Loading...
HomeMy WebLinkAboutTract No. 14243, 14244, and 14245 Hydrology Study11-4-1997 HYDROLOGY & HYDRAULICS STUDY FOR TRACTS 14243 , 14244 AND 14245 CITY OF FONTANA PREPARED BY : PHB ASSOC. ,INC. 1620 S. GRAND AVENUE GLENDORA , CA 91740 TEL : (626) 914-6256 FAX : (626) 914-6357 OHN DIERKSEN RCE 43886 DATE l ?, HYDROLOGY STUDY TRACT NO 14243 , 14244 AND 14245 TABLE OF CONTENTS 1 GENERAL 2 DESIGN CONCEPT 3 RUNOFF 4 CONCLUSION 5. CATCH BASIN DESIGN 6 REFERENCE CHART 7 10 YEAR HYDROLOGY CALCULATION 8 100 YEAR HYDROLOGY CALCULATION 9 HYDROLOGY MAP 1. GENERAL : THE PROJECT SITE IS LOCATED AT THE SOUTHEAST CORNER OF BEECH AVENUE & ELM AVENUE IN THE CITY OF FONTANA. THE AREA UNDER STUDY IS APPROXIMATELY 75 ACRES. THE PROJECT SITE CONSISTS OF THREE TRACTS. AFTER DEVELOPMENT , THE PROJECT SITE WILL BECOME A RESIDENTIAL AREA WITH 426 SINGLE FAMILY HOUSES. 2. DESIGN CONCEPT : THERE IS AN EXISTING STORM DRAIN SYSTEM RUNNING THROUGH THE PROJECT SITE . AS SHOWN ON HYDROLOGY MAP. IT WILL CARRY OFF -SITE STORM WATER AND ON -SITE WATER INTO ALL EXISTING 75 INCH STORM DRAIN PIPE UNDER VILLAGE DRIVE PER PROJECT NO. 143-46025. 3. RUNOFF : SEE ATTACHED HYDROLOGY MAP. THE PROJECT SITE IS SUBDIVIDED INTO 7 SUBAREAS . THE STORM WATER FROM AREA "A" WILL FLOW INTO STREET GUTTER AND DRAIN INTO EXISTING STORM DRAIN SYSTEM THROUGH TWO PROPOSED CATCH BASINS. THE STORM WATER FROM AREAS "B" AND "C" WILL FLOWS INTO STREET GUTTER AND DRAIN INTO ALL EXISTING STORM DRAIN SYSTEM THROUGH TWO PROPOSED CATCH BASINS. . THE STORM WATER FROM AREAS "D" AND "E" WILL FLOW INTO STREET GUTTER AND DRAIN INTO ALL EXISTING STORM DRAIN SYSTEM THROUGH TWO PROPOSED CATCH BASINS. THE STORM WATER FROM AREA "F" WILL BE COLLECTED BY TWO EXISTING CATCH BASINS AND DRAIN INTO ALL EXISTING STORM DRAIN SYSTEM PER PROJECT NO. 143-46025. RUNOFF, CONT. THE STORM WATER FROM AREA "G" WILL BE COLLECTED BY FOUR EXISTING CATCH BASINS AND DRAIN INTO ALL EXISTING STORM DRAIN SYSTEM PER PROJECT NO. 143-46025. THE ACREAGE AND RUNOFF OF EACH SUBAREA WERE CALCULATED AND SUMMARIZED AS FOLLOWS : AREA ACREAGE RUNOFF (CFS) 10 YEAR 100 YEAR A 9.1 13.3 21.5 B 6.1 12.2 19.0 C 7.8 13.1 20.6 D 8.9 13.5 21.2 E 6.1 11.5 17.8 F 11.1 18.4 28.9 G 23.4 39.5 62.6 CATCH BASIN DESIGN CATCH BASIN DESIGN: (1) FOR AREA A a. CATCH BASIN # 1 RUNOFF (100 YEAR) =13.7 CFS STREET SLOPE = 0.05 SEE ATTACHED CHART D-10D , 2" GUTTER DEPRESSION SOW=10' b. CATCH BASIN # 2 RUNOFF (100 YEAR) = 7.8 CFS, STREET SLOPE = 0.05 SEE ATTACHED CHART D-10D , 2" GUTTER DEPRESSION SOW=7' (2) FOR AREA B a. CATCH BASIN # 3 RUNOFF (100 YEAR) = 10.3 CFS, STREET SLOPE = 0.04 SEE ATTACHED CHART D-10D , 2" GUTTER DEPRESSION SOW=10' b. CATCH BASIN # 4 RUNOFF (100 YEAR) = 8.8 CFS STREET SLOPE = 0.04 SEE ATTACHED CHART D-10D , 2" GUTTER DEPRESSION SOW=7' (3) FOR AREA C a. CATCH BASIN # 9 , WEST SIDE OF SAVONA LANE RUNOFF (100 YEAR) = 18 CFS , STREET SLOPE = 0.06 SEE ATTACHED CHART D-10D , 2" GUTTER DEPRESSION SOW=14' b. CATCH BASIN # 4 , EAST SIDE OF SAVONA LANE RUNOFF (100 YEAR) = 2.6 CFS STREET SLOPE = 0.06 SEE ATTACHED CHART D-10D , 2" GUTTER DEPRESSION . SOW=3.5' (4) FOR AREA D a. CATCH BASIN # 5 SUMP CONDITION RUNOFF (100 YEAR) = 14.7 CFS SEE ATTACHED PLATE 2.6-0651 , 2" GUTTER DEPRESSION Q/L = 1.47 ( ASSUMED W = 10') H/h = 1.01 SO PONDONG HEIGHT = 1.01 * 0.67' = 0.67' O.K. b. CATCH BASIN # 6 SUMP CONDITION RUNOFF (100 YEAR) = 6.5 CFS SEE ATTACHED PLATE 2.6-0651 , 2" GUTTER DEPRESSION Q/L = 0.92 ( ASSUMED W = 7') H/h=0.77 SO PONDONG HEIGHT = 0.77 * 0.67' = 0.52' O.K. (5) FOR AREA E CATCH BASIN # 7 AND # 8 SUMP CONDITION RUNOFF (100 YEAR) = 8.9 CFS SEE ATTACHED PLATE 2.6-0651 , 2" GUTTER DEPRESSION Q/L = 1.27 ( ASSUMED W = 7') H/h = 0.94 SO PONDONG HEIGHT = 0.94 * 0.67' = 0.63' O.K. (6) FOR AREA F a. EXISTING CATCH BASIN @ S. SIDE OF WILLOW DR.W=14' STREET SLOPE = 0.03 RUNOFF (100 YEAR) = 19.9 CFS SEE ATTACHED CHART D-10C , 2" GUTTER DEPRESSION W = 14' COULD CARRY 20 CFS O.K. b. EXISTING CATCH BASIN @ N. SIDE OF WILLOW DR. W=14' STREET SLOPE = 0.03 RUNOFF (100 YEAR) = 9 CFS SEE ATTACHED CHART D-10C , 2" GUTTER DEPRESSION W = 14' COULD CARRY 20 CFS O.K. (7) FOR AREA G a. EXISTING CATCH BASIN @ E. SIDE OF ALPINE DR. W=21' STREET SLOPE = 0.026 RUNOFF (100 YEAR) = 25.3 CFS SEE ATTACHED CHART D-10C , 2" GUTTER DEPRESSION W = 21' COULD CARRY 30 CFS O.K. b. EXISTING CATCH BASIN @ W. SIDE OF ALPINE DR. , W=21'. STREET SLOPE = 0.026 RUNOFF (100 YEAR) = 12.2 CFS SEE ATTACHED CHART D-10C , 2" GUTTER DEPRESSION W = 21' COULD CARRY 30 CFS O.K. c. EXISTING CATCH BASIN @ S. SIDE OF WILLOW DR.W=7' STREET SLOPE = 0.007, SUMP CONDITION RUNOFF (100 YEAR) = 19.2 CFS , CURB = 8" , 2" GUT. DEPRES. SEE ATTACHED PLATE 2.6-0651 Q/L = 2.7 (ASSUMED W = 7') H/h = 1.3 SO PONDONG HEIGHT = 1.3 * 0.67' = 0.87' O.K d. EXISTING CATCH BASIN @ N. SIDE OF WILLOW DR. W=3.5' STREET SLOPE = 0.007 RUNOFF (100 YEAR) = 5.9 CFS SEE ATTACHED CHART D-10B , 2" GUTTER DEPRESSION W = 3.5' COULD CARRY 6 CFS O.K. CONCLUSION AFTER ANALYSIS OF 100 YEAR AND 10 YEAR EVENT STORMS, THIS STUDY FINDS THERE IS ADEQUATE STREET CAPACITY WITH 6" CURB AND GUTTER AND CATCH BASINS AS SHOWN ON THE ATTACHED HYDROLOGY MAP. THE PROPOSED CATCH BASINS WILL CONNECT INTO EXISTING STORM DRAIN SYSTEM. REFERENCE CHART REFERENCE CHART L I00 1000 90 80 70 20 9 18 17. 16 15 14 13 12 11 10 9 (l) LIMITATIONS! 1. Maximum length *1000 Feet 2. Maximum area s 10 Acres K Undeveloped Good Cover Undeveloped Fair Cover Undeveloped Poor Cover Single Family (5-7 DU/AC) Commercial (Paved) H 90 • v • 0 300 200 100 80 .i0 .40 30 20 10 e 4 4 3 2 I.0 .e .e .4 .2 (t) KEY 13 �14 IS 16 17 18 19 20 L -H-Tc- K-Tc' Pi pevelopment 80- Apartment 75- Mobile Home 65- Condominium 60- Single Family-5,000 ft2 Lot 40- Single Family-I/4 Acre Lot 20- Single Family-1 Acre Lot 10 - Single Family- 21/2 Acre Lot EXAMPLE! (1) Ls 55d', Hs 5.0', Ks Single Family (5-7 OU/AC) Development, Tc.I2.6 min. (2) Ls 550', Hs 5.01, Ks Comtnerclal Development, Tcs9.7 min, SAN BERNARDINO COUNTY HYDROLOGY MANUAL TIME OF CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA Figure i T4N — a-- T2N —.. TIS TS ' '13 1.4 R6W 7• 30 :g illy. ■� 11 AL TAsoildi - - 1 UPLAND roMA y-> •, 110,2_,CL":61 �Ii�I '�,...NFONTAN�. _mill"lillitkigir III _ ONT '10y�•• �sL! :�� ��®niliHNIMErr.*:iil ..digalinkhrN-. :.i Iritoirr CHINO ----AMIIMplp- ' — — ..DER• ` �� �.-1! - - t-- _ - --. •pap .. — -. • ..✓I - . T3S t • • 3 �••R 8 W R 2 Vrf t_ t —_ -- t —T RI W•' \; ,ya —— . t.z R7W RIALTO CREST MORE R5W: L. •RRO•'NEAO SAM 1 SERNAiWNO • RIVERSIDE , COUNT RSIDE SI/E SAN BERNARDINO COUNTY R6 HYDROLOGY MANUAL iifs' Ovitts&w_ 0$1.4aram • I- - LAME •]..-K ;VILLA - LEGENC: ISOLINES PRECIPITATION (INCHES) 871I —r —F— RIE - 1• I T I N !fit i VALLEY AREA .- ISOHYETALS _ - S Yla — IO YEAR . I HOUR . -LASED ON U.SD.C, N,O.AA ATLAS 2,1973. • FLd�—C6ATHLiL /ENGINttr FILE NO. WRD-i 3 of FIGURE B-3 LI Ltt R7W • R6W To i• 30 R5 - -=-16 I i ..... \ V • - LS Pillmavar% ONTAN RIALTO_ , - 1111115211r coLTiON . ... OBEraier -- •0•C I AliallIWAINI it IHA -griegirAPAIPArdfi 111111 Nat •Mil" NMI numagigrwpra 4 4W T3S . ' -4 • rtit.t 30 Pfne_ci SITE SAN BERNARDINO COUNTY SIDE COUNT HYDROLOGY MANUAL R2W BE REDUCED DRAWING. SCALE I" = 4 MILES C-1.8 ISOLINES PRECIPITATION ((NCHES) I• R2E VALLEY AREA . ISOHYETALS Y.x,'100 YEAR .I.HOUR EtASCD ON tE1LD.O., NOAA.ittLAS tASil • • 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.12 3 4 5 6 7 8 9 10 20 30 40 50 60 70 e0 90 STORM DURATION (MINUTES) IG DESIGN STORM FREQUENCY= (cc YEARS ONE HOUR POINT RAINFALL= c•3 INCHES LOG -LOG SLOPE = (l° PROJECT LOCATION = rON TANA EigisIMENINATAImmENEREEMINIONNIIIII REIMENEMOINERINIENNIMEMBE E��mi__MIMEMINMEMM�_EI_Eaz_ENI�ENI__ igg==g:....-•.....=..gEE•=•.O-7=-D.=I.4FO..=/•.r•-..•f =__-wow•' . mow/ NN=.\ N `' .w=\M\\\ElarM/EOKIeg •..g.•• Y77- �.: Mw....==\=...N ...1 r\ rM MM 1�.:- :__�N\\NM.YNw-�tII..M�M�1/�iNj//:.�.. \\�M.--\\/�\..•. MY. Y "====.0••\N ==••=M/M/M\/\\�•YNWS�M=111: �L\ '\ rA\ I•.�Y/.YMI�a:..M.. _N NIN.•MM/IMMMMI.•• rw• /Y►\N .�r� ..-. _... � ter= NM ••=6•�.. M-.-.EMI In= ww_MMO= MMNIr .w.Mi.ww....._N.N•.MM/.M...M_w�....�.....NNw.Nw.M.•/./Mr. NMI•MS= M�NMw/� .....N_NN...//N//M.MY\.•N•N NN.N.• NMN/////\ w.=�! MO1N/NIM\..M..•....~i.•N..M.....M./.�\Y//. H.: MM./NM M1MN•MMIN /YM\\..YMN/.Nw.NIMin MIII.1•111 IMMO MO. MOM Nw\Y \\......N MOO w MINIM /////w/\.•...: ••••Ww..M/ ww•.N/•Y.N•1011. .•�/w�\.1 •••\V♦MN NNS.MM11N•.��MYwM\\\\\NN•NMMMM�•M\\Y\•.MIM M\.. NNNNY//www•.\•/.••N•1•\..•�w•\//\\\w\••M.•••M M.`.•/Y•ww Y•••N••• MN. M•MMMMNM•WMINMNM MMIMI.NOMM OWES MMM\ M•M MMMMMM IMMMM••M■••\M I••Nono mei%meMNMMam IMMI MNI/tM►a•NMI\\\\••m11MM MIN MMIMMIMANMMMM NMN•.MM MMM.IIIM MII M OMM•N NA MMMM EMI MMYwMM•M•fN1I.•••IMM M•N gell •M\•\I/\N.NM.1•MMM.� *Ma MIN MMM MISS PPMI MMIMNAMMINIMM WPM MIIMwMII Mfg MMMM MN III MOM MMMM/MINMMMI M 6:4NMN MMN WIN MMMMIL JMMN MMMMMMn Mil MN INN MNMMN{YIIIIIIIIIMAIMIMMMMI MAO MMIMMIMIMO MMMMM IMIMOM/MMMINOIg1 IMM1,,.MMM•MMMIIMMN••MM AMN MMgM1MM UM MMM1I/MMMIMN MNMMMNI IMMNIMA MMIIIIIII MMMA •MM11MOM 1M11MMMMMMNM MMIMMMMMII IIIMMOMMMMMA ■MMNMA M7MIMMlNINMM MMAM MN AM MN mummumum MMMMMMNIMNIIM MMNIN non IIW mu NMM Ma MMM woo Bunn ono sum muumuu MMMNMw MNMNIimam MU UMnisi µµMm1 MMMIMIMMNMII MtMII Mn11NIU IMiM1M INSI MMN ISM MIN NMMMMMMMN MMMIMMN MM1Mnunnum MMMMMMInt MUM. MUM IMH111MN WIN IIMI numu MMIMIMnuuun uuIII uIM lIm1 sun non l�MM1MINMIM M■MMMMMMninmm minimMHIIMnil11uM111.!MIINMIYismumIIIuMIM MINI Mw�Wemu 11nM1/M11irUMMMIMIISM MIN UINMMNMMMM■MJMMM!•1M1M1MUMIS OIYNMM1111111N1Mill _= = = -r _ =fir_: -_......=.a..==== ___-=�--�u= M1N.MMMMIMM YMMM•N •MMMM rwMt M./•MIMSW . ...N.IiI.A.mM•-w.w•.. «.« ..•w��N�� IN•.MM.MI.././•//w.1��••••N.N•..M MIM.YN. /M•.I. .Y•••N•..•N « M Mammas ...mesa ^.MM NIMMM MIN M.Nima••=•.\.NMNI MM.MM•w•.••.•• NN.M.•1 MM .w.•. •.•••1rM•N•MMM.NII NIMMMIw••.. M•11..N .N•.�.I N•.1 IYMM.NM.MMM MMMN.••MIMM..•.MY.M•MN•••YY.N.N MNI YMNMNYw•.MM•Y.N..N•NMMMI.I •N•••NNMIMMIM.1•/w•Y•�M.N N.•1 �s = -_i= =-T-----=s==M .MMMM -J _ z. == _ =-e-_ =: -- . == -:=: = :tee=.• ::e_s`:=?:e:.•�.....- -._ MM1.1�wM I M1:e:••�•�: �.••IMI. ..M� Y�.�==�//MMM w M�M.My. w Yw.:.•'M.Y• M•/.....w.. N•-•YNN••/• ����•.�=WPM=•.-•w.NN.NWN 'M/./._...N. .. ...N ..•MM MMMM..a.... WNMMwMM ..M•__. •NH•••••.M..••N..•.../.. M. MM..N..NMM.M 1N..M•NMMIO.I.YM.MM•N.•N.Y•►`�.\.'.•NM�.YN MMMM.MMMM/MMM N...••N•N.••M...wMMI• N•••1•.N...•••MI•/Y•.•Y. NM wooM•1.M.M MINK MMMMM.MY•M••1M.M••.M■' 1w.\'••. Y•-•M I.►•M�• ay.. NN••N••N••••M.1New MN• M•M••N•M•N•••in•ee.•see M1NMw�•.•Mw.NIY••••NN..1M•M.� ••-,.. .'MMM.• -.n NM.MNMN.•••••••..1MM..•M•..NIM..wY•NWM.••N•.M•.•M••w••YMMN•N11' MrNMNMwMN�N1.••.M•VMM'.\• •wa�•Mw•M�•MMNww YM• �1__.����' -�_ N•NM•NMM M.MIw1NM•NUNM •WMMMww•YN s� M.� �W& -? .. `s_._r-- Era .ate_ .= ga Mw=MMM.MMM•MN•MY MN/.MY•= MMIMM /MMMMM.• YwwIMMN••N ��YMMMMM�M•M��.� �Ml`N�.•yN�I••.�•1_1��.%�w_1::.N �.�.�.M.M•1 M.M��.......w �••.M MM• �NN.M_ MwMMwMM� MINMM•r.M\�i..