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HomeMy WebLinkAboutHydrology & Hydraulic Rpt 10/11/90RANPAC ENGINEERING CORPORATION TRACT NO. 23064-3 REDHAWK PHASE T23064-3 10 & 1.00 YEAR Hydrology & Hydraulic Report I I Wr RIV CO. DEPT -ANSPORTATION pre=azed bv: Jim W. r"�,?, _ng Design E-crineeZ Reviewed bv• K- CAL' 7", 7 JF cAec=r1E=?i_'NG -OCT 5t 'in?iUti DISTRIt, _��MSIUN SECTION 27447 Enterprise Circle West • Temecula, CA 92390 USA • TEL 714 676-7000 • FAX 714 676-8527 I 1 I I I TABLE OF CONTENTS [. HYDROLOGY REPORT RIVERSIDE COUNTY RATIONAL METHOD HYDROLOGY REF. MATERIALS INSTRUCTIONS AND DESIGN CHAR - BASIN #100 HYDROLOGY CALCULATION - 10 YEAR - 100 YEAR 100 yR (1NT&RIM Cot4c7j wl o 23o(o¢ - * BASIN #200 HYDROLOGY CALCULATION - 10 YEAR - 100 YEAR * BASIN #300 HYDROLOGY CALCULATION - 10 YEAR —100 YEAR [N-Cc-►zIM GOND. (v41TX10UT 23064-F) * BASIN #400 HYDROLOGY CALCULATION•. - 10 YEAR - 100 YEAR II. HYDRAULIC REPORT * HYDRAULIC GRADE LINES - LINE' °A° - LINE °B° - LINE "C" (w rtwTe E - LINE "0" * CATCH BASIN SIZING (NTCt2tM C01`40) * DESIGN CHARTS III. HYDROLOGY MAP5CULTIM11te c INTERIM Gotdo) KEFE-RrctyCE OWG. (AD 15q) e2 Z 11 11 I S-L:B.?ccT: I R = NPAC e. A:.c COR, ^_ RA -ON OF dRE-DESIGN MEETING TRACT 23063 ;,aril 25, '-990 Riverside Court? decd Ccrtrcl .,is_rzc= Coen Couwencerg/F'-ood Control Dale ALnderscn/Flood Control Mike Ca'-1/RANPAC Richard Valdez/RANPAC Rave^ 3agnig:^.i/R?.NPAC IA. CONDITIONS OF APPROVAL-RCFC LETTER 6/22/88 C.O.A. 1 - Pechanaa Creek Breakout 1 r =d Lot= was consulted regarding RCFC's objectives when writin, -his condition. Mr. Lotz stated that 3CFC was - y_ng ::) balance the additional rinoff flews =-Vm Red;awc -act 23054 1 -e e, by eliminating �:e 1S0 CFS breakout Pech arca k. Mr. Couwenberg stated that a written agreement frcm the 2?urdv ownership_ agreeing to our diversion/tom e..^.trat,on cou-m rep lace the requirement of comainrag Zne or=_acout Pechanga Creek. Ranpac is to provide an exhibit fr__ R71, Z) 159 shcwing assoc-'a-ea alignment, size and extent of drainage imtrovements with the upcoming supplemental assessment for RVAD 159. C.O.A. +'r2 - GOLF COURSE DRAINAGEAAYS Lots adjacent to the golf course need to be elevated and protected from the 100 -Year Sto z event. Flocd Co r.(-oi will rte ent-•r rescons_ble need documentation regarding -_4 co -f course et_. ) for .=..aint=_.^.anca of drainag_o,. ays. co-,mercia'_ , C.o.A. t3 - Drainage Easements rn Standard RCFC recli-ements include the dedication of saideace v_ ' easements where drainage `_acil__-es are OG3ted outside has recent!,./ adc-t'--c road rig..^.t-of-way. The Road Department ' 2 min- nun a requirement that all drainage easements be a .in- feet wide. We should also use the RCFC cra-t _a •iniJ. -e easement width. Flood Control or that ^:e easement l contained within one let and not straddle the of line. ltemnse Circe West • Temecsia. CA 9Z390 USA • TEL 714 676-7000 =.•�X 4 676.85?; 3 z� I I 4 y l C) 1�7� fill_ �o te ra,-a a Easee^ts Lot ^rai^aS _.�_•"--- .: .5 6 o - -- - C.OA.S,`_`-S'_D^ and 100 -Year '_Op-•"-ar ^low Derth - Standa"d ?CFC ?eT1__?7e.n.:s 7 - E`SERGQTCY DRAINAGE ESCAPE Emergency escape routes are needed to prevent house :aflooding,They don't necessarily need to be lined unless they are on e steep slope. flood Control will allow grouted rip -rap in lieu of corer=_te lining. Emergency escapes need to be designed for Q10 or higher since catch basins never clog 100%. �- C.O.A.# a and 9 - concentration/Diversion Easements and 01 n� es=c- Standard RCFC Requirements C.O.A.4 to - Erosion 'Protection dor projects graded during rainy season (October -April, temporary erosion control measures will need to be des_cr.ec and constructed. ' C.O.A.$ 11 - Unobstructed Aate=-ways Standard RCFC Requirement C.O.A.# 12 - Existiza 41ood Plains Although there are no mapped floodplains within Tract 23064 is advisable to contact A=y Corps and ?ish and Game =_ determine their requirements_: any. DISCHARGE TO MIIRDY 'B. The storm drain outlet at the northwest corner of Tract 23064 outlet onto the Murdv property. Red'-awk «ill construct an enerc_ dissipator (preferably a St. Anthcny 'Palls tvpe) and a wide rip ra apron to spread the flow before entering ML•rdV's propertySed aw and Murdy are currently negotiating the details of improvement Pro along their common property line.^ a formal` written per= c Acreement will be obtained and will ,rovide for 'heir acceptance that Redhawk try to get drainace flow. Mr. Ccuwenberg asked the recorded drainage easement at this location. -- t:^.is ease-.er. be obtained we will need od Control aga_-. to meet with flo cannot I I 4 y C, ,2CY STREET fee a1 --e eas_a= -_ce e mats s :c:: =r =csed Roy 5 along ' ten=a=_•: _ - -'700 CFS) _n=_ act 2306.. A major V ra_nacewav (Q.00 _ _ V �T ROY Str_et thus rete 'ring _nsta_lat_cn 0. a lane a'_'_gn�e.^.t o' t e _ esu'_ t -no dra_nace c-'IVer1: _. we can size =.e culver so 1: 131, ustream -water sur'_ace elevation does not increase mor'- t -at o" -• might be 0.3.) =1ocd Control wi'-1 not _ecu:re easements __ ponding. Drainage easements will be needed for p;_s The drainage the road of -Of The u-strea= -'_proveme^.ts ou=side o: fight- Y• watershed should be considered fully^developed. D. DESIGN CRT-_ERIA Th e_ re was some discussion about the criteria for catch basin rceoticn.- Mr., Anderson indicated that he would need to do some research and ca.'_ us back on Monday, April 30, 1990- _n a subsecl:ent tele?hone conversation with him we were given the following criteria: - small amounts 0: Q10 flow by are permissible as long as -_ is ke?- tract of - 100°s of Q.o needs to be packed -up at the Tract bcu-da= We should review the Assessment Dist^ ct Eec-2 calculations =o: drainage t:hrouc:: the got` course, and use similar rcuc nness values. R. Michael C� Coen Couwenberg -z,u AC ENGINEER.NG CORRORAT_T_ON =L000 CONTROL DT -STRICT Meeting Attendees John Ochsner/WW DEAN 6 aSSOCT_:,TES David christian/,;W DEAN y ASSOC_A=S s 5 � HYDROLOGY REPORT i 27447 Enterprise Circle West ' Temecula, CA 92390 USA TEL 714 676-7000 FAX 714 676-8527 Formerly Rancho Pacific Engineering Corporation RANPAC ' M. ENGINEERING CORPORATION Land Planning, Civil Engineering' Surveying � HYDROLOGY REPORT i 27447 Enterprise Circle West ' Temecula, CA 92390 USA TEL 714 676-7000 FAX 714 676-8527 Formerly Rancho Pacific Engineering Corporation I I U . I -% T Cl T I I I I ,s 7 ' VICIN] 7y MAP _ SAN � PERRIS JACINTO s � HE.HET O R] 11 AL9ERHILL ,I u E SUN WINCHESTER ��•^ CITY D F ' E T9 � ELSIN9INORE r1 ISLAKE SKINK Im - 1 �' 1 I_i 1 t I 1 /. F ]NiJRR.tCTA k,,p� _ . �•+ — �! RLittiLGriO L1i_1FORfVt�lSr-- v.IL l•.xE — spm ex � vim, _ � i � � - GLR.A^' �� Jl-► � � .. F1 _ .I CAMP -`f-PROJECT _ _ PENDLETON L 1„ -- — -- SITE ___ O 9/4MAI NBC 6 909 SCALE ' ,J• Id MILE //FALJ- � �. � PALA IS O'NCILL LAxC U yJ� 1 PAUMA 4P/ VALLEY �..� KACOR \ DEVELOPMENT COMPANY ' W.O. 79-298 1-� -roe a3o���3 �g ' =tiSTRi.C:'=NS J.'\ RA-I:ZtzkL MCT{)Co VVD.R.^iWvi (Based on the Rational Yor=ala, Q - Ca) 1'. Cn =am of drainage area, draw drainage system and block off subareas _ibutarf to _. _ete_^_.:.e the initial time of concentration, ^.", usi.^.g Plate D-3. The '_._tial area should be less than 10 acres, have a flow path of less than 1,000 feet, and be the moat upstream subarea. 3. Cs_.g the t=.e of concentration, determine "Z", intercity of rain- ' fall in inches per hour, from the appropriate Intensity-duraticn came for the particular area under study. For arena where atan- dard carves are available, use Plates D-4.1 and D-4.2 to reproduce t:.e standard carve. For areas where ca--ves have not been published 1 lr� the District, use Plates D-4.3 through 0-4.7 to develop a suit- able intensity -duration curve. 4. _etermi.ne "C", the coefficient of runoff, using the runoff coeffi- ' cient cure which corresponds as closely as possible with the soil, cover type and development of the drainage area. Standard c_�.rres (Plates D-5.1 through D-5.4) have been developed by the District the common case of urban landscaping type cover. Where these _ cur -,res are not applicable, curves may be developed using Plates 0-5.5 through D-5.8. rS. tete--mine ".1", the area of the subarea in acres. 6. Capute Q - CZA for the subarea. 7. `!easure the length of flow to the point of inflow of the next sub- area downstream. Determine the velocity of flow in this reach for ' .:e peak Q in the type of conveyance being considered (na= ral -hannel, street, pipe, or open channel), using the tabling aids on Plates 0-6 through 0-9. Csi.g the reach length and velocity determined above, compute the travel time, and add this time to the time of concentration for the :revious subarea to determine a new time of concentration. S. Calculate Q for the new subarea, using steps 3 through 6 and the new time of concentration. Determine "go", the peak Q for all sub- areas tributary to the system to this point by adding Q for the mew subarea to the summation of Q for all upstream subareas. Deter- -'ae the time of concentration for the next subarea downstream using Stec 7. Continue tabling downstream in similar fashion until a junction with a lateral drain is reached. R C F C 0 W C D RATIONAL METHOD HYDROLOGY MANUAL INSTRUCTIONS PLATE 0-1 0 of 2 I I I I I I I I F I 9. Star__ at the upprs and of the lateral and table its Q down to the Junction with the tain line, usi..g the -e=hods cu-mlied ih the pravioua steps. 10. Cotputs the peak Q at the j•anct'_on. :At QA, :'A, IA correspond to the=+_*uyy area with the longer `•tee of ctncentrat_ n, and Q3, �3, I3 cc_^-espord to the tri!utary area with the charter ti --a of conc=trat'_ci and Q -P, Tp ccr_esperd to the peak Q and tine of concentration. a. L the tiil-utarf areas have the same ti=e of concentrations, the tri.-utart Q's are added directly to obtain the combined peak Q. QP-. - QA + QB Tp • TA - TS b. I_ the tr'_.`utary areas have different tiles of concentration, the smaller of the tr:ihutaiy Q's must be corrected as follows: (1) The usual case is where the t_-ibutazy area with the Lon- ger time y.ccncentraticm has the larger Q. In this case, the smaller Q is car_ected by a ratio of the intensi`-les and added to the larger Q to obtain the combined peak Q. The tabling is then continued downstream using the longer time of concentration. QP QA + QB A TP TA 13 (2) In some cases, the tributary area with the shorter time cf concentration has the larger Q. Ln this case, the smaller Q is cer_ected by a ratio of the times of concen- tration and added to the larger Q to obtain the combined Peak Q. The tabling is then continued downsteam using the shorter time of concentration. QP . QB + QA T9 TP P 3 A RCFC & WCD HYDROLOGY MANUAL PLATE D -I (2 of 2 ) ) 2 // 1 L *00 900 800 700 600 c 400 350 a 300 720 250 200 M .e —lco 90 80 70 60 E 50 CL 0 0 0 35 a S 30 25 c �6 e 20 19 18 17 16 e 15 14 13 12 8 II 0 m 9 E ~ 8 7 6 5 LIMiT:.11CNS. I. Maximum length = 1000' 2. Maximum crea ■ 10 Acres a b H .- o v 00300z00100 so5e5��0SOeO300eK t—a undevelooedGoad Cover2Undeveloped1.0e L- 4 RCFC A WCD HYDROLOGY MANUAL Undeveloped0 / Poor Cover c � 2 0 Single Family 50o (1/4 Acte) c r, Tc S � 1R r1 18 —I —_ 19 20 C 0 ° e 25 3 KEY u L -ti Tc -K -Tc' o 30 • EXAMPLE: E (1)L=550', H=5.O,K=Single Family(1/4Ac.) 35 Development , Te = 12.6 min. (2) L=550', H =5.0, K= Commercial 40 Development , Tc = 9.7 min. Referenct: DiDI{ogrophy hear No. 35. TIME OF CONCENTRATION FOR INITIAL SUBAREA PLATE D-3 13 l;- I 1 1 I I 1 I 1 1 I 1 1 rC _--7jZ11 IZ^rQt$ �UITJ. C.L I-:Z�; /1:� NSLItia '- lc,- mclz [z'-LL:-rA,-1`.,-1 ll� AE_i. I Vii_ �Cin,T 2n. .2p I I 1 I 1 1 I 1 1 rC _--7jZ11 IZ^rQt$ �UITJ. C.L I-:Z�; /1:� NSLItia '- lc,- mclz [z'-LL:-rA,-1`.,-1 ll� AE_i. I Vii_ �Cin,T 2n. .2p �t� �:��.r. �-J-Cr��-i �1..`-�'1 I'�:�;� GL��•��� �� �I �: .c: „��� IG r1�.`1.. �.:.� �"�__ I 1 I 1 1 I 1 1 rC _--7jZ11 IZ^rQt$ �UITJ. C.L I-:Z�; /1:� NSLItia '- lc,- mclz [z'-LL:-rA,-1`.,-1 ll� AE_i. I Vii_ �Cin,T 2n. .2p i 1�yl. Ool 3ro,vrl - 16 1. N� f1s'� is / o ` 71 VI 4 5 Ice 0 .8 FA 0 .5 A .3 2 6 0 PLATE D-5.3 IGJl r �Ya�S-�IR!�-1• �ri- si �v ►s��sr:sr�7 � •rr��•rae►�aa /Sr7M�l- r�o�� MIN rtaca�v� WWW ANRVANOV, MINE —W lWNNlWMW,AIlM==l INGEMME• /s—vMW �ssv�MINEEM remlr.WA rralV •tlffmMF In---- iIrat7 It_F NOW � e NINE mo®-- - - • • • - I • arrrrrrrra®�v�®a- aWNWIMME _�® - WvAMMON ■EMMMI ��� �o iNU �� MMMENMI MINN NINFLUMMIN 1/YE r i/t,MMINE! 