00 1.71 2.00 2.000 .000 .00 1 .0 14.173 .0610 .0413 .59 .98 3.01 .89 .013 .00 .00 PIPE 1044.376 1438.540 1.019 1439.559 23.00 14.28 3.17 1442.73 .00 1.71 2.00 2.000 .000 .00 1 .0 10.059 .0610 .0364 .37 1.02 2.80 .89 .013 .00 .00 PIPE 1054.435 1439.154 1.059 1440.213 23.00 13.62 2.88 1443.09 .00 1.71 2.00 2.000 .000 .00 1 .0 7.627 .0610 .0321 .24 1.06 2.61 .89 .013 .00 .00 PIPE 1062.062 1439.619 1.100 1440.719 23.00 12.98 2.62 1443.34 .00 1.71 1.99 2.000 .000 .00 1 .0 5.930 .0610 .0283 .17 1.10 2.42 .89 .013 .00 .00 PIPE 1067.992 1439.981 1.144 1441.125 23.00 12.38 2.38 1443.50 .00 1.71 1.98 2.000 .000 .00 1 .0 4.731 .0610 .0250 .12 1.14 2.25 .89 .013 .00 .00 PIPE FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4:21:16 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. w*�*w,t+wr�rr*,r*rr*++.w�,r*r*r,rr�*+*x+rear:,r,r*+,+*+,+**+wrw*�:*a,++.rww**:,rrwr*+.*,+w*r�r++*r*r**rr�,rr**r�rrr,rr+*r*w,r ,r ,r*+«,►r*w*rw*rr •,r:*r*�• Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem *wrw•r**velar*w*w**aI*rre**r•Itw+*ewrxrl***+.r*+rrl+.rr*,rr*I**r+«,t+lwrw,trt,tt«I**•,t.,t+l*.w**r«,tlr***«�+,sl+.*+tr*Iw,twrw,t«I+«+rt. ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch I+t.�r.*r 1072.723 1440.270 1.190 1441.460 23.00 11.80 2.16 1443.62 .00 1.71 1.96 2.000 .000 .00 1 .0 3.823 .0610 .0221 .08 1.19 2.09 .89 .013 .00 .00 PIPE 1076.546 1440.503 1.238 1441.741 23.00 11.25 1.97 1443.71 .00 1.71 1.94 2.000 .000 .00 1 .0 3.061 .0610 .0196 .06 1.24 1.93 .89 .013 .00 .00 PIPE 1079.607 1440.690 1.290 1441.980 23.00 10.73 1.79 1443.77 .00 1.71 1.91 2.000 .000 .00 1 .0 2.465 .0610 .0174 .04 1.29 1.79 .89 .013 .00 .00 PIPE 1082.073 1440.840 1.345 1442.185 23.00 10.23 1.63 1443.81 .00 1.71 1.88 2.000 .000 .00 1 .0 1.949 .0610 .0155 .03 1.35 1.65 .89 .013 .00 .00 PIPE 1084.022 1440.959 1.404 1442.363 23.00 9.75 1.48 1443.84 .00 1.71 1.83 2.000 .000 .00 1 .0 1.490 .0610 .0138 .02 1.40 1.51 .89 .013 .00 .00 PIPE 1085.511 1441.050 1.468 1442.518 23.00 9.30 1.34 1443.86 .00 1.71 1.77 2.000 .000 .00 1 .0 1.071 .0610 .0124 .01 1.47 1.39 .89 .013 .00 .00 PIPE 1086.583 1441.115 1.538 1442.653 23.00 8.87 1.22 1443.87 .00 1.71 1.69 2.000 .000 .00 1 .0 .662 .0610 .0112 .01 1.54 1.26 .89 .013 .00 .00 PIPE 1087.244 1441.156 1.616 1442.772 23.00 8.45 1.11 1443.88 .00 1.71 1.58 2.000 .000 .00 1 .0 .236 .0610 .0101 .00 1.62 1.13 .89 .013 .00 .00 PIPE 1087.480 1441.170 1.706 1442.876 23.00 8.06 1.01 1443.88 .00 1.71 1.42 2.000 .000 .00 1 .0 - ., FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4:21:16 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super Critical[Flow ToplHeight/lBase Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D.1 ZL jPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthjFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .898 1436.088 24.00 17.55 4.78 1440.87 .00 1.73 1.99 2.000 .000 .00 1 .0 7.468 .1074 .0619 .46 .90 3.73 .78 .013 .00 .00 PIPE 1012.168 1435.992 .926 1436.918 24.00 16.85 4.41 1441.33 .00 1.73 1.99 2.000 .000 .00 1 .0 6.984 .1074 .0550 .38 .93 3.52 .78 .013 .00 .00 PIPE 1019.152 1436.743 .961 1437.704 24.00 16.07 4.01 1441.71 .00 1.73 2.00 2.000 .000 .00 1 .0 5.557 .1074 .0484 .27 .96 3.28 .78 .013 .00 .00 PIPE 1024.710 1437.340 .998 1438.338 24.00 15.32 3.65 1441.98 .00 1.73 2.00 2.000 .000 .00 1 .0 14.366 .0610 .0430 .62 1.00 3.05 .92 .013 .00 .00 PIPE 1039.076 1438.216 1.031 1439.248 24.00 14.69 3.35 1442.60 .00 1.73 2.00 2.000 .000 .00 1 .0 11.597 .0610 .0382 .44 1.03 2.86 .92 .013 .00 .00 PIPE 1050.672 1438.924 1.071 1439.995 24.00 14.01 3.05 1443.04 .00 1.73 1.99 2.000 .000 .00 1 .0 8.600 .0610 .0337 .29 1.07 2.66 .92 .013 .00 .00 PIPE 1059.272 1439.449 1.113 1440.562 24.00 13.36 2.77 1443.33 .00 1.73 1.99 2.000 .000 .00 1 .0 6.646 .0610 .0297 .20 1.11 2.48 .92 .013 .00 .00 PIPE 1065.918 1439.854 1.157 1441.011 24.00 12.74 2.52 1443.53 .00 1.73 1.98 2.000 .000 .00 1 .0 5.240 .0610 .0263 .14 1.16 2.30 .92 .013 .00 .00 PIPE 1071.158 1440.174 1.204 1441.378 24.00 12.14 2.29 1443.67 .00 1.73 1.96 2.000 .000 .00 1 .0 4.217 .0610 .0233 .10 1.20 2.13 .92 .013 .00 .00 PIPE v.. ... FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4:21:16 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ..w«..,rwr*,r�.*r.:.rrt.«wr,r*.+.w*•**rw.«w.++�,r+r*.+r.***,r+r+*r+,r,rt,r*.t+**wrtw.w***r+*+r.rt*wr«,r•***.*r�*.,r,r**ar,r*,e,rtrr.r*,er,r� :ter+*,r+. Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Eleni ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch ww*wr,tr.*I•*.r*.«w*Ir,t,tt«ww,tl*..w.w+..�.►tww«*w•Iw•*,t.rel*r..w+,elr«,tr.+*,trl+#.*.«*I,+«.r*r�rl�r**�*.*Ir*rrtwrlww«ww,t ,tlr,t*wr I+tr,t.�. 1075.375 1440.431 1.253 1441.684 24.00 11.58 2.08 1443.77 .00 1.73 1.93 2.000 .000 .00 1 .0 3.373 .0610 .0206 .07 1.25 1.97 .92 .013 .00 .00 PIPE 1078.748 1440.637 1.306 1441.943 24.00 11.04 1.89 1443.84 .00 1.73 1.90 2.000 .000 .00 1 .0 2.718 .0610 .0183 .05 1.31 1.82 .92 .013 .00 .00 PIPE 1081.467 1440.803 1.362 1442.165 24.00 10.53 1.72 1443.89 .00 1.73 1.86 2.000 .000 .00 1 .0 2.135 .0610 .0163 .03 1.36 1.68 .92 .013 .00 .00 PIPE 1083.601 1440.933 1.423 1442.356 24.00 10.04 1.56 1443.92 .00 1.73 1.81 2.000 .000 .00 1 .0 1.662 .0610 .0146 .02 1.42 1.54 .92 .013 .00 .00 PIPE 1085.264 1441.035 1.488 1442.523 24.00 9.57 1.42 1443.94 .00 1.73 1.75 2.000 .000 .00 1 .0 1.195 .0610 .0131 .02 1.49 1.41 .92 .013 .00 .00 PIPE 1086.459 1441.108 1.560 1442.668 24.00 9.12 1.29 1443.96 .00 1.73 1.66 2.000 .000 .00 1 .0 .742 .0610 .0118 .01 1.56 1.28 .92 .013 .00 .00 PIPE 1087.201 1441.153 1.641 1442.794 24.00 8.70 1.18 1443.97 .00 1.73 1.53 2.000 .000 .00 1 .0 .279 .0610 .0108 .00 1.64 1.14 .92 .013 .00 .00 PIPE 1087.480 1441.170 1.735 1442.905 24.00 8.29 1.07 1443.97 .00 1.73 1.36 2.000 .000 .00 1 .0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4:21:16 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I SF Avel HF ISE DpthjFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1004.700 1435.190 .922 1436.112 25.00 17.67 4.85 1440.96 .00 1.76 1.99 2.000 .000 .00 1 .0 7.335 .1074 .0615 .45 .92 3.70 .80 .013 .00 .00 PIPE 1012.035 1435.978 .950 1436.928 25.00 16.99 4.48 1441.41 .00 1.76 2.00 2.000 .000 .00 1 .0 7.053 .1074 .0547 .39 .95 3.49 .80 .013 .00 .00 PIPE 1019.088 1436.736 .986 1437.722 25.00 16.20 4.08 1441.80 .00 1.76 2.00 2.000 .000 .00 1 .0 5.622 .1074 .0482 .27 .99 3.25 .80 .013 .00 .00 PIPE 1024.710 1437.340 1.024 1438.364 25.00 15.45 3.71 1442.07 .00 1.76 2.00 2.000 .000 .00 1 .0 8.044 .0610 .0439 .35 1.02 3.03 .94 .013 .00 .00 PIPE 1032.754 1437.831 1.041 1438.872 25.00 15.12 3.55 1442.42 .00 1.76 2.00 2.000 .000 .00 1 .0 13.535 .0610 .0401 .54 1.04 2.93 .94 .013 .00 .00 PIPE 1046.289 1438.657 1.081 1439.738 25.00 14.42 3.23 1442.97 .00 1.76 1.99 2.000 .000 .00 1 .0 9.776 .0610 .0354 .35 1.08 2.72 .94 .013 .00 .00 PIPE 1056.066 1439.253 1.124 1440.377 25.00 13.75 2.93 1443.31 .00 1.76 1.98 2.000 .000 .00 1 .0 7.487 .0610 .0313 .23 1.12 2.53 .94 .013 .00 .00 PIPE 1063.552 1439.710 1.168 1440.878 25.00 13.11 2.67 1443.55 .00 1.76 1.97 2.000 .000 .00 1 .0 5.828 .0610 .0276 .16 1.17 2.35 .94 .013 .00 .00 PIPE 1069.380 1440.066 1.216 1441.282 25.00 12.50 2.43 1443.71 .00 1.76 1.95 2.000 .*000 .00 1 .0 4.666 .0610 .0245 .11 1.22 2.18 .94 .013 .00 .00 PIPE 0 FILE: 16577.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 4:21:16 TRACT 16577, FONTANA OUTLET PIPE FROM DETENTION BASIN TO CYPRESS MAIN LINE BY: E.I. r+r*+.t*xr**raww«w,rr:r«r*.r*.r+.*+*.+w*,t•**•�,r*.r.**.**+«.r*rrwt*..rw«r►«*+r+.rr+.r«•r+*r.**.+.rw«*,r.«wr*.*war.w*rxwrr►+.rr�r«ww .rr..rw. Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType, Ch wr,trwt�rrl*+w,t*w,t+,rl+rr�x*rwl+.*,t+wrw**I**►,+,+r+r+lrtr***r,rlr,t*:,tw+lr«wat*rw*I�w,e*+«*I«��rw,t+wlretw,t+wwlrwr�**rl+�r,t ,r«�Itr ,rtrr Int*r+►• 1074.046 1440.350 1.266 1441.616 25.00 11.92 2.21 1443.82 .00 1.76 1.93 2.000 .000 .00 1 .0 3.726 .0610 .0217 .08 1.27 2.01 .94 .013 .00 .00 PIPE 1077.772 1440.578 1.320 1441.898 25.00 11.36 2.00 1443.90 .00 1.76 1.89 2.000 .000 .00 1 .0 3.002 .0610 .0193 .06 1.32 1.86 .94 .013 .00 .00 PIPE 1080.774 1440.761 1.377 1442.138 25.00 10.83 1.82 1443.96 .00 1.76 1.85 2.000 .000 .00 1 .0 2.366 .0610 .0172 .04 1.38 1.71 .94 .013 .00 .00 PIPE 1083.140 1440.905 1.439 1442.344 25.00 10.33 1.66 1444.00 .00 1.76 1.80 2.000 .000 .00 1 .0 1.832 .0610 .0154 .03 1.44 1.57 .94 .013 .00 .00 PIPE 1084.972 1441.017 1.506 1442.523 25.00 9.85 1.51 1444.03 .00 1.76 1.72 2.000 .000 .00 1 .0 1.333 .0610 .0138 .02 1.51 1.43 .94 .013 .00 .00 PIPE 1086.305 1441.098 1.580 1442.678 25.00 9.39 1.37 1444.05 .00 1.76 1.63 2.000 .000 .00 1 .0 .855 .0610 .0125 .01 1.58 1.29 .94 .013 .00 .00 PIPE 1087.160 1441.151 1.663 1442.814 25.00 8.95 1.24 1444.06 .00 1.76 1.50 2.000 .000 .00 1 .0 .320 .0610 .0114 .00 1.66 1.16 .94 .013 .00 .00 PIPE 1087.480 1441.170 1.761 1442.931 25.00 8.53 1.13 1444.06 .00 1.76 1.30 2.000 .000 .00 1 .0 ALLARD ENGINEERING DESCRIPTION civil engineering and surveying lana panning -TIR'NCT 1b 511 JOB # SHEET ,1 OF 4 DESIGNED BY DATE 1 8253 Sierra Avenue Fontana, CA 92336 APPROVED (909) 356-1815 • (909) 35&1825 �iC1�iC� Ua`Cyl.kT�►1' tw�4 �4y5-�5 M W' N ho h' gt�lrJ TSE V=2't \ 1441 1N`r • �' x l.. 0"m 0. b Z Qo - V s 1V'0) a = 18.0 c�3 =7 �o = �.,Jul �(= 3. Oka h -1rto sm Z,c32.-7(-So • 1.00'1, ORIFICE tract 16577 L = 0.65' Q ho hl Cfs ft ft 1 0.0 0.44 2 ?09.491 0.87 3 2.0 1.46 4 0.701 2.23 5 0.788 3.18 6 0.866 4.31 7 0.939 5.62 8 1.007 7.13 9 1.071 8.82 10 1.132 10.69 11 1.189 12.76 12 1.244 15.01 13 1.297 17.46 14 1.348 20.09 15 1.396 22.91 16 1.442 25.92 17 1.486 29.12 18 1.528 32.51 19 1.568 36.08 sheet 2 of 4 Elev. hl Q ft ft ds 41.0 0.0 0.00 42.0 1.0 2.22 43.0 2.0 3.70 44.0 3.0 4.81 45.0 4.0 5.73 46.0 5.0 6.53 46.51 5.51 6.91 ALLARD ENGINEERING DESCRIPTION ■ 't'2.A`eIN civil engineering land surveying land Planning JOB # DESIGNED BY 8253 Sierra Avenue Fontana, CA 92336 APPROVED (909) 356-1815 - (909) 356-1B25 to Y. , oQo �a � _ \1446.0 Tob Wvnr J.P 'k44'0 &%% - S. -D 1 20 0, = Ltaz - 1. - eft 3/z L ' 7- 4.6 4'.8 s O." 1. q.22 tL L - 0.40 l 6S -I'1 SHEET 3 OF (� DATE WEIR 1 tract 16577 Elev. hl Q ft ft cfs 41.01 0.0 0.00 42.0 0.0 0.00 43.0 0.0 0.00 44.0 0.0 0.00 45.0 1.0 1.69 46.0 2.0 4.77 sheet 4 of 4 ORIFICE + WEIR tract 16577 Elev. H Q orifice Q weir 1 Q total VOLUME BASIN ft ft cfs cfs cfs Ac -ft 41.0 0.0 0.00 0.00 0.00 0.00 42.0 1.0 2.22 0.00 2.22 0.14 43.0 2.0 3.70 0.00 3.70 0.34 44.0 3.0 4.81 0.00 4.81 0.57 45.0 4.0 5.73 1.69 7.41 0.84 46.01 5.0 6.53 4.771 11.30 1.15 46.5 5.5 6.91 6.671 13.58 1.32 IN E) Detention Basin Routing (2,10, 25, and 100 -Year) I PREPARED FOR: YOUNG HOMES 10370 TRADEMARK STREET RANCHO CUCAMONGA, CA 91730 (909) 291-7600 TRACT 16571 INTERIM DETENTION BASIN Prepared By: ALLARD ENGINEERING Civil Engineering - Land Surveying - Lend Planning 8253 Sierra Avenue Fontana, California 92335 (909) 356-1815 Fax (909) 356-1795 1'- 20'1 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001 Study date: 07/21/04 TRACT 16577, FONTANA 2 YEAR STORM EVENT, 2 YEAR INTENSITY, AMC III DEVELOPED CONDITION FILE NAME : 16577D02 Allard Engineering, Fontana, California - SIN 643 ------------------------------------------------------------ ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 16577d02.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 11.558 (CFS) Total volume = 1.258 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** i� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 20.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data ----------------------------------------------------- Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) ------------------------------------------------------ ----------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ----------------------------------------------------- --------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) -------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 F 1.000 0.140 2.220 0.132 0.148 2.000 0.340 3.700 0.327 0.353 3.000 0.570 4.810 0.553 0.587 A 4.000 0.840 7.410 0.814 0.866 1,189 5.000 1.150 11.300 1.111 1.367 5.500 1.320 13.580 1 273 ___----------------------------------- Hydrograph Detention BasinRouting - -- ------------- ------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown -------- ------ ---------------------- --------------------- Depth Time Inflow Outflow Storage 2.9 5 78 8.67 11.56 (Ft.) (Hours) (CFS) (CFS) (Ac.Ft) .00.00 0.083 0.01 0.00 0.000 O i i 0.00 0.167 0.08 0.01 0.000 0 I I 0.01 0.250 0.18 0.02 0.001 0 I I 0.02 0.333 0.25 0.04 0.002 0 I I 0.03 0.417 0.27 0.06 0.004 0 I I 0.04 0.500 0.28 0.08 0.005 0 I I 0.05 0.583 0.28 0.10 0.007 0 I I 0.06 0.667 0.28 0.12 0.008 0 I I 0.06 0.750 0.28 0.14 0.009 0 I I 0.07 0.833 0.29 0.15 0.010 0 I I 0.08 0.917 0.29 0.17 0.011 0 I I 0.08 1.000 0.29 0.18 0.011 0 I I 0.09 1.083 0.29 0.19 0.012 0 I I 0.09 1.167 0.29 0.20 0.013 0 I I 0.09 1.250 0.29 0.21 0.013 0 I I 0.10 1.333 0.29 0.22 0.014 O I I 0.10 ' 1.417 0.29 0.23 0.014 0 0 I I 0.10 1.500 0.29 0.23 0.015 I I 0.11 1.583 0.29 0.24 0.015 O I I 0.11 1.667 0.29 0.24 0.015 0 I I 0.11 1.750 0.29 0.25 0.016 0 I I 0.11 1.833 0.30 0.25 0.016 0 I I 0.12 1.917 0.30 0.26 0.016 O I I 0.12 2.000 0.30 0.26 0.017 0 I I 0.12 2.083 0.30 0.27 0.017 O I I 0.12 2.167 0.30 0.27 0.017 0 I I 0.12 2.250 0.30 0.27 0.017 0 I I 0.12 2.333 0.30 0.28 0.017 0 I I 0.13 2.417 0.30 0.28 0.018 0 I I 0.13 2.500 0.30 0.28 0.018 0 I I 0.13 2.583 0.30 0.28 0.018 0 I I 0.13 2.667 0.31 0.29 0.018 0 I I 0.13 2.750 0.31 0.29 0.018 0 I I 0.13 2.833 0.31 0.29 0.018 0 I I 0.13 2.917 0.31 0.29 0.018 O I I 0.13 3.000 0.31 0.29 0.018 0 I I 0.13 3.083 0.31 0.30 0.019 0 I I 0.13 3.167 0.31 0.30 0.019 O I I 0.13 3.250 0.31 0.30 0.019 0 I I 0.14 3.333 0.31 0.30 0.019 0 I I 0.14 3.417 0.31 0.30 0.019 0 I I 0.14 3.500 0.32 0.30 0.019 0 I I 0.14 3.583 0.32 0.30 0.019 O I I 0.14 3.667 0.32 0.31 0.019 0 I I 0.14 3.750 0.14 3 .833 0.32 0.31 0.019 0 3.917 0.32 0.31 0.020 0.020 0 0 014 I I 0.14 4.000 0.32 0.31 0.14 4.083 0.32 0.31 0.020 0 0.14 4.167 0.32 0.31 0.020 0 0.14 4.250 0.33 0.31 0.020 0 0.14 4.333 0.33 0.32 0.020 0 0.14 4.417 0.33 0.32 0.020 0 0.14 4.500 0.33 0.32 0.020 0 � 0.14 4.583 0.33 0.32 0.020 0 0.14 4.667 0.33 0.32 0.020 0 0.14 4.750 0.33 0.32 0.020 0 0.15 4.833 0.33 0.32 0.020 0 0.15 4.917 0.34 0.32 0.020 O 0.15 5.000 0.34 0.33 0.021 0 0.15 5.083 0.34 0.33 0.021 0 0.15 5.167 0.34 0.33 0.021 0 I 0.15 5.250 0.34 0.33 0.021 0 0.15 5.333 0.34 0.33 0.021 0 0.15 5.417 0.34 0.33 0.021 0 0.15 5.500 0.35 0.33 0.021 0 0.15 5.583 0.35 0.33 0.021 0 0.15 5.667 0.35 0.34 0.021 0 0.15 5.750 0.35 0.34 0.021 0 0.15 5.833 0.35 0.34 0.021 0 0.15 5.917 0.35 0.34 0.021 0 0.15 6.000 0.35 0.34 0.022 0 0.15 6.083 0.36 0.34 0.022 0 I I 6.167 0.36 0.34 0.022 0 0.15 6.250 0.36 0.35 0.022 0 0.16 6.333 0.36 0.35 0.022 0 0.16 6.417 0.36 0.35 0.022 OI �. 