••y� t•M...1N/•M••MMMww•ww.M.��•�.MM••..Ny�....M••�1MNM.MMyN.MM ����E1/M..\.•Mzz-Mt•=BMMMM••�MM�Mw•�••.Ml••�•••�II�MNM\.1•M�w. N•/• ____ M\ . 1•M=-.. -M••M•M M.r NN1 --Cw NM•MM•.�M.W •ww•M� •�MNMMMM�MM•MMMMM�M_� �•..• M•��M MMM �•Y•••..N/ •MMM _I„Q�MMMM •MMM MA �MM ��IMMwMMMMMMMw•MNM•�I�t'yY�•.``\•�.M•~Aw1• ••NN.MI �.•q •w� �MN'W MMMIrMM/ MM =1111M� MMMM MNMNMMMMMMMM_MA11M•\A IM, •CM.aS. ha. MNMMI/MIMMIIMMMM___RMIMMM M w- M MM/AMI..MMMMNMMMNMNMMAMMMMMO�MMM1I�Mry��MMNa WOOF IMMAM !A•M•M-\ MMMM MMMM UNIMMIMMMMMMMMNMMNM��fMMMMMMM�MOMIOIOOM6A M1� ��t•MM���.� �••OIIMMM�MMI1NMRMMAMM OIWMMN �MNrSMMMMMMMaYNNIi MOM MMMMMMMMIMIMMMMMMMMN111= NNW=YIIMIMMM�•\\".�,pIle MAMAS MMAMMMMI Mail MN MM1MN MAMMWMMAseauen uMmMmMu�i NGMMMMn MMM MOM MMNMMMMNNAMMMAMMMM=MIM�EMMMw-•+\\YIMmum.wen sing UM NON ��M/lMMC MMMM/MINNMNM11M1�1M1MNMINNMINMNMMMMMMMMnMNM INII�IMINMMMn1n4;�„�.7 gmTummumps MNmmummi MNWn11OlU1111uN11MMnunmll..IliN IMIMMMM.MMMnIMMn lll_,,1I1I ��I111111NMN1111MnMM/nMA.j,.'}y;ry11MMMMMMCIOMMINNI f�11 amnoMMMMMn11N11M UIMRN11inni1nn11MumnoonmoMU1nn M ovenn nun maim.' ' •nenueinl11mmo INMMMm mona•■mommN.N._....._-_--.__MMMM.-.$1--- MSUM nMMNMMIMMMmaim Imums ,lUr-AMAMnMIM/MMM1 SAN BERNARDINO COUNTY HYDROLOGY MANUAL INTENSITY - DURATION CURVES CALCULATION SHEET I" GUTTER DEPRESSION 1111111111511 !I�lnNUHHOImflMIU IW1111ii111021.!ImI11111p NMIBIOI:OtHNN11tlNi119Ni16g1:�11t1M11N1r8111 u11191Ip161gY i1IIl SIP 11111111111111 tfunttuwIIu IIIt n:.. ' ICtlWIUMI..Mimi11uiiim, . IIIfhI! fIwa■ - Illlilllu1NulllNluIlll ii�11�111pgiitYiiGlgllF Ii,wi6�Lri16._ I' I 11111111111411111 wfjorm ailii -'41J1�'1.1 11141 irtlIJIlllli:a:n■rvwww.amu ®Wt EMINdlilHillnllAIMMi;ll iillili�1IMII .6 .7 .6 .s 1.0 GUTTER FLOW DEPTH - D (FEET) Loss Angeles aol:l+ty Flood control District 60 50 40 20 I0 9 6 7 211 GUTTER DEPRESSION MN IlUINNI �1111�f��iro;�u�!alilu>��I !i' ► 111 niL,Im 1114 . MEPP��i!a�11 llf!(661iY' alA Ii iiW! 11 5111IIIMI IIIMOA1p, UONIINMIIIIIIIIII:iIL:.'uiiiL M1111K8 �iuilu llulr�nln t• �IfMllip�ai; . .2 t .1u,i .4 .5 .6 .7 .6 .6 1.0 GUTTER FLOW DEPTH - D (FEET) NOTE: Curves between D= 0.67' and 1.0' are not from model test data and will be revised in the future when additional model test data ore available. unity 1' ain�ii i i.• , iiuiiii iNliew t1iMNMYtttt II:JIIIIfIN11f11L•IA.: It:IINIIIt1.NNI111tte,tllNfYl:tltlY ii1111EN1b•I�liIiNIIN1111N.�iiK`iiiiiftillril�l�I�ilfNl��d � ; 60 '',�l�YY1 HIMUNI EMY go 50 .nlwnlziiiiiiiiiinaijs6wstiisr" • 50 40 30 20 20 Page G-26 4e GUTTER DEPRESSION i8aaai-iC HiiiiMtt al ro:1 _ : it ...w.........lnl........ C)"__M�fOr.luisn _uununuuu...ntp.•AVYI,IOUn.[NL■..n■.n..-11 . �YY-rYula. ninuuu•ml.uu mnurRanuuu.r flj mrgrluiuunrul �_Aw1il�HS.■tnlit It111111111111111111t■■■■t■q.lt.Yllull'Alt'JY■I u■■4.At■1 WII �� �1■1■w!l.11f'u;.■■Ittl it■1lltlliillllil IIII■tU' E itirot I g„Tixl■t■� Y . �! d1I1Y_ iit�llllllllllllll:illllli11111 illitl%AItIn anI11P1Unit♦ Idlllllll •• ■BN8.,.„a t filtll i nllltligi...''''';11111I/n11NI.IMMES11t1up1111N1 u 10 nln6AL9i tunl!111lnuN !19111111.n.;iiNllAl IV41-.111:.lOuulWYlln 111 '10 0 ■N_rlgt7■ tlttl:nitllq•::mnlAUYnt/nnn.nnly:^.:.{'•1;,ilnt1/:�..11M C� 6 Z-- _ :....... .'' ....- .... _ __ 1 •Ilic Pill PrIP1114941. .." i 3 O 1fighlimiiiiii:di Nraei►Alll 1 1121iienl J YiifNitplii,ii >e1 _iMl ::Illifllt'.N'tIf11YAA'cili tigiliiiiNlllrNii'A[tt.71M1 glifiC■ 4 - � If�INit7IM'J{A11u1;::.CIt1iY;1111t1nmNI.1Y,B7:11;H1Ia1t11W1■ :- iiillli:�� 16r i1UJ1111� u111. •11 ci .....1..., �. ••H •••••r ii �: afilaalal YlllYnl �rlr,Nl' liglitik Aiis� 30 dt.M'SL'It::itllu:f ILI{tAl!lllilAlN:L:3.z 11111 3 i y� dlili�I IIIKIInn Inu _1....■.I uawu, Wii4EIIiut 'nnna iIllI11lnIIw IIIIINf171111rtl115�71H I1 1 .2 .3 .4 .5 .6 .7 .6 .6 1.0 20 GUTTER FLOW DEPTH-D (FEET) 4 CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE - . 05 D -10 D Rev. 6-12-84 Page G-25 I" GUTTER DEPRESSION ninei;niiliiii r� 91eit-Ii Ilii�111i!i. II I!i12lln11161 Ell i �lilli#i11l11118i1�iililiy r!' ,III11111 liii11114011111M11111111fl1 1NN tl iiunammiluuuiuukurm•IIIIIIIIIiullRul'11u.dII1.k11n1lllilllllll�i i_iNNNN�lilalei 6,iiikl1E illli.i Flitt1111111u I► UNIT z sa o p_i _. o ................... x1::: iiiiii i _ V «ii1.i tiu „::::::C:0:11n �.il:...........a.w... n. �. w�� ..1,14:.i=1:111 mnl1:2111 .m..umnn.luu.uu..0 lnar.uwranN ■ .r«nant annuxwwm .v.n.•nuuun■ AYI«I/o.Iw/..11In1111.1 •ma lallll' a.r1 ■■ AN .a.ifanM,n.nnnnnu t1117111VTa•A I H■■ Q. _ II I.Y■.wnlwxlxwn NAL.1111!. ,II II IIIIIII1 ■li ■■ V- ' �.' I~I11ntW11111M111111111111 /tivdllllit...... �I •.WI"All1"11i ul IIIIIIIIYniul7Wlwullnluumulv/lnl1111un 11 Iu: uu"f ■■ :0. Y■_ I1111UNIpNI1211NY111111l111111U,AV"i.N111!!,IIh:!!;l1IIIi11111111AN -' Li■-N. Yulnliiii"T iu.■wlslwuwial■euu. __ >•ii:iiiiituwl I S■ s0 MillliAlllilll„!IiIINIi!Ii111N111ll1NilIII!NB"IAlillirilllhlfIi so 111111111111111 11i1111Nii!1111111ii11111111Pi iki:ii1li11fIN11LIR11 40 IIu11111.iiiiuie,n1inii�ieiu�riil��i�i��iiiiiiti�il:iu�" III:iLMii nunM!!il!itiLililltlllliiillri!!!!IN!1lIii301laHI Ai Rr:aminlllllll►•1 Neumann :RN NIli�iliIN411ii!!IlIII.!•.ililli+Jlilii�lllll!!!!I!!t7!iil;iil►Iil(flita6l IIIIi111NIWN1!1111P1:lIINIIMINNIM!! yjiIYANillli711WA! a _ -hill iilIN llllWAYM IMINYAIRI 111illlIIIr 1IIII wIIN Illailrr�I..r.N1::1..1iAnn■..Ir.l."IIIIx ■■ uluau:xxaaw•iwAsssns.Isa nlarnln..a:a.uu»nlalx lII1MII0alY.61f111lr►INWAIi111 l 111161 11l11 W11u1Cs11 IIIxYA: a.. ..■1. 11IIl:III.I...... MUM N.iaiw r •.---• AIYwa■llti ■I.n.,uu llr �liu/L.11■.. %if RA Al muumuu ` 1lIIIOIIIYi1111111.11iIra 1116r. IIIIi1N1111fi!ilii :wnarauun lar i11M111 1lllii1R3i11%Jlp pllNPe'.-° . :us .. .1.'J.....11.1..1. ■NNu::::iii:rn Ivwmnnuuw ■■N■■ ■II'I IIIwNHI11I1111 :NI!a'Il. Ii! !ii i!!!IIl MP n MISE•w.I.•iJl Y•!rs a■umi -I 11I A4u►IIIIvn111I11111111 i U'.I Iv.llltr 111111111111111111 111111111111111M In 11111111111111111111:.11...... I lllin .. 111111111:w'-' 1u.11 •"" IIIIIIIII11111II■I Ill IIIIIilll1l11Oq in.. 2 .3 .4 .5 .6 .7 .6 .6 1.0 GUTTER FLOW DEPTH - D (FEET) Los Angeles County Flood Control District 30 20 I0 • 6 5 2 m U 0 0 I- z a) IL: 0 2" GUTTER DEPRESSION II.! 1. r!1' -I1ISY1111fiilllr u1WU .2 .3 .4 .5 .6 .7 .6 .a 1.0 GUTTER FLOW DEPTH - D (FEET) NOTE: Curves between D= 0.671 and 1.0' are not from model test data and will be revised in the future when additional model test data are available. so 50 40 30 -3 10 I • 7 oc .;m 0, so C) a .I �IlliililhllL1uIllll i lilillC�llll!lill�lllingii so _llli�' ifi1111iliNWiii iliitllllllllR,Y.illiili! iII %! In . iiiiililllliil so \i ...«e .. ...... u.«i ueiii!innuwwr Naii1-1II IIIIIIINI1111111■................ il....... ■IHZII�.Ill.a L•Jlllllllll■11111111■.I.I.II. ,IINI■■ i■@DI./■Ull.i ipnllxl■lnllrnwi.nnn l"rl ill■ •1M11111ll■x111111■iOI L1 ■■■11 lII■11111111n1111111 I_ lamer 1111■■I Ynnnitl i1l1lfI1■11111111■IIII1//t-r1111111 ■f1 Y ■eIIIin*it_llil ■ ■ 1!Clillll'.1 s a 46 GUTTER DEPRESSION IMMINIIiilallll Iiinii1161W611elfm::llti■ NI 011aR■■YIf a ••N■r.11 11"1 i1J1t■ 11i111IUIIEaI!;p!11!!1lIH1l1!A" i.t.... AIINIiI •asses■■ll111illniiiiliiliaiIiil»»aei.7 L�alil - 11l11a 1111i11111911 al■ 11111111111111161111.04 ilunililniliIN(tiiI I'• IP 1u t{I r• itllrf 111/aasmuumas:u9SWWvAI:►AI: sInir.. Iiaulionnuu 11lL 3 ! i-- i11-7-larwliV 'r Riall'i iik":. `.. - vi"!.-.w..-.- K- ww.l•.:alllnini►e.•iw:leaNllsr.nnwrll _ 11 ,risF;i;1PAW!iinii■ra■! ill liil eHirliililT! W IIHSh1 ■ui.I 1;IIij i i lrn-.�ur .■w ..w nnil:mr"«.I«ui- hi iniai 1u _'0 •• niI"'..1�171L. _ - ••1 NIN 'A I IH,.I Ntl611nnhiiiiir il' ii.0 giiiii it iHil ,rir: ',i IIlP ulnnNlmlllilll 1lil1 ��flllli llll MINIMUM' .11L411 nulllwunwnmi■u , num!ni ■u1■nn_ 1 .2 .3 .4 .5 .• .7 .• .• 1.0 40 30 20 10' s • 7 5 I1IIIIIIllIiIi1IJi I ■■WIYII- BiI IN1111 :1►Nt.11IAI. • aaaY�illitiiiiiiii/iitii.11%117 ■UUluMurnuunsu p IIarvianiu:u■illpua laiani inimiimiiirmursiw.iiiannius GUTTER FLOW DEPTH-D (FEET) 4 CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE ■ .0 3 D- I O C I' GUTTER DEPRESSION '-�tlt >/�It I:1tN1.IlI1--. ,-Ip'III. "'__,_1I .-- tli/stltilCiiltntttl :INIININNIMswum' - INMICII:�::I�.:ItIL' --Y-� I.i n e... 1eeiow YllLNYlIINI hilt /ee 1LN noolowallilliunnhincomptuniiN ti1Hw1111111 1MINNEMI �' kulM lnni ;l:1ISe11111111 miw 1,,Arg airepiu If11111I iiiri1n111i10i n"11iaN;rc i-=915lflliY /rNNt�a�waria 1lvN11f111N�MILn:N! uNn7a;[]i ;tIL91_INN►7 eemuvui_i.o..1.N ktillitEMI fl!�"i'� yln'�I�1iAl 40 II1IUNIIIIIh 1I iniinii! 'III"?7�i= lilH!"1AID�'_� IHIINi '.;; ll'ui IiHll Hawn orwuorna:: WI%niiiiiiiTielliiiNiilNlNi jlil -v. !;ii11RidIi/II thNt!IfluI l IlfliliuINuI.IIi Illf iAiliPaiillml adze+lau■�w.le:xinx:lieldnlnnlnlwxl Ixylnrnut:nAux fNllllllil1NlillNNlli4i11 1; PIPTlilil:Ilo nail +a NIIIINNONaNNEIFINSININENH NH1N111N. Ill.11llll'.II LIH 1�NNNtMO0N1MNIINN111NININIO''''''''MINI (IIIIIl4: , MINI W11. NNO v tl1lllui111111 tunnwun,�IV IIIII.fiiI II IfllHAM EN II 4 w!pgepr:! 61116,111146ffignitflyA61191 1. PIE aim 111 14 7 ICLS 1111111111111110I ILIIA�1 10 50 30 20 10 9 rHiNl11!!1 / _ • u mn�la„riii r it ll .M..NN f ffiifliNs1Y111 AIjIII aiii_-_ @lY4illii 7:: .11.11..1.11111. iili uiimma....1 uII III111..IIuhln.....r1 11l'A111111'11111111111..11•, J Alllllllll'A 711111i11lPgl 11111111 llll111N1, MI11AII1111111111 Wllllll .iI It1IA Hl. 111111111111 11111111111111 Illll:.i 1 .' 1//HAlllllll1111111111111llllll11111111111111111 11111UIIl 1/■ IBA IUlNIN1111111111Pllllllln11111111111111111111111d 1H 1 .2 .3 .4 .5 .1 .7 .I .6 1.0 • 'N11111NI/ alliiiu " 6 5 3 2 GUTTER FLOW DEPTH - u (FEET) 2' GUTTER DEPRESSION .4 .5 .1 .7 ./ Al 1.0 GUTTER FLOW DEPTH - D (FEET) NOTE: Curves between D. 0:67' and 1.01 are not from model test data and will be revised in the future when additional model lest data are available. Page G-24 4/ 'GUTTER DEPRESSION .....m....w. ..w..uu�!u!�.N.1.i�:w.��y1:..w..wl I , i ; I i 1 � �- fT; E I � i!illilii.....IKi:� "I1I�lllli� . :` rAHRIF i U v 0 VA. /IMS ( NNee INIINi1111Utn UI��lw��IMA 1ANNWJYAItIHN_ .Ntll// t = ar�weimonn Nslliiiiiiiiiini•L=aiii-li9P��Kppi ,1rrII��:I:aaa.sii_is 1l��n�re�liY!Ix31�:.f,1 �• ly �.., N�OWNI1E11114 I !"ilr!lk4aip 1!I %O ll1111 / I11!11 V Q //t1//.Ntt[itiiUMl Emma Itiiii1lIl ,WB. �IIISP llll r* M1irldll1;L rig"lli%IIrn.L:I11 NI; -I Ili usl lllllllllllllllll 50 10 IIPUliff ill1W __%iI ing!llr".arilile!p;tlllllllli(mlllllllli xQliiy tIWIIIIIfi--iA lipiNi?i inumwelmoimu hi1NU111niggimho 2 ee/N1/pniOi%tlRee71111M:1 HiiiiiiYIIIttuulNLUFx1:uLY Yti:n tommin Illil/A►IYI/H rl.rn .11 tI.AIawl n Nr lrjuatirIrl1N11NN1U1SI1YNIH11NNllllllll111111111■11111NIY:11111I■/1 arnmY mnlunnunnnnnunnnmm�alum //H roar, IIIINIIIIIII AiiNtHIH UIIIIIII...