'v ® • - • • IW r� IWMW RUNOFFIN • SOIL GROUP-C • TYPE -URBAN ••- AMC -12 RUNOFF INDEX NUMBER 69) is-�osa e 4 5 Ice 0 .8 FA 0 .5 A .3 2 6 0 PLATE D-5.3 IGJl = m m m m m R/W /. MIN. m m alp m m m m m m m m m 60 4({0' L Y/N. ENT MPAP C /{ PER FOOT SL OPT A. � i %4, PIN f00 A. i O/NF I / -.t� I /.L% R/W /:IMAM :11W' AWSECOURSE• SECTION NB" � wrry Sw "ce --I - Riw XF 60' ►{I 40/ IN MIN f M/NSLOAV. I,`•� /CAIY[IYENr /,j r[wncr CV"V SECTION "A" COAWWW rMl' jW" W a WAW S""" MW ZWMWAW ar SOIL rW.. rwmwAw,wAe*wwmwz Rsw*rcp#cm .. AU aW&AWV W"W M ff rYM A- 6, UNLESS O7RfRwsE sAEC/rwo. SEE STD. N0.212 FOR A.C. DIKE DETAIL BASIN #100 Hydrology Calculation L I NE "A: 0 to & too YEAR HYDROLOGY FLOW CHART NUMBER UPSTREAM DOWNSTREAM PROCESS 1 111.000 112.000 INITIAL AREA .(USER INP) 2 112.000 113.000 STREET FLOW + SUBAREA. 3 113.000 114.000 STREET FLOW + SUBAREA 4 114.000 1.000 PIPEFLOW TIME (USER INP) 5 114.000 1.000 CONFLUENCE 6 121.000 122.000 INITIAL AREA 7 122.000 123.000 STREET FLOW + SUBAREA 8- 123.000 124.000 STREET FLOW + SUBAREA 9 124.000 1.000 PIPEFLOW TIME (USER INP) 10 124.000 1.000 CONFLUENCE 11 1.000 2.000 PIPEFLOW TIME .(USER INP) 12 1.000 2.000 CONFLUENCE 13 131.000.132.000 INITIAL AREA " 14 132.000 2.000 PIPEFLOW TIME (USER INP) 15 132.000 2.000 CONFLUENCE 16 141.000 142.000 INITIAL AREA 17 142.000 2.000 PIPEFLOW TIME (USER INP) 18 142.000 2.000 CONFLUENCE - .., .�:,ars •+sr .}z _ Rv7j.--. '.� v't� ��. z...f��yy,,.. _�S�.�S''.�3��.++?� 6.8 r E%�' ��,�,> a33�q� x'14 1.................... ------- ---------------------------------- ------ ---------------------------- --------------------------- -- 23064 - 3 REDHAVK IC Y� I A`I11\J Rar,Fac Engineering Corporation, Temecula, CA - S/N 560 I I ------------------------------------------------------------------------------------------- Project: 3100.rry -------------------------------I Page 1 Calculated By: I Study late: 09/26/90 Moisture Condition(AMC): 2 Checked By: - 110.0 Year Storm, rainfall intensity using rainfall data pairs I i ++.....+. «....« I (Station/ I .............. R A T 1 0 N A L H Y D R 0 L 0 G Y Soil Type l0eve (. I Area I I I C IL Elevl 0 1 - R I V E R S I D E C 0 "''"""'"'...... 0 ISlopelSectionl V I L I T I Tc I Hydraulics I I I (Point N0.1 _..-.__._1---------------- A,g,C,D ITYpe I(Acres)lin/hl I I(Sup) Total I ------ I ------- I -_-_I ------ I ------ I.._..I------ Iv/hz I (Fps I ft. Imin.I I._.._1 ------- 1 -...I.___1__ -.I__.. min.( or nates I I ------.._.____-.I 1 1---------------- 1-__...___1---------------- I 1 112.001 I ------ I ------- I i------ I ------ I.....1 ------ I ------ I ------- I__..i------ I ------ I.___.1 ------ C-100%ISF 1/41 1.712.4010.810211256.01 3.21 ------ I_....i------- I I ...I.. I I___._I------- I....i..-.i.___i__...I----__.__..-_--1 I----- I------- I---- I---- I----1 I ----...--------i I 1 12.21 --------------- I I II --------- I ---------------- 1 1 40.0 wide 1 1 flow to pt.% 1 113.001 I ------ I------- I___. ------ I ------ I ----- I street I I I I I I I I I I I I C-100%ISF 1/41 2.912.1410.801711229.81 4.91 ------ 3.2310.033IStreet 1 4.71 7951 2.81 ----- I gavg= 6.04 1 1 I I I I I I dn=0.3 Flow hw=13.31 I wdth Ctr-Ork- 10.01 Ix -fall= 0.0170 Ox -fall= 0.0170 1 1 I ..... I ------- I ---- I .... I ---- 1 75.01 ------------- --I I ' I --------- I ---------------- l 1 40.0 wide I I flow to pt.% 1 1 114.001 I ------ I ------- I-_--1 ------ i ------ I ..... I street I I I I I I I I I I I I I I C-100%ISF 1/41 1.212.0510.798311197.21 1.91 ------ 8.1810.065IStreet 1 6.81 5001 1.21.•..•I gave= 9.24 1 1 I I I I I I do -0.3 Flow hw=12.61 I wdth Ctr-grk- 10.01 lx -fall= 0.0170 Ox -fall= 0.0170 1 1 I ----- I ------- I ---- I ---- I ---- 1 16.21 ............... I I I INo. Pipes - 1 Pipe flow travel time --- 141 0.013 ------i-----1 10.110.095ld- 24115.81 501 0.11 16.31hg1= 0.5(Ft.) I ' I--------- I ---------------- 1.001 ---------------- 1------ I ------- I.... ------I------I I ------ 1 5.712.051 1 1 10.11 ------ ------- 1____I------ ------ 1.____------ I ----- i ------- I ---- I .... I ---- I 1 1 1 1 1 1 ...__------- ____I..._i_.._I_____I--.__--_______-I ----- I -..-.__.......-I 16.3IStream Sum ry 1 1 ' ________________I__.._.1.____._1..._1____.....__.1-___- 1 1 122.001 II --------- I ---------------- ------ C-100%ISF 1/41 1.612.3510.808711257.61 3.01 ...... I ------ I ------- I__._I------ I ------ I ----- I I.....I------- I____1-_..i._..I___._I__.._.-.__.._--1 I ----- I ------- I .... I .... I ---- 1 3.0410.034lscreec 1 4.71 8101 2.91.....1 12.71 --------------- I I gavg= 5.64 1 1 1 1 40.0 wide street i I I I I I I I I I I I do=0.3 Flow hw=12.81 I I I flow to pt.N I I I I I I wdth CLr-Srk- 10.01 Ix -fall= 0.0170 Ox -fall= 0.0170 1 1 11 123.001 I......... I ---------------- C-IOC%ISF 1/41 2.712.1010.800211229.81 4.61 ------ I ------ I ------- I.-_-1 ------ I ------ I ----- I I ..... I------- I---- I---- I---- 1 7.6410.071IStreet 1 7.01 4601 1.11 15.51 --------------- I i ----- 1 9avg= 9.48 1 1 140.0 wide street I I I 1 1 1 1 1 1 1 1 1 do=0.3 Flow hw=12.81 I 1 I flow to pt.0 I I I I I 14dth Ctr-Brk= 10.01 Ix -fall= 0.0170 Ox -tall= 0.0170 1 1 1 124.001 I INo. Pipes - 1 1.....-___1---------------- C-100%ISF 1/41 2.112.0210.797311197.21 3.41 ------ I ----- I ....... I ---- I ---- I ---- 1 1 Pipe flaw travel time --- 'N' = 0.013 ------I-----1 11.010.1231d- 24117.81 381 0.01 I ------ I ------- I..._1 ------ I ------ I_....I...... I_..__1 ------- I....I..__I_.__I_.__.I 16.61 --------------- I 16.71hg1= 0.5(Ft.) I I --------------- I I ' ----------------- I----------------------•--------------------9-------------------------------- 1 1 I ...... I ------- I....I------ I ------ I.....1 ------ I___._I------- ....i..__I____I____.I ----------...----------------------------------i Version 2.5 Copyright (c) CiviICADD/CiviIOESIGN, 1990 ._____--- --------- _--- _---------------- ________________________________________________________ --------------- I I I 1 2Z 2 i------------------------------- ----------------------------------- - ------ -....................... ------------------- T23064 3 3EONAVK i II II II II II RanPac Engineering Corporation, Temecula, CA - S/N 560 -j .....................................................................................---.......__Y_....-------_..__..---- I Project: 3100.rry Page 2 Calculated By: ' Study Date: 09/26/90 Moisture Condition(AMC): 2 Checked B I 10.0 Tear Storm, rainfall intensity using rainfall data pairs I 1 I••'•••• ••`••^••^^••••'••'•'• I R A T I O N A L N T D R 0 L 0 G T R I V E R S I D E C 0 •••"•"•••`•`•••••`••`••••• I I I Stati on/ I Soil type IDevet. I Area I I I C IL EtevI O I O jStopejSectionj V I L I T I 7c I Hydraulics I I IPoint M0.1 II..._._...I---------------- A,B,C,D IType I(Acres)in/hI I (sub)ITotal Iv/hz I IFps I I ------ I ------- I....I------ I ------ I.... -i ------ I I -------I ..I ft. Imin.I min.I or notes I I ---------------I I I I.._._...I---------------- I I Confluence I ------ I ....... I....I------ I ------ I._...I------ TC#1= 16.3 TC#2= 16.7 TC#3- 0.0 I TC#4- I -------I I....I.__.I..__.1._..._.._..---.I 0.0 TC#5- 0.01 1 1 I 1 Largest I I ' 1 1 Analysis 091= 10.10 002= 11.01 093= 0.00 0#4= 0.00 0#5= 0.00 Area = 12.13 1 Confluence I I 11 191= 2.05 1#2= 2.02 103= 0.00 1#4a 0.00 1#5= 0.001 1 1 1 a= 20.98 1 1 1 1 1.001 ARI- 5.7 AR2= 6.4 AR3= 0.0 AR4= 0.0 AR5= 0.01 1 1 1 ' I I 01 - 0.0 02 - 21.0 03 = 0.0 04 0.0 OS - 0.01 1 1 1 I---------------- I Igo. Pipes - I ------ I ------- I ---- I ------ I------ I----- I ------ 1 Pipe flow travel time --- IN, 0.013 ------ I ----- I I----- 21.010.0211d- I ------- I ---- I 24111.21 ---- I_._.I----- 1401 0.21 I -----.._._-----I I 16.91hg1• 1.2(Ft.) I I ' II --------- I ................ 1 1 2.001 II_______I---------------- I ...... I ------- I .... I------ I------ I ----- 1 ------ 1 1 12.112.011 1 1 21.01 I ------ I ------- I__._ ------ I ------ i..___I------ I 1 I_._..I I------- I .... I 1 1 1 ------- I____I____I._..I_____I .... I ---- 1 •---- 1 1 I --------------- I I 16.91Stream Sumery I I --------------- I I II..__.....I................ 1 1 132.001 I ------ I ....... I ------ I ------ I.....I------ I.....I------- I C-100%ISF 1/41 3.612.2110.804011194.51 6.51 ------ I ----- I ------- I ---- I I ---- I ---- 1 ---------------I I 14.21 ..... -......... I I I INC. Pipes = 1 Pipe flow travel time --- IN' = 0.013 ------ -----I 6.510.103Id- 18114.71 541 0.11 14.21hg1= 0.4(Ft.) I I II --------- I ---------------- 11 2.001 _.__.._1---------------- I ------ I ------- I .... i ------ I ------ 1.___.I ------ 1 1 3.612.201 1 1 6.51 ------ ------- ___..I------- 1 I ---- I 1 1 1 ---- I ---- I ----- 1 1 I --------------- I I 14.2IStream Suamary I I ' II I I -__.._...I ---------------- 1 1 142.001 I I I....I------ I ------ I_____I------ I.____I------- I____i I ------ I ....... I....------ I ------ I__.__I------ I.....I------- i____....I....I_..__I C-100%ISF 1/41 0.713.0710.826511194.51 1.61 ------ I ----- I ------- I ---- I ---- I•.••1 ---------------I I --------------- I I 7.81 --------------- I I I Igo. Pipes = ---------------- 1 Pipe flow travel time --- $NO = 0.013 --.... I ..... I 1.610.171Id- 18111.81 321 0.01 7.91hg1= O.Z(Ft.) I I 1--------- I I Confluence I ------ I ------- I .... I------ I ------ I ----- I ------ TC#1= 16.9 TC#2` 14.2 TC#3- 7.9 I ----- TC#4• I ------- I ---- I 0.0 TC#S- 0.01 .... I ---- I ----- 1 1 I --------------- I I 1 Largest I I ' Analysis 0#1= 20.98 0#2= 6.47 01f3- 1.65 0#4= 0.00 0#5= 0.00 Area : 16.42 1 Confluence I I 1#1= 2.01 1#2= 2.20 I#3= 3.06 104= 0.00 I#5= 0.001 1 1 I 0= 27.95 1 1 2.001 AR1- 12.1 AR2= 3.6 AR3+ 0.7 AR4= 0.0 AR5= 0.01 1 1 1 1 1 ' I I ---------------- 01 - 28.0 02 - 0.0 03 = 0.0 i------ I....... I____I------ I------ i___._I------ 04 • I..__.I------- 0.0 05 - 0.01 I___.I 1 1 _._I....I...__I.___.__________I 1 1 1 I......I••------------•-1-•--.--------I....I-----_I-•--••I I ....I...... I.... -I------- I... -I focal study area a 16.42 (Ac.) Peak flaw rate I....I 27.953 (CFS) I ---------------i I 1 II••-----------••- _..._._..i---------------- II I---•------------I----••I.------I ------ --•----I ------ ------ I------ I------ I------- I____ ____........ _____I____._ ------ ------ I• -----I------ I... ------ I I ------- I I i ___I_.__I_____I--...___.__.-__1 I....I 1 ...............1 I I--------------- -•------••--•----------------------- ---------------- II•••••••---•-----i......I-•----•L..•I•----- ---------------- IL...-------•--•--••-I•-----I--•••••I -------------I I-•-•-- ------I I------ ------ ------ =••..I ------I------- I---•-- ...... ------L ------ ------- I------ I...... I------ L....I------- L.. I .L...L._•I I-••--- I I ------ I I I------ I I I I I ..I.....i---------------I I ...I.....I---------------I I -------__------I I I--------------- ----------------------- i I ' II I---••-••-•-•--------••I•------L..-I------I----•-I I._....I•••------•-•-•-•I••----I.......I iI--••••-•------•-I---•-•I•-----•L..•I•-----I•----•I.....i------I I ------I ------ ...... I• ---••L I--.--- I I I------ I....I i.......I I i I ...I I.....I---------------I I I I ---•-----------I i I -•••-----------I 1 I Version 2.5 Copyright (c) CiviICADO/CiviIDESIGN, 1990 I 1 ________________________________________________________________________________________________________•------.--------____I I Zai' I 1 Riverside County Rational Hydrology Program CiviicADD/CiviiDESiGN Engineering Software, (c) 1990 Version 2.5 1 Rational Hydrology Study-------Date:-09/26/90 ----------- - -------------------------------- T23064-3 REDHAWK - ' la YR 3A5//t1 IDD ------------------------------------------------------------------------ •+*••••. Hydrology Study Control Information ........ 1 ------------------------------------------------------------------------ RanPac Engineering Corporation, Temecula, CA - SIN 560 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual ' Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation - 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) 1 Storm event year - 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.000 (in./hr.) ' Slope of intensity duration curve = 0.5500 ' ++++++++++++++++.++.+++++++++++++++a++++++++++++++++++++++++a+++++++++ Process from Point/Station 111.000 to Point/Station 112.000 ' ...* INITIAL AREA EVALUATION *R.. Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 1263.300(Ft.) Bottom (of initial area) elevation = 1256.000(Ft.) 1 Difference in elevation - 7.300(Ft.) Slope = 0.01217 s(percent)- 1.22 TC - k(0.390)-((length-3)/(elevation change)]'0.2 Initial area time of concentration - 12.170 min. ' Rainfall intensity - 2.404(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff coefficient - 0.810 Decimal fraction soil group A - 0.000 1 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) - 69.00 Initial subarea runoff - 3.233(CFS) Total initial stream area - 1.660(Ac.) Pervious area fraction - 0.500 Process from Point/Station 112.000 to Point/Station 113.000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION =*** Top of street segment elevation - 1256.000(Ft.) End of street segment elevation - 1229.830(Ft.) 11 Length of street segment = 795.000(Ft.) Height of curb above gutter flcwl;ne = 6.0(i1.) Width of half street (curb to crown) = 20.000(7t.) Distance from crown to crossfall grade break = 10.000(7t.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 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 - 6.038(CFS) Depth of flow - 0.323(Ft.) Average velocity - 4.701(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 11.682(Ft.) Flow velocity 4.70(Ft/s) Travel time = 2.82 min. TC = 14.99 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.802 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) - 69.00 Rainfall intensity = 2.144(In/Hr) for a 10.0 year storm Subarea runoff = 4.950(CFS) for 2.880(Ac.) Total runoff = 8.183(CFS) Total area = 4.540(Ac.) Street flow at end of street = 8.183(CFS) Half street flow at end of street 8.183(CFS) Depth of flow = 0.350(Ft.) Average velocity - 5.061(Ft/s) Flow width (from curb towards crown)= 13.251(Ft.) +..a+i+++++++++++a+++++++++a+++r+♦++++++++++a+++a+++++++t Process from Point/Station 113.000 to Point/Station ...• STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION "*' Top of street segment elevation - 1229.830(Ft.) End of street segment elevation - 1197.230(Ft.) Length of street segment - 500.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break - 10.000(Ft Slope from gutter to grade break (v/hz) - 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on (1) sides) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 2.000(Ft.) Gutter hike from flowline - 1.900(In.) Manning's N in gutter - 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 114.000 Estimated mean flow rate at midpoint of street 9.237(CFS) Depth of flow - 0.330(Ft.) Average velocity - 6.754(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 12.094(Ft.) I '}+}}}+}}}}}}+}}+}+}}}}}}}}}}}}+}}}}}}}}}}}}}}}}+}1ef}}}}}}}}}}}}}+}}}} Process from Point/Station 114.000 to Point/Station 1.000 «««« PIPEFLOW TRAVEL TIME (User specified size) « 1 Upstream point/station elevation = 1192.75(Ft.) Downstream point/station elevation = 1188.00(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow 10.100(CFS) ' Given pipe size 24.00(In.) _ Calculated individual pipe flow 10.100(CFS) Normal flow depth in pipe 6.17(ln.) Flow top width inside pipe = 20.98(In.) ' Critical Depth = 13.65(In.) Pipe flow velocity = 15.80(Ft/s) Travel time through pipe - 0.05 min. Time of concentration (TC) 16.27 min. 1 ....................... Flow velocity = 6.75(Ft/5) ' Travel time = 1.23 min. TC = 16.22 min. Adding area flow to street Runoff from this stream 10.100(CFS) SINGLE FAMILY (1/4 Acre Lot) Time of concentration = 16.27 min. Runoff Coefficient - 0.798 }}}}}}}}}}}}}}}}}}}}}}}}}+}}}}+}}}}}}+}}}}}}}+}}}}}}}}}}}f}}+}i}�}i}}} Decimal fraction soil group A = 0.000 Process from Point/Station 121.000 to Point/Station 122.000 Decimal fraction soil group 8 - 0.000 '.: Initial area flow distance 590.000(Ft.) Decimal fraction soil group C = 1.000 Top (o£ initial area) elevation = 1263.300(Ft.) Decimal fraction soil group D = 0.000 ' RI index for soil(AMC 2) 69.00 Slope = 0.00966 s(percent)- 0.97 Rainfall intensity 2.052(ln/Hr) for a 10.0 year storm Initial area time of concentration - 12.659 min. Subarea runoff = 1.917(CFS) for 1.170(Ac.) Total runoff .= 10.100(CFS) Total area = 5.710(Ac.) ' Street flow at end of street = 10.100(CFS) Decimal fraction soil group A - 0.000 ' Half street flow at end of street 10.100(CFS) Depth of flow - 0.338(Ft.) Average velocity - 6.902(Ft/s) Flow width (from curb towards crown)= 12.551(Ft.) '}+}}}+}}}}}}+}}+}+}}}}}}}}}}}}+}}}}}}}}}}}}}}}}+}1ef}}}}}}}}}}}}}+}}}} Process from Point/Station 114.000 to Point/Station 1.000 «««« PIPEFLOW TRAVEL TIME (User specified size) « 1 Upstream point/station elevation = 1192.75(Ft.) Downstream point/station elevation = 1188.00(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow 10.100(CFS) ' Given pipe size 24.00(In.) _ Calculated individual pipe flow 10.100(CFS) Normal flow depth in pipe 6.17(ln.) Flow top width inside pipe = 20.98(In.) ' Critical Depth = 13.65(In.) Pipe flow velocity = 15.80(Ft/s) Travel time through pipe - 0.05 min. Time of concentration (TC) 16.27 min. 1 ....................... s Process from Point/Station 114.000 to Point/Station 1.000 «««« CONFLUENCE OF MINOR STREAMS «««« Along Main Stream number: 1 in normal stream number 1 Stream flow area - 5.710(Ac.) Runoff from this stream 10.100(CFS) ' Time of concentration = 16.27 min. Rainfall intensity 2.049(In/Hr) }}}}}}}}}}}}}}}}}}}}}}}}}+}}}}+}}}}}}+}}}}}}}+}}}}}}}}}}}f}}+}i}�}i}}} Process from Point/Station 121.000 to Point/Station 122.000 •««« INITIAL AREA EVALUATION «««w '.: Initial area flow distance 590.000(Ft.) Top (o£ initial area) elevation = 1263.300(Ft.) Bottom (of initial area) elevation - 1257.600(Ft.) Difference in elevation - 5.700(Ft.) Slope = 0.00966 s(percent)- 0.97 TC - k(0.390)«((length^3)/(elevat1on change)1^0.2 Initial area time of concentration - 12.659 min. ' Rainfall intensity - 2.352(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.809 Decimal fraction soil group A - 0.000 ' s Ca 2'� Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil grouo D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff - 3.044(CFS) Total initial stream area = 1.600(Ac.) Pervious area fraction - 0.500 ' +++++++++++++++++++++++++++++++++++++++++++.......++.++......... ++++++ Process from Point/Station 122.000 to Point/Station 123.000 STREET FLOW TRAVEL TI14E + SUBAREA FLOW ADDITION ..•+ Top of street segment elevation = 1257.600(Ft.) End of street segment elevation - 1229.330(Ft.) Length of street segment - 810.000(Ft.) ' Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break - 10.000(Ft.) Slope from gutter to grade break (v/hz) - 0.017 ' Slope from grade break to crown (v/hz) = 0.017 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 ' Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter - 0.0150 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 - 5.640(CFS) Depth of flow - 0.316(Ft.) Average velocity - 4.693(Ft/s) Streetflow hydraulics at midpoint of street travel: ' Halfstreet flow width - 11.259(Ft.) Flow velocity 4.69(Ft/s) Travel time - 2.88 min. TC 15.54 min. Adding area flow to street ' SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.800 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) - 69.00 ' -Rainfall intensity 2.102(In/Hr) for a 10.0 year storm Subarea runoff = 4.591(CFS) for 2.730(Ac.) Total runoff = 7.635(CFS) Total area = 4.330(Ac.) Street flow at end of street - 7.635(CFS) Half street flow at end of street .7.635(CFS) Depth of flow = 0.341(Ft.) Average velocity = 5.055(Ft/s) Flow width (from curb towards crown)= 12.769(Ft.) Process from Point/Station 123.000 to Point/Station 124.000 ' .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation - 1229.830(Ft.) End of street segment elevation - 11m7.230(Ft.) ' Length of street segment 460.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) ' Distance from crown to crossfall grade brdak = 10.000(Ft.) Ca 2'� I ' Slope from gutter to grade break (v/hz) _0.017 Slope from grade break to crown (v/hz) 0.017 Street '_low is on (1] side(s) of the street '.....+...........................+.................................... Process from Point/Station 124.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 1 in normal stream number 2 Stream flow area - 6.420(Ac.) ' Runoff from this stream 11.009(CFS) Time of concentration 16.66 min. Rainfall intensity - 2.022(In/Hr) Summary of stream data: lip Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(ln.) Manning's N in gutter - 0.0150 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 - 9.478(CFS) Depth of flow - 0.329(Ft.) ' Average velocity = 7.014(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 12.014(Ft.) Flow velocity = 7.01(Ft/s) Travel time = 1.09 min. TC 16.63 min. ' Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.797 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 69.00 ' Rainfall intensity - 2.025(In/Hr) for a 10.0 year storm Subarea runoff 3.374(CFS) for 2.090(Ac.) Total runoff = 11.009(CFS) Total area - 6.420(Ac.) Street flow at end of street - 11.009(CFS) ' Half street flow at end of street = 11.009(CFS) Depth of flow - 0.342(Ft.) Average velocity = 7.274(Ft/s) ' Flow width (from curb towards crown)- 12.784(Ft.) ....a.......++........................................................ Process from Point/Station 124.000 to Point/Station 1.000 ' **** PIPEFLOw TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1192.69(Ft.) Downstream point/station elevation - 1188.00(Ft.) Pipe length 38.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow - 11.009(CFS) Given pipe size - 24.00(In.) ' Calculated individual pipe flow _ 11.009(CFS) Normal flow depth in pipe 6.04(In.) Flow top width inside pipe = 20.83(In.) Critical Depth - 14..27(ln.) Pipe flow velocity 17.78(Ft/s) Travel time through pipe - 0.04 min. Time of concentration (TC) 16.66 min. '.....+...........................+.................................... Process from Point/Station 124.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 1 in normal stream number 2 Stream flow area - 6.420(Ac.) ' Runoff from this stream 11.009(CFS) Time of concentration 16.66 min. Rainfall intensity - 2.022(In/Hr) Summary of stream data: lip I W, ' Stream Flow rate TC Rainfall Intensity No. (CFS) (mLn) (.n/Hr) ' 1 10.100 16.27 2.049 2 11.009 15.66 2.022 Largest stream flow has longer time of concentration QP = 11.009 + sum of ' Qb Ia/Ib 10.100 0.987 9.969 QP = 20.978 Total of 2 streams to confluence: Flow rates before confluence point: 10.100 11.009 Area of streams before confluence: ' 5.710 6.420 Results of confluence: Total flow rate = 20.978(CFS) Time of concentration - 16.664 min. Effective stream area after confluence 12.130(Ac.) }}}....++++.....+.+.}}..+.+++}+......++}......+++}........++++....+..+ ' Process from Point/Station 1.000 to Point/Station 2.000 • PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation - 1188.00(Ft.) Downstream point/station elevation = 1185.00(Ft.) ' Pipe length 140.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow 20.978(CFS) Given pipe size = 24.00(In.) ' _ Calculated individual pipe flow 20.978(CFS) Normal flow depth in pipe 13.86(In.) Flow top width inside pipe 23.71(In.) Critical Depth - 19.69(ln.) ' Pipe flow velocity - 11.16(Ft/s) Travel time through pipe - 0.21 min. Time of concentration (TC) 16.87 min. ............................................................... Process from Point/Station 1.000 to Point/Station 2.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 1 in normal stream number 1 Stream flow area - 12.130(Ac.) Runoff from this stream = 20.978(CFS) Time of concentration 16.87 min. Rainfall intensity = 2.008(In/Hr) }...+.+++}++.}+++}}+++}.+.+++++.+.+...+.+.+..+...........+++.}+......+ ' Process from Point/Station 131.000 to Point/Station 132.000 **** INITIAL AREA EVALUATION **** ' Initialareaflow distance - 700.000(Ft.) Top (of initial area) elevation - 1199.900(Ft.) Bottom (of initial area) elevation - 1194.500(Ft.) Difference in elevation - 5.400(Ft.) ' Slope - 0.00771 s(percent)- 0.77 TC - k(0.390)*((length^3)/(elevation change)]^0.2 Initial area time of concentration . 14.179 min. ' Rainfall intensity 2.210(In/Hr) for a 10.0 year storm 7 NNW SINGLE FAMILY (1/4 Acre Lot) Runoff_ Coefficient = 0.804 Decimal fraction sail group A = 0.000 Decimal fraction soil group 3 = 0.000 ' Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff - 6.468(CFS) ' Total initial stream area = 3.640(Ac.) Pervious area fraction = 0.500 +++++++++++++++++aa++++++++++++++a+++++++++a++++++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 2.000 •*•* PIPEFLOW TRAVEL TIME (User specified size) •••• ' Upstream point/station elevation = 1191.05(Ft.) Downstream point/station elevation = 1185.50(Ft.) Pipe length 54.