0.16 6.500 0.36 0.35 0.022 OI 0.16 6.583 0.36 0.35 0.022 OI 0.16 6.667 0.37 0.35 0.022 OI 0.16 6.750 0.37 0.35 0.022 OI 0.16 6.833 0.37 0.36 0.022 OI 0.16 6.917 0.37 0.36 0.023 OI 0.16 7.000 0.37 0.36 0.023 OI 0.16 7.083 0.38 0.36 0.023 OI 0.16 7.167 0.38 0.36 0.023 10 0.16 7.250 0.38 0.36 0.023 10 0.16 7.333 0.38 0.37 0.023 10 0.17 7.417 0.38 0.37 0.023 10 0.17 7.500 0.38 0.37 0.023 10 0.17 7.583 0.39 0.37 0.023 10 0.17 7.667 0.39 0.37 0.023 10 0.17 7.750 0.39 0.37 0.024 10 0.17 7.833 0.39 0.38 0.024 10 0.17 7.917 0.39 0.38 0.024 10 0.17 8.000 0.40 0.38 0.024 10 0.17 8.083 0.40 0.38 0.024 10 0.17 8.167 0.40 0.38 0.024 10 0.17 8.250 0.40 0.39 0.024 10 0.17 8.333 0.41 0.39 0.024 10 0.18 8.417 0.41 0.39 0.025 10 0.18 8.500 0.41 0.39 0.025 10 0.18 8.583 0.41 0.39 0.025 10 8.667 0.41 0.40 0.025 10 0.18 mk. 8.750 0.42 0.40 0.025 10 0.18 mw 8.833 0.42 0.40 0.025 10 0.18 8.917 0.42 0.40 0.025 10 0.18 9.000 0.42 0.40 0.025 10 0.18 9.083 0.43 0.41 0.026 10 0.18 9.167 0.43 0.41 0.026 10 0.18 9.250 0.43 0.41 0.026 10 0.19 9.333 0.43 0.41 0.026 10 0.19 9.417 0.44 0.42 0.026 10 I 0.19 9.500 0.44 0.42 0.026 10 0.19 9.583 0.44 0.42 0.027 10 0.19 9.667 0.45 0.42 0.027 10 0.19 9.750 0.45 0.43 0.027 10 0.19 9.833 0.45 0.43 0.027 10 0.19 9.917 0.46 0.43 0.027 10 0.19 10.000 0.46 0.43 0.027 10 0.20 10.083 0.46 0.44 0.028 10 0.20 10.167 0.47 0.44 0.028 10 0.20 10.250 0.47 0.44 0.028 10 0.20 10.333 0.47 0.44 0.028 10 0.20 10.417 0.48 0.45 0.028 10 0.20 10.500 0.48 0.45 0.028 10 ( 0.20 10.583 0.48 0.45 0.029 10 0.20 10.667 0.49 0.46 0.029 10 I 0.21 10.750 0.49 0.46 0.029 10 0.21 10.833 0.49 0.46 0.029 10 0.21 10.917 0.50 0.47 0.029 10 0.21 pow- 11.000 0.50 0.47 0.030 10 0.21 %W 11.083 0.51 0.47 0.030 10 0.21 11.167 0.51 0.48 0.030 10 0.22 11.250 0.52 0.48 0.030 10 0.22 11.333 0.52 0.49 0.031 10 0.22 11.417 0.53 0.49 0.031 10 0.22 11.500 0.53 0.49 0.031 10 0.22 11.583 0.53 0.50 0.031 10 0.22 11.667 0.54 0.50 0.032 10 0.23 11.750 0.55 0.51 0.032 10 0.23 11.833 0.55 0.51 0.032 10 0.23 11.917 0.56 0.51 0.032 10 0.23 12.000 0.56 0.52 0.033 10 0.23 12.083 0.57 0.52 0.033 10 0.24 12.167 0.59 0.53 0.033 10 0.24 12.250 0.61 0.54 0.034 10 0.24 12.333 0.63 0.54 0.034 10 0.25 12.417 0.64 0.55 0.035 10 0.25 12.500 0.64 0.56 0.035 10 0.25 12.583 0.65 0.57 0.036 10 ( 0.26 12.667 0.66 0.58 0.037 10 0.26 12.750 0.67 0.59 0.037 10 0.27 12.833 0.67 0.60 0.038 10 0.27 12.917 0.68 0.61 0.038 10 0.27 13.000 0.69 0.61 0.039 10 0.28 13.083 0.70 0.62 0.039 10 0.28 13.167 0.71 0.63 0.040 10 0.28 ?001" 13.250 0.72 0.64 0.040 10 0.29 13.333 0.73 0.65 0.041 JOI 0.29 13.417 0.74 0.66 0.041 JOI 0.30 13.500 0.75 0.67 0.042 JOI 0.30 13.583 0.76 0.67 0.043 JOI 0.30 13.667 0.77 0.68 0.043 JOI 0.31 13.750 0.79 0.69 0.044 JOI 0.31 13.833 0.80 0.70 0.044 JOI ( 0.32 13.917 0.81 0.71 0.045 JOI 0.32 14.000 0.83 0.73 0.046 1 0 I 0.33 14.083 0.84 0.74 0.046 I O 0.33 14.167 0.86 0.75 0.047 0 0.34 14.250 0.88 0.76 0.048 0 0.34 14.333 0.89 0.77 0.049 0 0.35 14.417 0.91 0.79 0.050 0 0.35 14.500 0.94 0.80 0.051 1 0 0.36 14.583 0.96 0.82 0.052 I O 0.37 14.667 0.98 0.83 0.053 I O I 0.38 14.750 1.01 0.85 0.054 0 0.38 14.833 1.04 0.87 0.055 0 0.39 14.917 1.07 0.89 0.056 0 0.40 15.000 1.10 0.91 0.057 OI 0.41 15.083 1.14 0.93 0.059 1 OI I 0.42 15.167 1.18 0.95 0.060 OI 0.43 15.250 1.23 0.98 0.062 OI 0.44 15.333 1.29 1.01 0.064 OI 0.45 15.417 1.34 1.04 0.066 OI I 0.47 15.500 1.33 1.07 0.068 OI I 0.48 15.583 1.29 1.10 0.069 0 1 0.49 15.667 1.32 1.12 0.070 0 1 0.50 �+ 15.750 1.43 1.14 0.072 I 0 0.52 15.833 1.60 1.18 0.075 OI 0.53 15.917 1.85 1.24 0.078 I 0 I 0.56 16.000 2.34 1.33 0.084 0 I 0.60 16.083 4.14 1.53 0.096 1 0 I 0.69 16.167 8.86 2.04 0.129 0 ( I 0.92 16.250 11.56 2.54 0.183 Ol I 1.22 16.333 7.46 2.89 0.230 Ol I 1.45 16.417 3.73 3.02 0.248 I 0 I ( 1.54 16.500 2.10 3.02 0.248 I 0 1.54 16.583 1.66 2.96 0.240 1 I O 1.50 16.667 1.47 2.89 0.231 I 0 I I 1.45 16.750 1.25 2.81 0.220 I I 01 1.40 16.833 1.15 2.73 0.209 I I 01 1.35 16.917 1.08 2.65 0.199 I Ol 1.29 17.000 1.02 2.57 0.188 I Ol 1.24 17.083 0.96 2.50 0.177 I I 0 1 1.19 17.167 0.92 2.42 0.167 I 0 1.13 17.250 0.88 2.34 0.157 I I 0 I 1.08 17.333 0.85 2.27 0.147 I 0 1.03 17.417 0.82 2.17 0.137 I I 0 0.98 17.500 0.79 2.03 0.128 ( I 0 0.91 17.583 0.76 1.90 0.120 I I 0 0.86 17.667 0.74 1.78 0.112 I 0 0.80 17.750 0.72 1.67 0.106 1I 0 0.75 17.833 0.70 1.57 0.099 II 0 0.71 17.917 0.68 1.48 0.093 1I 0 0.67 18.000 0.67 1.40 0.088 1I 0 0.63 18.083 0.65 1.32 0.083 11 0 ( 0.60 18.167 0.63 1.25 0.079 1I 0 1 1 1 1 0.56 4 18.250 0.60 1.18 0.075 1I 0 1 1 1 1 0.53 �+ 18.333 0.57 1.12 0.071 1I 0 1 1 1 1 0.51 18.417 0.56 1.07 0.067 JIO I I 1 1 0.48 18.500 0.55 1.01 0.064 JIO I I 1 1 0.46 18.583 0.54 0.96 0.061 JIO I I 1 1 0.43 18.667 0.53 0.92 0.058 JIO I I 1 1 0.41 18.750 0.52 0.88 0.055 lIO I I 1 1 0.40 18.833 0.51 0.84 0.053 JIO I I 1 0.38 18.917 0.50 0.80 0.051 (IO I I .1 1 1 0.36 19.000 0.49 0.77 0.049 (IO I I 1 0.35 19.083 0.48 0.74 0.047 JIO I I 1 0.33 19.167 0.48 0.72 0.045 10 1 1 1 1 0.32 19.250 0.47 0.69 0.044 IO 1 1 1 1 0.31 19.333 0.46 0.67 0.042 10 1 ( 1 1 0.30 19.417 0.46 0.65 0.041 10 1 1 1 1 0.29 19.500 0.45 0.63 0.039 10 1 ( 1 1 0.28 19.583 0.44 0.61 0.038 10 1 1 1 1 0.27 19.667 0.44 0.59 0.037 10 1 1 1 1 0.27 19.750 0.43 0.57 0.036 10 1 ( 1 1 0.26 19.833 0.43 0.56 0.035 10 1 1 1 1 0.25 19.917 0.42 0.55 0.034 10 1 1 1 1 0.25 20.000 0.42 0.53 0.034 10 1 1 1 1 0.24 20.083 0.41 0.52 0.033 10 1 1 1 1 0.23 20.167 0.41 0.51 0.032 IO 1 I 1 I 0.23 20.250 0.40 0.50 0.031 10 1 1 1 1 0.22 20.333 0.40 0.49 0.031 10 1 1 1 1 0.22 20.417 0.39 0.48 0.030 10 1 1 1 1 0.22 20.500 0.39 0.47 0.030 10 1 1 1 1 0.21 20.583 0.39 0.46 0.029 10 1 1 1 1 0.21 20.667 0.38 0.45 0.029 10 1 1 1 1 0.20 20.750 0.38 0.45 0.028 10 1 1 1 1 0.20 20.833 0.38 0.44 0.028 10 1 1 1 I 0.20 20.917 0.37 0.43 0.027 10 1 1 1 1 0.19 21.000 0.37 0.43 0.027 10 1 I 1 1 0.19 21.083 0.37 0.42 0.026 10 1 1 1 1 0.19 21.167 0.36 0.41 0.026 10 1 1 1 1 0.19 21.250 0.36 0.41 0.026 IO 0.18 21.333 0.36 0.40 0.025 IO 0.18 21.417 0.35 0.40 0.025 IO 0.18 21.500 0.35 0.39 0.025 IO ( 0.18 21.583 0.35 0.39 0.024 IO 0.17 21.667 0.34 0.38 0.024 IO I 0.17 21.750 0.34 0.38 0.024 IO I I 0.17 21.833 0.34 0.38 0.024 IO I I 0.17 21.917 0.34 0.37 0.023 IO 0.17 22.000 0.33 0.37 0.023 IO 0.17 22.083 0.33 0.36 0.023 IO 0.16 22.167 0.33 0.36 0.023 0 0.16 22.250 0.33 0.36 0.023 0 ( 1 1 1 0.16 22.333 0.32 0.35 0.022 0 0.16 22.417 0.32 0.35. 0.022 0 0.16 22.500 0.32 0.35 0.022 0 0.16 22.583 0.32 0.34 0.022 0 0.16 �„ ¢� 22.667 22.750 0.31 0.31 0.34 0.34 0.022 0.021 0 I 0 0.15 I 0.15 l �NMr 22.833 0.31 0.34 0.021 0 0.15 22.917 0.31 0.33 0.021 O 0.15 23.000 0.31 0.33 0.021 O ( 0.15 k _ 23.083 0.30 0.33 0.021 O I 0.15 23.167 0.30 0.33 0.021 O ( 0.15 23.250 0.30 0.32 0.020 O 0.15 23.333 0.30 0.32 0.020 O 0.14 23.417 0.30 0.32 0.020 O I I 0.14 23.500 0.29 0.32 0.020 O ( 0.14 23.583 0.29 0.31 0.020 O .� 0.14 23.667 0.29 0.31 0.020 O ( 0.14 23.750 0.29 0.31 0.019 O I 0.14 23.833 0.29 0.31 0.019 O 0.14 23.917 0.29 0.30 0.019 O 0.14 24.000 0.28 0.30 0.019 O I I 0.14 24.083 0.27 0.30 0.019 O 0.14 24.167 0.20 0.29 0.019 O 0.13 24.250 0.10 0.28 0.018 O I 0.13 24.333 0.03 0.26 0.016 O I 0.12 24.417 0.01 0.23 0.015 O 0.10 24.500 0.00 0.21 0.013 O I 0.09 24.583 0.00 0.19 0.012 O 0.08 24.667 0.00 0.17 0.011 O 0.08 24.750 0.00 0.15 0.010 O I 0.07 24.833 0.00 0.14 0.009 O ( 0.06 24.917 0.00 0.12 0.008 O 0.05 25.000 0.00 0.11 0.007 O I I I 0.05 25.083 0.00 0.10 0.006 O 0.04 Rook- �kw' Remaining water in basin = 0.01 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 301 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 3.021 (CFS) Total volume = 1.252 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001 Study date: 07/21/04 TRACT 16577, FONTANA 10 YEAR STORM EVENT, 10 YEAR INTENSITY, AMC III DEVELOPED CONDITION FILE NAME : 16577D10 -------------------------------------------------------------------- Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 16577d10.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 19.834 (CFS) Total volume = 2.780 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 20.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.140 2.220 0.132 0.148 2.000 0.340 3.700 0.327 0.353 3.000 0.570 4.810 0.553 0.587 4.000 0.840 7.410 0.814 0.866 5.000 1.150 11.300 1.111 1.189 -------------------------------------------------------------------- 5.500 1.320 13.580 1.273 1.367 --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: 'Ii= unit inflow; 101=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 5.0 9.92 14.88 19.83 (Ft.) 0.083 0.03 0.00 0.000 O 0.00 0.167 0.22 0.01 0.001 0 0.01 0.250 0.51 0.05 0.003 0 0.02 0.333 0.68 0.11 0.007 OI ( 0.05 0.417 0.74 0.17 0.011 OI ( 0.08 0.500 0.76 0.23 0.014 OI I I 0.10 0.583 0.77 0.29 0.018 OI ( 0.13 0.667 0.77 0.34 0.021 OI 0.15 0.750 0.78 0.38 0.024 OI 0.17 0.833 0.78 0.42 0.027 OI I 0.19 0.917 0.78 0.46 0.029 OI 0.21 1.000 0.78 0.49 0.031 OI 0.22 1.083 0.78 0.52 0.033 OI I 0.24 1.167 0.78 0.55 0.035 OI 0.25 1.250 0.79 0.57 0.036 OI I I 0.26 1.333 0.79 0.60 0.038 OI I 0.27 1.417 0.79 0.62 0.039 OI I 0.28 1.500 0.79 0.63 0.040 10 I 0.29 1.583 0.79 0.65 0.041 10 ( I I 0.29 1.667 0.80 0.67 0.042 10 I 0.30 1.750 0.80 0.68 0.043 10 I I I 0.31 1.833 0.80 0.69 0.044 10 0.31 1.917 0.80 0.70 0.044 IO I 0.32 2.000 0.80 0.71 0.045 10 0.32 2.083 0.81 0.72 0.046 10 0.33 2.167 0.81 0.73 0.046 10 0.33 2.250 0.81 0.74 0.047 10 I 0.33 2.333 0.81 0.75 0.047 10 0.34 2.417 0.81 0.75 0.048 10 0.34 2.500 0.82 0.76 0.048 10 0.34 2.583 0.82 0.77 0.048 10 0.34 2.667 0.82 0.77 0.049 IO I I I 0.35 2.750 0.82 0.78 0.049 10 0.35 2.833 0.82 0.78 0.049 10 ( I 0.35 2.917 0.83 0.79 0.050 10 0.35 3.000 0.83 0.79 0.050 10 I I I 0.36 3.083 0.83 0.79 0.050 10 0.36 3.167 0.83 0.80 0.050 10 I 0.36 3.250 0.84 0.80 0.051 10 I 0.36 3.333 0.84 0.81 0.051 10 0.36 3.417 0.84 0.81 0.051 10 0.36 3.500 0.84 0.81 0.051 IO I 0.37 3.583 0.85 0.82 0.051 10 I I 0.37 3.667 0.85 0.82 0.052 10 0.37 'r 3.750 0.85 0.82 0.052 10 I 0.37 3.833 0.85 0.83 0.052 IO ( ( 0.37 3.917 0.85 0.83 0.052 10 0.37 4.000 0.86 0.83 0.052 10 0.37 0.38 4.083 0.86 0.83 0.053 10 4.167 0.86 0.84 0.053 10 0.38 4.250 0.87 0.84 0.053 10 0.38 4.333 0.87 0.84 0.053 10 0.38 4.417 0.87 0.85 0.053 10 0.38 4.500 0.87 0.85 0.053 10 0.38 4.583 0.88 0.85 0.054 10 0.38 4.667 0.88 0.85 0.054 10 0.38 4.750 0.88 0.86 0.054 10 0.39 4.833 0.88 0.86 0.054 10 0.39 4.917 0.89 0.86 0.054 10 0.39 5.000 0.89 0.86 0.054 10 0.39 5.083 0.89 0.87 0.055 10 0.39 5.167 0.90 0.87 0.055 10 0.39 5.250 0.90 0.87 0.055 10 0.39 5.333 0.90 0.88 0.055 10 0.39 5.417 0.90 0.88 0.055 10 0.40 5.500 0.91 0.88 0.056 10 0.40 5.583 0.91 0.88 0.056 10 0.40 5.667 0.91 0.89 0.056 10 0.40 5.750 0.92 0.89 0.056 10 0.40 5.833 0.92 0.89 0.056 10 0.40 5.917 0.92 0.90 0.056 10 0.40 6.000 0.93 0.90 0.057 10 0.40 6.083 0.93 0.90 0.057 10 0.41 6.167 0.93 0.90 0.057 10 ( 0.41 6.250 0.94 0.91 0.057 10 0.41 6.333 0.94 0.91 0.057 10 0.41 6.417 0.94 0.91 0.058 10 0.41 6.500 0.95 0.92 0.058 10 0.41 6.583 0.95 0.92 0.058 10 0.41 6.667 0.95 0.92 0.058 10 0.42 6.750 0.96 0.93 0.058 10 0.42 6.833 0.96 0.93 0.059 10 0.42 6.917 0.96 0.93 0.059 10 0.42 7.000 0.97 0.94 0.059 10 0.42 7.083 0.97 0.94 0.059 10 0.42 7.167 0.97 0.94 0.059 10 0.42 7.250 0.98 0.95 0.060 IO I I I 0.43 7.333 0.98 0.95 0.060 10 0.43 7.417 0.99 0.95 0.060 10 0.43 7.500 0.99 0.96 0.060 10 0.43 7.583 0.99 0.96 0.061 10 0.43 7.667 1.00 0.96 0.061 10 0.43 7.750 1.00 0.97 0.061 10 0.44 7.833 1.01 0.97 0.061 10 0.44 7.917 1.01 0.98 0.062 10 0.44 8.000 1.02 0.98 0.062 10 0.44 8.083 1.02 0.98 0.062 10 0.44 8.167 1.02 0.99 0.062 10 0.45 8.250 1.03 0.99 0.063 10 0.45 8.333 1.03 1.00 0.063 10 0.45 "*. 8.417 1.04 1.00 0.063 10 0.45 8.500 1.04 1.00 0.063 10 0.45 8.583 1.05 1.01 0.064 10 0.45 8.667 1.05 1.01 0.064 10 0.46 0.46 8.750 1.06 1.02 0.064 10 0.46 8.833 1.06 1.02 I 0 0.46 8.917 1.07 1.03 0.065 1O I 0.46 9.000 1.07 1.03 0.065 10 1 I I 0.47 9.083 1.08 1.04 0.065 10 1 I I 0.47 9.167 1.08 1.04 0.066 10 1 I I 0.47 9.250 1.09 1.05 0.066 10 1 I I 0.47 9.333 1.10 1.05 0.066 10 1 I I 0.48 9.417 1.10 1.06 0.067 10 I I 0. 48 9.500 1.11 1.06 0.067 10 I 0. 48 I 9.583 1.11 1.07 0.067 10 I I 0.48 9.667 1.12 1.07 0.068 10 I I 0.48 9.750 1.13 1.08 0.068 10 I I 0.49 9.833 1.13 1.08 0.068 10 I ( 0.49 9.917 1.14 1.09 0.069 10 I I 0.49 10.000 1.14 1.09 0.069 10 I I 0.49 10.083 1.15 1.10 0.069 10 I I 0.50 10.167 1.16 1.10 0.070 10 I I 0.50 10.250 1.16 1.11 0.070 10 I I 0.50 10.333 1.17 1.12 0.070 10 I 0.51I I 10.417 1.18 1.12 0.071 10 I 0.51 10.500 1.19 1.13 0.071 10 I I 0.51 10.583 1.19 1.13 0.072 10 I I 0.51 10.667 1.20 1.14 0.072 10 1 I I 0.52 10.750 1.21 1.15 0.072 10 1 I I 0.52 10.833 1.22 1.15 0.073 10 1 I I 0.52 lem 10.917 1.23 1.16 0.073 10 1 I I 0.53 11.000 1.23 1.17 0.074 10 1 I I 0.53 11.083 1.24 1.18 0.074 JOI I I 0.53 11.167 1.25 1.18 0.075 JOI I 0.54I I 11.250 1.26 1.19 0.075 JOI I 0.54 11.333 1.27 1.20 0.076 JOI I I 0.54 11.417 1.28 1.21 0.076 JOI I 0.55I I 11.500 1.29 1.21 0.077 JOI I 0.55 11.583 1.30 1.22 0.077 JOI I I 0.5 5 11.667 1.31 1.23 0.078 JOI I I 0.55 11.750 1.32 1.24 0.078 IOI I 0.56 I I 11.833 1.33 1.25 0.079 1 0 0.57 I I 11.917 1.34 1.26 0.079 I O 0.57 I I 12.000 1.35 1.27 0.080 O I 0.57 12.083 1.36 1.27 0.080 O I 0.58 I I 12.167 1.34 1.28 0.081 0 I 0. 58 12.250 1.30 1.29 0.081 0 I I 0. 58 12.333 1.29 1.29 0.081 1 0 1 1 I I 0.58 12.417 1.29 1.29 0.081 0 1 I I 0.58 12.500 1.30 1.29 0.081 1 0 1 I 0.58 I I 12.583 1.32 1.29 0.081 1 0 1 0. 58 ( I 12.667 1.33 1.29 0.082 1 0 1 0. 59 I I 12.750 1.35 1.30 0.082 1 0 1 0.59 I I 12.833 1.36 1.30 0.082 1 0 0.59 I I 12.917 1.38 1.31 0.083 1 0 I 0.59 13.000 1.39 1.32 0.083 0 I I 0.60 13.083 1.41 1.33 0.084 1 0 I 0.60 I I 13.167 1.43 1.34 0.084 O 0.61 0.61 13.333 1.47 1.36 0.086 1 0 13.417 1.49 1.37 0.087 O 0.62 Mrr." 13.500 1.51 1.39 0.087 0 0.62 13.583 1.53 1.40 0.088 O ( 0.63 13.667 1.56 1.41 0.089 0 0.64 13.750 1.58 1.43 0.090 0 0.64 13.833 1.61 1.45 0.091 0 0.65 13.917 1.64 1.47 0.092 0 0.66 14.000 1.66 1.48 0.094 O 0.67 14.083 1.70 1.50 0.095 0 ( 0.68 14.167 1.73 1.53 0.096 I O 0.69 14.250 1.76 1.55 0.098 0 I 0.70 14.333 1.80 1.57 0.099 0 ( 0.71 14.417 1.84 1.60 0.101 0 I 0.72 14.500 1.88 1.63 0.102 I OI I I 0.73 14.583 1.92 1.65 0.104 OI 0.75 14.667 1.97 1.68 0.106 OI 0.76 14.750 2.02 1.72 0.108 OI 0.77 14.833 2.08 1.75 0.110 OI 0.79 14.917 2.14 1.79 0.113 ( OI I 0.81 15.000 2.21 1.83 0.115 OI 0.82 15.083 2.29 1.87 0.118 0 0.84 15.167 2.37 1.92 0.121 I O 0.86 15.250 2.46 1.97 0.124 0 0.89 15.333 2.57 2.03 0.128 OI ( 0.91 15.417 2.66 2.09 0.132 OI 0.94 15.500 2.64 2.15 0.135 I OI 0.97 15.583 2.54 2.19 0.138 OI 0.99 15.667 2.59 2.23 0.141 OI 1.00 15.750 2.80 2.25 0.144 OI 1.02 15.833 3.13 2.28 0.149 0 I 1.04 15.917 3.66 2.34 0.156 ( 0 I 1.08 16.000 4.72 2.43 0.169 0 II 1.14 16.083 8.02 2.63 0.195 0 I 1.28 16.167 15.80 3.09 0.257 0 II 1.59 16.250 19.83 3.78 0.356 0 I 2.07 16.333 12.74 4.19 0.441 I 0 I 2.44 16.417 6.56 4.37 0.478 Ol I 1 2.60 16.500 3.89 4.39 0.484 IOI 2.63 16.583 3.21 4.37 0.478 I Ol 2.60 16.667 2.86 4.32 0.469 I 0 2.56 16.750 2.48 4.27 0.458 I I 0 2.51 16.833 2.30 4.21 0.445 I 0 2.46 16.917 2.16 4.14 0.432 I 0 2.40 17.000 2.04 4.08 0.418 I 0 2.34 17.083 1.93 4.01 0.404 I 0 2.28 17.167 1.84 3.94 0.389 I I 0 2.22 17.250 1.77 3.87 0.375 I 0 2.15 17.333 1.70 3.80 0.361 I 0 2.09 17.417 1.64 3.73 0.346 I I 0 I 2.03 17.500 1.59 3.64 0.332 I I 0 1.96 17.583 1.54 3.54 0.318 I I 0 1.89 17.667 1.49 3.44 0.304 I I 0 1.82 17.750 1.45 3.34 0.291 I 0 ( 1.76 17.833 1.41 3.24 0.278 I 0 ( 1.69 17.917 1.38 3.15 0.266 I I 0 ( 1.63 '�MIMrn' 18.000 1.35 3.06 0.254 I 0 1.57 18.083 1.32 2.98 0.242 I 0 1.51 18.167 1.32 2.89 0.231 I O 1.46 I I 1.40 I 18.250 1.35 2.82 0.221 I 0 I 1.35 I I 18.333 1.35 2.74 0.211 I O I 1.31 18.417 1.34 2.67 0.201 I I O I 1.26 I I 18.500 1.32 2.61 0.192 I 0 1 1.22 I I 18.583 1.30 2.54 0.184 I 0 I 1.18 18.667 1.28 2.48 0.175 1 1 0 I 1.14 I I 18.750 1.26 2.42 0.167 IO 1.10 ( I 18.833 1.24 2.36 0.159 IO I 1.06 18.917 1.23 2.31 0.152 1I 0 I I 1.02 19.000 1.21 2.25 0.144 1I 0 I 0.98 19.083 1.19 2.18 0.137 1I 0 I I 0.93 19.167 1.18 2.08 0.131 1I 0 I I 0.89 19.250 1.16 1.98 0.125 1I 0 I I 0.85 19.333 1.15 1.90 0.120 1I 0 I I 0.82 19.417 1.14 1.82 0.115 JIO I I 0.79 19.500 1.13 1.75 0.110 110 I I 0.76 19.583 1.11 1.68 0.106 JIO I I 0.73 19.667 1.10 1.62 0.102 JIO I I 0.71 19.750 1.09 1.57 0.099 1I0 I I 0.68 19.833 1.08 1.52 0.096 JIO I I 0.66 19.917 1.07 1.47 0.093 JIO I I 0.64 20.000 1.06 1.43 0.090 110 I I 0.63 20.083 1.05 1.39 0.088 JIO I 0.61 20.167 1.04 1.36 