`.1 Ip®N�INUI� UO ir lLlllll irimitIHiiiullWiiiiiiii111111111111nil muss INIAI/IngIN11111111Ud1N1 IIIIIIIIIIII1nU11111 UIIIH .2 .3 .4 .5 .i .7 ./ .f 1.0 .1 GUTTER FLOW DEPTH-0 (FEET) 1 CURB OPENING CATCH BASIN CAPACITIES STREET SLOPE _ .OI Loa A►igeal s ConortyPlemd ccc,trai. utxtrict_ I V d9OWON NOIlVA3 l3 o = ti s A ` C � V Q U) ' o 0 • m o ~ HEIGHT OF OPENING (h) IN FEET N 1 r , 1 I I sl ,1„f,l�r„l�,u�_rt I \\ •a m HEIGHT OF OPENING (h) IN INCHES w i► a .J\ CAPACITY PER FOOT OF LENGTH OF OP "'1""1 ""I I i b U O O O- W A 01 0) oD in (0/L) IN /CFS/FOOT I ' I ' 1 ' 1 ' 1' I' 1'1 3 / # xt O PONDED DEPTH IN TERMS OF HEIGHT OF 0 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I T ! I i I I 71 1 c N W A to in -1 t m ;Cs I '."/I 11„I , N / W A U (7) CO 0 1/1 I I „111 ' I ' I ' I 10 YEAR HYDROLOGY CALCULATION FOR AREA A San Bernardino Count. Rational Hydrology Program (Hydrology Manual Date - August 1986 ) CIVIt_CADD/CIVIL.DESIGN Engineering Software. •(c) 1990 Version 2.3 Rational Hydrology Study Dates 1.12/97 TRACT 14245 A. 110 YEAR STORM DRAIN. 1173797 'i STREET FILE NAME A 4' 43A *.******* Hvclr-ol.oav Study Control Information :k***:is**:** Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year =•• 10.00 1 hour rainfall. o - 0. 910 (In. ) Slope used for rainfall intensity curve h - 0.6000 Soil antecedent moisture condition (AMC) = ..- offffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffff+ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** - '------- AESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil grouo A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.00(3 Decimal fraction soil group D = 0.000 ' SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Too (of initial area) elevation = 96.700(Ft.) Bottom (of initial area) elevation = 92.000(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.00783 s(%)= 0.78 TC = k<0.389)*[(length^3)/(elevation change)]10.2 Initial area time of concentration = 13.256 min. Rainfall intensity = 2.252(In/Hr) for a 10,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.753 Subarea runoff = 3.901(CFS) . .)300(Ac Total initial stream area = 2 Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 92.000(Ft.) End of street segment elevation = 49.000(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 6.0(In,) Width of half street (curb to crown) = 18.0000t.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to propertv line = 7.000(Ft.) Slope from curb to propertv line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning`s N from gutter to grade break = 0.0150 Manning`s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.299(Ft.) Average velocity = 5.543(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.634(Ft.) Flow velocity = 5.54(Ft/s), Travel time = 1.01 min. TC = 16.26 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction Decimal fraction Decimal fraction Decimal fraction SCS curve number soil soil soil soil for Pervious ratio(Ao) Rainfall intensity = = group A group B group C group D = 0.000 = 1.0O0 = 0.000 = 0.000 Effective runoff coefficient used for rational method>(Q=KCIA) is C = 0.734 Subarea runoff = 9.405(CFS) for 6.800(Ac.) Total runoff = 13.306(CFS) Total area = 9.10(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 13.306(CFS) Half street flow at and of street = 6.653(CFS) Depth of flow = 0.329(Ft.) Average velocity = 5.787(Ft/s) Flow width (from curb towards crown)= 16.115(Ft.) End of comoutations, total study area = 9.10 (Ac.) The following figures may be used for a unit hydrograoh study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. 9.668(CFS) soil(AMC 2) = 56.00 0.5000 Max loss rate(Fm)= 0.367(In/Hr) 1.992(In/Hr) for a 10.0 year storm area.(total area with modified Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56.0 FOR AREA B San•Der-nardi nu County Rational Hydrology Program {Hvdroloov Manual Date - August 1.9.6) CIVILCADD/CIVILDESION Engineering Software tr_7. 1990 Rational Hydrology Study Date: 11/ 2/97 TRACT 14245 C 10 YEAR STORM DRAIN 11-3-97 C STREET FILE 1.424 C•. JL Version 2.3 ***nit**** Hydrology Study Control Information * *: ****** Rational hydrology study storm event year is 10. 0 Computed rainfall intensity: Storm year = 1 hour- rainfall p '0.910 i In.. Slope used for rainfall intensity curve b = 0.6000 00 Soil antecedent moisture condition ..(AMC) •= 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= V 367(In/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 78.000(Ft.) Bottom (of initial area) elevation = 47.500(Ft.) Difference in elevation = 30.500(Ft.) Slope = 0.05083 s(%)= 5.08 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.120 min. Rainfall intensity = 2.818(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.783 Subarea runoff = 8.383(CFS) Total initial stream area = 3.800(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In /Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 6 000 Top of street segment elevation = 47.500(Ft.) End of street segment elevation = 27.000(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown(v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.919(CFS) Depth of flow = 0.3091Ft.) Average velocity = 5.718(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.100(Ft.) Flow velocity = 5.72(Ft/s) Travel time = 1.34 min. TC = 10.46 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.00 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.595(In/Hr) for a 10.0 vear storm Effective runoff coefficient used for area.(total area with modified rational method)(Q=KCIA) is,C = 0.773 Subarea runoff = 3.851(CFS) for 2.300(Ac.> Total runoff = 12.234(CFS) Total area F 6.10(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 12.234(CFS) Half street flow at endof street = '6.117(CFS) Depth of flow = 0.319(Ft.) Average velocity = 5.807(Ft/s) Flow width (from curb towards crown)= 9.627(Ft.) End of computations, total study area = 6.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effectiW area effects caused by confluences in the rational equation. Area averaqed pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56.0 FOR AREA C San Bernardino County Rational Hvdrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 11/ 2/97 TRACT 14245 E 10 YEAR STORM . 11-3-97 , JL E STREET FILE-14245E ********* Hydrology Study Control Information ********** s Rational hydrology study storm event vear is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall p = 0.910(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 -h-F..i_..W..h •i--I--l.. �....F. _F• -1--h ••F•-l--F•-h-F..i.. -i- •i-•i••-W -F• -W-F. _W..I--F•-W •i--W -1••-M-F• -I--W.q.. _W-W-f••-F•-I--W •i- •i.. _I- •i--I--I_..}..{. �....W-W•+•-I--W •i--F•-W-t--W-F•-1--h••l--W ••h•-W Process from Point/Station 1.000 to Point/Station 1 :.00i-a **** INITIAL AREA EVALUATION **** RESIDENTIAL (5 - 7 dwl /acre) Deci.mal fraction soi.1. group -A =_ 0.000 Decimal fraction soi 1 group B = 1.000 Decimal. fraction soil group C = 0.000 Decimal -traction soil group to - i_y.c:aia�a aCS curve number for soil (AMC 2) _= 56.00 Pervious ratio(Ap) = 0.5000 Maxloss rate(Fm) 0. 367(In/Hr) Initial subarea data: Initial area flew distance = 700.000(Ft. ) Top (of i.ni.tial area) elevation = 97.000(Ft.) Bottom (of initial area) elevation = 78.000(I=t. ) Difference in elevation = 19.000(F=t. ) Slope = 0.02714 s (%) = 2.71 TC = k: (0.389) *E (Length''•:) / (elevation change) 1'••0.;_ Initial area time of concentration = 10.997 min. Rainfall intensity -• 2 .519(In/Hr-) for a 10.0 year storm Effective runoff . coefficient. used for area (t KCIA) is C = 0.769 Subarea runoff = .... 098 (CF"S) Total initial stream area = 1 . 600 (Ac , ) Pervious area fraction = 0.500 Initial. area Fm value = Via, 367(In/Hr) -F•-I--!•• ••h •i- •i••-I--h-h •i- -l--1- •i--h -h-l- -t• •i--F•-I--h -h-F•-i•• -I- ••l--h -h -h -F• •i--h i-•i--h -h -h •i--h -h •i--F• •r-t- -1--h -h •i-••h-h-l--h -i•• •i-••t•-i--l-•.t-..h-h •i--h •i••-!••-h-h -i- -I-•i--(- F`r•oces s from Point/Station )2.000 to Point/Stati.on I .000 * * * STREET FLOW TRAVEL TIME 1- SUBAREA FLOW ADDITION * * * * Top of street segment elevation = 78.000(Ft. ) End of street segment elevation "- 36. 00c_; (Ft. ) Length of street. segment = 860.. 000 (Ft. ) Height of curb above gutter" f 1 owl i ne - 6. 0 (I. n. ) Width of ha].•t= street (c:urb to crown) -- 18.000(Ft. ) Distance from crown to crossf al l grade break - 16. 000 (Ft. ) Slope from gutter to oracle break (v/h) = 0.020 Slope from grade break to crown (v/h:) --• 0.020 Street flow i.s.on [:2_l side(s) of the.. street Distance from curb to property. lute -- 7. 000 (Ft. ) Slope from curb to property line (v/h ) = 0.020 Gutter width = ?. 000 (Ft. ) Gutter hike from flowli.ne = 2.000(T.n. ) Mannino's N in cutter = 0.01.: Manning s N from gutter to oracle break =. 0.0150 Mannino's N from grade break to crown =• 0.0150 Estimated mean flow rate at midpoint of street -- 9„ 1.02 (CFS ) Death of flow = 0.289(Ft. ) Average velocity = S.819(Ft/s) Street -flow hydraulics at midpoint of street travel: Half•street flow width = 8.095(Ft.) Flow velocity - 5.82(Ft/s) Travel time = 2.46 min. TC = 13.46 min. Adding area flow to street RESIDENTIAL (5 - •/ dwl /acre) Decimal fraction soi. 1 group A = 0. 000 Decimal f rac.t.i. on soi ]. or"ol.lp B = 1.000 Decimal fraction soil group C.: - 0.000 Decimal fraction soil. group D = 0.000 SCS(AMC2)56.00 �.�C..:� curve number -t•c�r" soil(AMC Pervious rati.o(Ap) •-• 0.5000 Max loss rate(Fm)=: o.36•(:[r-t/Hr) Rainfall intensity -- 2.231 (Irt/Hr) for a 10.0 year storm Effective runoff coc'•Ff i. c:i. ent used for area. (total. area with modified rational method) (Q=:l<::tl:f1) is C = 0.752 Subarea runoff = 98: (C[=S) for 6.200(Fac_. ) Total runoff = 1.3.086(CFS) tots]. .area = 7.80(Ac.. ) Area averaged Fm value = 0 6 (In/Hr = 13. 086 (CFS) Street �r 7. �.-, a•.s ._.t t e_ n cl c:; •i• street Half street flow at end of street •-•• 6. 54• (CFS) Depth of flow = 0. _. 1. (Ft. ) Average ve].oc.a.t\% = 6.. it97 (Ft:/c'.$) Flow width (from curb towards crown . ,_ T (i` i. End of computations, total study area •:: 7.80 (Ac. ) The following f].c;ures may be used ;- o r" a unit I-t v c_l r- o r_t r-' a r:; n study of t_ h e•.a same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rata.ona]. equation. Area averat:5t:c:l pervious area •f'r ccti on (Ao) :-.: 0.500 Area averaged •EC::3 Curve number" = 56.. 0 ������ ������0 San Bernardino County Rational Hvdro1ogv Prouran (Hydrology Manual Date - August 1986> CIVILCADD/CIVILDESIGN Engineering Software. (c) 1990 Version 2.3 Rational Hydrology Study Date: 11/ 3/97 ''- -------------------------- TRACT 14244 B 10 YEAR STORM. 11-3-97 BOTTOM OF 14244 A STREET T FILE - 1 s4 4•4B, *:<******* Hvclr-ol.ogv Study Control Information *:*.*******;l: Rational hydrology study.storm event year- is 10.0 Computed rainfall intensity: Storm year -- 10.00 1 hour rainfall o 0. 910 (in. ) Slope used for rainfall i ntensi tv curve b = 0. 000 Soil antece,dent moisture condition (AMC) = -�- -!• -F• ••I--h-F• •i...