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow 6.468(CFS) ' Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.468(CFS) Normal flow depth in pipe = 5.34(In.) Flow top width inside pipe = 16.45(In.) 1 Critical Depth - 11.80(ln.) Pipe flow velocity = 14.71(Ft/9) Travel time through pipe = 0.06 min. ' Time of concentration (TC) = 14.24 min. ++++++++++++++++++++++++++++++++++aa++++++++++++++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 2.000 •••* CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 ' Stream flow area = 3.640(Ac.) Runoff from this stream 6.468(CFS) Time of concentration 14.24 min. Rainfall intensity = 2.205(In/Hr) +a+++a+++++++++++++++++++++++++++a+++a++++++++++++++++++++++++++++++++ Process from Paint/Station 141.000 to Point/Station 142.000 •••* INITIAL AREA EVALUATION **** Initial area flow distance = 220.000(Ft.) Top (of initial area) elevation - 1197.800(Ft.) Bottom (of initial area) elevation = 1194.500(Ft.) Difference in elevation - 3.300(Ft.) Slope - 0.01500 s(percent)- 1.50 TC - k(0.390)•((length^3)/(elevation change))'0.2 Initial area time of concentration - 7.813 min. ' Rainfall intensity - 3.067(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.826 Decimal fraction soil group A - 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) - 69.00 ' Initial subarea runoff - 1.648(CFS) Total initial stream area - 0.650(Ac.) Pervious area fraction = 0.500 7 NNW I I I 1 P- I L I I I Process from Poi nc/Stat!on 142.000 to Point/Station 2.000 •••• PIPEFLOW TRAVEL Ti MF. (User specified size) ••*• Upstream point/station elevation = 1190.96(Ft.) Downstream point/station elevation = 1165.50(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 1.648(CFS) Given pipe size = 18.00(In._) Calculated individual pipe flow = 1.648(CFS) Normal flow depth in pipe = 2.40(ln.) Flow top width inside pipe 12.23(In.) Critical Depth - 5.78(In.) Pipe flow velocity = 11.79(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) 7.86 min. +++++i+++++++++++++++++++++++++++++iii+++++++++++4+++++++++++++++++i++ Process from Point/Station 142.000 to Point/Station 2.000 .... CONFLUENCE OF MINOR STREAMS ...* Along Main Stream number: 1 in normal stream number 3 Stream flow area - 0.650(Ac.) Runoff from this stream 1.648(CFS) Time of concentration = 7.86 min. Rainfall intensity = 3.058(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 20.978 16.87 2.008 2 6.468 14.24 2.205 3 1.648 7.86 3.058 Largest stream flow has longer time of concentration QP = 20.978 + sum of Qb Ia/Ib 6.468 - 0.911 = 5.892 1.648 • 0.657 = 1.082 Qp = 27.953 Total of 3 streams to confluence: Flow rates before confluence point: 20.978 6.468 1.648 Area of streams before confluence: 12.130 3.640 0.650 Results of confluence: Total flow rate - 27.953(CFS) Time of concentration - 16.873 min. Effective stream area after confluence 16.420(Ac.) End of computations, total study area = 16.42 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) - 0.500 Area averaged RI index number = 69.0 10 ----------------------------------- ----------- --- -------------------------------------------------------- -- T23064-3 REDHAUK lDO YR BASIN IOD BASIN 100 HYDROLOGY CALC. RanP.c Engineering Corporation, Temecula, CA - S/N 560 .......--•.................................................................................................................. Project: 8100.rry Page 1 Calculated By: j Study Date: 09/26/90 Moisture Condition(AMC): 2 Checked By: 1 1 100.0 Year Storm, rainfall intensity using rainfall data pairs ............................... R A T I O N A L H Y 0 R 0 L 0 G Y - R I V E R S I D E C 0 ••••••••••••••••••••••••••••I l [Station/ I Soil Type , IOeveL.I Area I I I C It. Elevl 9 1 0 lVopel Sectionl V I L I T I Tc I Hydraulics 1 I (Point No.1 A,3,C,D (Type I(Acres)lin/hl I (sub)ITotal lv/ht I [Fps I ft.lmin.I min.1 or notes I I I---------------- I ------ I ------- I....I...... I ------ I.....I------ I I -------I i ...1....1_.._.i ...............1 1 i I.........I---------------- I------ I ------- I I------I------I I------ I.... i -------I i ---------------I I I..._.... -I---------------- i------ I------- I I••---• I ------ I._...I...... I.....I------- I I I ---------------I 11 112.001 C-100%ISF 1/41 1.713.8510.839411256.01 5.41 ------ I ----- I ------- I ---- I•• -•I ---- 1 12.21 --------------- I I I--------- I ---------------- I ------ I ------- I ---- I ...... I ------ I ----- I 5.3610.033IStreet 1 5.31 7951 2.31 ----- I 9avg= 10.01 1 1 I 40.0 wide street I I I I I I I I I I I I I W=0.4 Flow hw=16.41 I flow to pt.# I I I I I I I wdth Ctr-Brk= 10.01 Ix -fall= 0.0170 Ox -fall= 0.0170 1 1 1 1 113.001 C-100%ISF 1/41 2.913.4710.833811229.81 8.31 ------ I ----- I ------- 1 ---- I ---- I ---- 1 14.71 ---------------- 1 1 1 1--------- I ---------------- 1...... I------- 1....1...... 1------ I ----- I 13.7010.0651Street 1 7.61 5001 1.11.....1 9avg= 15.46 1 1 140.0 wide street I I I I I I I I I I I do=0.4 Flow hw=15.51 I l l flow to pt.# I I I I I I udth Ctr-Brk= 10.01 Ix -fall= 0.0170 Ox-faLl= 0.0170 1 1 I 1 114.01 C•100%ISF 1/41 1.213.3410.831511197.21 3.21 ------ I ----- I ....... I .... I .... I .... 1 15.81 ............... I I I INo. Pipes = 1 Pipe flow travel time ••• 'N' = 0.013 ...... I• -•••I 16.910.095ld- 24118.31 501 0.01 15.8[hgl= 0.7(Ft.) I I II --------- I ---------------- I ------ I ------- I ---- ------ I ------ I ----- I ------ I.....I------- I I I I ----- I --------------- I I 11 1.001 1 1 5.713.331 1 1 16.91 1 1 1 1 1 1 15.81Scream Sumeary I I I I I---------------- I ------ I ------- I ------ I. -_--- I I ------I I------- II I ---------------I I iI I---------------- I ------ I ------- I.._.I...... I ------ I.....1 ------ I I ------- 1....I._..i ---------------I I I i 122.001 C-100%ISF 1/41 1.613.7710.838211257.61 5.01 ------ I• -•••I ------- I ---- I ---- I ---- 1 12.71 --------------- I I II --------- I ---------------- I ...... I ------- I' ---i ------ I ------ I ----- I 5.0510.034IStreet 1 5.31 8101 2.51 ----- I 9avg= 9.36 1 1 1 1 40.0 wide street I I I I I I I I I I I I I dn=0.4 Flow hw=15.81 I I I flow to pt.# I I I I I I wdth Ctr-Brk= 10.01 Ix -fat L= 0.0170 Ox -fall= 0.0170 1 1 1 123.001 C-10O%JSF 1/41 2.713.4010.832711229.81 7.71 ------ I ----- I ....... I ---- I ---- I ---- 1 15.21 --------------- I I --------- I ---------------- ------I-------I---- ---•--I------I --•-- I 12.7910.071IStreet 1 7.91 4601 1.01 ----- I 9avg= 15.87 1 1 i t 40.0 wide street I I I I I I I I I I I I I do=0.4 Flow hw=15.81 I ftow to pt.# 1 1 I I I I I udth Ctr-ark= 10.01 Ix -fait= 0.0170 Ox -fall= 0.0170 1 1 1 1 124.001 C•100%ISF 1/41 2.113.2910.830711197.21 5.71 ------ I ----- I ------- I ---- I .... I ---- 1 16.21••-•-•-••••-•••I I I INo. Pipes = 1 Pipe flow travel time ... 'N' = 0.013 ------ I ----- I 18.510.1231d= 24120.61 381 0.01 16.21hg1= 0.7(Ft.) I I I.........I---------------- I------ i------- I------ I------ I... I ------i----•- i I---------------I ........-I-••-----••------I------I•--••_.I.. I------ 1...... 1.....1...... 1.....1------- ...I I I I ---------------I Ii••---------------------•----••••-•----•---------••---------•-----•-•-•--------------•---••--•-•------_____------------------I I Version 2.5 Copyright (c) Civi ICADD/CiviLOESIGN, 1990 1 .................... II Ii BASIN 100 HYDROLOGY GLC, i [ 1 1 RanPac Engineering Corporation, Temecula, CA • S/N 560 [ l I••-•---------•------••••-•-•---------••----------•--•.....................................................•--......._.......I I 1 1 Project: 8100.rry Page 2 Calculated By: 1 1 l Study Date: 09/26/90 Moisture Condition(AMC): 2 Checked By: i 100.0 Year Storm, rainfall intensity using rainfall data pairs ............................... R A T 1 0 N A L H Y D R O L O G Y - R I V E R S I D E C 0 ............................ I 1 [Station/ I Soil Type [Devel.l Area I I I C IL ELev1 0 1 0 ISlopelSectionl V I L I T I Tc I Hydraulics I I I (Point No.] A,8,C,D (Type I(Acres)Jin/hl I 1(sub)JTotal Iv/h2 I [Fps I ft.Imin.l min.l or notes I I II I---------------- I ------ I ------- I I•----- I• ----- I I ------I I....... I_...[ I I ---------------I I II I•• -------------- I ------ I ------- I I------ I ------ I....I------ I -------I L ---------------I I I [ Confluence TC#1= 15.8 TC#2= 16.2 TC#7= 0.0 TC94- 0.0 TC#5- 0.01 1 1 1 Largest 1 [ I Analysis g#1= 16.95 092= 18.50 003= 0.00 0#4= 0.00 005= 0.00 Area = 12.13 1 Confluence I I 101= 3.33 IO2= 3.29 I03= 0.00 I104= 0.00 I05= 0.001 1 1 1 0= 35.22 1 1 1.001 ARI- 5.7 AR2= 6.4 AR3- 0.0 AR4- 0.0 ARS- 0.01 1 1 1 I I 01 - 0.0 02 - 35.2 03 = 0.0 04 = 0.0 95 = 0.01 1 1 1 I I 1-•-----------•--I------I-------I•---I------I------I •---• I ------I----- I ------- I ---- I• --- I I----- I --------------- I .1 ;1 I I I I; I .r I i� 1 1No. Pipes = 1 Pipe flow travel time --- 14' = 0.013 ------ -----I 35.210.0211d= 24110.51 1401 0.21 16.41hg1= 2.0(Ft.) I--------- I---------------- ------------- I .... I ------ I ------ .....I ------ I ..... I ------- I ---- I ---- I ---- I. ---- I_ --------._...I 1 2.001 12.113.261 1 1 35.21 1 1 1 1 11 16..'IS:ream Sm r( ................ ...... I....... I ------ I------ I.....1------ I_..._I ------- 1....1_...1._..1.....1...............1 ._.......1----------------I.....-1....._.I.._.1......1--....1.....1------I ..__...I_...I._..I._..I.._..1------...._.--- 1 132.001 C-100%ISF 1/41 3.613.5410.834811194.51 10.71 ------ I ----- I ------- I ---- I ---- I ---- 1 16.21 --------------- I 14o. Pipes = 1 Pipe flow crave( time --- '4' = 0.013 ------ I ----- I 10.710.1031d= 18116.91 541 0.11 14.21hg1= 0.6(Ft.) I I--------- I ---------------- I ------ I ------- 1 ---- I------ I ------ I ----- I ------ i.... -I ------- I ---- I ---- I ---- I ----- I --------------- I 1 2.001 1 1 3.613.531 1 1 10.71 1 1 1 1 1 1 14.21Stream Su ary I I---------------- I ------ I ------- I ---- I ... --- I ------ I I......I I ------ f I i ---------------I II---------------- I ------ I ------- I -••- I ------ I ------ I ------I I ------ I ---------------1 1 142.001 C-100%ISF 1/41 0.714.9110.851111194.51 2.71 ------ I ----- I ------- I ---- I ---- I ---- 1 7.81 --------------- I INo. Pipes = 1 Pipe flow travel time --- 14' 0.013 ------ I ----- I 2.710.1711d- 18113.71 321 0.01 7.91hg1= 0.3(Ft.) I I--------- I ---------------- I ------ I ------- I ---- I...... I ------ I ----- I ------ I ..... I ------- I ---- I ---- I ---- I ----- I --------------- I I Confluence TC#1= 16.4 TC#2= 14.2 TC#3- 7.9 TC#4= 0.0 TC#5= 0.01 1 1 1 Largest I 1 Analysis 0#1= 35.22 g#2= 10.75 003= 2.72 004= 0.00 0#5= 0.00 Area = 16.42 1 Conf Luence I 1 191= 3.26 1#2= 3.53 IX3= 4.90 I94= 0.00 I#5= 0.001 1 1 1 0= 46.96 1 1 2.001 ARI- 12.1 AR2= 3.6 AR3- 0.7 AR4= 0.0 AR5- 0.01 1 1 1 1 I 01 - 47.0 D2 = 0.0 03 = 0.0 04 = 0.0 OS = 0.01 1 1 1 1 i---------------- I------ I••••••-1 I------ I...... L. I ------I I------ I I I ...I I ---------------I I•••...•---------I•-••••I---••--I I------ I...... 1.- I ------I I------ I I L._.I. I ---------------I 1 Total stucy area - 16.42 (Ac.) Peak flow rate = 46.964 (CFS) 1 ---------------- I------ 1------- I__..I...... I------ I_____I------ I.._._I....... I.__.I____I____I__...i----------..-.-I ... -----------•••••------ I------- I....I...... I------ I ------i I------ ...1 I i --------------- ---------------- ------ ------- ----------------•••-----------I-•----I-------I I------I------I I------ I.....1------- I i 1 1 ...............I II----------••---- ------ -•-----i I------ i------ 1.._..i------ I.....I------- I 1 1 1....----•----•-I I------••--•••••-I••••-•I•------I I------ I------ I._...I...... I ...I------ I I I I• ------.-----•-I I----------------I......I.......I-•----I------ I------ I..-.--.1....1.. 1 1 I ---------------I 1......_..I----------------I------I------- ------ ------ I ------I I------ I I ...I..._I.....I---------------I .........I•---•-----------I------I-..._..1....1......i•-••--I I• -----I I------ i I I ... I--------------- ---------------- ------ --•---••••-.--•••••-----------I-------------I I------ i...... I... ------ ....... I I I ---------------I i---------------•I......I.......I..