0.085 JIO I I 0.60 20.250 1.03 1.32 0.083 JIO I 0.58 I 20.333 1.02 1.29 0.081 IIO I I 0.57 „ew 20.417 1.01 1.26 0.080 1I0 I 0.56 20.500 1.00 1.24 0.078 10 0.55 20.583 0.99 1.21 0.076 10 0.54 20.667 0.99 1.19 0.075 10 0.53 20.750 0.98 1.17 0.074 10 0.52 20.833 0.97 1.15 0.072 �O � � 0.51 20.917 0.96 1.13 0.071 �O I 0.50 21.000 0.96 1.11 0.070 10 0.49 21.083 0.95 1.09 0.069 10 0.49 21.167 0.94 1.08 0.068 IO 0.48 21.250 0.94 1.06 0.067 10 0.47 21.333 0.93 1.05 0.066 10 0.47 21.417 0.92 1.04 0.065 10 i 0.46 21.500 0.92 1.03 0.065 10 0.46 21.583 0.91 1.01 0.064 10 0.45 21.667 0.90 1.00 0.063 10 0.45 21.750 0.90 0.99 0.063 10 0.44 21.833 0.89 0.98 0.062 10 0.44 21.917 0.89 0.97 0.061 10 0.43 22.000 0.88 0.96 0.061 10 0.43 22.083 0.88 0.95 0.060 10 i 0.43 22.167 0.87 0.95 0.060 10 � � I 0.42 22.250 0.87 0.94 0.059 10 I i 0.42 22.333 0.86 0.93 0.059 �0 I I 0.42 22.417 0.86 0.92 0.058 �0 I 0.41 I 22.500 0.85 0.92 0.058 10 I 0.41 22.583 0.85 0.91 0.057 0.057 10 10 I i 0.41 I 22.667 0.84 0.90 I 0.40 *ow 22.750 0.84 0.90 0.056 10 I 0.40 22.833 0.83 0.89 0.056 10 err. 22.917 0.83 0.88 0.056 10 1 0.40 23.000 0.82 0.88 0.055 10 1I 0.39 23.083 0.82 0.87 0.055 10 1 1 1 1 0.39 23.167 0.81 0.87 0.055 IO I I I I 0.39 23.250 0.81 0.86 0.054 10 1 1 1 1 0.39 23.333 0.81 0.85 0.054 10 I 0.38 23.417 0.80 0.85 0.054 10 ( 0.38 23.500 0.80 0.84 0.053 10 0.38 23.583 0.79 0.84 0.053 10 0.38 23.667 0.79 0.83 0.053 10 1 1 _� 0.38 23.750 0.79 0.83 0.052 10 0.37 23.833 0.78 0.82 0.052 10 0.37 23.917 0.78 0.82 0.052 10 1 1 0.37 24.000 0.78 0.82 0.051 10 1 1 1 0.37 24.083 0.74 0.81 0.051 10 0.36 24.167 0.55 0.79 0.050 IO ( ( 0.36 24.250 0.26 0.75 0.047 IO 0.34 24.333 0.09 0.69 0.044 IO 0.31 24.417 0.03 0.63 0.039 IO I 0.28 24.500 0.01 0.56 0.036 0 0.25 24.583 0.00 0.51 0.032 0 0.23 24.667 0.00 0.45 0.029 0 0.20 24.750 0.00 0.41 0.026 0 0.18 24.833 0.00 0.36 0.023 0 0.16 24.917 0.00 0.33 0.021 0 0.15 25.000 0.00 0.29 0.018 0 0.13 25.083 0.00 0.26 0.017 0 0.12 25.167 0.00 0.24 0.015 O I 0.11 25.250 0.00 0.21 0.013 0 0.10 25.333 0.00 0.19 0.012 O 0.09 25.417 0.00 0.17 0.011 0 I ( 0.08 25.500 0.00 0.15 0.010 0 0.07 25.583 0.00 0.14 0.009 0 0.06 25.667 0.00 0.12 0.008 0 0.06 25.750 0.00 0.11 0.007 0 I 0.05 25.833 0.00 0.10 0.006 O ( 0.04 Remaining water in basin = 0.01 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 310 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 4.395 (CFS) Total volume = 2.774 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** 10 00�1- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001 Study date: 07/21/04 TRACT 16577, FONTANA 25 YEAR STORM EVENT, 25 YEAR INTENSITY, AMC III DEVELOPED CONDITION FILE NAME: 16577D25 -------------------------------------------------------------------- Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 16577D25.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 23.383 (CFS) Total volume = 3.570 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 err., Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 20.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-0*dt/2) (S+0*dt/2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 mow, 1.000 0.140 2.220 0.132 0.148 2.000 0.340 3.700 0.327 0.353 3.000 0.570 4.810 0.553 0.587 4.000 0.840 7.410 0.814 0.866 5.000 1.150 11.300 1.111 1.189 5.500 1.320 13.580 1.273 1.367 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 101=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 5.8 11.69 17.54 23.38 (Ft.) 0.083 0.05 0.00 0.000 0 0.00 0.167 0.30 0.02 0.001 O 0.01 0.250 0.70 0.07 0.004 0 0.03 0.333 0.93 0.15 0.009 OI 0.07 0.417 1.01 0.23 0.015 OI 0.10 0.500 1.03 0.31 0.020 OI 0.14 0.583 1.04 0.39 0.024 OI I 0.17 0.667 1.05 0.46 0.029 OI 0.21 0.750 1.05 0.52 0.033 OI 0.23 0.833 1.05 0.57 0.036 OI 0.26 0.917 1.06 0.62 0.039 OI ( 0.28 1.000 1.06 0.67 0.042 OI I 0.30 1.083 1.06 0.71 0.045 OI 0.32 1.167 1.06 0.75 0.047 10 0.34 1.250 1.07 0.78 0.049 10 1 0.35 1.333 1.07 0.81 0.051 10 1 0.36 1.417 1.07 0.84 0.053 IO ( I 1 0.38 1.500 1.07 0.86 0.054 10 ( I 0.39 1.583 1.08 0.88 0.056 10 I 0.40 1.667 1.08 0.90 0.057 10 I 0.41 1.750 1.08 0.92 0.058 10 1I 0.41 1.833 1.08 0.94 0.059 10 1I 0.42 1.917 1.09 0.95 0.060 10 I 0.43 2.000 1.09 0.97 0.061 10 I I 0.44 2.083 1.09 0.98 0.062 10 1 0.44 2.167 1.09 0.99 0.062 10 1 1 0.45 2.250 1.10 1.00 0.063 10 1 1 0.45 2.333 1.10 1.01 0.064 IO 1 1 0.46 2.417 1.10 1.02 0.064 10 1 0.46 2.500 1.10 1.03 0.065 10 1 0.46 2.583 1.11 1.04 0.065 10 1I 0.47 2.667 1.11 1.04 0.066 IO 1 I I 0.47 2.750 1.11 1.05 0.066 IO I I I I 0.47 2.833 1.11 1.06 0.067 IO I I I 0.48 2.917 1.12 1.06 0.067 10 I I 0.48 3.000 1.12 1.07 0.067 10 1 0.48 3.083 1.12 1.07 0.068 10 1 0.48 3.167 1.13 1.08 0.068 10 1 0.49 3.250 1.13 1.08 0.068 10 1 0.49 3.333 1.13 1.09 0.069 10 1 1 0.49 3.417 1.13 1.09 0.069 10 1 1 0.49 3.500 1.14 1.10 0.069 IO 1 1I 0.49 3.583 1.14 1.10 0.070 10 1 1 1 0.50 w 3.667 1.14 1.11 0.070 10 1 1 0.50 3.750 1.15 1.11 0.070 10 1 1 0.50 3.833 1.15 1.11 0.070 10 1 1 1 0.50 3.917 1.15 1.12 0.071 10 ( I 0.50 *Now 4.000 1.16 1.12 0.071 10 I 0.51 4.083 1.16 1.13 0.071 10 0.51 4.167 1.16 1.13 0.071 10 0.51 4.250 1.17 1.13 0.071 IO I I 0.51 4.333 1.17 1.14 0.072 10 0.51 4.417 1.17 1.14 0.072 IO 0.51 4.500 1.18 1.14 0.072 10 I 0.52 4.583 1.18 1.15 0.072 10 ,) 0.52 4.667 1.18 1.15 0.073 10 0.52 4.750 1.19 1.15 0.073 10 0.52 4.833 1.19 1.16 0.073 10 0.52 4.917 1.19 1.16 0.073 10 0.52 5.000 1.20 1.16 0.073 IO I 0.52 5.083 1.20 1.17 0.074 10 0.53 5.167 1.20 1.17 0.074 10 I 0.53 5.250 1.21 1.18 0.074 10 I 0.53 5.333 1.21 1.18 0.074 10 0.53 5.417 1.21 1.18 0.075 10 0.53 5.500 1.22 1.19 0.075 10 I 0.53 5.583 1.22 1.19 0.075 10 0.54 5.667 1.23 1.19 0.075 10 I I 0.54 5.750 1.23 1.20 0.075 10 1 0.54 5.833 1.23 1.20 0.076 10 1 0.54 5.917 1.24 1.20 0.076 10 I 0.54 6.000 1.24 1.21 0.076 10 1I 0.54 6.083 1.25 1.21 0.076 10 0.55 6.167 1.25 1.22 0.077 10 0.55 6.250 1.25 1.22 0.077 10 I I 0.55 6.333 1.26 1.22 0.077 IO I 0.55 6.417 1.26 1.23 0.077 IO I 0.55 6.500 1.27 1.23 0.078 10 0.55 6.583 1.27 1.23 0.078 10 I I 0.56 6.667 1.28 1.24 0.078 10 ( 0.56 6.750 1.28 1.24 0.078 10 I I 0.56 6.833 1.28 1.25 0.079 10 I I I 0.56 6.917 1.29 1.25 0.079 10 I 0.56 7.000 1.29 1.26 0.079 10 0.57 7.083 1.30 1.26 0.079 10 0.57 7.167 1.30 1.26 0.080 10 0.57 7.250 1.31 1.27 0.080 10 0.57 7.333 1.31 1.27 0.080 10 I ( I I 0.57 7.417 1.32 1.28 0.081 10 I I 0.58 7.500 1.32 1.28 0.081 IO I I 0.58 7.583 1.33 1.29 0.081 IO I I I 0.58 7.667 1.33 1.29 0.081 10 0.58 7.750 1.34 1.30 0.082 10 0.58 7.833 1.34 1.30 0.082 10 ( I 0.59 7.917 1.35 1.31 0.082 10 I 0.59 8.000 1.35 1.31 0.083 10 0.59 8.083 1.36 1.31 0.083 10 I 0.59 8.167 1.37 1.32 0.083 10 I 0.59 8.250 1.37 1.32 0.084 10 ( 0.60 8.333 1.38 1.33 0.084 IO ( I 0.60 err 8.417 1.38 1.34 0.084 10 1I 0.60 8.500 1.39 1.34 0.085 10 ( 0.60 8.583 1.40 1.35 0.085 10 I I 0.61 m 8.667 1.40 1.35 0.085 10 1 1 1 10.61 8.750 1.41 1.36 0.086 10 1 ( 0.61 8.833 1.41 1.36 0.086 10 I I I I 0.61 8.917 1.42 1.37 0.086 IO I I I I 0.62 9.000 1.43 1.37 0.087 10 I 0.62 9.083 1.43 1.38 0.087 10 1 0.62 9.167 1.44 1.39 0.087 10 1 0.62 9.250 1.45 1.39 0.088 10 1 0.63 9.333 1.45 1.40 0.088 10 1. 0.63 9.417 1.46 1.40 0.089 10 1 0.63 9.500 1.47 1.41 0.089 JOI 0.64 9.583 1.48 1.42 0.089 JOI 0.64 9.667 1.48 1.42 0.090 jOI 0.64 9.750 1.49 1.43 0.090 jOI 0.64 9.833 1.50 1.44 0.091 (OI 0.65 9.917 1.51 1.44 0.091 jOI I 0.65 10.000 1.51 1.45 0.091 jOI 0.65 10.083 1.52 1.46 0.092 JOI I 0.66 10.167 1.53 1.46 0.092 1 0 1 0.66 10.250 1.54 1.47 0.093 1 0 1 1 1 ( 0.66 10.333 1.55 1.48 0.093 1 0 1 1 1 10.67 10.417 1.56 1.49 0.094 1 0 1 1 1 10.67 10.500 1.57 1.49 0.094 0 1 1 1 10.67 10.583 1.58 1.50 0.095 I 0 I 0.68 10.667 1.58 1.51 0.095 0 I 0.68 10.750 1.59 1.52 0.096 ( 0 0.68 10.833 1.60 1.53 0.096 0 I 0.69 10.917 1.61 1.54 0.097 0 0.69 11.000 1.62 1.54 0.097 1 0 I I I 0.70 11.083 1.63 1.55 0.098 1 0 1 1 1 10.70 11.167 1.65 1.56 0.098 1 0 1 I ( 1 0.70 11.250 1.66 1.57 0.099 I 0 I I 1 1 0.71 11.333 1.67 1.58 0.100 I 0 1 I 1 I 0.71 11.417 1.68 1.59 0.100 I 0 1 1 I 1 0.72 11.500 1.69 1.60 0.101 I 0 1 1 1 1 0.72 11.583 1.70 1.61 0.102 1 0 1 1 ( 1 0.73 11.667 1.71 1.62 0.102 1 0 1 I 1 1 0.73 11.750 1.73 1.63 0.103 1 0 1 1 I 1 0.73 11.833 1.74 1.64 0.104 1 0 1 1 I 1 0.74 11.917 1.75 1.65 0.104 1 O 0.74 12.000 1.77 1.66 0.105 1 0 0.75 12.083 1.77 1.67 0.106 1 0 0.75 12.167 1.73 1.68 0.106 0 ( 0.76 12.250 1.66 1.68 0.106 ( 0 I I 0.76 12.333 1.62 1.68 0.106 I O I I I ( 0.76 12.417 1.62 1.67 0.106 I O I I 0.75 12.500 1.63 1.67 0.105 I O I ( 0.75 12.583 1.65 1.67 0.105 0 I I 0.75 12.667 1.67 1.66 0.105 0 I 0.75 12.750 1.68 1.67 0.105 1 0 I 0.75 12.833 1.70 1.67 0.105 1 0 0.75 12.917 1.72 1.67 0.106 1 0 ( ( 0.75 13.000 1.75 1.68 0.106 1 0 ( I 0.76 13.083 1.77 1.69 0.106 1 0 I I 0.76 13.167 1.79 1.70 0.107 1 0 I 0.76 13.250 1.81 1.71 0.108 1 0 I 0.77 13.333 1.84 1.72 0.108 1 0 I I 0.77 w 13.417 1.86 1.73 0.109 O 0.78 13.500 1.89 1.75 0.110 O I 0.79 13.583 1.92 1.76 0.111 ( 0 I 0.79 13.667 1.95 1.78 0.112 I 0 I I 0.80 13.750 1.98 1.80 0.114 0 I 0.81 13.833 2.01 1.82 0.115 0 0.82 13.917 2.05 1.84 0.116 0 0.83 14.000 2.08 1.87 0.118 0 0.84 14.083 2.12 1.89 0.119 I 0 I 0.85 14.167 2.16 1.92 0.121 0 .� 0.86 14.250 2.20 1.94 0.123 OI 0.88 14.333 2.25 1.97 0.124 OI 0.89 14.417 2.30 2.00 0.126 OI I 0.90 14.500 2.35 2.04 0.128 OI I 0.92 14.583 2.40 2.07 0.131 OI 0.93 14.667 2.46 2.11 0.133 OI 0.95 14.750 2.53 2.15 0.136 OI 0.97 14.833 2.60 2.19 0.138 OI 0.99 14.917 2.68 2.23 0.141 0 I 1.01 15.000 2.76 2.25 0.144 0 1.02 15.083 2.85 2.28 0.148 0 1.04 15.167 2.96 2.31 0.152 OI 1.06 15.250 3.07 2.35 0.157 0I I ( 1.09 15.333 3.21 2.39 0.162 OI I I 1.11 15.417 3.32 2.43 0.168 OI 1.14 15.500 3.28 2.47 0.174 OI 1.17 15.583 3.16 2.51 0.179 OI 1.20 15.667 3.21 2.54 0.184 OI I 1.22 15.750 3.47 2.58 0.189 OI 1.25 15.833 3.88 2.64 0.196 I O I I I I 1.28 15.917 4.54 2.72 0.207 10 I I I I I 1.33 16.000 5.87 2.84 0.224 0 I I I 1.42 16.083 9.81 3.09 0.257 0 I I 1.59 16.167 18.84 3.65 0.333 0 1.96 16.250 23.38 4.24 0.451 O I I 2.48 16.333 15.03 4.73 0.552 O I I 2.92 16.417 7.83 5.07 0.597 I 0 I I I 3.10 16.500 4.74 5.15 0.606 I IOI 1I I 3.13 16.583 3.96 5.10 0.600 IO 3.11 16.667 3.53 5.01 0.591 I O I 3.08 16.750 3.09 4.90 0.580 I 0 3.04 16.833 2.87 4.80 0.567 I 0 2.99 16.917 2.69 4.73 0.553 I 0 2.93 17.000 2.54 4.66 0.539 I 0 I I 2.87 17.083 2.41 4.59 0.524 I 0 I 2.80 17.167 2.30 4.52 0.509 I 0 I 2.74 17.250 2.21 4.44 0.494 I 0 2.67 17.333 2.12 4.37 0.478 I I 0 I I 2.60 17.417 2.05 4.29 0.463 I 0 2.53 17.500 1.98 4.22 0.447 I I 0 2.47 17.583 1.92 4.14 0.432 I 0 ( 2.40 17.667 1.87 4.07 0.417 ( I 0 I ( 2.33 17.750 1.82 4.00 0.402 I 0 I I I 2.27 17.833 1.77 3.93 0.387 I 0 ( I 2.20 17.917 1.73 3.85 0.372 I I 0 I 2.14 18.000 1.69 3.78 0.357 I I 0 2.08 18.083 1.66 3.72 0.343 I I 0 2.01 18.167 1.68 3.62 0.329 I I O 1.95 Irma 18.250 1.74 3.53 0.317 I I O I 1.88 18.333 1.76 3.44 0.305 I I 0 1.82 18.417 1.75 3.35 0.293 I I 0 1.77 18.500 1.73 3.27 0.282 I I O 1.71 18.583 1.70 3.20 0.272 I I O 1.66 18.667 1.68 3.12 0.262 I I O I I I I 1.61 18.750 1.66 3.05 0.252 I I O I I I I 1.56 18.833 1.63 2.98 0.243 I I O I I I .I 1.51 18.917 1.61 2.91 0.234 I IO 1.47 19.000 1.59 2.85 0.225 I IO 1.42 19.083 1.58 2.78 0.216 I IO 1.38 19.167 1.56 2.72 0.208 I IO I I I 1.34 19.250 1.54 2.67 0.200 I IO 1.30 19.333 1.52 2.61 0.193 I IO ( 1.26 19.417 1.51 2.55 0.185 I IO I 1.23 19.500 1.49 2.50 0.178 I IO I I 1.19 19.583 1.48 2.45 0.171 I IO 1.16 19.667 1.46 2.40 0.165 II O 1.12 19.750 1.45 2.36 0.158 II 0 I 1.09 19.833 1.43 2.31 0.152 II 0 1.06 19.917 1.42 2.27 0.146 II 0 I I I I 1.03 20.000 1.41 2.22 0.141 II 0 I I I I 1.00 20.083 1.40 2.14 0.135 IIO I I 0.97 20.167 1.38 2.06 0.130 IIO I 0.93 20.250 1.37 1.99 0.126 IIO I 0.90 20.333 1.36 1.93 0.122 IIO I 0.87 20.417 1.35 1.87 0.118 IIO I 0.84 20.500 1.34 1.81 0.114 IIO I I 0.82 20.583 1.33 1.77 0.111 IIO I I I I 0.80 20.667 1.32 1.72 0.108 IIO I I I I 0.77 20.750 1.31 1.68 0.106 IIO I I I I 0.76 20.833 1.30 1.64 0.103 IIO I I I I 0.74 20.917 1.29 1.60 0.101 IIO I I I I 0.72 21.000 1.28 1.57 0.099 IIO I I I I 0.71 21.083 1.27 1.54 0.097 IIO I I I I 0.69 21.167 1.26 1.51 0.095 IIO I I I I 0.68 21.250 1.25 1.49 0.094 IIO I I I I 0.67 21.333 1.25 1.46 0.092 Io I I I I 0.66 21.417 1.24 1.44 0.091 IO I I 0.65 21.500 1.23 1.42 0.089 IO I I I I 0.64 21.583 1.22 1.40 0.088 IO I I I I 0.63 21.667 1.21 1.38 0.087 IO I I I I 0.62 21.750 1.21 1.36 0.086 IO I I I ( 0.61 21.833 1.20 1.35 0.085 Ia I I I I 0.61 21.917 1.19 1.33 0.084 Io I I I I 0.60 22.000 1.19 1.32 0.083 IO I I I I 0.59 22.083 1.18 1.30 0.082 IO I I I I 0.59 22.167 1.17 1.29 0.081 IO I I I I 0.58 22.250 1.17 1.28 0.080 IO I I I I 0.57 22.333 1.16 1.26 0.080 IO I I I ( 0.57 22.417 1.15 1.25 0.079 IO I I ( I 0.56 22.500 1.15 1.24 0.078 IO I I I I 0.56 22.583 1.14 1.23 0.078 IO I I I I 0.56 .� 22.667 1.13 1.22 0.077 Io I I I I 0.55 P 22.750 1.13 1.21 0.077 IO I I ( I 0.55 22.833 1.12 1.20 0.076 IO 1 I I I 0.54 Remaining water in basin = 0.01 (Ac.Ft) ****************************HYDROGRAPH DATA**************,t************* Number of intervals = 313 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 5.152 (CFS) Total volume = 3.565 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** 22.917 1.12 1 .2 0 0.075 10 ( 0.54 23.000 1.11 1.19 0.075 10 0.53 23.083 1.11 1.18 0.074 10 I 0.53 23.167 1.10 1.17 0.074 10 I I 0.53 23.250 1.10 1.16 0.073 10 0.52 23.333 1.09 1.16 0.073 10 0.52 23.417 1.09 1.15 0.072 10 I ( 0.52 23.500 1.08 1.14 0.072 10 ( 0.51 23.583 1.08 1.14 0.072 10 ( 0.51 23.667 1.07 1.13 0.071 IO I 0.51 23.750 1.07 1.12 0.071 10 0.51 23.833 1.06 1.12 0.070 10 0.50 23.917 1.06 1.11 0.070 10 0.50 24.000 1.05 1.11 0.070 10 0.50 24.083 1.00 1.10 0.069 10 ( 0.49 24.167 0.75 1.07 0.068 10 ( I 0.48 24.250 0.34 1.02 0.064 IO I 0.46 24.333 0.12 0.94 0.059 IO 0.42 24.417 0.04 0.85 0.053 IO 0.38 24.500 0.01 0.76 0.048 IO 0.34 24.583 0.01 0.68 0.043 0 0.31 24.667 0.00 0.61 0.039 0 I 0.28 24.750 0.00 0.55 0.035 0 I ( 0.25 24.833 0.00 0.49 0.031 0 I 0.22 24.917 0.00 0.44 0.028 0 I 0.20 25.000 0.00 0.40 0.025 0 I 0.18 25.083 0.00 0.36 0.022 0 0.16 25.167 0.00 0.32 0.020 0 0.14 25.250 0.00 0.29 0.018 0 I I 0.13 25.333 0.00 0.26 0.016 0 ( I 0.12 25.417 0.00 0.23 0.014 0 I I 0.10 25.500 0.00 0.21 0.013 0 I I I 0.09 25.583 0.00 0.18 0.012 0 0.08 25.667 0.00 0.17 0.010 0 0.07 25.750 0.00 0.15 0.009 0 I 0.07 25.833 0.00 0.13 0.008 0 ( 0.06 25.917 0.00 0.12 0.008 0 ( 0.05 26.000 0.00 0.11 0.007 0 0.05 26.083 0.00 0.10 0.006 0 0.04 Remaining water in basin = 0.01 (Ac.Ft) ****************************HYDROGRAPH DATA**************,t************* Number of intervals = 313 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 5.152 (CFS) Total volume = 3.565 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001 Study date: 07/21/04 TRACT 16577, FONTANA 100 YEAR STORM EVENT, 100 YEAR INTENSITY, AMC III DEVELOPED CONDITION FILE NAME : 16577D100 -------------------------------------------------------------------- Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 16577d100.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 30.079 (CFS) Total volume = 5.021 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 20.