•F. _I--I--I....h..F...i- _F•-F•-I_ _�....i- •i--h• •i--l--I--F•-I-••F• -h ^t--F•-i--h •i-^I- •i-•i--F•-f^ -h ••F•-h-h -F•-F•-I-•i-^F• _F...F• -h -h •i--I-,-F• -i-^F•-t-••l--h-F•-F--h-{--h-F•-1-•t•-h-F•-h Process from Point/Station 1.000 to Point/Station 52.000 *..** INITIAL AREA EVALUATION **14 RESIDENlTIAL. (5 - dual/acre) Decimal fraction soil group A == 0.000 Decimal 'fraction soilgroup B = 1.000 Decimal fraction soil group C = 0„ ooi_r Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.: 67(in/Hr-) Initial subarea data: Initial area flow. distance = 600.000(Ft. Top (of initial area) elevation = 62.000(Ft. ) Bottom (of initial area) elevation = 56.7i_i0(Ft ..) Difference in elevation = 5. 3OU (Ft „ Slope = o.iyc=a;:e3 s(1)_= 0;8£3 TC _= 1•:: (0.: 89) *E (1ei-rott•i.: ) J (elevati.nn chanoe)a.:..c.a.2 Initial area time of concentration = 12.942 min. Rai.nfal). intensity ' _- 2.284(I.n/Hr) for a 10.0 year storm Effective runoff coefficient used for area (i:=}::CIA) is C = 0.755 Subarea runoff = 5. 177 (CFS) Total initial stream area - 7..000(Ac.)) Pervious area fraction -- 0.500 Initial area Fm value •- 0.367(In/Hr) -w+.{•.-r-�--�--w •i-a-••r-r -F•-r•-r-r+-w-w+-r+-w •�--r+-r-i--r •t•i--r++++-t••�--w-r-r+-r-r••w+•+•a-+•a-_}•-r-r-r-r•�--r•-r-r-w ••w+-�••+-w++-r++-!.. Process from Faint/Station 52.000 to Point/Station55.{iC;i.r * * * * STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION : * * :r Top o+ street segment elevation T '56. 700 (Ft. ) End o+ street segment elevation -- 55. 000 (Ft . ) Length of street segment = 420. 000 (Ft. ) Height of curb above gutter f 1 owl. i ne -- 6. 0 (In. ) Width of half street (curb to crown) = 18.000(Ft. ) Distance from crown to cr•ossf al i grade break = 16. 000 (Ft.. ) Slope from gutter to grade break (v/hz) =- 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2 3 side(s) of the street Distance from curb to property line _- 7. 000 (Ft . ) Slope from curb to property line (v/hz) =- O.020 Gutter width = '. 000 (Ft . ) Gutter hike from flow1ine = 2.'000(In.) Manning's N in gutter = 0.0130 Mannino' s N from gutter- to grade break: = 0.0150 Manning'ss N from c,rade break: to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7. 59 ' (CFS) Depth of flow = 0.96 (Ft . ) Average velocity .= 1..962 (Ft.!_>) `itr-eetf l ow hydraulics at midpoint of street travel: Half=_;treat flow width = 1 446(Ft.) Flow velocity =- i..96(Ft/ ) Travel time = 3.57 min. TO = 16.51 min. Adding area flow to street. RESIDE=NTIA,L-(5 - 7 dwl/ac:.r-•e) Deci. mal fraction soil group A = 0.000 Dec:i.mal fraction soil group 8 _= 1.000 Decimal fraction soi 1 group C = 0.000 iDer_imal fraction soil. group 8 = 0.000 30,8 curve number for soil(AMC MC ) -- 56. 00 Pervious r atio((p) =0.5000 Max loss rate(Fn l = _.-r7 (1n / H r) Rainfall intensity = 1.974(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area. (total area with modified rational. method) (Q!=KCIF•i) is C = 0.733 Subarea runoff = 3.21.1 (C S) for ,•„ 80O (t'-1c:. ) Total runoff = 8.388 (OFS) Total area = 5. 80 (tic:. Area averaged Fm Value = 0.:1:,7(. n/ • r... ) Street flow at end of street. = 8.388(CFS) Half street f 1. ow at end of street =-: 4. 194 (CFS )) Depth o+ f 1 ow = 0. ?08 (F=t.. ) Average vent. oc:i. t.Y = • 1 .. C:''s'7 ( Ft / s) Flow width (from curb towards crown )= 14 046 (F ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station /52.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.800(Ac.) Runoff from this stream = 8.388(CFS) Time of concentration = 16.51 min. Rainfall intensity = 1.974(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ip5. 000 ^ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 53.000 to Point/Station 54.000 **** INITIAL AREA EVALUATION **** ' RESIDENTIAL(5 - 7 dwl/acre) --� Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCG curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: ' Initial area flow distance = 600.000(Ft.) ' Top (of initial area) elevation = 86.000(Ft.) Bottom (of initial area) elevation = 64.000(Ft.) Difference in elevation = 22.000(Ft.) Slope = 0.03667 s(%)= 3.67 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.735 min. Rainfall intensity = 2.710(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.778 Subarea runoff = 3.795(CF8) Total initial stream area = 1.8000c.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 55.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ---------- __________________________________________________ Top of street segment elevation = 64.000(Ft.) End of street segment elevation = 55.000(Ft.) Length of street segment = 320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's Nfrom grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.166(CFS) Depth of flow = 0.265(Ft.) Average velocity = 4.281(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.904(Ft.) Flow velocity = 4.28(Ft/s) Travel time = 1.25 min. TC = 10.98 min. Adding area flow to street . RESIDENTIAL(5 - 7 dwl/acre) ' Decimal fraction soil group A = 0.008 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve numberfor soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.521(In/Hr) for a 10.0 vear storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.769 Subarea runoff = 2.214(CFS) for 1.300(Ac.) Total runoff = 6.009(CFS) Total area = 3.10(Ac,) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 6.009(CFS) Half street flow at end of street = 3.005(CFS) Depth of flow = 0.277(Ft.) Average velocity = 4.348(Ft/s) Flow width (from curb towards crown)= 7.513(Ft.) -!-•i- i- i- i--h ••h -h •i--h-h i- -h -F -I--h •h ••h i••-I- •d--h ••h -h •h-1-i- •hi --I--!•• i•-{--f••-h -h •i- •1- i--h _}. •.!- -h •+• i- -h.+. _h..h.+..•h..h -h ••{--h •i•• i--h i- i-i-•+• i--I--h i- -h +-h •4• Process from Point/Station. 54. 000 to Point/Station 55. 000 * * . 1c CONFLUENCE OF MINOR STREAMS * * * #, Along Main Stream number: 1 in normal stream mule{'- i_ Stream flow area = :. 100 (Ac. ) Runoff from this stream •= 6.009(CFS) Time of concentration = 10.98 min. Rainfall intensity = 2.521(In/Hr) Area aver -aged loss rate (Fm) = 0.3670 (In /Hr ) Area averaged Pervious ratio (Ap) = 0.5000 yc 0 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.388 16.51 1.974 6.009 10.98 2.521 O!max (1) = Qmex (2) _ 1.000 * 0..746 * 1.340 * 1.000 * 1.000 * 1.000 * 0.665 * 1...t_00 * 8.388) + , 6.009) -{- �.. 8.:8H) -h 6. 009) ..h = 12.871 1....488 Total of 2 streams to con•f l uence: Flow rates before confluence point: 8. _?i88 6.009 9 Maximum flow rates at confluence using above data: 12.871 13.488 Area of streams before confluence: 5.800 . . 1. (-i(.j Effective area values' after confluence: 8.900 • 6.958 Results of confluence: Total flew rate = 1 3. 488 (CFI') Time of concentration = • 10.981 min. Effective stream. area after •confluence -_ 6.958(Ac. ) Study area average' P e rv ic u e fraction(Ap) :0.500 'Study area average soil loss rate(Fm) = 0.367(In/i--k-) Sturdy area total. (this main stream) = 8.90(Ac.) End of computations.totalstudy area. =8.90 (.Ac. ) The f ol. 1 owi. ni_, f i our -es may be used for a unit h drograbh study of the dame area. Note: These •f i gI..lr"cs do not. consider reduced effective area effects caused) by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 )0 • Area averaged SOS Curve number = 56.0 ��V��� �= ���� San Bernardino County Rational Hydrology Progran (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software. (c) 1990 Version 2.3 Rational Hydrology Study Date: 11/ 3/97 TRACT 14244 M 10-YEAR STORM DRAIN .11-097 MIDDLE OF 14244, � A STREET, FILE-14244M,J.L. [100,5] ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall p = 0.910(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervi .us ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation— 49.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.02000 s(%)= 2.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.348 min. Rainfall intensity = 2.472(In/Hr) for a 10.0 vear storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.766 Subarea runoff = 6.251(CFS) Total initial stream area = 3.300(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 64,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 49.000(Ft.) ----- End of street segment elevation = 48.000(Ft.) Length of street segment = 80.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street ' Distance from curb to property line = 7.0000t.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.440(CFS) Depth of flow = 0.319(Ft.) Average velocity = 3.073(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.599(Ft.) Flow velocity = 3.07(Ft/s) Travel time = 0.43 min. TC = 11.78 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 ' SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) - 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.417(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,<total area with modified rational method>(Q=KCIA) is C = 0.763 Subarea runoff = 0.205(CFS) for 0.200(Ac.) Total runoff = 6.456(CFS) Total area = 3.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 6.456(CFS) Half street flow at end of street = 3.228(CFS) Depth of flow = 0.319(Ft.) Average velocity = 3.074(Ft/s) Flow width (from curb towards crown)= 9.610(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/St +ion 62.000 to Point/Station 64.000 **** CONFLUENCEOF MINOR STREAMS **** _ Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.500(Ac.) Runoff from this stream = 6.456(CFS) Time of concentration 11.78 min. Rainfall intensity = 2.417(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) =0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � � Process from Point/Station 63.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 6ml/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 58.000(Ft.) Bottom (of initial area) elevation = 48.000(Ft.) Difference in elevation = 10.000(Ft~) ^ Slope = 0.02000 s(%)= 2.00 ' TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.217 min. Rainfall intensity = 2.632(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.775 Subarea runoff = 5.301(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) -r-r•i--r-r-�-+-�--r.i..i_.}..�-••r-r+• ••r-r a--r •+•-t-•�r+• •i--t--i_.�...+•-f--ra--�-•�--r ••r+•a--r-r -F-�- •�-i--r•i- •�-+..i_ _t_.i--r-r-f•-r-r••r-r-r-r-f•-r _r..r.�_..F..�...+•-r ••r Process from Point/Station 63.000 to Point/Station 64.000 * * * * CONFLUENCE OF MINOR STREAMS * * Al one Main Stream number: 1 in normal stream number" Stream flow area = 2. 600 (Ac . ) Runoff from this stream =• 5.301(CFS) Time of concentration = 10. 2 min. Rainfall intensity --• 2.6 2(:En/Hr) Area averaged loss rate (Fm) = 0.36 0(In/Hr-) Area averaoed Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 6.456 11.78 2.417 D:ma; (1) = Qmax (2) = 5.301 10.22 2.632 1,000 *: 0.905 * 1.105 * 1.000 * 1.000 1.000 * 0.867 * 1..000 * 6.456) -r 5.301) +• = 6.456) + 5.301) + = 11.253 11.489 Total of 2 streams to confluence: Flow rates before confluence point: 6.456 5.301 Maximum flow rates at confluence usi. no above data: 11.253 11.489 Area of streams before confluence: . Soo•. ' .._. 