------I------i I ---•--I I-----• I..I....I....I.....I--------•------I I Version 2.5 Copyright (c) CiviICADD/CiviIDESIGN, 1990 ' Riverside Count? Rational Hydrology Program CivilCADD/CivilDES1GN Engineering Soft -+are, (c) 1990 Version 2.5 Rational Hydrology Study Date- 09/26/90 ________________________ ----------- T23064-3 REDHAW& I I I I I U, BASIN 100 HYDROLOGY CALC. /0 10 Y R . B A 5 IA! IOD _______________________________________________________________________ Hydrology Study Control Information ```***`*" RanPac Engineering corporation, Temecula, CA - SIN 560 ____________________________________________________________ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) - 100.00 Antecedent Moisture Condition - 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 "`* INITIAL AREA EVALUATION ***` Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 1263.300(Ft.) Bottom (of initial area) elevation = 1256.000(Ft.) Difference in elevation - 7.300(Ft.) Slope - 0.01217 s(percent)- 1.22 TC = k(0.390)*((length^3)/(elevation change)]'0.2 Initial area time of concentration = 12.170 min. Rainfall intensity = 3.848(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.839 Decimal fraction sail group A - 0.000 Decimal fraction soil group 8 - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction sail group D - 0.000 RI index for soil(AMC 2) = 69.00' Initial subarea runoff - 5.361(CFS) Total initial stream area - 1.660(Ac.) Pervious area fraction - 0.500 Process from Point/Station 112.000 to Point/Station 113.000 **** STREET FLOW TRAVEL TIRE + SUBAREA FLOW ADDITION **** Top of street segment elevation - 12S6.000(Ft.) End of street segment elevation = 1229.830(Ft.) I - Length of street segment = 795.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crass fall grade break = 10.000(7t.) ' Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 1 Manning's N from gutter to grade break = 0.0150 N from break to crown - 0.0150 Manning's grade Estimated mean flow rate at midpoint of street - 10.012(CFS) Depth of flow = 0.369(Ft.) Average velocity - 5.306(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 14.400(Ft.) Flow velocity = 5.31(Ft/9) I Travel time - 2.50 min. TC = 14.67 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.834 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) = 69.00 Rainfall intensity - 3.472(In/Hr) for a 100.0 year storm Subarea runoff 8.338(CFS) for 2.880(Ac.) Total runoff - 13.699(CFS) Total area = 4.540(Ac.) Street flow at end of street = 13.699(CFS) Half street flow at end of street 13.699(CFS) Depth of flow = 0.403(Ft.) Average velocity - 5.702(Ft/s) Flow width (from curb towards crown)= 16.371(Ft.) +i++++++.++++++4++++++++++++++++++++iii++++++i+++++++}♦++++++++++++++. Process from Point/Station 113.000 to Point/Station 114.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1229.830(Ft.) End of street segment elevation - 1197.230(Ft.) Length of street segment 500.000(Ft.) ' Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade b=eak = 10.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) 0.017 Street flow is an (1) sides) of the street t Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) - 0.020 Gutter width - 2.000(Ft.) Gutter hike from flowline = 1.900.(In.) Manning's N in gutter - 0.0150 ' 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 - 15.464(CFS) Depth of flow = 0.379(Ft.) Average velocity - 7.630(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width 14.961(Ft.) 1 34 L ,I I Flow velocity 7.63(Ft/s) Travel time = 1.09 min. TC 1_5.76 min. Adding area _`low to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.832 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Rainfall intensity 3.338(In/Hr) Subarea runoff 3.247(CFS) for Total runoff = 16.946(CFS) Total Street flow at end of street = 16. Half street flow at end of street = Depth of flow - 0.388(Ft.) Average velocity = 7.792(Ft/9) Flow width (from curb towards crown)= for a 100.0 year storm 1.170(Ac.) area = 5.710(Ac.) 946(CFS) 16.946(CFS) 15.532(Ft.) 35 3`1 ++++++++++++++++++++++++++++++++++++++++++++++.......+..+++++++++.++.. Process from Point/Station 114.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation - 1192.75(Ft.) � Downstream point/station elevation - 1188.00(Ft.) Pipe length 50.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow 16.946(CFS) Given pipe size 24.00(In.) - Calculated individual pipe flow 16.946(CFS) Normal flow depth in pipe 8.06(In.) Flow top width inside pipe = 22.67(In.) Critical Depth - 17.79(ln.) Pipe flow velocity = 18.30(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) 15.80 min. +++++++++++++++++++++++++++++++++..++++++.+++.+++++.++..+++.++.. Process from Point/Station 114.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** 1 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.710(Ac.) Runoff from this stream 16.946(CFS) Time of concentration 15.80 min. Rainfall intensity - 3.332(In/Hr) i� ++.+++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++. Process from Point/Station 121.000 to Point/Station 122.000 •*** INITIAL AREA EVALUATION **** Initial area flow distance = 590.000(Ft.) Top (of initial area) elevation - 1263.300(Ft.) Bottom (of initial area) elevation - 1257.600(Ft.) Difference in elevation - 5.700(Ft.) Slope - 0.00966 s(percent)- 0.97 TC = k(0.390)*[(length^3)/(elevation change)1^0.2 Initial area time of concentration - 12.659 min. Rainfall intensity - 3.765(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.838 Decimal fraction soil group A 0.000 35 3`1 [1 Decimal fraction so i'_ group 3 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff - 5.050(CFS) Total initial stream area - 1.600(Ac.) Pervious area fraction - 0.500 +++++♦++++++r:++r+++r++++++♦r++++++r++++ Process from Point/Station 122.000 to Point/ Statlon 123.000 •^" STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .... Top of street segment elevation - 1257.600(Ft.) End of street segment elevation - 1229.830(Ft.) Length of street segment 810.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break 10.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) 0.017 Street flow is on [11 side(s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(ln.) Manning's N in gutter - 0.0150 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 - 9.358(CFS) Depth of flow = 0.360(Ft.) Average velocity 5.305(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.889(Ft.) Flow velocity = 5.31(Ft/s) Travel time - 2.54 min. TO 15.20 min. Adding area flow to street '- SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.833 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Rainfall intensity 3.404(In/Hr) for a 100.0 year storm Subarea runoff = 7.739(CFS) for 2.730(Ac.) Total runoff = 12.788(CFS) Total area = 4.330(Ac.) Street flow at end of street = 12.788(CFS) Half street flow at end of street 12.788(CFS) Depth of flow 0.393(Ft.) Average velocity = 5.702(Ft/s) Flow width (from curb towards crown)- 15.787(Ft.) M++++++++++++++++++++++++++++++++++++++++++++++++++a++++++++++:++++++++ Process from Point/Station 123.000 to Point/Station 124.000 .... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ".. Top of street segment elevation - 1229.830(Ft.) End of street segment elevation - 1197.230(Ft.) Length of street segment = 460.000(=t.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) 20.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft.) 1 Slope from gutter to grade break (v/hz) = 0.017 Slope from grade break to crown (v/hz) = 0.017 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(7t.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 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 = 15.875(CFS) Depth of flow = 0.377(Ft.) Average velocity = 7.926(Ft/9) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.866(Ft.) Flow velocity = 7.93(Ft/s) . Travel time = 0.97 min. TC 16.17 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.831 Decimal fraction soil group A - 0.000 �., Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) = 69.00 Rainfall intensity = 3.291(In/Hr) for a 100.0 year storm - Subarea runoff - 5.713(CFS) for 2.090(Ac.) Total runoff = 18.502(CFS) Total area = 6.420(Ac.) Street flow at end of street = 18.502(CFS) Half street flow at end of street = 18.502(CFS) Depth of flow = 0.393(Ft.) Average velocity = 8.210(Ft/s) Flow width (from curb towards crown)- 15.827(Ft.) +a++++++++++++++++++++++++++++++++++++++++++++++++iit+++++++a.i++++a++ Process from Point/Station 124.000 to Point/Station 1.000 1 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 1192.69(Ft.) Downstream point/station elevation = 1188.00(Ft.) Pipe length = 38.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow - 18.502(CFS) Given pipe size 24.00(In.) Calculated individual pipe flow _ 18.502(CFS) Normal flow depth in pipe 7.88(In.) Flow top width inside pipe 22.54(In.) Critical Depth - 18.58(In.) Pipe flow velocity - 20.61(Ft/9) Travel time through pipe - 0.03 min. ` Time of concentration (TC) _ 16.20 min. .......iii.♦i♦.4♦1♦♦i+i•.......iii♦Mi♦♦4irri.......................+++ - Process from Point/Station 124.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 6.420(Ac.) Runoff from this stream - 18.502(CFS) Time of concentration - 16.20 min. Rainfall intensity - 3.287(In/Hr) Summary of stream data: 37 N� Process from Point/Station 1.000 to Point/Station 2.000 •." CONFLUENCE OF MINOR STREAMS `*-- Along Main Stream number: 1 in normal stream number 1 Stream flow area - 12.130(Ac.) Runoff from this stream = 35.218(CFS) Time of concentration 16.42 min. - Rainfall intensity - 3.263(ln/Hr) ++.....+...+.+...+++..............++.+++.+..............+...+.++...... Process from Point/Station 131.000 to Point/Station 132.000 .... INITIAL AREA EVALUATION .... Initial area flow distance - 700.000(Ft.) Top (of initial area) elevation - 1199.900(Ft.) Bottom (of initial area) elevation - 1194.500(Ft.) Difference in elevation - 5.400(Ft.) Slope - 0.00771 s(percent)- 0.77 TC = k(0.390)-[(length^3)/(elevation change)1'0.2 Initial area time of concentration . 14.179 min. Rainfall intensity - 3.538(In/Hr) for a 100.0 year storm 3% n Stream Flcw rate TC Rainfall Intensity No. (CFS) (min) 1 16.946 15.80 3.332 N� Process from Point/Station 1.000 to Point/Station 2.000 •." CONFLUENCE OF MINOR STREAMS `*-- Along Main Stream number: 1 in normal stream number 1 Stream flow area - 12.130(Ac.) Runoff from this stream = 35.218(CFS) Time of concentration 16.42 min. - Rainfall intensity - 3.263(ln/Hr) ++.....+...+.+...+++..............++.+++.+..............+...+.++...... Process from Point/Station 131.000 to Point/Station 132.000 .... INITIAL AREA EVALUATION .... Initial area flow distance - 700.000(Ft.) Top (of initial area) elevation - 1199.900(Ft.) Bottom (of initial area) elevation - 1194.500(Ft.) Difference in elevation - 5.400(Ft.) Slope - 0.00771 s(percent)- 0.77 TC = k(0.390)-[(length^3)/(elevation change)1'0.2 Initial area time of concentration . 14.179 min. Rainfall intensity - 3.538(In/Hr) for a 100.0 year storm 3% Stream Flcw rate TC Rainfall Intensity No. (CFS) (min) 1 16.946 15.80 3.332 2 18.502 16.20 3.287 Largest stream flow has longer time of concentration Qp = 18.502 + sum of Qb Ia/Ib 16.946 0.986 = 16.717 QP = 35.218 Total of 2 streams to confluence: Flow rates before confluence point: 16.946 18.502 Area of streams before confluence: 5.710 6.420 Results of confluence: Total flow rate = 35.218(CFS) Time of concentration - 16.202 min. Effective stream area after confluence = 12.130(At.) ++++++++++++++++++++++++++++++......+++...+.+..++++++++.+.+.+++.+++++. Process from Point/Station 1.000 to Point/Station 2.000 -•*- PIPEFLOW TRAVEL TIME (User specified size) .**. Upstream point/station elevation - 1188.00(Ft.) Downstream point/station elevation - 1185.00(Ft.) Pipe length = 140.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 35.218(CFS) Given pipe size 24.00(In.) Calculated individual pipe flow 35.218(CFS) ' Normal flow depth in pipe - 24.00(ln.) - Flow top width inside pipe 0.00(In.) Critical depth could not be calculated. Pipe flow velocity - 10.54(Ft/s) Travel time through pipe - 0.22 min. Time of concentration (TC) - 16.42 min. N� Process from Point/Station 1.000 to Point/Station 2.000 •." CONFLUENCE OF MINOR STREAMS `*-- Along Main Stream number: 1 in normal stream number 1 Stream flow area - 12.130(Ac.) Runoff from this stream = 35.218(CFS) Time of concentration 16.42 min. - Rainfall intensity - 3.263(ln/Hr) ++.....+...+.+...+++..............++.+++.+..............+...+.