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 295 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.140 2.220 0.132 0.148 2.000 0.340 3.700 0.327 0.353 3.000 0.570 4.810 0.553 0.587 tom. 4.000 0.840 7.410 0.814 0.866 Storage 5.000 1.150 11.300 1.111 1.189 (Hours) 5.500 1.320 13.580 1.273 1.367 .0 ------------------------------------------------------------------- Hydrograph -------------------------------------------------------------------- Detention Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 7.5 15.04 22.56 30.08 (Ft.) 0.083 0.07 0.00 0.000 0 0.00 0.167 0.44 0.03 0.002 0 0.01 0.250 1.04 0.10 0.007 OI 0.05 0.333 1.38 0.22 0.014 OI 0.10 0.417 1.50 0.34 0.022 OI 0.16 0.500 1.53 0.47 0.029 OI I I 0.21 0.583 1.55 0.58 0.036 OI 0.26 0.667 1.56 0.68 0.043 OI 0.31 0.750 1.56 0.77 0.048 OI 0.35 0.833 1.56 0.85 0.054 OI 0.38 0.917 1.57 0.92 0.058 OI 0.42 1.000 1.57 0.99 0.062 10 0.45 1.083 1.57 1.05 0.066 10 0.47 1.167 1.57 1.10 0.070 10 0.50 1.250 1.58 1.15 0.073 10 0.52 1.333 1.58 1.20 0.076 10 0.54 4100- 1.417 1.58 1.24 0.078 10 0.56 1.500 1.59 1.27 0.080 10 0.57 1.583 1.59 1.31 0.082 10 0.59 1.667 1.59 1.34 0.084 10 0.60 1.750 1.60 1.36 0.086 10 I ( 0.61 1.833 1.60 1.39 0.088 10 0.63 1.917 1.61 1.41 0.089 10 0.64 2.000 1.61 1.43 0.090 10 0.64 2.083 1.61 1.45 0.091 10 0.65 2.167 1.62 1.47 0.092 IO 0.66 2.250 1.62 1.48 0.093 10 0.67 2.333 1.62 1.50 0.094 10 0.67 2.417 1.63 1.51 0.095 10 0.68 2.500 1.63 1.52 0.096 10 0.69 2.583 1.63 1.53 0.097 10 0.69 2.667 1.64 1.54 0.097 10 0.70 2.750 1.64 1.55 0.098 10 0.70 2.833 1.65 1.56 0.099 10 0.70 2.917 1.65 1.57 0.099 10 I 0.71 3.000 1.65 1.58 0.100 10 0.71 3.083 1.66 1.59 0.100 10 0.72 3.167 1.66 1.60 0.101 10 0.72 3.250 1.66 1.60 0.101 10 0.72 3.333 1.67 1.61 0.101 10 I 0.72 3.417 1.67 1.62 0.102 10 0.73 3.500 1.68 1.62 0.102 10 0.73 3.583 1.68 1.63 0.103 10 0.73 3.667 1.69 1.63 0.103 10 0.74 3.750 1.69 1.64 0.103 10 0.74 3.833 1.69 1.64 0.104 10 0.74 3. 917 1. 7 0 1. 6 5 0.104 10 I 0.74 4.000 1.70 1.65 0.104 IO I I 0.75 4.083 1.71 1.66 0.105 IO I I 0.75 4.167 1.71 1.66 0.105 IO I I 0.75 4.250 1.72 1.67 0.105 IO I I I I 0.75 4.333 1.72 1.67 0.106 IO I I I I 0.75 4.417 1.72 1.68 0.106 IO I 1 I I 0.76 4.500 1.73 1.68 0.106 IO I I I I 0.76 4.583 1.73 1.69 0.107 IO I I I 0.76 4.667 1.74 1.69 0.107 IO I I .I I I 0.76 4.750 1.74 1.70 0.107 IO I I I I 0.77 4.833 1.75 1.70 0.107 IO I I I I 0.77 4.917 1.75 1.71 0.108 IO I 0.77 5.000 1.76 1.71 0.108 IO I ( 0.77 5.083 1.76 1.72 0.108 IO I I I I 0.77 5.167 1.77 1.72 0.109 IO I I I I 0.78 5.250 1.77 1.73 0.109 IO I I I I 0.78 5.333 1.78 1.73 0.109 IO I I I I 0.78 5.417 1.78 1.74 0.110 IO I I I I 0.78 5.500 1.79 1.74 0.110 IO I I I I 0.78 5.583 1.79 1.75 0.110 IO I 0.79 5.667 1.80 1.75 0.110 IO I 0.79 5.750 1.80 1.76 0.111 10 I I I I 0.79 5.833 1.81 1.76 0.111 IO I I I I 0.79 5.917 1.81 1.77 0.111 IO I I I I 0.80 6.000 1.82 1.77 0.112 IO I 0.80 6.083 1.82 1.78 0.112 IO I 0.80 ,w. 6.167 1.83 1.78 0.112 IO I I I I 0.80 6.250 1.84 1.79 0.113 10 I I 1 I 0.81 6.333 1.84 1.79 0.113 10 I 0.81 6.417 1.85 1.80 0.113 10 I I I I 0.81 6.500 1.85 1.80 0.114 10 I I I I 0.81 6.583 1.86 1.81 0.114 10 I I I I 0.82 6.667 1.87 1.81 0.114 IO I I I I 0.82 6.750 1.87 1.82 0.115 IO I I I I 0.82 6.833 1.88 1.83 0.115 10 I I I I 0.82 6.917 1.88 1.83 0.116 JOI I I I I 0.83 7.000 1.89 1.84 0.116 JOI I I I I 0.83 7.083 1.90 1.84 0.116 IOI I I I I 0.83 7.167 1.90 1.85 0.117 JOI I I I I 0.83 7.250 1.91 1.86 0.117 IOI I I I I 0.84 7.333 1.92 1.86 0.117 IOI I I I 0.84 7.417 1.92 1.87 0.118 IOI I I I I 0.84 7.500 1.93 1.87 0.118 IOI I I I I 0.84 7.583 1.94 1.88 0.119 IOI I I I I 0.85 7.667 1.94 1.89 0.119 10 ( I I I 0.85 7.750 1.95 1.89 0.119 10 1 I I I 0.85 7.833 1.96 1.90 0.120 I 0 1 1 I I 0.86 7.917 1.97 1.91 0.120 10 I I I I 0.86 8.000 1.97 1.91 0.121 10 I I I I 0.86 8.083 1.98 1.92 0.121 10 1 I I I 0.86 8.167 1.99 1.93 0.121 I O 1 I I I 0.87 8.250 2.00 1.93 0.122 ( 0 I I I I 0.87 8.333 2.00 1.94 0.122 10 I I I ( 0.87 8.417 2.01 1.95 0.123 10 I I I I 0.88 8.500 2.02 1.95 0.123 I 0 ( I I 0.88 8.583 2.03 1.96 0.124 10 I I I I 0.88 8.667 2.04 1.97 0.124 0 I 0.89 8.750 2.04 1.98 0.125 0 I 0.89 r' 8.833 2.05 1.98 0.125 0 0.89 8.917 2.06 1.99 0.126 0 I 0.90 9.000 2.07 2.00 0.126 0 0.90 9.083 2.08 2.01 0.127 0 0.90 9.167 2.09 2.01 0.127 0 I 0.91 9.250 2.10 2.02 0.128 0 0.91 9.333 2.11 2.03 0.128 0 ( .� 0.91 9.417 2.12 2.04 0.129 0 I I 0.92 9.500 2.13 2.05 0.129 I O 0.92 9.583 2.14 2.06 0.130 0 0.93 9.667 2.15 2.07 0.130 0 0.93 9.750 2.16 2.07 0.131 I O 0.93 9.833 2.17 2.08 0.131 I O 0.94 9.917 2.18 2.09 0.132 0 0.94 10.000 2.19 2.10 0.133 0 0.95 10.083 2.20 2.11 0.133 0 0.95 10.167 2.21 2.12 0.134 I 0 I ( ( 0.96 10.250 2.22 2.13 0.134 0 0.96 10.333 2.23 2.14 0.135 0 0.96 10.417 2.25 2.15 0.136 0 0.97 10.500 2.26 2.16 0.136 0 ( I 0.97 10.583 2.27 2.17 0.137 0 0.98 10.667 2.28 2.18 0.138 O I 0.98 10.750 2.30 2.19 0.138 10 I I I I 0.99 10.833 2.31 2.20 0.139 0 I I 0.99 10.917 2.32 2.22 0.140 0 I 1.00 11.000 2.34 2.22 0.141 0 I I 1.00 11.083 2.35 2.23 0.141 0 1.01 11.167 2.36 2.24 0.142 0 I I 1.01 11.250 2.38 2.24 0.143 0 1.02 11.333 2.39 2.25 0.144 I 0 1.02 11.417 2.41 2.26 0.145 I O I I I 1.03 11.500 2.42 2.27 0.146 0 I I 1.03 11.583 2.44 2.27 0.147 0 I I I 1.04 11.667 2.46 2.28 0.148 0 1.04 11.750 2.47 2.29 0.150 I 0 I I 1.05 11.833 2.49 2.30 0.151 0 ( 1.05 11.917 2.51 2.31 0.152 O 1.06 12.000 2.53 2.32 0.154 0 1.07 12.083 2.53 2.33 0.155 0 1.08 12.167 2.45 2.34 0.156 0 I 1.08 12.250 2.31 2.34 0.156 0 I 1.08 12.333 2.24 2.34 0.156 ( 0 I I 1.08 12.417 2.23 2.33 0.155 I 0 I I 1.08 12.500 2.24 2.33 0.154 0 I I 1.07 12.583 2.26 2.32 0.154 0 ( 1.07 12.667 2.28 2.32 0.154 0 I 1.07 12.750 2.31 2.32 0.153 0 ( 1.07 12.833 2.34 2.32 0.154 I 0 1.07 12.917 2.37 2.32 0.154 0 I I I 1.07 13.000 2.39 2.32 0.154 0 I 1.07 13.083 2.42 2.33 0.155 0 1.07 4 13.167 2.45 2.33 0.155 0 I 1.08 13.250 2.49 2.34 0.156 0 ( I 1.08 13.333 2.52 2.35 0.157 0 1.09 13.417 2.55 2.36 0.159 I O I 1.09 13.500 2.59 2.37 0.160 0 I 1.10 13.583 2.63 2.38 0.162 I O 1.11 13.667 2.67 2.39 0.164 I O I 1.12 13.750 2.71 2.41 0.166 I O I 1.13 13.833 2.76 2.43 0.168 I O 1.14 13.917 2.80 2.44 0.170 I O I 1.15 14.000 2.85 2.46 0.173 OI 1.16 14.083 2.90 2.48 0.175 OI _� 1.18 14.167 2.96 2.50 0.178 OI ( I 1.19 14.250 3.02 2.53 0.182 OI 1.21 14.333 3.08 2.55 0.185 I OI 1.23 14.417 3.14 2.58 0.189 OI I I 1.24 14.500 3.21 2.61 0.193 I OI 1.26 14.583 3.29 2.64 0.197 OI ( 1.29 14.667 3.37 2.68 0.202 OI I ( 1.31 14.750 3.46 2.71 0.207 I OI I 1.33 14.833 3.55 2.75 0.212 OI ( 1.36 14.917 3.66 2.80 0.218 OI 1.39 15.000 3.77 2.84 0.224 OI I I 1.42 15.083 3.90 2.89 0.231 OI I 1.45 15.167 4.04 2.95 0.238 OI 1.49 15.250 4.20 3.00 0.246 OI I 1.53 15.333 4.38 3.07 0.255 OI 1.57 15.417 4.53 3.14 0.264 OI 1.62 15.500 4.47 3.20 0.273 OI I 1.67 15.583 4.29 3.26 0.281 OI ( 1.70 15.667 4.37 3.32 0.288 OI 1.74 15.750 4.71 3.38 0.296 I O I 1.78 15.833 5.27 3.46 0.307 I O I I 1.84 15.917 6.17 3.57 0.322 I O I I I 1.91 16.000 7.97 3.73 0.346 I O I 2.03 16.083 13.08 3.95 0.392 0 I I I 2.23 16.167 24.51 4.44 0.493 0 I I I I 2.66 16.250 30.08 5.54 0.646 O I II 3.28 16.333 19.36 6.77 0.774 I OI I I I I 3.76 16.417 10.23 7.29 0.827 I OI I I I I 3.95 16.500 6.32 7.35 0.834 I IOI I I I 3.98 16.583 5.35 7.25 0.824 I I OI I I I 3.94 16.667 4.78 7.11 0.809 I I O) I I I 3.89 16.750 4.22 6.95 0.792 I I OI I I I 3.82 16.833 3.92 6.76 0.773 I I OI I I I 3.75 16.917 3.68 6.57 0.753 I I 0 I I I I 3.68 17.000 3.47 6.38 0.733 I I O I I ( I 3.60 17.083 3.30 6.19 0.713 I I 0 I ( I I 3.53 17.167 3.15 6.00 0.693 I I 0 I I I I 3.46 17.250 3.02 5.81 0.674 I I 0 I ( I I 3.38 17.333 2.91 5.63 0.655 I I 0 I I I I 3.31 17.417 2.81 5.45 0.636 I I 0 I I I ( 3.25 17.500 2.71 5.28 0.618 I I 0 I I I I 3.18 17.583 2.63 5.11 0.601 I I 0 I I I I 3.12 17.667 2.56 4.95 0.584 I I 0 I I I I 3.05 17.750 2.49 4.80 0.568 I I 0 I I I I 2.99 17.833 2.42 4.72 0.552 I I 0 I I I I 2.92 r,6 17.917 2.37 4.65 0.536 I I 0 I I I 2.85 18.000 2.31 4.57 0.521 I I 0 I I I I 2.79 18.083 2.28 4.50 0.505 I 1 0 I I I 2.72 18.167 2.33 4.43 0.491 I 0 2.65 18.250 2.45 4.36 0.477 I I O I 2.59 18.333 2.50 4.30 0.464 I I O I I 2.54 18.417 2.50 4.24 0.452 I I O I I 2.49 18.500 2.47 4.18 0.440 I I O I I I 2.43 18.583 2.44 4.13 0.428 I I O 2.38 18.667 2.41 4.07 0.417 I I O I 2.33 18.750 2.38 4.02 0.405 I I O 2.28 18.833 2.35 3.96 0.394 I I O .� 2.24 18.917 2.32 3.91 0.383 I I O 2.19 19.000 2.30 3.86 0.372 I I O 2.14 19.083 2.27 3.80 0.362 I I O 2.09 19.167 2.25 3.75 0.351 I IO 2.05 19.250 2.22 3.70 0.341 I IO 2.00 19.333 2.20 3.63 0.331 I IO 1.95 19.417 2.18 3.56 0.321 I IO I 1.91 19.500 2.16 3.49 0.312 I IO 1.86 19.583 2.14 3.42 0.303 I IO ( 1.81 19.667 2.12 3.36 0.294 I IO I 1.77 19.750 2.10 3.30 0.286 I IO I 1.73 19.833 2.08 3.24 0.277 I IO 1.69 19.917 2.06 3.18 0.270 I IO I 1.65 20.000 2.04 3.12 0.262 I IO ( 1.61 20.083 2.03 3.07 0.255 I IO I 1.57 20.167 2.01 3.02 0.248 I IO 1.54 20.250 2.00 2.97 0.241 I IO 1.50 20.333 1.98 2.92 0.234 I IO 1.47 20.417 1.97 2.87 0.228 I IO 1.44 20.500 1.95 2.83 0.222 I IO 1.41 20.583 1.94 2.78 0.216 I O 1.38 20.667 1.92 2.74 0.210 I O 1.35 20.750 1.91 2.70 0.205 I O 1.32 20.833 1.90 2.66 0.199 I O 1.30 20.917 1.88 2.62 0.194 I O 1.27 21.000 1.87 2.58 0.189 IIO I I I I 1.25 21.083 1.86 2.55 0.184 IIO I I I I 1.22 21.167 1.85 2.51 0.180 IIO I I I I 1.20 21.250 1.84 2.48 0.175 IIO I I I I 1.18 21.333 1.82 2.45 0.171 IIO I I I I 1.15 21.417 1.81 2.42 0.167 IIO I I I I 1.13 21.500 1.80 2.39 0.162 IIO I I I I 1.11 21.583 1.79 2.36 0.159 IIO I I I I 1.09 21.667 1.78 2.33 0.155 IIO I I I I 1.07 21.750 1.77 2.30 0.151 IIO I I ( I 1.06 21.833 1.76 2.27 0.147 IIO I I I I 1.04 21.917 1.75 2.25 0.144 IIO I I I I 1.02 22.000 1.74 2.22 0.141 IIO I I I I 1.00 22.083 1.73 2.18 0.137 IIO I I I I 0.98 22.167 1.72 2.13 0.134 IIO I I I I 0.96 22.250 1.72 2.09 0.132 IIO I I I I 0.94 22.333 1.71 2.05 0.129 IIO I I I I 0.92 22.417 1.70 2.01 0.127 IIO I I I I 0.91 22.500 1.69 1.98 0.125 IIO I I I I 0.89 22.583 1.68 1.95 0.123 IIO I I I I 0.88 22.667 1.67 1.92 0.121 IIO I I I I 0.87 22.750 1.66 1.90 0.120 IIO I I I I 0.85 22.833 1.66 1.87 0.118 IO 1 1 1 1 0.84 /00611- 22.917 1.65 1.85 0.117 O 0.83 23.000 1.64 1.83 0.115 10 I I 0.82 23.083 1.63 1.81 0.114 10 I 0.81 23.167 1.63 1.79 0.113 10 0.81 23.250 1.62 1.77 0.112 10 I I 0.80 23.333 1.61 1.76 0.111 10 0.79 23.417 1.61 1.74 0.110 10 I ( 0.78 23.500 1.60 1.73 0.109 10 I 0.78 23.583 1.59 1.71 0.108 10 I ,) 0.77 23.667 1.58 1.70 0.107 10 I 0.77 23.750 1.58 1.69 0.106 10 I 0.76 23.833 1.57 1.68 0.106 10 0.75 23.917 1.57 1.66 0.105 10 0.75 24.000 1.56 1.65 0.104 10 I I ( 0.75 24.083 1.48 1.64 0.103 (0 0.74 24.167 1.10 1.60 0.101 10 0.72 24.250 0.50 1.52 0.096 IO 0.69 24.333 0.17 1.40 0.088 IO 0.63 24.417 0.05 1.27 0.080 I0 ( 0.57 24.500 0.02 1.14 0.072 I0 0.51 24.583 0.01 1.02 0.064 IO 0.46 24.667 0.00 0.92 0.058 O 0.41 24.750 0.00 0.82 0.052 0 I I 0.37 24.833 0.00 0.74 0.046 0 0.33 24.917 0.00 0.66 0.042 0 ( 0.30 25.000 0.00 0.59 0.037 O I I I 0.27 25.083 0.00 0.53 0.033 0 0.24 25.167 0.00 0.48 0.030 0 I 0.21 25.250 0.00 0.43 0.027 0 I 0.19 25.333 0.00 0.38 0.024 0 0.17 25.417 0.00 0.34 0.022 O I I 0.15 25.500 0.00 0.31 0.019 0 I 0.14 25.583 0.00 0.28 0.017 0 0.12 25.667 0.00 0.25 0.016 0 0.11 25.750 0.00 0.22 0.014 0 I 0.10 25.833 0.00 0.20 0.013 0 ( I 0.09 25.917 0.00 0.18 0.011 0 0.08 26.000 0.00 0.16 0.010 0 0.07 26.083 0.00 0.14 0.009 0 0.06 26.167 0.00 0.13 0.008 O I 0.06 26.250 0.00 0.11 0.007 O I ( 0.05 26.333 0.00 0.10 0.006 0 0.05 26.417 0.00 0.09 0.006 0 0.04 Remaining water in basin = 0.01 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 317 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 7.352 (CFS) Total volume = 5.016 (Ac.Ft) Status of hydrographs being held in storage Ira Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 TRACT 16577 RATIONAL METHOD OUTFLOW routing PERIOD UNDEVELOPED 90% UNDEVELOPED YEAR CFS CFS CFS 2 3.5 3.1 3.0 ok 10 8.4 7.6 4.4 ok 25 11.0 9.9 5.21ok 100 13.7 12.3 7.41 ok z TRACT 16577, FONTANA TIME REQUIRED TO EMPTY DETENTION BASIN STORM EVENT REMAINING WATER I REMAINING WATER DEPTH OF OUTFLOW AVERAGE I TIME TO EMPTY TIME TO EMPTY IN THE BASIN I IN THE BASIN WATER OUTFLOW THE BASIN THE BASIN YEAR AC -FT I CU -FT FT CFS CFS SEC HOURS 1001 0.0061 2611 0.041 0.091 0.0451 5,8081 1.6 The basin reaches its peak depth/volume at 16.500 hours in to the 100 year storm event (depth = 3.94 feet) The unit hydrographs shows 0.006 Ac -ft are still remaining on the basin at 26.417 hr Calculations shows that the basin is completely empty 1.6 hours later. The basin will be empty at 28.02 hours, that means 11.52 hours after the basin has reached the peak depth/volume. (*) From Flood Hydrograph Routing Program F) Emergency Spillway Calculations M M SPILLWAY CALCULATION Basic equations Ql000 = 1.35 * Qloo Q = C*L*H" C = 2.62 L = Q/(C*h"2) Tract 16577 Qioo = 30.78 cfs Qi000 = 41.55 cfs H = 1.0 ft L = 41.55/(2.62 * 13/2) L = 15.85 ft Use L =16.0 ft A"'"'l �Irrr� G) Storm Drain W.S.P. G. W. @4 E T1 TRACT 16577, FONTANA 0 T2 LINE A, ULTIMATE CONDITION T3 BY: E.I. SO 2800.7701433.480 1 1434.710 R 2860.0001434.500 1 .013 .000 .000 0 R 2963.6901436.270 1 .013 .000 .000 0 JX 2968.5501436.360 2 .013 , R 3039.2501437.570 2 .013 90.000 .000 0 R 3210.0501440.490 2 .013 .000 .000 0 JX 3214.7101440.573 3 .013 R 3227.7701442.170 3 .013 .000 .000 0 JX 3235.6201442.190 4 .013 R 3245.2201442.220 4 .013 .000 .000 0 JX 3249.1501442.230 6 5 .013 14.55 1442.720 45.0 .000 R 3270.9901442.290 6 .013 22.500 .000 0 R 3272.2301442.300 6 .013 .000 .000 0 WE 3272.2301442.300 7 .500 SH 3272.2301442.300 7 1442.300 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 3.000 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 CD 6 4 1 .000 3.000 .000 .000 .000 .00 CD 7 2 0 .000 4.520 10.000 .000 .000 .00 Q 14.55 .0 FILE: 165771ineault.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 2: 5:36 TRACT 16577, FONTANA LINE A, ULTIMATE CONDITION BY: E.I. :*•+w*a,r•**+*•**ar,+*•�.*.••�,r**.«•..,r«*•*•r..�wr*•.«rr•*.«�+�*,r..r**:**+r.**..**.*�.r■«*+rr*.*.rs.t..rr*rtr*rw.*ww+..+w+r,r• r•**.*.. Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTjor I.D.1 ZL IPrs/Pip L/Elem lCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch r+*,.*:+t*I.*.*rwr..I,rsa*+•r*Itr•w*+w�rl***rt****I....+..I•w•rr,s•Ire«*..r*.Ir.+«*r*Ir.**.++wl.w•*.w+.l.■..+.+I.r�.rrtl�:•rr I*:.**+« 2800.770 1433.480 1.193 1434.673 29.11 11.12 1.92 1436.59 .00 1.75 2.94 3.000 .000 .00 1 .0 59.230 .0172 .0171 1.01 1.19 2.07 1.19 .013 .00 .00 PIPE 2860.000 1434.500 1.194 1435.694 29.11 11.10 1.91 1437.61 .00 1.75 2.94 3.000 .000 .00 1 .0 103.690 .0171 .0172 1.79 1.19 2.07 1.19 .013 .00 .00 PIPE 2963.690 1436.270 1.189 1437.459 29.11 11.17 1.94 1439.39 .00 1.75 2.93 3.000 .000 .00 1 .0 JUNCT STR .0185 .0173 .08 1.44 2.09 .013 .00 .00 PIPE 2968.550 1436.360 1.191 1437.551 29.11 11.14 1.93 1439.48 .25 1.75 2.94 3.000 .000 .00 1 .0 70.700 .0171 •0175 1.24 1.44 2.08 1.19 .013 .00 .00 PIPE 3039.250 1437.570 1.183 1438.753 29.11 11.24 1.96 1440.71 .00 1.75 2.93 3.000 .000 .00 1 .0 62.857 .0171 .0183 1.15 1.18 2.11 1.19 .013 .00 .00 PIPE 3102.107 1438.645 1.162 1439.807 29.11 11.51 2.06 1441.86 .00 1.75 2.92 3.000 .000 .00 1 .0 53.152 .0171 .0202 1.07 1.16 2.18 1.19 .013 .00 .00 PIPE 3155.259 1439.553 1.121 1440.674 29.11 12.07 2.26 1442.94 .00 1.75 2.90 3.000 .000 .00 1 .0 31.616 .0171 .0230 .73 1.12 2.33 1.19 .013 .00 .00 PIPE 3186.875 1440.094 1.082 1441.176 29.11 12.66 2.49 1443.67 .00 1.75 2.88 3.000 .000 .00 1 .0 23.175 .0171 .0263 .61 1.08 2.50 1.19 .013 .00 .00 PIPE 3210.050 1440.490 1.046 1441.536 29.11 13.28 2.74 1444.27 .00 1.75 2.86 3.000 .000 .00 1 .0 JUNCT STR .0178 .0284 .13 1.05 2.67 .013 .00 .00 PIPE 0 0 FILE: 165771ineault.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 2: 5:36 TRACT 16577, FONTANA LINE A, ULTIMATE CONDITION BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.) Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 3214.710 1440.573 1.038 1441.611 29.11 13.42 2.79 1444.41 .00 1.75 2.85 3.000 .000 .00 1 .0 .429 .1223 .0284 .01 1.04 2.71 .72 .013 .00 .00 PIPE 3215.139 1440.625 1.044 1441.669 29.11 13.30 2.75 1444.41 .00 1.75 2.86 3.000 .000 .00 1 .0 2.216 .1223 .0263 .06 1.04 2.68 .72 .013 .00 .00 PIPE 3217.354 1440.896 1.081 1441.977 29.11 12.68 2.50 1444.47 .00 1.75 2.88 3.000 .000 .00 1 .0 1.894 .1223 .0231 .04 1.08 2.50 .72 .013 .00 .00 PIPE 3219.249 1441.128 1.120 1442.248 29.11 12.09 2.27 1444.52 .00 1.75 2.90 3.000 .000 .00 1 .0 1.620 .1223 .0203 .03 1.12 2.34 .72 .013 .00 .00 PIPE 3220.868 1441.326 1.161 1442.487 29.11 11.53 2.06 1444.55 .00 1.75 2.92 3.000 .000 .00 1 .0 1.392 .1223 .0178 .02 1.16 2.18 .72 .013 .00 .00 PIPE 3222.261 1441.496 1.203 1442.700 29.11 10.99 1.88 1444.57 .00 1.75 2.94 3.000 .000 .00 1 .0 1.195 .1223 .0156 .02 1.20 2.04 .72 .013 .00 .00 PIPE 3223.456 1441.643 1.246 1442.889 29.11 10.48 1.70 1444.59 .00 1.75 2.96 3.000 .000 .00 1 .0 1.003 .1223 .0137 .01 1.25 1.90 .72 .013 .00 .00 PIPE 3224.459 1441.765 1.292 1443.057 29.11 9.99 1.55 1444.61 .00 1.75 2.97 3.000 .000 .00 1 .0 .842 .1223 .0120 .01 1.29 1.78 .72 .013 .00 .00 PIPE 3225.301 1441.868 1.340 1443.208 29.11 9.52 1.41 1444.62 .00 1.75 2.98 3.000 000 .00 1 .0 .699 .1223 .0106 .01 1.34 1.66 .72 .013 .00 .00 PIPE FILE: 165771ineault.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 2: 5:36 TRACT 16577, FONTANA' LINE A, ULTIMATE CONDITION ;. BY: E.I. A„ invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtl INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTjor I.D.1 ZL IPrs/Pip L/Eleni ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 3226.000 1441.954 1.390 1443.344 29.11 9.08 1.28 1444.62 .00 1.75 2.99 3.000 .000 .00 1 .0 .570 .1223 .0093 .01 1.39 1.55 .72 .013 .00 .00 PIPE 3226.571 1442.023 1.442 1443.466 29.11 8.66 1.16 1444.63 .00 1.75 3.00 3.000 .000 .00 1 .0 ) r .446 .1223 .0082 .00 1.44 1.44 .72 .013 .00 .00 PIPE 3227.016 1442.078 1.497 1443.575 29.11 8.26 1.06 1444.63 .00 1.75 3.00 3.000 .000 .00 1 .0 .341 .1223 .0072 .00 1.50 1.34 .72 .013 .00 .00 PIPE 3227.357 1442.120 1.554 1443.674 29.11 7.87 .96 1444.64 .00 1.75 3.00 3.000 .000 .00 1 .0 .228 .1223 .0064 .00 1.55 1.25 .72 .013 .00 .00 PIPE 3227.585 1442.147 1.615 1443.763 29.11 7.51 .87 1444.64 .00 1.75 2.99 3.000 .000 .00 1 .0 .142 .1223 .0056 .00 1.62 1.16 .72 .013 .00 .00 PIPE 3227.727 1442.165 1.678 1443.843 29.11 7.16 .80 1444.64 .00 1.75 2.98 3.000 .000 .00 1 .0 .043 .1223 .0049 .00 1.68 1.08 .72 .013 .00 .00 PIPE 3227.770 1442.170 1.746 1443.916 29.11 6.82 .72 1444.64 .00 1.75 2.96 3.000 .000 .00 1 .0 JUNCT STR .0025 .0042 .03 1.75 1.00 .013 .00 .00 PIPE 3235.620 1442.190 1.862 1444.052 29.11 6.32 .62 1444.67 .00 1.75 2.91 3.000 .000 .00 1 .0 9.600 .0031 .0037 .04 1.86 .88 1.99 .013 .00 .00 PIPE 3245.220 1442.220 1.886 1444.106 29.11 6.22 .60 1444.71 .00 1.75 2.90 3.000 .000 .00 1 .0 1 Ar JUNCT STR .0025 .0021 .01 1.95 .86 .013 .00 .00 PIPE C) FILE: 165771ineault.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 2: 5:36 TRACT 16577, FONTANA LINE A, ULTIMATE CONDITION BY: E.I. xxxxxxxxxxx*xxxxx**xxxxxx*xx*****xx********************xxxxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xxxxxxxx Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa11I ZR (Type Ch xxxxxxxxxlxxxxxxxxxlxxxxxxxxlxxxxxxxxxl xxxxxx*xxlxxxxxxxlxxxxxxxlxxxxxxxxxlxxxxxxxlxxxxxxxxlxxxxxxxxlxxxxxxxlxxxxxxxlxxxxx Ixxxxxxx 3249.150 1442.230 2.343 1444.573 14.55 2.46 .09 1444.67 .00 1.22 2.48 3.000 .000 .00 1 .0 -I_ I_ 21.840 .0027 .0005 .01 2.35 .28 1.35 .013 .00 .00 PIPE 3270.990 1442.290 2.290 1444.580 14.55 2.51 .10 1444.68 .00 1.22 2.55 3.000 .000 .00 1 .0 I_ 1.240 .0081 .0006 .00 2.29 .29 1.01 .013 .00 .00 PIPE 3272.230 1442.300 2.280 1444.580 14.55 2.52 .10 1444.68 .00 1.22 2.56 3.000 .000 .00 1 .0 I_ WALL ENTRANCE 3272.230 1442.300 2.460 1444.760 14.55 .59 .01 1444.77 .00 .40 10.00 4.520 10.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- _I_ -I- _I- -I- -I- -I- I- 0 '- T1 TRACT 16577, FONTANA T2 LATERAL B, ULTIMATE CONDITION T3 BY: E.I. SO 1003.6301442.730 1 1444.573 R 1034.9601442.830 1 .013 .000 .000 0 WE 1034.9601442.830 2 .500 SH 1034.9601442.830 2 1442.830 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 4.510 10.000 .000 .000 .00 Q 14.550 .0 FILE: 16577latbult.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 2:11:26 TRACT 16577, FONTANA LATERAL B, ULTIMATE CONDITION BY: E.I. •.r+trr•�w*,t•r+*xa*w**+t****w*r�..«r,t,t***trat*w+*rt**rr�:.,r.+r*:.*r+..f.*..:r..**.«*•r+.r*,rr,r**..«rwr+.r+w«**r*,+*.�wr**r«• .,r•++..*• Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch «.•«+***•Ir•wr+ww*♦I...*,r.r+l.*.•r�.w*I*+..«**+.Iw*re*.•I*+.w«r*I+..�*,r+..I:�.�r..lw,rr**«*,rl..:.err+l.«...rrl*.*r*..Iw***« I*�■.ww. 1003.630 1442.730 1.843 1444.573 14.55 4.81 .36 1444.93 .00 1.37 1.08 2.000 .000 .00 1 .0 31.330 .0032 .0036 .11 1.84 .50 2.00 .013 .00 .00 PIPE 1034.960 1442.830 1.859 1444.689 14.55 4.78 .35 1445.04 .00 1.37 1.02 2.000 .000 .00 1 .0 WALL ENTRANCE 1034.960 1442.830 2.538 1445.368 14.55 .57 .01 1445.37 .00 .40 10.00 4.510 10.000 .00 0 .0 �. T1 TRACT 16577, FONTANA 0 T2 LINE A, INTERIM CONDITION T3 BY: E.I. SO 3157.8701441.900 1 1445.15 R 3228.2901442.170 1 .013 .000 .000 0 JX 3235.6201442.190 2 .013 R 3245.2201442.220 2 .013 60.000 ,.000 0 JX 3249.1501442.232 4 3 .013 14.55 1442.720 45.0 .000 R 3270.9901442.299 4 .013 -45.000 .000 0 R 3272.2301442.303 4 .013 .000 .000 0 WE 3272.2301442.303 5 .500 SH 3272.2301442.303 5 1442.303 CD 1 4 1 .000 3.000 .000 .000 .000 .00 CD 2 4 1 .000 3.000 .000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 3.000 .000 .000 .000 .00 CD 5 2 0 .000 4.520 10.000 .000 .000 .00 Q 14.550 .0 m Ed', ... 0 ..., FILE: 165771inea.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:34:42 TRACT 16577, FONTANA LINE A, INTERIM CONDITION BY: E.Z. «tww,t+rww,trww,t+twrrw**rr**,t*«r,t,r�***,trww+r+.w*r*w,tr**+r«**r**rr+**,r*w*,r+r«**,t*r**,t*rrr++,t+«««arrr,errrr**s.,rwrr**,e*,tr++«wr,trr •*�*r*rr invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Eleni wr«,t+«wrrlw**+«,r•*wl«:w.+*.tl:,t.w.*+r.lr+tr«�,t+wl►�r+.«,tlr.rw.*rl..•+**tw,�l*t*r.r*Itw*rr,tr+tl•*,t++«wxI*tww*•rlr•wr*�rlw�,t*♦ SCh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch Ir,t•rrr• 3157.870 1441.900 3.250 1445.150 29.10 4.12 .26 1445.41 .00 1.75 .00 3.000 .000 .00 1 .0 70.420 .0038 .0019 .13 3.25 .00 1.86 .013 .00 .00 PIPE 3228.290 1442.170 3.114 1445.284 29.10 4.12 .26 1445.55 .00 1.75 .00 3.000 .000 .00 1 .0 JUNCT STR .0027 .0019 .01 .00 .00 .013 .00 .00 PIPE 3235.620 1442.190 3.108 1445.298 29.10 4.12 .26 1445.56 .00 1.75 .00 3.000 .000 .00 1 .0 9.600 .0031 .0019 .02 .00 .00 1.99 .013 .00 .00 PIPE 3245.220 1442.220 3.139 1445.359 29.10 4.12 .26 1445.62 .00 1.75 .00 3.000 .000 .00 1 .0 JUNCT STR .0031 .0012 .00 .00 .00 .013 .00 .00 PIPE 3249.150 1442.232 3.317 1445.549 14.55 2.06 .07 1445.62 .00 1.22 .00 3.000 .000 .00 1 .0 21.840 .0031 .0005 .01 .00 .00 1.31 .013 .00 .00 PIPE 3270.990 1442.299 3.270 1445.569 14.55 2.06 .07 1445.63 .00 1.22 .00 3.000 .000 .00 1 .0 1.240 .0032 .0005 .00 3.27 .00 1.29 .013 .00 .00 PIPE 3272.230 1442.303 3.267 1445.570 14.55 2.06 .07 1445.64 .00 1.22 .00 3.000 .000 .00 1 .0 WALL ENTRANCE 3272.230 1442.303 3.361 1445.664 14.55 .43 .00 1445.67 .00 .40 10.00 4.520 10.000 .00 0 .0 N T1 T2 TRACT 16577, FONTANA LATERAL B, INTERIM CONDITION 0 T3 BY: E.I. SO 1003.6301442.730 1 1445.549 R 1034.9601442.830 1 .013 .000 .000 0 WE 1034.9601442.830 2 .500 SH 1034.9601442.830 2 1442.830 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 4.510 10.000 .000 .000 .00 Q 14.55 .0 N C) FILE: 16577latb.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 3:42:19 TRACT 16577, FONTANA LATERAL B, INTERIM CONDITION BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I SF Avel HF (SE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1003.630 1442.730 2.819 1445.549 14.55 4.63 .33 1445.88 .00 1.37 .00 2.000 .000 .00 1 .0 31.330 .0032 .0041 .13 2.82 .00 2.00 .013 .00 .00 PIPE 1034.960 1442.830 2.849 1445.679 14.55 4.63 .33 1446.01 .00 1.37 .00 2.000 .000 .00 1 .0 WALL ENTRANCE 1034.960 1442.830 3.344 1446.174 14.55 .44 .00 1446.18 .00 .40 10.00 4.510 10.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- T1 TRACT 16577, FONTANA *mow T2 OUTLET PIPE T3 BY: E.I. SO 1004.7001435.190 1 R 1024.7101437.340 1 .013 JX 1027.2101437.490 2 .013 R 1087.4801441.170 2 .013 SH 1087.4801441.170 2 CD 1 4 1 .000 2.000 CD 2 4 1 .000 2.000 Q 30.000 .0 14 §1 1436.000 1441.170 000 .000 .000 .00 000 .000 .000 .00 N 000 .000 0 000 ..000 0 FILE: 16577out.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 2:57:14 TRACT 16577, FONTANA OUTLET PIPE BY: E.I. wrww�,r*r.w**+r.*,r.*..rr*w*,r.«w*++*w,rer.f«w*t..*wr.w,rrr.+.**.rw,s**r*:r�**r*.«x.*,rt.r*,r+*r***«•***,r*.t,t*�*rtr.+rwrrrrr+*•,r*: •ta+�r*• Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Eleni +*+.raaarlraarrraaalaaarraaalraaarraaalarrraaa+rlwx,tar«•I.*r+r«*Ir*:*«rr**I+rww*,t.1«w•,tr**«Irr,r+r.•*I�,t■rr•,tlr.►r«w*I,t ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fa111 ZR ,trr• (Type Ch I,t ,t•rrw• 1004.700 I I 1435.190 1.035 I 1436.225 I 30.00 I 18.29 I 5.20 I 1441.42 .00 I I 1.86 2.00 I I 2.000 I .000 .00 I 1 .0 6.640 .1074 .0599 .40 1.03 3.56 .89 .013 .00 .00 PIPE 1011.340 I I 1435.903 1.063 I 1436.967 I 30.00 I 17.66 I 4.85 I 1441.81 .00 I I 1.86 2.00 I I 2.000 I .000 .00 I 1 .0 7.427 .1074 .0538 .40 1.06 3.37 .89 .013 .00 .00 I_ PIPE 1018.767 I I 1436.701 1.105 I 1437.807 I 30.00 I 16.84 I 4.40 I 1442.21 .00 I I 1.86 1.99 I I 2.000 I .000 .00 I 1 .0 5.943 .1074 .0475 .28 1.11 3.14 .89 .013 .00 .00 I_ PIPE 1024.710 1437.340 1.149 1438.489 30.00 16.06 4.00 1442.49 .00 1.86 1.98 2.000 .000 .00 1 .0 JUNCT STR 0600 .0442 .11 1.15 2.91 .013 .00 .00 I_ PIPE 1027.210 1437.490 1.155 1438.645 30.00 15.97 3.96 1442.60 .00 1.86 1.98 2.000 .000 .00 1 .0 2.700 .0611 .0435 .12 1.15 2.89 1.04 .013 .00 .00 I_ PIPE 1029.910 1437.655 1.161 1438.816 30.00 15.86 3.91 1442.72 .00 1.86 1.97 2.000 .000 .00 1 .0 15.106 .0611 .0407 .61 1.16 2.86 1.04 .013 .00 .00 I_ PIPE 1045.016 I 1438.577 I 1.208 I 1439.786 I 30.00 I 15.12 I 3.55 I 1443.34 .00 I 1.86 I 1.96 I I 2.000 I .000 .00 I 1 .0 10.922 .0611 .0360 .39 1.21 2.65 1.04 .013 .00 .00 I_ PIPE 1055.937 1439.244 1.257 1440.501 30.00 14.42 3.23 1443.73 .00 1.86 1.93 2.000 .000 .00 1 .0 8.247 .0611 .0319 .26 1.26 2.45 1.04 .013 .00 .00 I_ PIPE 1064.185 I 1439.748 I 1.310 I 1441.058 I 30.00 I 13.75 I 2.93 I 1443.99 .00 I 1.86 I 1.90 I I 2.000 I .000 .00 I 1 .0 6.414 .0611 .0284 .18 1.31 2.26 1.04 .013 .00 .00 I_ PIPE v FILE: 16577out.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-21-2004 Time: 2:57:14 TRACT 16577, FONTANA OUTLET PIPE BY: E.I. «wr*t**+,rr,r*rr+r.,erg+..*�r«w,t.+..t«rr,r..r*rrw..*ww«rw.««e►*.rrr+*r**,rw«,r,rr.�r****x*«««.ww«*«**.r«r,r+,r,r•w«.r.r,r,r,r,r•rw•w,e,e**,r rr,rt*rr• Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch rr,r***w,rwlrrt*,r*r�*I+.w.+*:rlr,rr+rr,re.+l*,r�*r..,r.l..wx•�*Iw.r,t«r*I*.rr+e***Ir•.x.w«I.,rr«.rr�lr,rr*,rw««Iw«r*rr,rlr*•r•*rl■.**♦ I*rr.r*r 1070.599 1440.139 1.367 1441.506 30.00 13.11 2.67 1444.17 .00 1.86 1.86 2.000 .000 .00 1 .0 5.071 .0611 .0253 .13 1.37 2.08 1.04 .013 .00 .00 PIPE 1075.670 1440.449 1.428 1441.877 30.00 12.50 2.43 1444.30 .00 1.86 1.81 2.000 .000 .00 1 .0 4.014 .0611 .0226 .09 1.43 1.91 1.04 .013 .00 .00 PIPE 1079.684 1440.694 1.494 1442.188 30.00 11.92 2.20 1444.39 .00 1.86 1.74 2.000 .000 .00 1 .0 3.148 .0611 .0203 .06 1.49 1.75 1.04 .013 .00 .00 PIPE 1082.832 1440.886 1.566 1442.452 30.00 11.36 2.00 1444.46 .00 1.86 1.65 2.000 .000 .00 1 .0 2.344 .0611 .0183 .04 1.57 1.58 1.04 .013 .00 .00 PIPE 1085.176 1441.029 1.648 1442.677 30.00 10.83 1.82 1444.50 .00 1.86 1.52 2.000 .000 .00 1 .0 1.616 .0611 .0167 .03 1.65 1.42 1.04 .013 .00 .00 PIPE 1086.792 1441.128 1.742 1442.870 30.00 10.33 1.66 1444.53 .00 1.86 1.34 2.000 .000 .00 1 .0 .688 .0611 .0156 .01 1.74 1.24 1.04 .013 .00 .00 PIPE 1087.480 1441.170 1.862 1443.032 30.00 9.84 1.50 1444.54 .00 1.86 1.01 2.000 .000 .00 1 .0 Off-site hydrology, Cypress Avenue MA F9 e Developed condition 100 and, 25 -year rational method (AMC -II) **************************************************************************** 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * CYPRESS AVENUE, DEVELOPED CONDITION, 100 YEAR STORM EVENT * BY: E.I. ************************************************************************** FILE NAME: 16577DST.DAT TIME/DATE OF STUDY: 13:09 05/17/2004 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) = 1.5200 *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 22.0 11.0 0.020/0.020/0.020 0.67 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<< ----------------------------- ARM- INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 / ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1444.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.360 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.634 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 0.62 0.98 0.10 32 9.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 0.62 PEAK FLOW RATE(CFS) = 2.53 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.62 TC(MIN.) = 9.36 EFFECTIVE AREA(ACRES) = 0.62 AREA -AVERAGED FM(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 2.53 END OF RATIONAL METHOD ANALYSIS 8 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 Serria Avenue Fontana Ca. 92335 ************************** DESCRIPTION OF STUDY ************************** * TRACT 16577, FONTANA * CYPRESS AVENUE, DEVELOPED CONDITION, 25 YEAR STORM EVENT * BY: E.I. ************************************************************************** FILE NAME: 16577DS2.DAT TIME/DATE OF STUDY: 13:13 05/17/2004 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) = 1.2100 *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 22.0 11.0 0.020/0.020/0.020 0.67 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) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1462.50 DOWNSTREAM(FEET) = 1444.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0,20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.360 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.689 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) (IN COMMERCIAL A CH/HR) (DECIMAL) S� Tc (MIN.) SUBAREA AVERAGE PERVIOUS LOSS RATE 0_ 62 0.98 0.10 32 9.36 SUBAREA AVERAGE PERVIOUS AREA FP(INCH/HR) = 0.98FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 2.00 TOTAL AREA(ACRES) _ ---062---PEA-FLOW RATE(CFS) _ ---2.00 ------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) EFFECTIVE AREA(ACRES) = 0.62 TC (MIN.) = 9.36 F AREA -AVERAGED 0.62 AREA -AVERAGED PM(INCH/HR)= 0.10 /HR) = 0.98 AREA -AVERAGED Ap = 0.10 PEAK FLOW RATE(CFS) = 2.00 END OF RATIONAL METHOD ANALYSIS go C� Street capacity calculation m STREET CAPACITY CALCULATION * TRACT 16577, FONTANA * CYPRESS AVENUE, DEVELOPED CONDITION, 25 YEAR STORM EVENT * BY: E.I. sssss*ss*s*******************ss****sssss*ssss***s****s****s*sss*s******s »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.022800 CONSTANT STREET FLOW(CFS) = 2.00 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 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) = 0.28 < 0.67 OK r.r HALFSTREET FLOOD WIDTH(FEET) = 7.59 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.88 PRODUCT OF DEPTH&VELOCITY = 0.80 m STREET CAPACITY CALCULATION * TRACT 16577, FONTANA * CYPRESS AVENUE, DEVELOPED CONDITION, 100 YEAR STORM EVENT " * BY: E.I. s sssssssssssssssssssss*ssss*ssssss***ssss**s**s***sss***ssss***s*s*s***ss *******ssssssssssssssssss*s*ss**ssssssss*s*s***s**ssss**s*ss*ss***s*s*ssssss »»STREETFLOW MODEL INPUT INFORMATION«« CONSTANT STREET GRADE(FEET/FEET) = 0.022800 CONSTANT STREET FLOW(CFS) = 2.53 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) = 0.015000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 22.