600 Effective area values after confluence: 6.100 5.635 •_.i Results of confluence Total flow rate -- 11.489(CFS) Time of concentration = 1.0.217 Min. Effective stream area after confluence -- 5. 635 (Ac. ) Study area average Pervious _ fraction(Ap) 0.500 Study carE; a average soil loss rate (Fm) == 0. 36% (In/Hr ) S t uc:l v area total. (this main stream) --• 6 . 1. 0 (A c:: „ End of compu.tat.i.one, total study area = 6.10 (Ac. ) The following figures may be used for. a unit hvdlroir..apiha study of •the same area. Note: These figures do not consider reduced effective area L effects caused a.;,:f r_••c;i-;-f•l.s_.srrices in the ratioryeil. equation. Area averaged• pervious area fraction(Ap) 0.500 Area averaged SCS curve number = 56.0 ^ �� �^n�d��� 8�^ ��K� ������ �� San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 11/ 3/97 _ TRACT 14244 T - 10- YEAR STORM TOP OF 14244, 11-4-97 A AND B STREET, FILE 14244T , [100,5] ********* Hydrology Study Control Information ****$***** Rational hydrology study storm event year is Computed rainfall intensity: Storm year = 10.00 1 hour rainfall p = Slope used for rainfall intensity curve b = Soil antecedent moisture condition (AMC) = 2 10.0 0.910(In.) . 0.6000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station '12.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 57.000(Ft.) Bottom (of initial area) elevation = 43.000(Ft.) Difference in elevation = 14.000(Ft.) Slope = 0.02333 s(%)= 2.33 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.657 min. Rainfall intensity = 2.567(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.771 Subarea runoff = 5.741(CFS) Total initial stream area = 2.900(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station rI3 000 ***$ STREET FLOW TRAVEL TIME +SUBAREA FLOW ADDITION **** Top of street segment elevation = 43.000(Ft.) End of street segment elevation = 21.500(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.0000t.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 9.898(CFS) Depth of flow = 0.310(Ft.) Average velocity = 5.135(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.150(Ft.) Flow velocity = 5.13(Ft/s) Travel time = 1.95 min. TC = 12.60 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 ` Decimal fraction soil group C = 0.000 ^ Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.321(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.758 Subarea runoff = 6.744(CFS) for 4.200(Ac.) Total runoff = 12.485(CFS) Total area = 7.10(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 12,485(CFS) Half street flow at end of street = 6.242(CFS) Depth of flow = 0.332(Ft.) Average velocity = 5.303(Ft/s) Flow width (from curb towards crown)= 10.249(Ft.) ` a- -r •�- -r •+• a-+-�- +-r •i- •�- -r -f• -r +• -F -r -f • -r + -r •r +..r ..F• -h-r + •i- -r• •�- -r -r -r •�- + •+• +..r •+• .�•• -r + -}...r •�- -r ..r. •�_ -r -f • -N •t -i- ••�- •�- +-r -r a- •�- -H -r -w ..�--ti...a- + -f• Process from Point/Station 12.000 to Point/Station = . 000 * * * : CONFLUENCE OF MINOR STREAMS * * * Along Main Stream number; 1 in normal stream number i. Stream floe area = 7. 100(Ac. ) Runoff from this stream 12.48L9 (CFS) Time of concentration == 12.60 min. Rainfall intensity = 2.321 (In/Hr) Area averaged loss rate (Fm) _ 0.3670(In/Hr-) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 15.000 **** INITIAL AREA EVALUATION **** ` RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area> elevation = 36.000(Ft.) Bottom (of initial area) elevation = 31.50(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00750 s(%)= 0.75 TC = k(0.389)*[(length^3)/(elevation change)]^0-2 Initial area time of concentration = 13.372 min. Rainfall intensity = 2.240(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA)is C = 0.753 Subarea runoff = 3.708(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station �3,000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ' Top of street segment elevation = 31.500(Ft.) End of street segment elevation = 21.500(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from 'lowline = 2.000(In.) Manning`s N in gutter = 0.0130 Manning`s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.225(CFS) Depth of flow = 0.270(Ft.) Average velocity = 4.065(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.184(Ft.) Flow velocity = 4.06(Ft/s) Travel time = 1.64 min. TC = 15.01 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for suil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity - 2.090(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.742 Subarea runoff = 2.493(CFS) for 1.800(Ac.) Total runoff = 6.201(CFS) Total area = 4.00(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 6.201(CFS) Half street flow at end of street = 3.101(CFS) Depth of flow = 0.284(Ft.) Average velocity = 4.140(Ft/s) Flow width (from curb towards crown)= 7,8B8(Ft.) -h i--t• i- •9-• -t•i- -h i--h •i„ i- -!- ••h -h i--h ••i--hi--h i--l-i- i-i--I-•9- i--h -h i- -1--h -h -t• -I--l--h ••h i-i--h ••1--h i--h i- i-„I- i-i- -I- i•• i-i- •9--h -I-i- i--h •4•-I--t•-I--l- -h i- Process from Point/Station h.5.000 to Point/Station 13.000 #:*** CONFLUENCE OF MINOR STREAMS *:y :* Al onc-i Mai n Stream number: 1 Yi n normal stream number 2 Stream -flow area =•• 4.000(Ac. ) Runoff from this stream =_ 6.201. (CF'S) Time of concentration = 1.5.01. min. Rainffal.l. intensity 2..090(In/Hr) Area averaged loss rate (Fm) = O.:` 670 ( In/Hr.) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TO No. (CFS) (min) 1. 12.485 12,60 6.201 15.01 Qmax (1) -- &max (::) = 1.000 * 1.134 4• * 0.882 * 1.000 * 1.000 * 0.840 1,000 *:: 1..t_j00 ' Rainfall Intensity (In/Hr) 2.321 2.090 12,485) +• 6.201) + _. :I.8 . _ 9(2 12.485) y 6.201) -I- =1..1 . 209 Total of 2 streams to confluence: Flow rates be -fore Confluence point: 12.485 6.201 Maximum -Flow rates at confluence using above data: 18.390 17.209 Area of streams before confluence: ? lift 4.000 ..1.__ Effective area values after confluence: 10.458 11.100 Results of confluence: = E 8„ •_. a 90 t Total flow rate [-; :;((... F .'_� . Time of concentration •„•• 12.604 min., Effective stream c'E:efterconfluence = I:.45u(Ac. ) Study _ac; area = \_:e -.r :icus = r� _:c o r((� 7) - St.l.!dy area average. soil •Loos •rate (I-•m) -- 0. i6.y. (In/Hr") St.:t..tt_Iy area t.ot.a). (this main stream) =- • 1.1..1.0(Ac..) End of computations,.total study area = 11.10 (Ac:. ) The following figures may be used for. a unit hydreacr"aph study of the same area. Note: These figures do not consider reduced effective area effects c_au ec:i . be confluences in the rational equation. Area averaged pervious area i:r act.7. on (Ap) =0. 500 Area averaged CS curve number =56.0 . AREA 6 San Bernardino County Rational Hydrology Program (Hydrology Manual Date - Auoust 1986) CIVILCAI)D/CIVILDESIGN Engineering Software, (c) 1990 Version 2._ Rational Hydrology Study Date: 11/ 3/97 ------------------------------------------------------------------------ TRACT 14243 10 YEAR STORM DRAIN J.L. 11-4-97. WILLOW DR. E100.5] FILE-14243 ********* Hydrology Study Control information ****** *** Rational hydrology Study storm event year is 10.0 Computed rainfall intensity: Storm year = 10.00 1 hour rainfall p = 0.910(in.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 " ^ ++++++++++++++++++++++++++++++++++4+++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 51.000(Ft.) Bottom (of initial area) elevation = 32.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.03167 s(%)= 3.17 TC = k(0.389)*[(length^3)/(elevation chanoe>1^0.2 Initial area time of concentration = 10.025 min. Rainfall intensitv = 2.662(In/Hr) for a 0.367<In/Hr) 10.0 vear storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.776 Subarea runoff = 7.231(CFS) Total initial stream area = 3.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Prpcess from Point/Station 21.000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** -- Top of street segment elevation = 32.000(Ft.) End of street segment elevation = 10.000(Ft.> Length of street segment - 950.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown tocrossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning`s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.626(CFS) Depth of flow = 0.405(Ft.) Average velocity = 4.759(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.912(Ft.) Flow velocity = 4.76(Ft/s) Travel time = 3.33 min. TC = 13.35 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.242(In/Hr) for a 10.0 year storm Effective runoffcoefficient used for area. (total area with modified rational method)(Q=KCIA) is C = 0.753 ' Subarea runoff = 18.923(CFS) for 12.000(Ac.) Total runoff = 26.154(CFS) Total area = 15.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 26.154(CFS) Half street flow at end of street = 13.077(CFS) Depth of flow = 0.442(Ft.) Average velocity = 5.019(Ft/s) Flow width (from curb towards crown)= 15,7450t.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.500(Ac.) Runoff from this stream = 26.154(CFS) Time of concentration = 13.35 min. Rainfall intensity = 2.242(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ..i....i....l--}• -h-F..�....}...}...h..}...}...}. _I_.h _}• -h -I...t__h .}. i.-I-.•I_ _}..}. _}. _t•-h-I--h -l...a--t••-}•-h-l--h.l...}...}...y....l--i....l..-I--F•-1....1...h _�•._}...}..•f••-h-1-•t-F...t•-}•-l--I--h-I--F• •q-•i--1- i-+ Process s from Point/Station 23.000 to Point/Station **** INITIAL AREA EVALUATION **** 24.000 RESIDENTI. L (5 - 7 dwl /acre) .Decimal fraction soi.l group A = 0.000 Decimal fraction soil croup is = 1..000 Decimal fraction soil group G --• 0.000. s Decimal fraction soil group r) = 0.000 SC:) curve number for soil(AMC 2) -•- 56.00 Pervious rati. o (FMp) = 0.5000 Max loss recte (Frn) = 0. 367 (In/Hr- ) Ini.t.i.al subarea data: Initial area flow distance .= 600.000(Ft. ) rc (of ini.t.i.al area) elevation = ti .0 aia(Ft. ) Bottom (of initial area) elevation = 1 7.000(Ft. ) Difference in elevation. = 18.000(Ft. ) Slope == 0. 0 ,00 - s r%) W • ,. 00 TC = k: (0.3 9) 3is (].enoth•:..3) / (e].eva.ti.on c:.Ftanae) ]' 0.2 Initial area time c:f concentration =• 10.134 min. •Rai.nfall intensity = .645(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q='•KCIA) is C = 0.775 Subarea runoff --• 9.227(C.:F S) Total initi.al stream area = 4.500((c. ) Pervious area fraction :-• ('a. (:ii-a initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 17.000(Ft.) End of street segment elevation = 10.000(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2,000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12./13(CFS) Depth of flow = 0.394(Ft.) Average velocity = 3.323(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.364(Ft.) Flow velocity = 3.32(Ft/s) Travel time = 3.01 min. TC - 13.14 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = n6.