++...... Process from Point/Station 131.000 to Point/Station 132.000 .... INITIAL AREA EVALUATION .... Initial area flow distance - 700.000(Ft.) Top (of initial area) elevation - 1199.900(Ft.) Bottom (of initial area) elevation - 1194.500(Ft.) Difference in elevation - 5.400(Ft.) Slope - 0.00771 s(percent)- 0.77 TC = k(0.390)-[(length^3)/(elevation change)1'0.2 Initial area time of concentration . 14.179 min. Rainfall intensity - 3.538(In/Hr) for a 100.0 year storm 3% [1 I I I 1 I SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.835 Decimal fraction soil group A = 0.000 Decimal fraction soil group 3 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff - 10.750(CFS) Total initial stream area = 3.640(Ac.) Pervious area fraction = 0.500, a+++++♦4i.ii+++..+++++++a+++ii.4♦lii.T♦a♦♦....... ;.+++++it♦++++4a+++++ Process from Point/Station 132.000 to Point/Station 2.000 **** PIPEFLOW TRAVEL TIME (User specified size) **•* Upstream point/station elevation = 1191.05(Ft.) Downstream point/station elevation = 1185.50(Ft.) Pipe length 54.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 10.750(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 10.750(CFS) Normal flow depth in pipe 6.99(In.) Flow top width inside pipe 17.55(ln.) Critical Depth = 15.09(In.) Pipe flow velocity - 16.94(Ft/s) Travel time through pipe - 0.05 min. Time of concentration (TC) = 14.23 min. ++++a++++++.+++++++a++++++++++++a+++++++++++♦++a++++++++++++++++++++++ Process from Point/Station 132.000 to Point/Station 2.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.640(Ac.) Runoff from this stream 10.750(CFS) Time of concentration 14.23 min. Rainfall intensity - 3.530(In/Hr) ++++++++++i+++i+++++++++++++++++}i++++++++++i+++++++++++++++++++++++++ Process from Point/Station 141.000 to Point/Station 142.000 **** INITIAL AREA EVALUATION **** Initial area flow distance - 220.000(Ft.) Top (of initial area) elevation - 1197.800(Ft.) Bottom (of initial area) elevation = 1194.500(Ft.) Difference in elevation - 3.300(Ft.) Slope - 0.01500 s(percent)- 1.50 TC - k(0.390)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 7.813 min. Rainfall intensity - 4.910(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.851 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for scil(AMC 2) - 69.00 Initial subarea runoff - 2.716(CFS) Total initial stream area - 0.650(Ac.) Pervious area fraction - 0.500 39 41 I !G J, 0 U7_ process from paint/station 142.000 to Point/Station 2.000 -- PIPcFLOw TRAVEL TIME (User specified size) .... Upstream point/station elevation = 1190.96(Ft.) Downstream point/station elevation = 1185.50(Ft.) Pipe length = 32.00(Ft.) +tanning=s N = 0.013 ' No. of pipes = 1 Required pipe flow 2.716(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 2.716(CFS) Normal flow depth in pipe = 3.05(In.) Flow top width inside pipe 13.51(In.) Critical Depth = 7.50(In.) Pipe flow velocity = 13.68(Ft/s) Travel time through pipe - 0.04 min. Time of concentration (TC) - 7.85 min. Process from Point/Station 142.000 to Point/Station 2.000 --*- CONFLUENCE OF MINOR STREAMS " .. Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.650(Ac.) Runoff from this stream - 2.716(CFS) Time of concentration 7.85 min. Rainfall intensity - 4.896(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 35.218 16.42 3.263 2 10.750 14.23 3.530 3 2.716 7.85 4.896 Largest stream flow has longer time of concentration QP = 35.218 + sum of Qb Za/Ib 10.750 + 0.924 = 9.936 2.716 - 0.666 = 1.810 QP = 46.9.64 Total of 3 streams to confluence: Flow rates before confluence point: 35.218 10.750 2.716 Area of streams before confluence: 1 12.130 3.640 0.650 Results of confluence: Total flow rate - 46.964(CFS) Time of concentration - 16.423 min. Effective stream area after confluence 16.420(Ac.) End of computations, total study area = 16.42 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 69.0 I !G J, 0 U7_ Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 10/10/95 ------------------------------------------------------------------------ BASIN NO. 100 100 YR HYDROLOGIC CALC.-INTERIM COND. WITHOUT TR 23064-F FILE:BASINI ----------- Hydrology Study Control Information ********** 1 ------------------------------------------------------------------------ RANPAC Engineering Corporation, Temecula, CA - SIN 560 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5500 Process from Point/Station 110.000 to Point/Station 111.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 300.000(Ft.) ' Top (of initial area) elevation = 1265.000(Ft.) Bottom (of initial area) elevation = 1253.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.04000 s(percent)= 4.00 TC = k(0.710)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.234 min. ' Rainfall intensity = 3.674(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.821 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 79.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.498(CFS) Total initial stream area = 1.160(Ac.) 1 Pervious area fraction = 1.000 End of computations, total study area = 1.16 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Ai I ' Area averaged pervious area fraction(Ap) = 1.000 Area averaged RI index number = 79.0 E I I I I I [] I I I I I i I I I M 1 I I I F I I BASIN #200 Hydrology Calculation L I N E " IE3#* 10 & loo HYDROLOGY YEAR FLOW CHART 4 ` NUMBER UPSTREAM DOWNSTREAM PROCESS 1 211.000 212.000 INITIAL AREA 2 212.000 1.000 PIPEFLOW TIME (USER INP) - 3 212.000 1.000 CONFLUENCE 4 221.000 222.000 INITIAL AREA 5 222.000 1.000 PIPEFLOW TIME (USER IIQP) - 6 222.000 1.000 CONFLUENCE s 4 lie T23064-3 REDHALK 1; 10 YR E�A�'3IiN 200 1 3ASIN 200 HYDROLOGY CALC. I --------------------------------------------------- Project: RanPac Engineering Corporation, Temecula, CA - S/N 560 *--------- .-..----_--_..-------_...-----------------------------_-------- 9200.rry Page 1 Calculated 3y: 1 Study Date: 09/26/90 Moisture Condition(AMC): 2 Checked By: I I 10.0 Year Storm, rainfall intensity using rainfall data pairs ............................... R A T I O N A L H Y O R 0 L 0 0 Y - R I V E R S I 0 E C 0 ............. '.............. Station/I Soil Type IDevel.I Area I I I C IL Elevl 0 1 0 1SlopelSectionl V I L I T I Tc I Hydraulics I I I (Point N0.1 A,S,C,o (Type I(Acres)lin/hl I I(sub)ITotal IV/hz I (Fps I ft. Imin.I min.1 or notes I I .._._.._.1 ---------------- ........I---------------- I---------------- I ------ I ------- I I------I------I ...-I------ I.....1 ------- i _..I.. I ------ i ------- I I---•--I------I ....I ------I ------- I I ------ I ------- I I------ I ------ I.....I------ I -------1 I I ---------------I I ---------------I I ---------------I I 1 1 212.001 C-100%1 Condol 4.612.6210.841311195.31 10.21------ I ..... I....... I---- I---- I---- 1 10.41 --------------- I I I lWo. Pipes - 1 Pipe flow travel time --- 'N' 0.013 ------ I ----- I 10.210.223ld- 24121.51 351 0.01 10.Slhgl= 0.4(Ft.) I I ' II --------- I ---------------- I ------ I ------- I.... ------ I ------ I ----- 1 ------ I.....1 ------- I ---- I ---- I ---- 1 4.612.611 1 10.21 1 1 1 1 1 1 ----- 10.5lStream I --------------- i I Summary I I 11 1.001 II •_______1________________ 1 1 1 ...... I ------- I....1 ------ I ------ I...__1 ------ 1.....1------- 1.___1.___1____1___..1 --------------- I I II --•-••---------- 1 1 222.001 ------ I ------- I....1 ------ I ------ I.... -I ------ I.....I------- I I I C -100X1 Cond01 1.912.7510.843611193.91 4.51 ------ I ----- I ------- I ---- I ---- I••••1 9.61 ---------------I I ............... I No. Pipes = 1 Pipe flow travel time --• 'N' - 0.013 ------I-----1 4.510.1511d= 18115.21 421 0.01 -------_----I.....1 ------- i 1....I I 9.61hg1= 0.3(Ft.) I I ---------------I I . -.._...-I---------------- I ------ I ....... III I------ Confluence TC91= 10.5 TC#2- 9.6 TC#3= 0.0 TC94= 0.0 TC#5= 0.01 1 1 Largest I I Analysis 001= 10.22 0#2= 4.49 0#3= 0.00 094= 0.00 0#5= 0.00 Area = 6.58 I Confluence I I 101= 2.61 1#2= 2.74 193= 0.00 104= 0.00 1#5= 0.001 1 1i 0= 14.51 I 1 1.001 AR1= 4.6 AR2- 1.9 AR3= 0.0 AR4- 0.0 AR5- 0.01 1 1 1 I 1 1 01 = 14.5 02 - 0.0 03 0.0 04 v 0.0 a5 - '0.01 1 1 1 ' II....... I ---------------- I-------------••-I------I-------I I ------ 1 ------- I_...I------ I------ I------ I.....I------- I I i I------ I ------ I I••-•--I-------I ...I. I ... i ---------------I --•-.----------I Total study area = 6.58 (Ac.) Peak flaw rate = 14.508 (CFS) I 1 I... I ---------------- I---------•---•--I-...--I-------I....I------I------I .-.......I-••-----------••I......I••-----I II... I ---------------- I ------ I ------- I I------ I ---••- I I ------I -------I I I 1..._i ------I I------- I....i. I I------ I ...... I I------ I.....I------- i I I 1 ...... I------- I I------ I ------ I I------ I.....I------- i i i I --------••-.---I I I--•------------ I ---------------I I ---------------I I II---------------- II I -.........-•----I------ I._....I••--------------I------I-•-•---I....i------I------I I------------•-•-I------ I ---•-- -------I I------ I------ I.....1 ...... I i-------I-..I....I....-I--------••-.---I ------- I._..1 ...... I------ I I------ I.....I------- I ...I. -----I I------- I...I...-I -------I 1...... 1------ I ------ I.....I------- I I I ..L... ..-------------I I ----.----.-•---I -I --------------•I ' I...------------••--I......I-•--••-I I1----------------I------1-••--..1....1------I--•---I II---------------- I------ ------ I.....I------ I -------I._..I...-I i ------I I---•--- I I------I-------I I------I------I I------ I I -------I I I ...I------ I 1......I.. ------ i I I -------••------I ---------------I I ------------••- ---------------I II----------------I......I------•I 1 1------ Version 2.5 Copyright (c) CiviICADO/CiviIOESIGM, 1990 I II----------------------- -.--__---.------------------•---..----•-------I 1 Initial area flow distance = 850.000(Ft.) 2 ' ' Bottom (of initial area) elevation - 1195.300(Ft.) - Riverside County Rational Hydrolcgy Program Slope - 0.04071 s(percent)- 4.07 CivilCA0D/CiVilDES1GN Engineering Software, (c) 1990 Version 2.5 ' Rational Hydrology Study Date: 09/26/90 ___________________________ Rainfall intensity - 2.618(In/Hr) for a 10.0 year storm --------------------------------------------- 123064-3 REDHAWK CONDOMINIUM subarea type ' BASIN 200 HYDROLOGY CALL_ 16YR8 Q C 1 `U n QD Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 1 ________________________________________________________________________ **"****** Hydrology StudyControlinformation **^**^•"^* Decimal fraction soil group 0 - 0.000 ---------------------------- ------------------------------------------ RanPat Engineering Corporation, Temecula, CA - SIN 560 RI index for soil(AMC 2) 69.00 1 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Total initial stream area = 4.640(Ac.) Riverside County Flood Control & water Conservation District Pervious area fraction - 0.350 1978 hydrology manual - ' Storm event (year) = 10.00 Antecedent Moisture Condition - 2 2 year, 1 hour precipitation - 0.580 (Inches) ' 100 year, 1 hour precipitation - 1.600 (Inches) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.000 (in./hr.) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++i+++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 211.000 to Point/Station 212.000 '*" INITIAL AREA EVALUATION **** �. Process from Point/Station 212.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 1191.81(Ft.) Downstream point/station elevation 1184.00(Ft.) y$ r Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation - 1229.900(Ft.) ' Bottom (of initial area) elevation - 1195.300(Ft.) - Difference in elevation = 34.600(Ft.) Slope - 0.04071 s(percent)- 4.07 TC - k(0.370)*((length^3)/(elevation change))^0.2 Initial area time of concentration = 10.424 min. Rainfall intensity - 2.618(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient - 0.841 ' Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group 0 - 0.000 RI index for soil(AMC 2) 69.00 Initial subarea runoff - 10.219(CFS) Total initial stream area = 4.640(Ac.) 1 Pervious area fraction - 0.350 �. Process from Point/Station 212.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 1191.81(Ft.) Downstream point/station elevation 1184.00(Ft.) y$ r � 3 Pipe length = 35.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.219(C7S) Given pipe size = 24.00(In.) I - Calculated individual pipe flow 10.219(CFS) Normal flow depth in pipe = 5.02(In.) Flow too width inside pipe = 19.52(In.) Critical Depth = 13.74(In.) ' Pipe flow velocity = 21.47(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) _ .10.45 min. r.