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 11.00 INTERIOR STREET CROSSFALL(DECIMAL) = 0.020000 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.67 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) = 0.29 < 0.67 OK HALFSTREET FLOOD WIDTH(FEET) = 8.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.18 PRODUCT OF DEPTH&VELOCITY = 0.93 tq APPENDIX A t DETENTION BASIN POLICY AND DESIGN CRITERIA T-�D oz- ko -off on dam'" r DETENTION BASIN POLICY AND DESIGN CRITERIA • a �S� •MH M;LG1-1q 1. ,S�EdEH�l New development may increa$e flood hazards to downstream properties unless adequate . drainage facilities ars provided to mitigate potential drainage problems. The most desirable mitigation of potential drainage problems is the construction of street improvements and/or permanent drainage fappTities to convey the increased drainage flows generated by the development. The drainage facir dcs and/or street system should be connected to an ultimate drainage system, and. if possible. the drainage system should be designed and - constructed as part of the Ciity's comprehensive storm drain pbm Detention basins are often used as a part of the regional flood contra syswn or as a temporary part of the local, ultirnift drain detention faaTity is normally used to decrease and/reg d drainage flows, decrease the sits of downstream. drainage systems. or to provide for water conservadon. Regional detention bash are normally constructed as a part of the -San Bernardino County Flood Contra District . system or are basins that can be incorporated into the Flood Contrds District's exisdng or proposed drainage system. Except for regional detention basins and water conservation basins, detention basins wig not normally be pe mMgd as a permanent part of the ultimate drainage system. This Is due to the relatively high maintenance factors, nuisance factors. potential safety hazards, and the general lack of equipment and expertise of the City in makaining such basins. Except for joint use basins, at locations where such joint use is practical and desirable. and regional basins aro des rRW above. the use of permanent detention basins will not normally be perntitW.' The use of ipjeim local detention basins is discussed below and conditions for the use of the basins are provided. Definitions of regional, local, interim and joint use basins are provided in B,1, 'Detention Basin Design Criteria.' 2. S)SE OF INTERIM LOCAL. DETENTION BASIN In the event it is shown to be uneconomical or otherwise impractical to connect to an existing portion of the ultimate drainage or flood control system, the use of interim, local detention basins will be permitted. Local detention basins are difficult to monitor, expensive to maintain, any may become a public nuisance. Therefore, interim detention basins shall only be used when the following conditions are met: a. In the opinion of the City Engineer, the construction of an ultimate drainage system to serve the development is not economically feasible or practical. b. The interim basins can be demonstrated to adequately mitigate downstream drainage flows. C. Sufficient detailed data to ensure their feasibiity shall be provided prior - to Planning Commission approval. d. A maintenance and inspection program for the detention basins shad be established- for each development. Fixating shall be assured and such time as the uMmate drainage system can be constructed. •. Sufficient design information and deals shall be provided to show that the interim basins can be removed in the hsxue and the development drainage system can be integrated into the ultimate drainage system unless this condition is waived by the City engineer. Joint use -basing shah be utilized only in those conditions where it is shown to be uneconomical or otherwise impractical to construct or connect to an existing portion of the ultimate drainage system, and a beneficial joint use for the facility can be demonstrated. The.same general condildons listed in Section A,2 above shall be met If the joint use basin is to be considered a permanent %ci ty, Section A,2,e, wail not be necessary. The basin shall be site specific and shall be approved by all agencies involved 2 Cn B' �ETENTI NBA IN DESIGN RITERIA The following design parameters and criteria are provided proper detention basin design, as guidelines to ensure necessary and depeAdent upon site Conditions, theon n operation. approved in writin When absolutely justify and support the City Engineer. An engineering guidelines may be modified if Pport any modifications, g Pon will be necessary to a- Regional Detention Basin A n basisiwhich can be Diy-a n incorporated into the Flood Control � or Proposed drainage system. 2) Basin owned and operated b although it may be low uSe. ode Flood Control District, 3) A basin which wB reduce the d - and the necessary dpwnstream stormtrete Sze AOW rate b• local Detention Basin 1) A basin which w-M not be Control District's "COMOrated into the Flood exrsbn9 or Proposed draxtage system, 2) A basin owned by an indvtdual or o the Flood Control Dbm� and r9tion other than 3) A basin which will reduce the dwmstTeam but will not be drains.. in but flow rate, downstream stone hft future C. Joint Use Detention BaWn suchre io al Or fife local detention basin which has an add�al us kt Pig k. golf course. lake, eta e d. Temporary Detention Basin 1) A local detention basin used to reduce d now rates until ultimate storm Phased stream Peak constructed as part of a dt n faciillties can be development; and 2) Generally, the lite of the basin shall not exceed 10e y ars. 10� 3 �Y���•.a�;. s��.;.�-t��i.�"r-"�-aJ`V>..`�`';"�':sh9„-T�?"»��'"^e,=;,;a'r'�"'`se:is,�:,,:;� .,v;_:,:-;`.�;=3._,. .. ,. - '{ ,gra^, i �,. K._......._'•�C::sc, .4 '�:.0?�.�''-_•�-::`..�..a. ., _ .Fu.. ... _,,. ._ � 7 9. Design Criteria Regional detention basins are assumed to, be a part of the regional drainage system and, therefore, will be incorporated into the District drainage system. All regional detention basins will be designed in accordance with the San Bernardino County Flood Control Districts 00etention Basin Design Criteria.' A _. • 11 :4 a. When a basin is to be used to mitigate downstream impacts due to increased flows generated by a development, the basin capacity and outlet size shah be such that the post -development peak flow rate generated by the development shag be less than or equal to 90% of the pre -development peak flow rate from the site for all frequency storms up to and ung 100 -year. 1) Only 2.10. 25 and 100 -year storms need to be analyzed. 2) Additional studies shall be submitted where there e)asts more than one basin in the drainage area under review. The studies shag address the timing of the peak flow rates from the basins to ensure downstream flow rates are not increased. b. When a basin (generally regional or regional joint use) is to be used to reduce the size of a master planned downstream drainage facility, the basin capacity and outlet size shall be such that the 100 -year basin peak overflow rate is not greater than the downstream faculty's desion capacity. 1) if the basin outlets ktto a Flood Control District channel, open channel design capacities stiall be per the San Bemardlno County Flood Control District criteria and - policy. A permit from the Flood Control District will be required. 2) Pressure flow dosed conduits shag be designed such that the hydraulic grade line is below the ground or street surface. In those reaches where no surface flow will be intercepted (now or in the future), a hydraulic grade line which eni:roaches on or is slightly higher than the ground or street surface will be acceptable. 3) Non -pressure now closed conduit capacities shall be based on a flow depth no greater than 0.8 times the conduit diameter or height C. Where downstream erosion is a major concem, the duration d erosive flow velocities for all frequency storms Shap not be substantially increased unless other form of rrtitig . provided. This can be accomplished by are rate further than that r � reduan9 � peak ak flow Hydraulics' ��d fie. Refer to 'Handbook of by Horace vllilpams " and Earnest F. Grater; and 'Open Channel Ham- by Ven To Chow, Ph -d, for erosive flow velocities, Inca such as this, special studies and design may be requirgd. d- When there exists a potential for debris entering the basin, the basin capacity shall be increased or a desiffing basin provided to accommodate the debris production generated front a 100 -year storm . four years after a bum {o(w the entire wah rshed). plus 20% due to maintenance uncwtaiindes. 1) For all basins where a significant amount of debris accumutation is anticipated, a debris disposal area or areas may be required i 'A New Method of Estimating Debris -Storage Requirements for Debris Basin' by Fred E. Tatum of the U.S. Army Corps of Engineers shall be used for determining the 100 -year debris volume. 3) The basin capacity for local detention basins fed by natural drainage courses or earth channels with undeveloped watershed less than 0.5 square fTule shall be enlarged to handle an additional five years of accumulated annual debris based on the attached Figure 1. For basins fed by natural drainage courses with watersheds larger than 0.5 square mile, a special debris study may be necessary, or a regional detention basin shall be uaTized. 4) The basin capacity for detention basins located in watersheds known to have a high risk of burning shall be increased as determined by the City Eng;neer. 61 e. Outlet Drain 1) The outlet pipe for all basins except temporary basins shall be a minimum 24 -Inch ACP (1,350 D minimum) for local basins. The outlet pipe or conduit shall be encased with cutoff collars per the 'Los Angeles County Flood Control Design Manual - Debris Dams and Basins; or designed per -Section 242. Cut -and -Cover Conduit Detail' of the Bureau of Reclamation's publication 'Design of Small Dams.' 2) Reinforced concrete collars generagy from 2 to 3 feet high. 12 to 18 inches wide. and spaced from 7 to 10 times their height shall be provided 3) AJ joints for pipes not encased shag be rubber gasketed. 4) The pipe " be capable of withstanding H2O We bads plus the appk*ft dead bads. 5) Erosion control measures shag be provided at the outlet of the basin outlet pipe. 6) Temporary basin 91(J69pipes may be a mininxm 24 -inch CMP. 12 -gauge with seep rings. Design considerations shall be as stated above. 7) A metered outlet structure may be necessary to provide Me necessary low attenuation for ail frequency storms. Ir shaped weirs and notched weirs aro preferred over. other akemates because they do not plug with debris and trash as easlyy as other designs 'This =ndlion may be waived on a case-by-case basis by the Cly Engineer. depending upon severity of drainage problems. 8) AU detention basin outlets should be sized so the basin will drain within 24 hours after the basin reaches its 100 -year peak depth/volume. If the basin does not drain in 24 hours, further studies using longer duration storms vol be necessary. The basin storage volume (capacity) may need to be increased to accommodate subsequent storms. 9) Trash racks shall be provided at the inlet to the basin outlet structure(s). 0 10) Where warranted, and at the discretion of the a depth gauge shall be provided on the basin City Engineer, outlet in order to monitor debris deposition and b acture asin operation. 11) Anti -vortex devices shall be provided where warranted. f.' Analyals Methodology 1) be developed Burin MOnt and �-deve{opment peak flow rates Bernardino Countyg e procedures to the San below. The inr�to9Y�, wept as Put parameters iPrecedures d modified manual shaft be modfied as follows when calgibed in the development peak now rates: g the pre. a) YOW r�ai flaw rates shall be calculated using 5. b) -Year peak now rates shah Year rainfall. and be calculated using 10- C) 100 -year peak now rates shag be Year rainfall. and AMCIL using - The pre -Bevel outllow shall �e metered, opmeM Peak' flow t 0% Of the calculated Pec now rates -fd the basin shag The � oPment accordance with the County � Manual. calculated in 2) Basin inflow hydrographs shall be developed Procedures outlined to the San u�9 the Manual. as modified. Bernardino County i-Irntogy 3) Basin outflow hydrograph r Modified Puls Method. outing shall be developed by the 4) Channel hydrograph routing shall be calculated by the convex channel routing methods or hYdrograph utilWng travel time: by moving the 3, NUMIUMCE ELVATION AND 3EPTH a. Local and Temporary Basins 1) Generally, no more than 50% of the b depth should be above exlstin basins 100 -Year storage the 100 -year minimum storageround, i.e., 5096 or more of lowest ground outside basindepth must be below the design water surface elevation should b atfeasible, or b� �y� natural ground. existing 7 ii I 2) The basin's maximum water depth for 100 -year design should be 8 feet or less. Reference is made to 3,a(3) and 3,b,(2) below. 3) When site conditions warrant and safety can be assured, the above depth requirements may be modified if the following conditions are met: a) The detention basin is designed in accordance with a . the Los Angeles County Flood Control Districts . -'Design Manual - Debris Dams and Basins.' - b) The basin embankment is designed and constructed of material or has a solid core which does not allow seepage or piping to occur due to rodent holes. b. Regional Basins 1) Depths shall be as approved by the Rood Control District and the basin shall be designed in accordance with District Detention Basin Design Crit"j& 2) Basins with embankmenf heights greater than or equal to 25 feet and capaat�'ireater than or squat to 15 acre-feet, or a capacity greater than or equal to 50 acre-feet'and a height greater than or equal to 6 feet, shall be reviewed and approved by the State Division of Safety of Dams. (See Figure 2) C. Joint Use Basins 1) Depths should be shallow and compatible with the secondary use. 2) The allowable depth in most cases will be site specific and shall be approved by an agencies involved 4. EMERGENCY SPILLWAY a. All detention basin spillways shall be designed 'to pass the fully developed 1,000 -year peak flow rate (O = 1.35 O,m = 2.11 0,d. b. Spillway outflows shall be adequately conveyed to a storm drain, drainage channel, street or an established watercourse. D C. Generally, all spillway structures shall be constructed of reinforced concrete. For temporary detention basins, the spillway may be constructed with grouted rock or other forms of approved protection designed to resist maximum design velocities. Tt.e spillway may be waived for small temporary basins at the -discretion of the City Engineer. d. When the spillway crest is more than 3 feet above the flowiine of the facility the sp7lway outlets into, the spillway shall be ` constructed of reinforced concrete. e. Generally, the spillway crest shall! be at or above the basins design 100 -year high water line (HWL). • elk Lelk9:14 IC61;X41u I:EIMCF, X11 a- Local and temporary basins shag have a minimum 1-fogt 6f - freeboard above the 1,000 -year HWL on the emergency spUway of 2 feet of freeboard above the 100 -year HWL in the basin, whichever is more stringent b. Joint use basins shag conform to the applicable local or regional freeboard requirements. 