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.66/(In/Hr) Rainfall intensity= 2.263(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational methpd)(Q=KCIA) is C = 0.754 Subarea runoff = 4,255(CFS) for 3.400(Ac.) Total runoff = 13.482(CFS) Total area = 7.90(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 13.482(CFS) Half street flow at end of street = 6.741(CFS) Depth of flow = 0.401(Ft.) Average velocity = 3.358(Ft/s) Flow width (from curb towards crown)= 13.714(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 22,000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.900(Ac.) Runoff from this stream = 13.482(CFS) Time of concentration = 13.14 min. Rainfall intensity = 2.263(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 26.154 13.35 2.242 2 13.482 13.14 2.263 Qmax(1) = Qmax(2) = 1.000 * 0.989 * 1.011 * 1.000 * 1.000 * 1.000 * 0.984 * 1.000 * 26.154) + 13.482) + = 26.154) + 13.482> + = 39.484 39.519 Total of 2 streams to confluence: Flow rates before confluence point: 26,154 13.482 Maximum flow rates at confluence using above data: 39.484 39,519 Area of streams before confluence: 15.500 7.900 Effective area values after confluence: 23.400 23.157 Results of confluence. - Total flow rate = 39.519(CFS) Time of concentration = 13.143 min. Effective stream area after confluence = 23.157(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.36/(In/Hr) Study area total (this main stream) - 23.40(Ac.) End of computations, total study area = 23.40 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56.0 100 YEAR HYDROLOGY CALCULATION 100 YEAR HYDROLOGY CALCULATION FOR AREA A •_, ptdl• Ei ::'. !" 'Y ti. rC:i 1. rl t.l County Rational E-,YC:1 r" C:; . i? 1..1 `; Program (HvdroJ.c:;asv Manual Date -- August• 1986) CIV]:LCADD/c::IJ1:LDE._aIBl\l Engineering' ]J'Y"UarE.cr: 1990 'Version •2. 3 Ri117ial•1yarclr-:SlAav Date •a1.2 : Y. '1 F:F,CT:1. 4-24•5 t• 100 YEAR STORM A STREET FILE. NAME 14.21.3( a * •4**:**:* Hvdrolt'_c v Study. Control' In.fr_,rrnation ; ' ''**:***.1;;. Rational hydrology study storm. event year is 1.00. (.s C:r:;njt..tted r, i.r'tf.=tll i.nt'ensity Storm vcar := tt";t';,, t:i;ti 1 ht:at_tr r'iinf t1. 7.•ra 1 . 'i40 (Irt. 31 ope used for. i ritr n i. tv r.:urve•b = 0.6000. Soil antecedent' mc:ii. t_;tc.tre r_-ondi ti. cyn (AMC) :-- offffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffffff+ Process from Point/Station 1.000 to Point/Station 2.000 *M INITIAL AREA EVALUATION **** --------------------- ______________________ R�SIDENTIAL(5 — 7 dwl/acre) Decimal fraction soil grouo A= 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil groupC = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Too (of initial area) elevation = 96.700(Ft.) Bottom (of initial area) elevation = 92.000(Ft.) Difference in elevation = 4.700(Ft.) Slope = 0.00783 s(%)= 0.78 TC = k(O.389)*[(length^3)/(elevation change)]^8.2 Initial area time of concentration = 13.256 min. Rainfall intensity = 3.315(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 6.103(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.500 � Initial area Fm value = 0.367(In/Hr) +++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 92.000(Ft.) End of street segment elevation= 49.000(Ft.) Length of street segment = 1000.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break' = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning`s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.126(CFS) Depth of flow = 0.420(Ft.) Average velocity = 6.632(Ft/s) Streetflow hvdraulics at midpoint of street travel: Halfstreet flow width = 14.677(Ft.) Flow velocitv = 6.63(Ft/s) Travel time = 2.51 min. TC = 15.77 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 ' Decimal fraction soil group D = 0.000 SC5 curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.987(In/Hr) for a 100.0 vear storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.789 Subarea runoff = 15.359(CFS) for 6.800(Ac.) Total runoff = 21.462(CFS)Total area = 9.10(Ac.) Area averaged Fm value= 0.367(In/Hr) Street flow at end of street = 21.462(CFS) Half street flow at end of street = 21.462(CFS) Depth of flow = 0.467(Ft.) Average velocity = /.090(Ft/s) Flow width (from curb towards crown)= 17.031(Ft.) End of computations, total studv area = 9.10 (Ac.) The following figures mav be used for a unit hydrograph studv of the same area. Note: These figures do not consider reduced effective area effects caused bv confluences in the rational eouation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56.0 ��� ������ �� ~ ���«� v��w~^� �� San Bernardino County Rational Hvdrolooy Proqram (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software. (c) 1990 Rational Hydrology Study Date: 11/ 2/97 TRACT 14245 C 100 YEAR STORM . 11-3-97 C STREET FILE 14245C , JL Version 2.3 ********* Hydrology Studv Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall p = 1,340(In.) Slope used for rainfall intensity curve b=' 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 — 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 ` Pervious ratio(Ap)= 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 78.000(Ft.) Bottom (of initial area) elevation = 47.500(Ft.) Difference in elevation = 30.500(Ft.) ^ Slope = 0.05083 s(%)= 5.08 TC = k(0.389)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 9.120 min. Rainfall intensity = 4.150(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 12.937(CFS) Total initial stream area = 3.800(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station n.000 to Point/Station 6.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 47.500(Ft.) End of street segment elevation = 27.000(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) � Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning`s N in gutter = 0.0130 Manning's N from 'gutter to grade break = 0.0150 � Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.852(CFS) Depth of flow = 0.351(Ft.) Average velocity = 6.088(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.213(Ft.) Flow velocity = 6.09(Ft/s) Travel time = 1.26 min. TC = 10.38 min. Adding area flow to street RESIDENTIAL(5 — 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = ,56.00 Pervious ratio(AP) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensitv = 3.840(In/Hr) for a 100.0 vear storm � Effective runoff coefficient used for area,(total area with modified: rational method)(D=KCIA) is C = 0.814 Subarea runoff = 6.129(CFS) for 2.300(Ac.) Total runoff = 19.066(CFS) Total area = 6.10(Ac.) � Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 19.066(CFS) Half street flow at end of street = 9.533(CFS) Depth of flow = 0.364(Ft.) Average velocity = 6.210(Ft/s) Flow width (from curb towards crown)= 11.868(Ft.) End of computations, total study area = 6.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. � Note: These figures do not consider reduced effective area effects caused by confluences in the'rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56.0 r=R AREA C tan Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 11/ 2/97 ________________________________________________________________________ TRACT 14245 E 100YEAR STORM . 11-3-97 , JL E STREET FILE-14245E ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall p = 1.3400n.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= Initial subarea data: Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 97.000(Ft.) Bottom (of initial area) elevation = 78.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.02714 s(%)= 2.71 TC = k(0.389)*[(length^3)/(elevation change>3^0.2 Initial area time of concentration = 10.997 min. Rainfall intensity = 3.709(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0,811 Subarea runoff = 4.812(CFS) Total initial stream area = 1.600(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** /3.000 Top of street segment elevation = 78.000(Ft.) End of street segment elevation = 36.000(Ft.) � Length of street segment - 860.000(Ft.) � Height of durb above gutter flowline = 6.0(In.) � Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning`s N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning`s N from grade break to crown = 0.0150 � Estimated mean flow rate at midpoint of street = 14.136(CFS) � Depth of flow = 0.329(Ft.) � Average velocity = 6.164(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.100(Ft.) Flow velocity = 6.16(Ft/s) Travel time = 2.33 min. TO = 13.32 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 � Decimal fraction soil group B = 1.000 � Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SOS curve number for soil(AMC 2) = 56.00 Per�ious ratio(A ) 0 5000 M l t (F ) 0 367(I /H ) | v p = ax oss ra e m = n r .�. ^~.~ ..^^~.. ' ..~... .. ^ ^ `. ' ..~~' `^ '.. ' � Rainfall intensity = 3.306(In/Hr) for a 100.0 vear storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.800 � Subarea runoff = 15.817(CFS) for 6.200(Ac.) Total runoff = 20.629(CFS) Total area = 7.80(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 20.629(CFS) Half street flow at and of street = 10.315(CFS) Depth of flow = 0.368(Ft.) Average velocity = 6.536(Ft/s) Flow width (from curb towards crown)= 12.0480t,) End of computations, total study area = 7.80 (Ac.) � The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SOS curve number = 56.0 ��� � �� ���� �����«� U� San Bernardino County Rational Hydrology Prograir, (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESI8N Engineering Software. (c) 1990 Version 2.+ Rational Hydrology Study Date: 11/ 3/97 TRACT 14244 B 100-YEAR STORM, 11-3-97 BOTTOM OF 14244 �A STREET FILE-14244B [100,5] J.L. ___ --------- _________________________________________________________ ********* Hydrology Study Control Information Rational hydrology study storm event vear is 100.0 Computed rainfall intensity: Storm year = i00.00 1 hour rainfall p = 1.340(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 52.000 **** INITIAL AREA EVALUATION **** _________________ ____________________________________________________ RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 56.700(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.00883 s(%)= 0.88 TC = k(0.389)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration = 12.942 min. � Rainfall intensity = 3.364(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.802 Subarea runoff = 8.091(CFS) Total initial stream area = 3.000(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station . 52.000 to Point/Station 55.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** -' Top of street segment elevation = 56.700(Ft.) End of street segment elevation = 55.000(Ft.) Length of street segment = 420.