++++++.++..++++++++++++++.+.r.++++++++++.++++.....++..++..+..++t .++++ Process from Point/Station 212.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.640(Ac.) Runoff from this stream 10.219(CFS) ' Time of concentration 10.45 min. Rainfall intensity = 2.614(ln/Hr) 1 +++++++++++++++++++++++++++++++++++++++++++++.++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 222.000 .. **** INITIAL AREA EVALUATION **** Initial area flow distance - 470.000(Ft.) Top (of initial area) elevation - 1202.900(Ft.) Bottom (of initial area) elevation - 1193.850(Ft.) 1 Difference in elevation - 9.050(Ft.) Slope - 0.01926 s(percent)= 1.93 TC - k(0.370)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.553 min. ' Rainfall intensity - 2.746(In/Hr) for a 10.0 year storm CONDOMINIUM subarea type Runoff Coefficient - 0.844 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) - 69.00 I Initial subarea runoff - 4.495(CFS) Total initial stream area - 1.940(Ac.) Pervious area fraction - 0.350 Process from Point/Station 222.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation - 1190.35(Ft.) Downstream point/station elevation - 1184.00(Ft.) -.... Pipe length = 42.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow 4.495(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow 4.495(CFS) Normal flow depth in pipe 4.03(In.) Flow top width inside pipe 15.01(In.) Critical Depth - 9.77(In.) Pipe flow velocity - 15.20(Ft/9) Travel time through pipe - 0.05 min. ' Time of concentration (TC) 9.60 min. I ifffarrff raaffarYff rf afffffrrYffaafYfaf raariiaaarrYfiYfi----hair--rrt Process from Pain Stat-; 222.000 to Point/Station '_.000 ' •^• CONFLUENCE OF MINOR STREAMS .... Along Main stream number: 1 in normal stream number 2 ' Stream flow area = 1.940(Ac.) Runoff from this stream = 4.495(CFS) ' Time of concentration = 9.60 min. Rainfall intensity - 2.739(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.219 10.45 2.614 2 4.495 9.60 2.739 Largest stream flow has longer time of concentration Qp 10.219 + sum of ' Qb Ia/Ib 4.495 * 0.954 4.289 QP 14.508 - Total of 2 streams to confluence: " Flow rates before confluence point: 10.219 4.495 Area of streams before confluence: ' 4.640 1.940 Results of confluence: t Total flow rate = 14.508(CFS) ' Time of concentration - 10.451 min. Effective stream area after confluence 6.580(Ac.) - End of computations, total study area 6.58 (Ac.) The following figures may ' ' be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.350 Area averaged RI index number - 69.0 " I i ..-------------------------------------------- I 723064-3 REDNAUK I ' II II �QQ YR -34S1 N 26LO RdnPaC Engineering Corporation, Temecula, CA - SIN 560 ...................------------------------------------------------------------ Project: ............... -1 ......................... 8200.rry Page 1 Calculated BY: Study Date: 09/26/90 Moisture Condition(AMC): 2 Checked By: 1 1100.0 Year Storm, rainfall intensity using rainfall data pairs I ............................... R A T 1 0 4 A L N Y D R 0 L 0 G Y - R 1 V E R S 1 0 E C 0=""".."""""""""'I I St at ion/ 1 Sail Type IDevel.I Area I I I C IL Elevl 0 1 0 ISLopelSection] V I L I T I Tc I Hydraulics I I 1 ]Point 40.1 A,S,C,D (Type I(Acres)lin/hl I I(sub)ITotaL IV/hz I ]Fps I ft. Imin.I ------ ------I -------I I....I min.I or notes I I ---------------I I 1 I I I---------------- I..... -i---------------- I.... I---------------- I ------ I ------- 1 i------ I I.... I ------ I ------- I i -----•1-•----I ------I -------I I I ------ I ------- I I-----•I•-----I ------I -------I I...]- ---------------I I ---------------I I 1 212.001 C-100%1 Cordial 4.614.1910.860611195.31 16.71 ------ 1 ----- I------- I---- I---- I---- 1 10.41 --------------- I I lNo. Pipes = 1 Pipe flaw travel time --- 'N' = 0.013 ------ I ----- I 16.710.2231d= 24124.81 351 0.01 10.41hg1= 0.5(Ft.) I I ' I--------- I ---------------- 11 1.001 I.... i---------------- I ------ I ------- I ---- I ------ I ------ I ----- I ------ I I ------- I ---- I ---- I ---- I 1 1 4.614.181 1 1 16.71 1 1 1 1 1 1 I ------ I------- I 1------ I ------ I ------I I ------- I ...I ...I ----- I --------------- I I 10.41Stream Summary I I I---------------1 1 I---------------- I 1 222.001 I ------ i------- I I------ I ----•- I ------I I•••• ---I I I I... C-100%1 Condol 1.914.4010.862211193.91 7.41 ...... I ----- I ------- I ---- I ---- I ---- 1 I ---------------I I 9.61 --------------- I I INo. Pipes = 1 Pipe flow travel time --- 'N' 0.013 ------I-----1 7.410.1511 d= 18117.51 421 0.01 ----I------•----- ---•- I ------ I ----- 1------- I .... I ---- I---- 1-----I 9.61hg1= 0.4(Ft.) I I ---------------I I II --------- I ---------------- I------ I ----•-- II I I I Confluence TC#1= 10.4 TC#2= 9.6 TC#3- 0.0 TC#4- 0.0 TC#5- 0.01 1 1 1 Largest I I I I Analysis 0#1= 16.73 0#2= 7.35 0#3= 0.00 0#4= 0.00 005= 0.00 Area = 6.58 1 Confluence I I ' I I 1#1= 4.18 I#2= 4.39 1#3= 0.00 1#f4- 0.00 1#5= 0.0011 1 10= 23.75 1 1 1 1 1.001 ART= 4.6 AR2= 1.9 AR3- 0.0 AR4- 0.0 AR5= 0.01 1 1 1 1 1 I 1 i o1 = 23.7 02 = 0.0 03 = 0.0 04 = 0.0 05 z 0.01 1 1 1 1 1 ] i I•••• I•••-----------••I------I--•-•-•I ----•--••-••I ------ I ------- I I------ I ------ I I------ I.....I------- I ..i... i I------ I• ---•-I 1----•-I -------I I...L I ---------------I I ---------------I I 1 1 TotaL study area - 6.58 (Ac.) Peak flow rate 23.746 (CFS) -i ------ -------I...-I I I I I ---------------I I .._....I---------------- ........ --••••------•••••I __.......1 ---------------- ..._.....1---------------- I ------ I ------- I....I------ I ------ I.... I ------ I ------- I I--••••1--•---1 ...1------ I._...1 ------- I ...1 1 I ------ I ------- I..__I------ I ...... I._._.1 ------ I____.1 ------- I____I_.._I____I____.I I ...... I ------- I....I------ I ------ I_____I------ I_.___1 ------- I....I____1___.1..__.1 ---------------I I --------------- I I --------------- I I ' I---------------- i ....---------------- 1 ---------------- II . _.... -- I ------ I ------- I I------ I ------ I 1------I -------I I._..1._.._I--------------- I ...... I ------- I 1------ I ------ I ------I -------I I ------ I ------- I____1 ------ I ------ I__.._1 ...... I_____I------- 1....1____I____I_....1 • • • • • - ------ • - I ...... I ------- I I ------ I ------ I ..... I ------ I I • • • • • -- I I I .... 11 ---------------I --------------- I I . I --------------- I I .._.__...I---------------- II---------------- II---------------- 7 ---------------- I ------ I ------- I..._ ------ I ------ I..___I------ 7.._._1 ------- 1_...1....1____1___..1 I ------ I ------- I 1•••---I-•----I 1---.-.I -------i....i i I------ I ------- 1._..1...... 1 ...... 1 1...... 1_....1 ------- I i I ..1... j------ j ------- j____j..... .l ------ 1_____1 ------ 1._.__1 ------- 1__..1_...1.___7.____1--------------- --------------- I 1... I ---------------I I ---------------I I I I I Version 2.5 Copyright (c) CiviICADD/CiviLDESIGN, 1990 I 1 1 ----•-I I i •_ z ' Riverside County Rational Hydrology Program ' CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.5 Rational Hydrology Study Date: 09/26/90 ------------------------------------------------------------------------ T23064-3 REDHAWR 1 16a YR. BAS /U 200 ------------------------------------------------------------------------ *****•*•• Hydrology Study Control Information •*•••••••• ------------------------------------------------------------------------ RanPac Engineering Corporation, Temecula, CA - SIN 560 --------------------------------- -------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control S Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition - 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation - 1.600 (Inches) Storm event year - 100.0 Calculated rainfall intensity data: 1 hour intensity - 1.600 (in./hr.) Slope of intensity duration curve - 0.5500 I ++++.+++++++++++++++a++++++++a++++++++.++++++++++♦+++a++++.+++++++++++ Process from Point/Station 211.000 to Point/Station 212.000 ***• INITIAL AREA EVALUATION *... +++++++++++++}++++}+i++++++++++++f♦ir+++++++++++ii++++i++iii+i+♦++++++ Process from Point/Station 212.000 to Point/Station 1.000 **** PIP EFLOW TRAVEL TIME (User specified size) •+*+ Upstream point/station elevation - 1191.81(Ft.) Downstream point/station elevation = 1184.00(Ft.) S� Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation - 1229.900(Ft.) ' Bottom (of initial area) elevation = 1195.300(Ft.) Difference in elevation - 34.600(Ft.) Slope = 0.04071 s(percent)- 4.07 TC = k(0.370)*((length^3)/(elevation change)) -0.2 ' Initial area time of concentration - 10.424 min. Rainfall intensity - 4.190(ln/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient - 0.861 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 69.00' Initial subarea runoff = 16.730(CFS) Total initial stream area - 4.640(Ac.) ' Pervious area fraction = 0.350 +++++++++++++}++++}+i++++++++++++f♦ir+++++++++++ii++++i++iii+i+♦++++++ Process from Point/Station 212.000 to Point/Station 1.000 **** PIP EFLOW TRAVEL TIME (User specified size) •+*+ Upstream point/station elevation - 1191.81(Ft.) Downstream point/station elevation = 1184.00(Ft.) S� I 3 Pipe length = 35.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required dice flow 16.730(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 16.730(CFS) Normal flow depth in pipe = 6.42(In.) Flow top width inside pipe = 21.25(In.) Critical Depth = 17.68(In.) Pipe flow velocity = 24.77(Ft/s) ' Travel time through pipe = 0.02 min. Time of concentration (TC) _ .10.45 min. +++++++i++++++++++++++++++++++++++++.+++++++++++++++++++++++r+r+++++++ Process from Point/Station 212.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.640(Ac.) Runoff from this stream 16.730(CFS) Time of concentration = 10.45 min. Rainfall intensity - 4.184(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 221.000 to Point/Station 222.000 **** INITIAL AREA EVALUATION **** Initial area flow distance - 470.000(Ft.) ' Top (of initial area) elevation = 1202.900(Ft.) Bottom (of initial area) elevation = 1193.850(Ft.) Difference in elevation - 9.050(Ft.) Slope - 0.01926 s(percent)= 1.93 TC = k(0.370)*[(length^3)/(elevation change)] -0.2 Initial area time of concentration = 9.553 min. Rainfall intensity = 4.396(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.862 ' Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) 69.00 Initial subarea runoff - 7.353(CFS) Total initial stream area = 1.940(Ac.) ' Pervious area fraction = 0.350 ++++++++++++++};++}i++++++++++++++++++++++++++++++++++iii+++++++++++}+ Process from Point/Station 222.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1190.35(Ft.) ' Downstream point/station elevation - 1184.00(Ft.) Pipe length 42.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 7.353(CFS) Given pipe size = 18.00(In.) _ Calculated individual pipe flow 7.353(CFS) Normal flow depth in pipe 5.17(ln.) Flow top width inside pipe 16.29(In.) Critical Depth - 12.60(In.) Pipe flow velocity = 17.51(Ft/s) Travel time through pipe - 0.04 min. Time of concentration (TC) = 9.59 min. 3 aiiaaaa�r#i+l##.#alt#a#ate.###«aTt�li�#�T alaaaaaa t�a���a��at��ar� process from Point/Station 222.000 to Point/Stat fort 1.000 "^` CONFLUENCE OF MINOR STREAMS ' Along !lain Stream number: 1 in normal stream number 2 Stream flow area - 1.940(Ac.) Runoff from this stream = 7.353(CFS) Time of concentration = 9.59 min. ' Rainfall intensity = 4.386(.In/Hr) Summary of stream data: Stream Flow rate TO Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.730 10.45 4.184 2 7.353 9.59 4.386 Largest stream flow has longer time of concentration QP = 16.730 + sum of Qb Ia/Ib 7.353 * 0.954 7.016 QP - 23.746 Total of 2 streams to confluence: Flow rates before confluence point: 16.730 7.353 Area of streams before confluence: 4.640 1.940 Results of confluence: Total flow rate = 23.746(CFS) Time of concentration = 10.448 min. Effective stream area after confluence 6.580(Ac.) End of computations, total study area 6.58 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.350 Area averaged RI index number = 69.0 1 1 1 1 i 1 1 1 BASIN #300 Hydrology Calculation LINE *C of 1 1 1 1 1 1 1 1 1 i 1 1 10 & 100 YEAR HYDROLOGY FLOW CHART NUMBER UPSTREA`S DOWNSTREu PROCESS 1 311.000 312.000 INITIAL AREA 2 312.000 1.000 PIPEFLOW TIME (USER INP) 3 312.000 1.000 MAIN STREAM CONFLUENCE 4 321.000 322.000 INITIAL AREA 5, 321.000 322.000 CONFLUENCE 6 321.500 322.000 INITIAL AREA 7 321.500 322.000 CONFLUENCE , g 322.000 1.000 PIPEFLOW TIME -(USER INP)' 9 322.000 1.000 MAIN STREAM CONFLUENCE 10 1.000 2.000 PIPEFLOW TIME (USER INP) . 