6. BASIN EMBANKMENT a. _ Basin side slopes should be 3:1 or flatter on the wet side and 2:1 or fluter on the dry side. Steeper slopes may be acceptable on a case-by-case basis it rock lined and recommended in the soils and geotechnical report b. Top Width of Levee 1) Regional and local basins - 15 Feet minimum* 2) Joint Use - site specific 3) Refer to Section 9,c * it may be possible to deviate from minimum for Temporary Detention Basins. C. For design of the embankment abutments and adjacent slopes, a soils and geotechnical report shall be prepared by a sols and geotechnical engineer with a demonstrated expertise in earth fill E I dam design. The report shall include: t) Site geology, including bedding, foliation. Fracture, joint, "" IIW fault, and landslide plan attitudes. -2) Seismic conditions. including fault locations and potential seismic surface movements respective loadings and parameters of seismic shaking. 3) Potential impact of reservoir loading on geologic structure should be evaluated • a) Detailed descriptions, locations and logs of all field explorations. 5) Field and laboratory tests and analysis descriptions and results. . 6) Groundwater table elevation and analysis of near surface groundwater movement. 7) Recommended design: • parameters including. but not limited to, the" for the dam and its natural 11$ abutments and aqacent to resenroir areas: a) Lateral earth loadings b) Shear strengths Q Bearing capacities d) Permeability e) Slope stability analysis when saturated and during rapid drawdown conditions f) Sieve analysis g) Sand equivalents h) Liquefaction analysis and, if appropriate. mitigation Q Seismic Seiche analysis j) UBC Chapter 70 8 10 T. 0 8) Special design and construction recommendations including, but not limited to, the following: a) Foundation preparation requirements b) Suitability of materials for embankments (gradation, sand equivalent, etc.) and abutments C) Compaction methods and minimum requirements d) Seepage and piping control provisions e) Potential for settlement Seismic considerations 9) Minimum design factors of safety are: . Without Seism _ Seismic Ernban WIw N6 l�buUn«u 1.5 1.1 & AdWM Slops SUblNty Seepage - POM 1.5 _ h) Necessity of impervious core or shear key i) Erosion control of abutments d. Basins not meeting the depth and side slope requirements set forth previously shall be designed in accordance with the Los Angeles County Rood Control District's 'Design Manual - Debris Dams. and Basins.• a. A low Now channel shall be provided from the basin inlets) to the basin outlet. 1) Where basin slopes exceed 2% or produce erosive now velocities, the low Now channel should be protected from erosion with reinforced concrete, rock lining, or other form of approved erosion protection. N� 11 2) Joint Use Basins a) A low flow channel or conduit should be provided to conduct minor flows around the dual use facilities wherever possible. CAW flow channels may not be necessary for parking lot basins or other similar joint uses. b) Low flow channel may be grass lined if there exists a maintenance program which included mowing and maintenance of turf in good Condition, and velocities of flow through the various stages of discharge are low enough to be nonerowo. b. Earth basin floors shag slope at a minimum 0.5% grade to the low flow channel. C. Earth basin floors shall have a minimum grade of 0.596 from the inlet to the outlet unless waived by the City Engineer. 8. INLET STRUCTURE a. Where storm drains enter the basin, energy dissipators and/or erosion protection shah •provided. . b. Where natural drainage courses or channels. enter the basin, �- some form of invert stabilization, such as reinforced conc mte or grouted stone spillway, shall be provided. C. Energy dissipateors may be required when the inletting now veloc ides exceed 5 fps. d. Inletting storm drains shall be a minimum 244nch RCP (1,350 0). 9. e^ a. Access to the detention basin area shall be provided by a roadway from a public street or public access to the parcel upon which the basin is constricted. The roadway shall have a nninimum width of 15 feet b. Access shall be maintained under all weather conditions. C. It the basin is isolated or not located adjacent to roadways, a 15 - foot wide roadway shall be provided along the top of 12 embankment. The intent of this criteria is to have continuous access around and to the basin for maintenance purposes. Under certain circumstances where it can be shown the recommended top width is not necessary for structural safety and maintenance, the criteria may be modified. 1) If access across the spillway is not provided, tumarounds or other adequate access as necessary for maintenance shall be provided on both sides of the spillway. 2) If there exists adequate access for maintenance, this requirement may be amended. d. A 15 -foot wide access ramp shah be provided to the basin floor. The width may be reduced to 10 feet for temporary detention basins. e. The maximum roadway or access ramp slope shall be 10% unless the roadway is paged If the roadway or access ram is pave4 the MMIJM= slope shall be 12%. The ramp slope may be between 10% and 15% for temporary detention basins, • 10. �lSa a. AN basins shall be fenc6 d with 6 -foot chain k* icing per Caltrans standards or other approved barrier unless otherwise '"°""' approved by the Engineering Department Joint use basin 1#wr f CUV will be site specific AM must meet the needs of all agencies utftng the basin. b. Access to the basins shall be gated and locked. 11. RIGHT& -OF- WAY a. Sufficient rights-of-way shall be provided for the construction and economical maintenance of the basin(s), including all fill and cut Mopes, and shall include suffident area to provide for an access road from a dedicated public street to the basin b. Regional basins shall be * dedicated to the District or other appropriate agency in The title. C. local, temporary, and joint use basins shall be covered by an adequate drainage easement 13 12- Rf FERENCES TO BE USED IN DESIGN •A New Method of Estimating Debris - Storage Requirements for Debris Basins.• Tatum, U.S. Army Engineer District, los Angeles, CA, 1963 'Desigrt of Sinap Dams,* U.S. Bureau of Redarnation, 1977 'Handbook of Hydraulics.• IGng and Brater, McGraw Hip Book Company,. ,y; Latest Edition 'Los Angeles County Flood Control Manual - Debris Dams and Basins,- Los Angeles County Flood Control District "Open -Channel Hydraulics,' Ven To Chow, Ph.d., 1959 'San Bernard m County Hydrology Manual,' San Bemardlno County, 1986 -San Bernardino County Standards and Specifications,' San Bernardino County Department of Transportation/Flood Control/Airports C. DETENTION—BASIN MAINTENANCIl FINANCING—mFCHA ISM AND POLIGY GENERAI. Maintenanceresponsibilft3.related _ « .mwhanLvn- for detention aPPMval of each developmem Detailed requirern res• • indicate the • •« . • to be followed, • _ 111 .. 1 • of ust • • • • •i '• requirements • «i compalible uses • adequate maintenance can be 1171331fild. Howevw, the approval of any joint use actMq within detention basins must be contingent upon Obtaining funding for Ongoing Opwation and maintermulm The lack of adequate maintenance is considered the most significant problem in the use of detention basins. Detention basins characteristically require more maintenance than do other storm drainage or flood control facilities. The Proper knictio ring of the "facility Is also much more sensitive to proper maintenance. Adequate maintenance, including periodic inspection, debris removal, weed control, rodent and vector control and repairs, is essential to the successful use of the basins. r� ,,�,,, 14 Maintem.nce costs for basins are variable and can be relatively high. Therefore• adequate funding dedicated solely for basin maintenance is important. There are a number of methods available for generating funds necessary to pay for operation and maintenance of detention basins. projects can be financed by some combination of resources and funding techniques. Following is a rest of general funding mechanisms and tec hriques that can 0e used for the Operation and maintenance of detention basins. It is assumed all regional detention basins that area part of the San Semardino County Flood Control District's channel Distsystem Will be maintained by the District. Therefore, the basin maintenance local detention basins. mechanism discussed herein is for 00volopw Cash 09poaft The developer would establish a maintenance fund with a lump sum cash deposit The .hind to be a WA3hed should be based on the rate of -n ixn on i mWment and the rate of inflation as established WwWaPY- The fund would be equal to the -present worth of the,4hnual maintenance cost for economic life of the faaT'da& The present worth of the inflated cost of each annual maintenance cost will be treated as a single payment in -determining the amount of the fund The following presents the procedure for establishing the detention basins maintenance fund: 1) Estimate average annual maintenance costs at current year value. 2) Determine maintenance cost for each year in the future for the 50 -year economic lite of the project, Maintenance cost wig be increased each year by the adopted rate of inflation. 3) Determine the present worth of each years maintenance cost at the established rate for retum on investment 4) The value of the maintenance knd will equal *the sum of the present worth of each of the maintenanc9 costs. The maintenance fund to be established for drainage should be based on the rate of return on investment and the rate of 15 inflation as established annually by the State of California. Department of Water Resources, in the preparation of their annual project update bulletin titled "Management of the California State Water Project" b. _ Mollo-ROos (Community Facilities Act of 1982) A Mello -Roos Special Tax District can be established by two. thirds vote of the landowners (when there are 12 or fewer registered voters) to constrtxt and maintain detention basins. - t The annual tax. rate is established for a given period of time necessary to pay off bonded indebtedness for the cost of constructing the detention basin and maintaining it for the life of the tax/bonds. The Us of the tax is usually no more than 20-25 years. The tax rate can be reduced, but not increased Meib-Roos provides for establishment of a special tax which may be levied on the area within the district for the purpose of supporting the issuance of bonds or to otherwise pay the project cosh as they are increased, Q there are more than 12 registered voters, the election will be by voters. C. Homeowners Association Homeowners AssodadOiW and other . private ownerships are '.. methods often used to maintain facifides after initial construction. This technique is used often for large, open space areas or recreational facilities ion residential development where the common areas of. the faatities are owned and maintained by the Association. Local govenunents. however.* often express dasadsfaction with the level of expenditures and effort set forth by Homeowners Assodadons, The concern over the Pei formance.of a Homeowners association to adequa* provide required maintenance is especially true in the maintenance of detention basins. The basins ere generally not a prominent feature of the common areas and the maintenance is capital intensive and technically complicated. d. Assessment District Assessment district finandng utilizing a combination of 1911/1913/1915 processes can be used to construct the detention basin and also to operate and maintain the basin through the life of the bond payoff which is normally limited to 2D years. Maintenance can only be paid for by this method if an 16 assessment distnr:t is formed to fund the cost of construction. The formation of tie district is approved by the City. The district will be denied if there is a majority protest of the property owners to be assessed at a public hearing. The cost of constructing and maintaining the basin is added as an annual charge to the -owner's property tax big. This method will not increase the initial price of the single family home, commercial building. etc. An alternative method would have to be established to take effect after pay off of the bonds. There is no adminis lotrative agency (such as with a service area of improvement zone) to deal with the operation and maintenance of fac,Tides constructed by the assessment district process. The maintenance process would have to be established at the time of selling the bonds by a- contractual agreement to ensure mairnenance of the facilities for the .bonding period. There would be I mited flexbWdy to accommodate changes in editions over the length of the bond payoff. An assessment district cannot be used to finance the - maintenance and operation of parks and recreation factties. 3. DETENTION BASIN MAINTENANCE Po try a. Local Basins - Private -Qnmership The design of the privaw shall be done such that it will not be subject to failure and the design shad be reviewed and approved by the City In accordance with its standards and policy. Those basins which are an integral part of a private development. such -as a parking lot. athletic field qr a park, shad be owned and maintenance by the private property owners. It will be necessary for the City to inspect the construction, amually inspect the facility. and inspect the facility after storm events to ensure k is being property maintained. The private property owner shad be responsible for constructing the basin(s) and operating and maintaining the basin(s) thereafter. Funding for the facility maintenance shop be insured through a case trust fund in the name of the City with yearly interest less inspection fee provided to the Homeowners Assodation or the property owner. either of which will be responsible for the maintenance. A drainage maintenance district or other acceptable public financing shall be established to operate and maintain the joint *%Poe 17 use facility. Public financing shall be implemented only in the event the cash trust, is exhausted due to unforese+!n costs. 'Oft* r b. Local Basins - Public Ownership -Any local basin that is not an integral part of a private development will be owned and operated by the City. A cash tnUst to create a sinking fund shad be provided by the development and held by the City for the maintenance and �t inspection of the basin, A drainage maintenance district or other acceptable pubic financing to the City shag be established to operate and maintain the facility. Pubic financing shall be implemented only in the event the cash trust is exhausted due to unforeseen costs, c. Regional Basins Regional flood control detention basins will be owned and operated by the Flood Control District. It may be necessary to f4 thb operation, maintenance and inspection of new regionalbasins by either method listed above under public ownerahip*ibcaj basins, The operat M maintenance and inspecttgn of new regional eo shah be accomplished by coorolnation and negoba*m with the Flood Control District @1 T1 CYPRESS AVENUE, FONTANA 0 Tow- T2 STORM DRAIN FROM BASELINE TO WALNUT "'" T3 BY: E.I. SO 1000.0001390.870 1 1404.000 R 1040.0001391.930 1 .013 .000 .000 0 JX 1044.8001392.060 3 2 .013 26.600 1401.400 45.0 .000 R 1310.0001399.120 3 .013 .000 .000 0 JX 1314.8001399.620 5 4 .013 21.400 1406.200 45.0 .000 R 1620.0001407.750 5 .013 .000 .000 0 JX 1624.8001407.880 7 6 .013 9.500 1412.300 45.0 .000 R 1800.0001412.540 7 .013 .000 .000 0 JX 1804.8001413.040 9 8 .013 33.300 1414.500 45.0 .000 R 1920.0001418.500 9 .013 .000 .000 0 JX 1924.8001418.580 11 10 .013 34.300 1417.800 45.0 .000 R 2280.0001424.160 11 .013 .000 .000 0 JX 2284.8001424.240 13 12 .013 9.400 1425.000 45.0 .000 R 2700.0001431.340 13 .013 .000 .000 0 JX 2704.8001431.840 15 14 .013 35.400 1436.000 45.0 .000 R 3120.0001438.950 15 .013 .000 .000 0 JX 3124.8001439.030 17 16 .013 15.300 1443.900 45.0 .000 R 3140.0001439.290 17 .013 .000 .000 0 WE 3140.0001439.290 18 .500 SH 3140.0001439.290 18 1439.29 CD 1 4 1 .000 4.500 .000 .000 .000 .00 CD 2 4 1 .000 2.500 .000 .000 .000 .00 CD 3 4 1 .000 4.500 .000 .000 .000 .00 CD 4 4 1 .000 2.500 .000 .000 .000 .00 CD 5 4 1 .000 4.000 .000 .000 .000 .00 CD 6 4 1 .000 2.500 .000 .000 .000 .00 CD 7 4 1 .000 4.000 .000 .000 .000 .00 loft- CD 8 4 1 .000 2.500 .000 .000 .000 .00 CD 9 4 1 .000 3.500 .000 .000 .000 .00 CD 10 4 1 .000 2.500 .000 .000 .000 .00 CD 11 4 1 .000 3.500 .000 .000 .000 .00 CD 12 4 1 .000 2.500 .000 .000 .000 .00 CD 13 4 1 .000 3.500 .000 .000 .000 .00 CD 14 4 1 .000 2.500 .000 .000 .000 .00 CD 15 4 1 .000 3.000 .000 .000 .000 .00 CD 16 4 1 .000 2.500 .000 .00.0 .000 .00 CD 17 4 1 .000 3.000 .000 .000 .000 .00 CD 18 2 0 .000 4.500 10.000 .000 .000 .00 Q 15.300 .0 @1 FILE: cypress6.