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break�(v/hz) = 0.020 ( Slope from grade break to crown v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 � Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) ` Manning's N in gutter = 0.0130 � Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 11.867(CFS) Depth of flow = 0.453(Ft.) Average velocity - 2.131(Ft/s) � Streetflow hydraulics at midpoint of street travel: � Halfstreet flow width = 16.300(Ft.) Flow velocity = 2.13(Ft/s) Travel time = 3.28 min. TC = 16.23 min, Adding area flow to street � RESIDENTIAL(5 - 7 dwl/acre) � Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 2.937(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.788 Subarea runoff = 5.304(unw) tor 2.800(Ac.) Total runoff = 13.415(CFS) Total area = 5,800c.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 13.415(CFS) Half street flow at end of street = 6.7070FS) � Depth of flow = 0.470(Ft.) Average velocity = 2.1%(Ft/s) Flow width (from curb towards crown)= 17.163(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 52.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.800(Ac.) Runoff from this stream = 13.415(CFS) Time of concentration = 16.23 min. Rainfall intensity = 2.937(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 ++++++++++++++++++++++++++++++++++++++++++++++++++++li++o+P+++++++++++ Process from Point/Station 53.000 to Point/Station 54.00 **** INITIAL AREA EVALUATION **** ______________ RESIDENTIAL(5 - 7 dwl/acre> Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 86.000(Ft.) Bottom (of initial area) elevation = 64.000(Ft.) Difference in elevation = 22.000(Ft.) Slope = 0.03667 s(%)= 3.67 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.735 min. � Rainfall intensity = 3.990(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.817 Subarea runoff = 5.869(CFS) Total initial stream area - 1.800(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station 55.000 *$** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** ___________________________________ ________ __________________ ---------- Top of street segment elevation = 64.000(Ft.) End of street segment elevation = 55.000(Ft.) Length of street segment = 320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0,020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7,000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning`s N in gutter = 0.0130 Manning`s N from gutter to grade break Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.989(CFS) Depth of flow = 0.301(Ft.) Average velocity = 4.495(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.729(Ft.) Flow velocity = 4.49(Ft/s) Travel time = 1.19 min. TC - 10.92 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D SCS curve number Pervious Rainfall Effective runoff for tio(A ra ) = p intensity = = 0.000 = 1.0O0 = 0.000 = 0.000 = 0.0150 2) = 56.00 ' 0.5000 Max loss rate(Fm)= 3.724(In/Hr) for a 100.0 year storm coefficient used for area,<total area with modified soil(AMC rational method)(Q-KCIA) is C = 0.811 Subarea runoff = 3.497(CFS) for Total runoff = 9.366(CFS) |otal Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 9.366(CFS) Half street flow at end of street = 4.683(CFS) Depth of flow - 0.316(Ft.) Average velocity = 4.589(Ft/s) Flow width (from curb towards crown)= 1.300(Ac. ) area = 3.10(Ac.) 9.454(Ft.) 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 54.000 to Point/Station _65.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.100(Ac.) Runoff from this stream 9.366(CFS) Time of concentration = 10.92 min. Rainfall intensity = 3.724(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 13.415 16.23 2.937 2 9.366 10.92 3.724 Qmax(1) = 1.000 * O.765 * Qmax(2) = 1.000 * 13.415) + 1.000 * 9.366) + = ?0.584 1.306 * 0.673 * 13.415) + 1.000 * 1.000 * 9.366) + = 21.162 Total of 2 streams to confluence: Flow rates before confluence point: 13.415 9.366 Maximum flow rates at confluence using above data: 20.584 21.162 Area of streams before confluence: 5.800 3.100 Effective area values after confluence: ' 8.900 7.004 Results of confluence: Total flow 'ate= 21.162(CFS) Time of concentration = 10.922 min. Efiective stream area after confluence = 7.004(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.367(In/Hr) Study area total (this main stream) = 8.900c.) End of computations, total study area = 8.90 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) - 0.500 Area averaged SCS curve number - n6.0 FOK AREA e San Bernardino County Rational Hydrology Program (Hydrology Manual Date - August 1986) CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.3 Rational Hydrology Study Date: 11/ 3/97 _ TRACT 14244 M 100-YEAR STORM , 11-4-97 MIDDLE OF 14244, A STREET, FILE-14244M,J.L. [100,5] ********* Hydrology Study Control Information ********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall p = 1.340(In.) Slope used for rainfall intensity curve b = 0.6000 Soil antecedent moisture condition (AMC) = 2 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 62.000 **** INITIAL AREA EVALUATION **** ----------------------------- RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 49.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.02000 s(%)= 2.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.348 min. ( ' Rainfall intensity = 3.640(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.809 Subarea runoff = 9.720(CFS) Total initial stream area = 3.300(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 64.000 **** STREETFLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 49.000(Ft,) End of street segment elevation = 48.000(Ft.) Length of street segment = 80.000(Ft.)� Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) � Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flomline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.014(CFS) � Depth of flow = 0.363(Ft.> Average velocity = 3.284(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 1t.823(Ft.) Flow velocity = 3.28(Ft/s) Travel time = 0.41 min. TC = 11.75 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.00O SCS curve number for soil(AMC 2) = 56.00 ' ^ Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)- 0.367(In/Hr) � Rainfall intensity = 3.564(In/Hr) for a 100.0 year storm � Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.807 Subarea runoff = 0.350(CFS) for 0.200(Ac.) Total runoff = 10.069(CFS) Total area = 3.500c.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 10.069(CFS) Half street flow at end of street = 5.035(CFS) Depth of flow = 0.364(Ft.) Average velocity = 3.287(Ft/s) Flow width (from curb towards crown)= 11.853(Ft.) Process• from Point/Station . 62.000'to•Point/Station 64.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream Humber 1 Stream flow area = 3.500(AE.) Runoff from this stream = 10.069(CFS) Time of concentration = 11.75 min. Rainfall intensity = 3.564(In/Hr) » eeea averaged loss rate (Fm) _ 0.3670(In/Hr) Area averaged Hervious©ratio (Ap) = 0.5000 . ©. < ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station 64.000 **** INITIAL AREA EVALUATION **** ------------------------------------------------------ RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 8CS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 58.000(Ft.) Bottom (of initial area) elevation = 48.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.02000 s(%)= 2.00 TC = k(0.389)*[(length^3)/(elevation change)]^0^2 Initial area time of concentration = 10.217 min. Rainfall intensity = 3.876(In/Hr) for a 100.0 year storm � Effective runoff coefficient used for area (Q=KCIA) is C = 0.815 Subarea runoff = 8.211(CFS) � Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 63.000 to Point/Station � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.600(Ac.) Runoff from this stream = 8.211(CFS) Time of concentration = 10.22 min. Rainfall intensity = 3.876(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 10.069 11.75 3.564 2 8.211 10.22 3.876 Qmax(1) = Qmax(2) = 1.000 * 0.911 * 1.098 * 1.000 * 1.00(} * 1.000 * 0.869 * 1.000 * 10.069) + 8.211) + = 17.550 10.O69> + 8.211> + = 17.820 Total of 2 streams to confluence: Flow rates before confluence point: 10.069 8.211 Maximum flow rates at confluence using above data: 17.550 1/.820 Area of streams before confluence: ` 3.500 2.600 Effective area values after confluence: 6.100 5.642 Results of confluence: Total flow rate = 17.820(CFS) Time of concentration = 10.217 min. Effective stream area after confluence = 5.642(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.367(In/Hr) Study area total (this main stream) = 6.10(Ac.) End of computations, total study area = 6.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area caused b confluences in the rational equation effects caus y con . Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56.0 4 000 FOR AREA F San Bernardino County •Ra'ti anal Hydrology Prooran (Hydro! ooy Manual Date - Augu t: 1986) CIVIL-CADD/C:EVILDESIGN Engineering Software, (c) 1990 Version 2.3 . Rational Hydrology t ud Date„ 1. 1. / 3/97 TRACT 14244 T 100-YEAR i0--YEAi STORM TOP OF 14244, 1.174-_97 A AND B STREET FILE 14244T , E:100.. 5l **:****.It* Hydrology Study Control Information********** Rational hydrology study storm event year is 100.0 Computed rainfall intensity: Storm year = 100.00 1 hour rainfall n - 1 . - 40 (1n. ) Slope used for rainfall intensity curve b -•• 0.6000 )00 Soil antecedent moisture condition (AMC) ,_ _�.. _;...}...}. _{.. -4- ••h-1--I-••l--F•-1^ •i- _}...}..�_ -1.. _;....F• -I--F• -I....h _}. i_.a.. _i• a••-}..i--F� -h i--F•-i-..}...I- ••h-�_..}. _}..}...}. -h .i--i-_!- -h -h-F•-h-h-{--I- _h a...•h•-F•-h -F• •i--F• ••h-h -F• •i_-:-_h •+•-F• Process from !='oi. ntiSitatf. on '1 1 . o(ic:i to Point/Station **** INITIAL AREA EVALUATION **:** rj.2 000 RESIDENTIAL (5 - 7 dwl /acre) Decimal fraction soil group (a == 0.000 Decimal fraction soi.L or.oup Ec = 1.000 Dec..`mal. fraction Soil. croup C ._• 0. 0l,i(•i• Decimal fraction soil.group D = 0.000 8L8 curve number for soil. (F;N1C 2) •-- 56„00 Pervious ratio(Ftp) = 0.5000 Max loss rate(Fm)= 0.367(IniHr-) Initial subarea data: Initial area float distance = 600.000(Ft. ) Top (of initial area) elevation =- 57.000(Ft. ) Bottom (of initial are}a)• elevation = 43.000(Ft. ) Difference in el.eva•ti.on :-• 14.000(Ft. ) Slope -- 0.02337: c(%)== .33 TO = k (0.: f3Y) fit: (l.encith`''3) i (elevati.on chance ,) l`•'•O.2 -lniti.al. area time of concentration =• 10.657 min. Rainfall intensity = 3.77 9(In/Hr-) for a 100.0 year storm Effective runoff coefficient used for area (0=K01A) is. C = 0.813 Subarea runoff = S.907(OFB) Total. initial. -stream area = 2.900(A.c. ) Pervious area •Frwac_:ti.c:in _. 