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3-29-2004 Time: 9:17:18 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q ( Vel Vel I Energy I Super ICriticallFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 2L IPrs/Pip L/Elem SCh Slope I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X -Fall 2R IType Ch 1000.000 1390.870 13.130 1404.000 200.50 12.61 2.47 1406.47 .00 4.04 .00 4.500 .000 .00 1 .0 40.000 .0265 .0104 .42 13.13 .00 2.58 .013 .00 .00 PIPE 1040.000 1391.930 12.486 1404.416 200.50 12.61 2.47 1406.88 .00 4.04 .00 4.500 .000 .00 1 .0 JUNCT STR .0271 .0091 .04 12.49 .00 .013 .00 .00 PIPE 1044.800 1392.060 13.622 1405.682 173.90 10.93 1.86 1407.54 .00 3.83 .00 4.500 .000 .00 1 .0 265.200 .0266 .0078 2.07 13.62 .00 2.36 .013 .00 .00 PIPE 1310.000 1399.120 8.636 1407.756 173.90 10.93 1.86 1409.61 .00 3.83 .00 4.500 .000 .00 1 .0 JUNCT STR .1042 .0095 .05 8.64 .00 .013 .00 .00 PIPE 1314.800 1399.620 8.293 1407.913 152.50 12.14 2.29 1410.20 .00 3.62 .00 4.000 .000 .00 1 .0 198.734 .0266 .0113 2.24 8.29 .00 2.35 .013 .00 .00 PIPE 1513.534 1404.914 5.237 1410.151 152.50 12.14 2.29 1412.44 .00 3.62 .00 4.000 .000 .00 1 .0 HYDRAULIC JUMP 1513.534 1404.914 2.440 1407.354 152.50 19.00 5.60 1412.96 .00 3.62 3.90 4.000 .000 .00 1 .0 21.811 .0266 .0235 .51 2.44 2.33 2.35 .013 .00 .00 PIPE 1535.345 1405.495 2.457 1407.952 152.50 18.84 5.51 1413.46 .00 3.62 3.89 4.000 .000 .00 1 .0 84.655 .0266 .0219 1.86 2.46 2.30 2.35 .013 .00 .00 PIPE 1620.000 1407.750 2.559 1410.309 152.50 17.96 5.01 1415.32 .00 3.62 3.84 4.000 .000 .00 1 .0 JUNCT STR .0271 .0238 .11 2.56 2.13 .013 .00 .00 PIPE 0 FILE: cypress6.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3-29-2004 Time: 9:17:18 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth ( Water ( Q Vel Vel i Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E1.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip -I- L/Elem -I- ICh Slope I -I- -i- I I -I- I -i- -I- SF Avel -I- HF ISE -I- DpthlFroude -I- NINorm -I- Dp -I- I "N" I -I- X-Fa11I ZR -I (Type Ch 1624.800 I I 1407.880 2.247 i I 1410.126 I 143.00 19.68 I 6.01 I 1416.14 .00 I 3.54 I 3.97 I I 4.000 I .000 .00 I 1 .0 175.200 .0266 .0276 4.84 2.25 2.56 2.26 .013 .00 .00 I_ PIPE 1800.000 I I 1412.540 2.214 I I 1414.754 I 143.00 20.03 I 6.23 I 1420.98 .00 I 3.54 I 3.98 I i 4.000 I .000 .00 I 1 .0 JUNCT STR .1042 .0307 I .15 2.21 2.63 I .013 .00 .00 I_ PIPE 1804.800 I I 1413.040 1.951 I 1414.991 I I 109.70 19.89 6.15 i 1421.14 .00 3.17 I 3.48 I I 3.500 I .000 .00 I 1 .0 20.123 .0474 .0319 .64 1.95 2.78 1.75 .013 .00 .00 I_ PIPE 1824.923 I I 1413.994 2.000 I 1415.994 I I 109.70 19.30 I 5.78 I 1421.78 .00 I 3.17 I 3.46 I I 3.500 I .000 .00 I 1 .0 24.062 .0474 .0289 .69 2.00 2.66 1.75 .013 .00 .00 I_ PIPE 1848.985 I I 1415.134 2.080 I 1417.214 I I 109.70 18.40 I 5.26 I 1422.47 .00 I 3.17 I 3.44 I I 3.500 I .000 .00 I 1 .0 17.982 .0474 .0255 .46 2.08 2.46 1.75 .013 .00 .00 I_ PIPE 1866.966 I I 1415.986 2.165 I 1418.151 I I 109.70 17.55 I 4.78 I 1422.93 .00 I 3.17 I 3.40 I I 3.500 I .000 .00 I 1 .0 -I- 13.875 -i- .0474 -I- -I- -I- -I- -I- .0226 -I- .31 -I- 2.17 -I- 2.28 -I- 1.75 -I- .013 -i- .00 .00 1- PIPE 1880.841 I 1416.644 I 2.256 I 1418.900 I I 109.70 16.73 I 4.35 I 1423.25 .00 I 3.17 I 3.35 I I 3.500 I .000 .00 I 1 .0 10.955 .0474 .0201 .22 2.26 2.11 1.75 .013 .00 .00 i_ PIPE 1891.796 I 1417.163 I 2.352 I 1419.515 I I 109.70 15.95 I 3.95 I 1423.47 .00 I 3.17 I 3.29 I I 3.500 I .000 .00 I 1 .0 8.645 .0474 .0179 .15 2.35 1.94 1.75 .013 .00 .00 PIPE 1900.441 I 1417.573 I 2.456 I 1420.029 I I 109.70 15.21 I 3.59 I 1423.62 .00 I 3.17 I 3.20 I I 3.500 I .000 .00 I 1 .0 -I- 6.855 -I- .0474 -I- -I- -I- -I- -I- .0160 -I- .11 -I- 2.46 -I- 1.79 -I- 1.75 -I- .013 -I- .00 .00 1- PIPE 0 ^. . FILE: cypress6.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3-29-2004 Time: 9:17:18 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.I ZL IPrs/Pip L/Elem SCh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 1907.296 1417.898 2.567 1420.465 109.70 14.50 3.27 1423.73 .00 3.17 3.10 3.500 .000 .00 1 .0 5.282 .0474 .0143 .08 2.57 1.63 1.75 .013 .00 .00 PIPE 1912.578 1418.148 2.689 1420.837 109.70 13.83 2.97 1423.81 .00 3.17 2.95 3.500 .000 .00 1 .0 3.878 .0474 .0129 .05 2.69 1.49 1.75 .013 .00 .00 PIPE 1916.455 1418.332 2.825 1421.157 109.70 13.18 2.70 1423.86 .00 3.17 2.76 3.500 .000 .00 1 .0 2.558 .0474 .0117 .03 2.83 1.34 1.75 .013 .00 .00 PIPE 1919.013 1418.453 2.979 1421.432 109.70 12.57 2.45 1423.89 .00 3.17 2.49 3.500 .000 .00 1 .0 .987 .0474 .0108 .01 2.98 1.18 1.75 .013 .00 .00 PIPE 1920.000 1418.500 3.167 1421.667 109.70 11.98 2.23 1423.90 .00 3.17 2.05 3.500 .000 .00' 1 .0 JUNCT STR .0167 .0080 .04 3.17 1.00 .013 .00 .00 PIPE 1924.800 1418.580 4.958 1423.538 75.40 7.84 .95 1424.49 .00 2.72 .00 3.500 .000 .00 1 .0 133.892 .0157 .0056 .75 4.96 .00 1.95 .013 .00 .00 PIPE 2058.692 1420.683 3.607 1424.290 75.40 7.84 .95 1425.24 .00 2.72 .00 3.500 .000 .00 1 .0 HYDRAULIC JUMP 2058.692 1420.683 1.979 1422.663 75.40 13.44 2.80 1425.47 .00 2.72 3.47 3.500 .000 .00 1 .0 110.570 .0157 .0143 1.58 1.98 1.86 1.95 .013 .00 .00 PIPE 2169.262 1422.420 2.041 1424.462 75.40 12.94 2.60 1427.06 .00 2.72 3.45 3.500 .000 .00 1 .0 52.448 .0157 .0128 .67 2.04 1.75 1.95 .013 .00 .00 PIPE FILE: cypress6.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3-29-2004 Time: 9:17:18 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT BY: E.I. Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch ++++++.+++I+++++++++I+,r+++++r+l+++++*+t+l++++*++++I++**++r+l+**,t+*,tlf++*++*rrl++++++,tl«++++++*I�+++r*+,tl+++++++1++*++++I++++r• I+++++++ 2221.709 1423.244 2.124 1425.369 75.40 12.34 2.36 1427.73 .00 2.72 3.42 3.500 .000 .00 1 .0 28.914 .0157 .0113 .33 2.12 1.63 1.95 .013 .00 .00 PIPE 2250.623 1423.699 2.212 1425.911 75.40 11.76 2.15 1428.06 .00 2.72 3.38 3.500 .000 .00 1 .0 18.053 .0157 .0100 .18 2.21 1.50 1.95 .013 .00 .00 PIPE 2268.677 1423.982 2.305 1426.287 75.40 11.22 1.95 1428.24 .00 2.72 3.32 3.500 .000 .00 1 .0 11.323 .0157 .0089 .10 2.31 1.39 1.95 .013 .00 .00 PIPE 2280.000 1424.160 2.406 1426.566 75.40 10.69 1.78 1428.34 .00 2.72 3.24 3.500 .000 .00 1 .0 JUNCT STR 0167 .0127 .06 2.41 1.28 .013 .00 .00 PIPE 2284.800 1424.240 1.755 1425.995 66.00 13.67 2.90 1428.90 .00 2.55 3.50 3.500 .000 .00 1 .0 167.424 .0171 .0168 2.81 1.75 2.05 1.75 .013 .00 .00 PIPE 2452.224 1427.103 1.769 1428.872 66.00 13.52 2.84 1431.71 .00 2.55 3.50 3.500 .000 .00 1 .0 124.263 .0171 .0156 1.94 1.77 2.02 1.75 .013 .00 .00 PIPE 2576.487 1429.228 1.838 1431.066 66.00 12.89 2.58 1433.65 .00 2.55 3.50 3.500 .000 .00 1 .0 48.642 .0171 .0137 .67 1.84 1.88 1.75 .013 .00 .00 PIPE 2625.129 1430.060 1.909 1431.969 66.00 12.29 2.35 1434.32 .00 2.55 3.49 3.500 .000 .00 1 .0 27.769 .0171 .0121 .34 1.91 1.75 1.75 .013 .00 .00 PIPE 2652.897 1430.535 1.984 1432.519 66.00 11.72 2.13 1434.65 .00 2.55 3.47 3.500 .000 .00 1 .0 17.820 .0171 .0107 .19 1.98 1.62 1.75 .013 .00 .00 PIPE FILE: cypress6.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3-29-2004 Time: 9:17:18 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT BY: E.I. invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase WtI INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head i Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X -Fall) ZR (Type Ch I 2670.717 I 1430.839 2.064 I 1432.903 I I 66.00 11.18 i 1.94 I 1434.84 .00 I 2.55 I 3.44 I 3.500 I I .000 .00 I 1 .0 12.100 .0171 .0095 .11 2.06 1.50 1.75 .013 .00 .00 I_ PIPE I 2682.817 I 1431.046 2.148 I 1433.194 I I 66.00 10.66 I 1.76 i 1434.96 .00 I 2.55 I 3.41 I 3.500 I I .000 .00 I 1 .0 8.184 .0171 .0084 .07 2.15 1.39 1.75 .013 .00 .00 I_ PIPE I 2691.001 I 1431.186 2.237 I 1433.423 i I 66.00 10.16 I 1.60 I 1435.03 .00 I 2.55 I 3.36 I 3.500 I I .000 .00 I 1 .0 5.150 .0171 .0074 .04 2.24 1.29 1.75 .013 .00 .00 I_ PIPE I 2696.151 I 1431.274 2.333 I 1433.607 I I 66.00 9.69 I 1.46 I 1435.06 .00 I 2.55 I 3.30 i 3.500 i I .000 .00 I 1 .0 -I- 2.909 -I- .0171 -I- -I- -I- -I- -I- .0066 -I- .02 -I- 2.33 -I- 1.19 1.75 -i- -i- .013 -I- .00 .00 1- PIPE I 2699.060 1431.324 I 2.435 I 1433.759 I I 66.00 9.24 I 1.32 I 1435.08 .00 I 2.55 I 3.22 I 3.500 I I .000 .00 I 1 .0 .940 .0171 .0059 .01 2.44 1.09 1.75 .013 .00 .00 I_ PIPE 2700.000 I 1431.340 I 2.546 I 1433.886 I I 66.00 8.80 I 1.20 I 1435.09 .00 I 2.55 I 3.12 I 3.500 I I .000 .00 I 1 .0 JUNCT STR .1042 I .0038 .02 I 2.55 1.00 .013 .00 .00 PIPE 2704.800 I 1431.840 I 3.977 i 1435.817 I 30.60 4.33 I .29 1436.11 .00 I 1.79 I .00 I 3.000 I I .000 .00 I 1 .0 65.055 .0171 .0021 .14 3.98 .00 1.23 .013 .00 .00 I_ PIPE 2769.855 I 1432.954 I 3.000 I 1435.954 I I 30.60 4.33 I .29 I 1436.24 .00 I 1.79 I .00 I 3.000 I I .000 .00 I 1 .0 16.403 .0171 .0020 .03 3.00 .00 1.23 .013 .00 .00 I_ PIPE 2786.259 I 1433.235 I 2.721 I 1435.956 I I 30.60 4.54 I .32 I 1436.28 .00 I 1.79 I 1.74 I 3.000 I J .000 .00 I 1 .0 8.476 .0171 .0019 .02 2.72 .41 1.23 .013 .00 .00 i_ PIPE FILE: cypress6.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3-29-2004 Time: 9:17:18 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT BY: E.I. Invert ( Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X -Fall ZR IType Ch 2794.734 1433.380 2.560 1435.940 30.60 4.76 .35 1436.29 .00 1.79 2.12 3.000 .000 .00 1 .0 .420 .0171 .0020 .00 2.56 .48 1.23 .013 .00 .00 PIPE 2795.155 1433.387 2.560 1435.947 30.60 4.76 .35 1436.30 .00 1.79 2.12 3.000 .000 .00 1 .0 HYDRAULIC JUMP 2795.155 1433.387 1.226 1434.614 30.60 11.26 1.97 1436.58 .00 1.79 2.95 3.000 .000 .00 1 .0 5.613 .0171 .0171 .10 1.23 2.07 1.23 .013 .00 .00 PIPE 2800.767 1433.483 1.226 1434.710 30.60 11.26 1.97 1436.68 .00 1.79 2.95 3.000 .000 .00 1 .0 128.496 .0171 .0170 2.18 1.23 2.07 1.23 .013 .00 .00 PIPE 2929.263 1435.684 1.232 1436.916 30.60 11.19 1.94 1438.86 .00 1.79 2.95 3.000 .000 .00 1 .0 99.872 .0171 .0158 1.58 1.23 2.05 1.23 .013 .00 .00 PIPE 3029.135 1437.394 1.277 1438.671 30.60 10.67 1.77 1440.44 .00 1.79 2.97 3.000 .000 .00 1 .0 35.047 .0171 .0139 .49 1.28 1.91 1.23 .013 .00 .00 PIPE 3064.181 1437.994 1.324 1439.318 30.60 10.17 1.61 1440.92 .00 1.79 2.98 3.000 .000 .00 1 .0 19.698 .0171 .0122 .24 1.32 1.78 1.23 .013 .00 .00 PIPE 3083.879 1438.331 1.373 1439.704 30.60 9.70 1.46 1441.16 .00 1.79 2.99 3.000 .000 .00 1 .0 12.773 .0171 .0107 .14 1.37 1.66 1.23 .013 .00 .00 PIPE 3096.652 1438.550 1.424 1439.974 30.60 9.25 1.33 1441.30 .00 1.79 3.00 3.000 .000 .00 1 .0 8.672 .0171 .0094 .08 1.42 1.55 1.23 .013 .00 .00 PIPE FILE: cypress6.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 7 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3-29-2004 Time: 9:17:18 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) ( Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Aver HF ISE DpthlFroude NINorm Dp I "N" I X -Fall ZR IType Ch 3105.323 1438.699 1.478 1440.177 30.60 8.82 1.21 1441.38 .00 1.79 3.00 3.000 .000 .00 1 .0 5.979 .0171 .0083 .05 1.48 1.44 1.23 .013 .00 .00 PIPE 3111.302 1438.801 1.535 1440.336 30.60 8.41 1.10 1441.43 .00 1.79 3.00 3.000 .000 .00 1 .0 4.156 .0171 .0073 .03 1.54 1.34 1.23 .013 .00 .00 PIPE 3115.458 1438.872 1.594 1440.466 30.60 8.01 1.00 1441.46 .00 1.79 2.99 3.000 .000 .00 1 .0 2.688 .0171 .0065 .02 1.59 1.25 1.23 .013 .00 .00 PIPE 3118.146 1438.918 1.656 1440.574 30.60 7.64 .91 1441.48 .00 1.79 2.98 3.000 .000 .00 1 .0 1.438 .0171 .0057 .01 1.66 1.16 1.23 .013 .00 .00 PIPE 3119.584 1438.943 1.722 1440.665 30.60 7.29 .82 1441.49 .00 1.79 2.97 3.000 .000 .00 1 .0 .416 .0171 .0050 .00 1.72 1.08 1.23 .013 .00 .00 PIPE 3120.000 1438.950 1.793 1440.743 30.60 6.94 .75 1441.49 .00 1.79 2.94 3.000 .000 .00 1 .0 JUNCT STR .0167 .0026 .01 1.79 1.00 .013 .00 .00 PIPE 3124.800 1439.030 2.716 1441.746 15.30 2.27 .08 1441.83 .00 1.25 1.76 3.000 .000 .00 1 .0 9.200 .0171 .0005 .00 2.72 .20 .85 .013 .00 .00 PIPE 3134.000 1439.187 2.555 1441.742 15.30 2.38 .09 1441.83 .00 1.25 2.13 3.000 .000 .00 1 .0 6.000 .0171 .0005 .00 2.56 .24 .85 .013 .00 .00 PIPE 3140.000 1439.290 2.449 1441.739 15.30 2.48 .10 1441.83 .00 1.25 2.32 3.000 .000 .00 1 .0 WALL ENTRANCE FILE: cypress6.WSW W S P G W- CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 3-29-2004 Time: 9:17:18 CYPRESS AVENUE, FONTANA STORM DRAIN FROM BASELINE TO WALNUT BY: E.I. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++ Invert Depth Water Q Vel Vel I Energy I Super ICriticaliFlow ToplHeight/ Base Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem SCh Slope I I SF Aver HF ISE DpthIFroude NINorm Dp I "N" I X-Fall ZR IType Ch 3140.000 1439.290 2.623 1441.913 15.30 .58 .01 1441.92 .00 .42 10.00 4.500 10.000 .00 0 .0 VRGJE�°T LOCATION All j3 ti Y �s•j` t L •�f + � i 1� i t � �,'' T CT +9 • t � y. i. j M25 �i � •,,,. Y ••,.:y'•,` 1� ..'_''*.•-•.��`"�^� �"'�-x•..,.a�;•2 c�:!::`_ y.J..=•_,•u.J+;{„*-�„a..� `,P_,=r=,.,t.:s� �..a.t+.:1.�� ^..7P.`, V1('t001tq1T,Y,MYkp ..C,-t-.l�._, A n.: .a •� C. , ..'w.;,.Ed� �J•..:::vfia:Jl..Jh=.:11't.:^o?.:5.,:.hr.v�.Jl :.,�s...^,.t�t:.-,. a�!..+�h.�•. P'REaD�V..LOPiED C,0tqD1T10PqS FCR TRACT 2 �JO�. 165;77 •.aha/_:: �,•t •�'",•"�- - r,• _ N60 1 ...J1.-u....r✓�.-.�%ice..-.`�T.. �'�.�_w��4'�. ^•J�r'.-.. � s lir° ,% n' n -v en r- 39 A. M LEGEND: —�- INDICATES DRAINAGE- FLOW cl,, INDICATES HYDROLOGY NODE ru-, --- UNDEVELOPED CONDITION 2.71348 ---- LINEAL FEEir OF FLOW -- ACREAGE (AC) rcom ��---�-� COMMERCIAL LINEAL FEET' OF FLOW --- ACREAGE (AC) XXXX.X INDICATES ELEVATION ThA-:CT165;7q 1 lc 5o 25 50 100 (IN ter) 1 kmh w So ft; paywim 19200=22” 11p K9-0NT?SNA, PREDEVELU"PM CIONC�ITION <t 23 APRIL, 2003 t`'rr.; �,�1'r�'.�l":%`ti-�'T7�:r+7�t�'<='�.Sr;�NL-�,-��• 4St DFti'AWN BY: AILLARD ENGINEERING i } CivilEngineuing - band Sur'reying - Land Planning ED ao JOB NO. ,1. Fontana, California 92335 '159.23.01 (909) 356-1815 Fax (.1309) 3564795 yam. A OF lir° ,% n' n -v en r- 39 A. M LEGEND: —�- INDICATES DRAINAGE- FLOW cl,, INDICATES HYDROLOGY NODE ru-, --- UNDEVELOPED CONDITION 2.71348 ---- LINEAL FEEir OF FLOW -- ACREAGE (AC) rcom ��---�-� COMMERCIAL LINEAL FEET' OF FLOW --- ACREAGE (AC) XXXX.X INDICATES ELEVATION ThA-:CT165;7q 1 lc 5o 25 50 100 (IN ter) 1 kmh w So ft; paywim 19200=22” 11p K9-0NT?SNA, PREDEVELU"PM CIONC�ITION <t DATE: APRIL, 2003 Prepared By: DFti'AWN BY: AILLARD ENGINEERING DESIGN BY.- Y:Civil CivilEngineuing - band Sur'reying - Land Planning ED 8253 Sierra Avenue JOB NO. Fontana, California 92335 '159.23.01 (909) 356-1815 Fax (.1309) 3564795 SHEET A OF M:\DWfG\15923\fina1 design\h & h\undevel-16,,577AYg v 01_ r:— P v 01_ r:— P