0.500 Init.i.a1. area Fni value - 0.36(In/t-lr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station '12.000 to Point/Station �3.000 *$** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 43.000(Ft.) End of street segment elevation = 21.500(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Di.stance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 15.356(CFS) Depth of flow = 0.353(Ft.) Average velocity = 5.473(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.297(Ft.) Flow velocity = 5.47(Ft/s) Travel time = 1.83 min. TC = 12.48 min. Adding area flow to street RESIDENTIAL(5 _ 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.437(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(totai area with modified rational method)(Q-KCIA) is C = 0.804 Subarea runoff = 10.712(CFS) for 4.200(Ac.) Total runoff = 19.618(CFS) Total area = Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 19.618(CFS) Half street flow at end of street = 9.809(CFS) Depth of flow = 0.379(Ft.) Average velocity = 5.697(Ft/s) Flow width (from curb towards crown)= 12.629(Ft.) 7.10(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS ***", Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.100(Ac.) Runoff from this stream = 19.618(CFS) Time of concentration = 12.48 min. Rainfall intensity = 3.437(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 q3.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 75.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 — 7 dwl/acre) Decimal fraction soil group A =O.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(zn/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 36.000(Ft.) Bottom (of initial area) elevation = 31.500(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00750 s(%)= 0.75 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.372 min. Rainfall intensity = 3.298(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 5.804(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) IV ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 13.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 31.500(Ft.) End of street segment elevation = 21.500(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.00n.> Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb t t line 7 000(Ft ) n e r m r o property ne = . . Slope from curb to property line (y/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.1780FS) Depth of flow = 0.309(Ft.) Average velocity = 4.283(Ft/s) Streetf1ow hydraulics at midpoint of street travel: Halfstreet flow width = 9.100(Ft.) Flow velocity = 4.28(Ft/s) Travel time = 1156 min. TC = 14.93 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 � Decimal fraction soil group C = 0.000 Decimal fraction soil group D - 0.000 SCS curve number for soil(AMC 2) = 56.00 � Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) � Rainfall intensity = 3.087(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.793 / . � Subarea runoff = 3.989(CFS) for 1,800(Ac.) Total runoff = 9.793(CFS) Total area = 4.00(Ac.) Area averaged Fm value - 0.367(In/Hr) Street flow at end of street = 9.793(CFS) Half street flow at end of street = 4.897(CFS) Depth of flow = 0.326(Ft.) Average velocity = 4.390(Ft/s) Flow width (from curb towards crown)= 9.944(Ft.) -- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 113.000 $*** CONFLUENCE OF MINOR STREAMS **** _ Along Main Stream number: i in normal stream number 2 Stream flow area = 4.000(Ac.) Runoff from this stream = 9.793(CFS) Time of concentration = 14.93 min. Rainfall intensity = 3.087(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 19.618 12.48 2 9.793 14.93 Qmax(1) = Qmax(2) = 1.000 * 1.129 * 1.000 * 0.836 * Rainfall Intensity <In/Hr) 3.437 3.087 19.618) + 9.793> + = 0.886 * 1.000 * 19.618> + 1.000 * 1.000 * 9.793> + = 28.860 27.176 Total of 2 streams to confluence: Flow rates before confluence point: 19.618 9.793 Maximum flow rates at confluence using above data: 28.860 27.176 Area of streams before confluence: 7.100 4,00 Effective area values after confluence: 10.445 11.100 Results of confluence: ' Total flow rate = 28.860(CFS) Time of concentration = 12.484 min. Effective stream area after confluence = 10.4450c.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = 0.36/(In/Hr) Study area total (this main stream) = 11.100c.) End of computations, total study area = 11.10 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56.0 FM AREA U San Bernardino r _ ..i ....' -y Program .�.tr� 1::;esr..r��ir..c::, 7. r_�c:; County Rational Hydrology , (Hydreal.ocy Manual Date - (ii.1gust. 1986) CIVILCADDfCIVlt_.DESII3N..l Engineering Scrt•taaarE. (c.) 1990 Version 2.3 Rational' Hydrology Study Dater, 1.1.! . 9' TRACT 14243 i.00 - YEF R STORM a. L_. 11--4- 7, WILLOW DR. E100,53 FILE 14243 * *X(*X:*X( Hydrology Study Control in -formation <**:**:***** Rational hydrology study storm event year is 100. r0 Computed rainfall intensity„ Storm year = 100.00 1 hour rainfall p = 1. 34c_; ( In. ) Slope used for rainfall intensity c:ur-ve is = 0,6000 Soil antecedent moisture concli ti on (AMC) =• ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 21.000 **** INITIAL AREA EVALUATION **** RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 51.000(Ft,) Bottom (of initial area) elevation = 32.000(Ft.) Difference in elevation = 19.000(A.) Slope = 0.03167 s(%)= 3.17 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.025 min. Rainfall intensity = 3.921(In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.816 Subarea runoff = 11.194(CFS) � Total initial stream area = 3.500(Ac.) Pervious area fraction = 0.500 � Initial area Fm vale = 0.367(In/Hr) ++++++++++++++++++++++++++++++++++++/+o+++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 32.000(Ft.) �- End of street segment elevation = 10.000(Ft.) Length of street segment = 950.000(Ft.) Height of curb above gutter flowline = 6.0(In.) b� Width of half street (curto crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter ,= 0.0130 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street - 30.3830FS) Depth of flow= 0.462(Ft.) Average velocity = 5.166(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.774(Ft.) Flow velocity = 5.17(Ft/s) Travel time = 3.06 min. TC = 13.09 min. Adding area flow to street RESIDENTIAL(5 -`7 dwliacre) � Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Rainfall intensity = 3.341(In/Hr) for a 100.0 year storm � Effective runoff coefficient used for area, (total area with modified rational method)(Q=KCIA) is C = 0.801 Subarea runoff = 30.290(CFS) for 12.000(Ac.) Total runoff = 41.483(CF8) Total area = 15.50(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 41.483(CFS) Half street flow at end of street = 20.742(CFS) . � Depth of flow = 0.510(Ft.) ^ Average velocity = 5.465(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.52(Ft.) Flow width (from curb towards crown)= 18.000(Ft.) ." ^ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 21.000 to Point/Station 22.600 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 15.500(Ac.) Runoff from this stream = 41.483(CFS) Time of concentration = 13.09 min. Rainfall intensity = 3.341(In/Hr) Area averaged loss rate (Fm) = 0.3670(In/Hr) Area averaged Pervious ratio (Ap) = 0.5000 'p ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station 24.000 *�** INITIAL AREA EVALUATION **** __________________________ -------------------- Decimal fraction soil group A = 0.000 � Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) Initial subarea data: Initial area flow distance = 600.000(Ft.) � Top (of initial area) elevation = 35.000(Ft.) Bottom (of initial area) elevation = 17.000(Ft.) Difference in elevation = 18.000(Ft.) Slope = 0.03000 s(%)= 3.00 TC = k(0.389)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.134 min. � Rainfall intensity = 3.895(In/Hr) for a 100.0 year storm � Effective runoff coefficient used for area (Q=KCIA) is C = 0.815 Subarea runoff = 14.289(CFS)' Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.500 Initial area Fm value = 0.367(In/Hr) ° ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24"000 to Point/Station 22.000 **** GTREET FLOWTRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 17.000(Ft.) End of street segment elevation = 10.00000> Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 18.000(Ft.) Distance from crown to crossfall grade break = 16.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020_ Slope from grade break to crown (v/hz) = 0.020 Street flow is on C23 side(s) of the street Distance from curb to property line = 7.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0130 Mannin ' N f gutter t d break 0 015O g s from gu er o grade rea = . Manning`s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 19.687(CFS) Depth of flow = 0.450(Ft.) Average velocity = 3.603(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.142(Ft.) Flow velocity = 3.60(Ft/s) Travel time = 2.78 min. TC= 12.91 min. Adding area flow to street RESIDENTIAL(5 - 7 dwl/acre) Decimal fraction soil group A = 0.000 � Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 � Decimal fraction soil group D = 0.000 SCS curve number for soil(AMC 2) = 56.00 Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.367(In/Hr) ,Rainfall intensity = 3.369(In/Hr) for a 100.0 year storm � Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.802 Subarea runoff = 7.052(CFS) for 3.400(Ac.) Total runoff = 21.341(CFS) Total area = /.90(Ac.) Area averaged Fm value = 0.367(In/Hr) Street flow at end of street = 21.341(CFS) Half street flow at end of street = 10.671(CFS) Depth of flow = 0.461(Ft.) Average velocity = 3.659(Ft/s) Flow width (from curb towards crown)= 16.701(Ft.) .1! , ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 22.'0- **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.900(Ac.) Runoff from this stream = 21.341(CFS) Time of concentration = 12.91 min. Rainfall intensity - 3.369(In/Hr) Area averaged loss rate (Fm) = 0.36704In/Hrk Area averaged Pervious ratio (Ap) = 0.5000 Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 41.483 13.09 2 21.341 12.91 Qmax(1) = Qmax(2) = 1.000 * 0.991 * 1.009 * 1.0O0 * 1.000 * 1.000 * 0.986 * 1.000 * Rainfall Intensi (In/Hr) 3.341 3.369 41.483) + 21.341) + = 41.483) + 21.341} + = y 62.626 62.637 Total of 2 streams toconfluence: Flow rates before confluence point: 41.483 21.341 Maximum flow rates at confluence using above data: 62.626 62.637 Area of streams before confluence: 15.500 7.90O Effective area values after confluence: 23.400 23.187 Results of confluence: Total flow rate = 62.637(CFS) Time of concentration= 12.910 min. Effective stream area after confluence = 23.187(Ac.) Study area average Pervious fraction(Ap) = 0.500 Study area average soil loss rate(Fm) = , 0.367(In/Hr) Study area total (this main stream) = 23.40(Ac.) End of computations, total study area = 23.40 (Ac.) The following figures bay be used for a unit hydrograph study of the same area, Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation. Area averaged pervious area fraction(Ap) = 0.500 Area averaged SCS curve number = 56,0 rp ' 4 i f -07) TJ )'a I tti X S p i4