11 1.000 2.000 MAIN STREAM CONFLUENCE 12 331.000 332.000 INITIAL AREA 13 331.000 332.000 CONFLUENCE 14 331.500 332.000 INITIAL AREA _ 15 331.500 332.000 CONFLUENCE 16 332.000 2.000 PIPEFLOW TIME (USER INP) 17 332.000 2.000 MAIN STREAM CONFLUENCE T/�c;23a�-= Ss� it COW it IAJ it " T23064-3 REDNAVK 10 YR CASIN `oc II SAS(N 300 HYDROLOGY CALC. I RanPac Engineering Corporation, Temecula, CA - S/N 560 ------------------------------ Project: * ---------------------------------- * --------------------- 8300.rry I ------------------------------- Page 1 Calculated By: Study Date: 09/26/90 Moisture COnditior(AMC): 2 Checked By: I 1 I 10.0 Year Storm, rainfall intensity using rainfall data pairs ••............•••••• R A T I O N A L H Y D R 0 L 0 G Y R I V E R S I D E C 0 ..............."........•••• ' (Station/ I Soil Type IDevel.I Area I I I C IL Elevl 0 1 0 SlopelSecticnl V I L I T I To I Hydraulics I (Point N0.1 A,B,C,D IType I(Acres)1in/hI I I(sub)1Tocal IV/hz I IFps I ft.lmin.l in.1 or notes I I ---------------I ---------------- I I I---------------- I---------------- I ------ I ------- I.___I------ I ------ I_____I...... I ------ 1------- I I------ I ------ I ------I I ...... 1 ------- I.. I------ I••••• -I I ------I I...._1 ------- I____I I -------I I I -------I I -..I...-I I I ---------------I I I...............I I 1 1 312.001 C-100%IU-fair) 4.511.9610.762211223.81 6.81 ------ I -••••I ------- I• -••I .... I ---- I 17.61 --------------- I I I Iwo. Pipes = 1 Pipe flow travel time --- ON, = 0.013 ------ I ----- I 6.810.030ld- 241 9.31 1351 0.21 17.91hg1- 0.6(Ft.) I I II ------------ *..................... CONFLUENCE OF MAIN STREAMS ....................... .________-__-__I 1 ---------------i II---•-••••I••••••----------I---__-i-------I----I-----•I......1•--•-I------I-----1------ I 1.001 1 1 4.511.951 1 1 6.81 i I I 1 1 1 1 1 1 I 17.91Stream Summary I I ---------------- II I-••--•••--•-----I------I-------I 1 1 322.001 1------ 1------- 1__._1...... 1------ 1.__._1------ 1_____1------- 1_.._1....1.__.1.____1..__-.--_--.---I I•••--- ...... I ------I I-•---- I._..I....I.__.1... C-100%JSF 1/41 1.812.6310.816511226.01 3.91 ------ I•••••I••••-••I---- I ---- I ---- 1 I ---------•-----I 10.31 --------------- 1 1 1 1--••--•--I••••••••-••-----1------ 1 1 322.001 I------- I ---- I -----• I ------ I ----- 1 ------ 1 1 1.812.631 1 1 3.91 I ----- 1 ------- I---- I ---- I ---- I 1 1 1 1 1 1 ----- I ---------------I I 10.31Stream Summary 1 1 ' ---------------- o I ________________I______1_____._I I------ I------- I I ------------I I------ ------ ------ 1------ I.._..I------- I 1 1 I_____1------- 1.__.1_._.1____I_____I..___--____.-._I 1---------------I i I 1 1 322.001 C-100%ISF 1/41 0.812.6110.816011226.01 1.61••••••I ----- I ------- I ---- I••••I_•••1 10.51 --------------- I I I 1 --------- I ---------------- I I Confluence I ------ I ------- I ---- I ------ I••••••1 ..... I ...... TC#1. 10.3 TC#2- 10.5 TC#3- 0.0 I ----- I ------- I .... I ---- I ---- I TC#4- 0.0 7C#5- 0.01 1 1 ..... I --------------- I I 1 Largest I I ' 1 Analysis 0#1- 3.86 0#2- 1.60 0#3= 0.00 094= 0.00 0#5= 0.00 Area = 2.55 1 Confluence I I 11 I#1= 2.63 I#2= 2.61 I03- 0.00 I#4- 0.00 1#5= 0.001 1 1 1 G= 5.44 1 1 1 322.001 AR1- 1.8 AR2= 0.8 AR3- 0.0 AR4= 0.0 ARS- 0.01 01 - 5.4 02 - 0.0 03 = 0.0 04 = 0.0 05 - 0.01 1 1 1 1 1 I I---------------- INo. Pipes = I ------ I ------- I ---- I ------ I...... I..... I ...... 1 Pipe flow travel time --- ON' = 0.013 ------ I ----- I i----- I ------- I ---- I ---- i I 5.410.2361d- 18118.81 111 0.01 ----- i ---------•••-•-I I 10.41hg1= 0.3(Ft.) I I ._.._..__ ........................ CONFLUENCE OF MAIN STREAMS .......... •................... ..._ ___.--------------- ______--__---_----------------I------ ---------------- 1 Confluence I ------------- I .... I...... ••••••I ..... I ------ TC#1. 17.9 TC#2= 10.4 TC#3- 0.0 I ----- I ------- I ---- i I TC"- 0.0 TC05- 0.01 1 1 I --------•---•--I 1 Largest I I 1 Analysis 001= 6.78 0#2. 5.44 003- 5,44 094- 0.00 005- 0.00 Area = 7.09 1 Confluence I I I I 1#1- 1.95 102= 2.63 I#3- 0.00 (#4- 0.00 I#5- 0.001 1 1 1 D= 10.81 1 1 I 1 1.001 ARI- 4.5 AR2- 2.6 AR3= 0.0 AR4= 0.0 AR5- 0.01 1 1 1I I ' I I II --••••••-••----•I at - 10.8 02 - 0.0 03 = 0.0 ------ I------- 1....1------ I------ I I ------I 04 - 0.0 05 - 0.01 1 1 I------ I i I 1 I I --------------- --------------••-••--•---•--•-I-------------L..•I•---•-I------I-•----I ---------------- ------ ------- ------ ------ ------ i I------------------•--•---------•••----------•--•---••••••••-•------------•---••-------•••••••------••----------------------I -.•--•--•••----Version 2.5 --------------Ca right (c) Civi(CADO/Ci VitOESIGN, ____________________________________________________________________________________ I•___-- I I I I 1990 I ---------------I I I __ ---------------------------------- ------------------------------ --- ----------------------------------------------------- -- T23064-3 REDHRJK II BASIN 300 HYDROLOGY CALC. II II I � RanPac Engineering Corporation, Temecula, CA - S/N 560 --------------------------------------------------------------------------------------------------------------------------- Project: 8300.rry Page 2 Calculated =y: I Study Date: 09/26/90 Moisture CPndition(AMC)r 2 Checked 3y: 10.0 Year Storm, rainfall intensity using rainfall data pairs ............................... R A T I O N A L N T D R 0 L 0 G T R I V E R S 1 0 E C 0 ............................ I IStation/ I Soil Type IDevel.l Area I I I C IL Elev1 0 1 0 SLopelSectionl V I L I T I Tc I Hydraulics I (Point N0.1 A,B,C,D (Type I(Acres)lin/h1 I 1(sub)ITotaL v/hR I (Fps I ft.Imin.l min.( or notes I I II--------- I---------------- I INP. Pipes a i------ 1------- I.... I------ I------ I 1------ 1 Pipe flow travel time --- 'N' = 0.013------ I -•---I I..... 1------- I---- I.... i---- I 10.810.0321d= 24110.91 451 0.11 ----- I--------------- i I 17.91hg1= 0.7(Ft.) I I .............. ........ ,........... CONFLUENCE OF 14AIN STREAMS .............................' __..1.._.1.____1---------------I'I II--------- 1---------------- 1 1 2.001 I------ 1------- I.... i------ I------ I----- I------ 1 1 7.111.941 1 1 10.81 I----- 1------- i...-I I---------------I 1 1 1 1 1 1 I 17.91Stream Summary I I II I---------------- II ..... I----------------I......1-------I 1 332.001 I------ 1....... I I------I------I I------I I..._.._I....I...I.. I------I------I I------I I------ I I C-100%[SF 1/41 1.812.6310.816511226.01 3.91 ------ I----- I------- I---- I----I----1 I---------------I I ............... I 10.31--------------- I I II--------- I---------------- 1 1 332.001 1 I.._......1---------------- ..._...I--•-------------I......1-------I I------ I------- I---- I...... I...... I----- I------ 1 1 1.812.631 1 1 3.91 I------ I------- I ------ ------ 1 ------ I------I------I I------I I..... I------- I.... I---- I---- 1----- 1 1 1 1 1 1 ....I..---..1....1....1....1.. I-----..1.. I 1 I--------------- I I 10.31Stream Summary I I I.--..--------.-I I I---------------I I 1 1 332.001 C-1OC%jSF 1/41 1.312.5110.813411226.01 2.71...... I..... I------- I---- I.... I ---- 1 11.21--------------- I I ' I--------- 1---------------- Confluence I------ ------- I---- I------ 1------ I----- I------ TC#1. 10.3 TC#2= 11.2 TC#3- 0.0 I----- 1------- I---- I---- I---- I----- TC#4- 0.0 TC05- 0.01 1 1 I---------------1 I 1 Largest I I Analysis 0#1- 3.B8 002- 2.72 003- 0.00 074= 0.00 0#5- 0.00 Area 3.14 1 Confluence I I 101- 2.63 1#2- 2.51 I#3= 0.00 1#4+ 0.00 105- 0.001 1 1 1 0- 6.39 1 1 ' 1 1 332.001 1 1 I AR1- 1.8 AR2- 1.3 AR3- 0.0 01 - 6.4 02 - 0.0 03 = 0.0 A94- 0.0 ARS- 0.01 1 1 a4 = 0.0 05 - 0.01 1 1 1 i 1 1 I 1 ....._...I---------------- 1 INo. Pipes = i------ ------- I---- I------ I------ ----- I------ 1 Pipe flow travel time --- 'N' - 0.013 ------ I----- I I----- I------- I---- I ---- I i 6.410.209ld= 18118.91 201 0.01 -----I---------------I i 10.41hgL- 0.4(Ft.) I I ' --------- ......................... CONFLUENCE OF MAIN STREAMS......................... .....I..._..__I_____I--------------- --------- I................ I------ I------- I---- I------ ...... I----- I------ 1----- I ------- I I ...I....I.....I---------•--•--I 1 Confluence TC#1= 17.9 TC#2= 10.4 TC#3= 0.0 TC#4- 0.0 TC#5= 0.01 1 1 -_----.__------------•-II 1 Largest I I 1 Analysis 0#1= 10.81 002- 6.39 093- 6.39 0#4= 0.00 005= 0.00 Area = 10.23 1 ConfLuence I I 1 I 2.001 101- 1.94 I#2= 2.63 Ufa= 0.00 AR1- 7.1 AR2- 3.1 AR3- 0.0 I#4- 0.00 105= 0.001 1 1 AR4- 0.0 AR5a 0.01 1 1 1 0- 15.54 1 1 1 1 1 I .........I---------------- 01 - 15.5 02 - 0.0 03 = 0.0 04 = 0.0 05 - 0.01 1 1 1 1 1 II-----•----------I------I•--••--I....I------I------I I I_....._.i---------------- I------ I------- I I------I------I I...... I.._..1------- I....I.....I---------------I ------ ....... I Total study area . 10.23 (Ac.) Peak flow rate - 15.538 (CFS) I------ I------- I....1------ I------ I_____1------ i.-___1------- 1..__1 __.i____I_____1_-_----_-----_-1 i I-__---------•--I I 1 1 II------------------------I------I---•---I 1 ________________I___...I...__..I._..I_.____I______I__.._I•.....I ....._...I----------------I------I-------I....I------I------I 1 1 II----------------------••--------------------------------------------------------------------------------•-...._---------•---I I------i------I i------I I------ I ...1..._I.._.I... 1----•- I I 1_.__1._.._1___-_-_____----I I...... I------- I I Version 2.5 Copyright (c) CiviICADO/CiviIDESIGN, 1990 I---------------I I I----_------•---I I 1 i I 11 1 Riverside County Rational Hydrology Program CivilCADD/CivilDESIGN Engineering Software, (c) 1990 Version 2.5 ---__-Rational Hydrology Study Date: 09/26/90 ------------------ _---_______________-_____ T23064-3 REDHAWX 10 K v n BASIN 300 - HYDROLOGY CALC. f 13 A S I N 300 ********* Hydrology Study Control Information ********* RanPac Engineering Corporation, Temecula, CA - SIN 560 Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation - 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.000 (in./hr.) Slope of intensity duration curve - 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++t+tt++a+++++++++++++++++ Process from Point/Station 311.000 to Point/Station 312.000 **** INITIAL AREA EVALUATION **+* Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 1260.000(Ft.) Bottom (of initial area) elevation = 1223.750(Ft.) Difference in elevation = 36.250(Ft.) Slope = 0.05179 s(percent)= 5.18 TC - k(0.710)*((length^3)/(elevation change))^0.2 Initial area time of concentration - 17.638 min. Rainfall intensity - 1.960(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.762 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) 79.00 Initial subarea runoff = 6.782(CFS) Total initial stream area = 4.540(Ac.) Pervious area fraction = 1.000 Process from Point/Station 312.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1223.75(Ft.) Downstream point/station elevation - 1219.75(Ft.) J ' Pipe length = 135.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow 6.782(CFS) Given pipe 'size = 24.00(ln.) Calculated individual pipe flow = 6.782(CFS) Normal flow depth in pipe = 6.78(In.) Flow top width inside pipe 21.61(In.) Critical Depth - 11.08(In.) Pipe flow velocity = 9.31(Ft/s) ' Travel time through pipe = 0.24 min. Time of concentration (TC) _ 17.88 min. ' ++++++++++++++++++++++++++++++++++++++++.. ++++.......+++++++.+.+.++++. Process from Point/Station 312.000 to Point/Station 1.000 **** CONFLUENCE OF MAIN STREAMS **** ' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.540(Ac.) Runoff from this stream 6.782(CFS) ' Time of concentration = 17.88 min. Rainfall intensity - 1.945(In/Hr) Program is now starting with Main Stream No. 2 1 1 1 1 t ++++++++++++++++++++++++++++++++++++++.++.+++++.++.++++++++++..+++++++ Process from Point/Station 321.000 to Point/Station 322.000 **** INITIAL AREA EVALUATION **** Initial area flow distance 630.000(Ft.) Top (of initial area) elevation - 1245.000(Ft.) Bottom (of initial area) elevation - 1226.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.03016 s(percent)- 3.02 TC - k(0.390)*((length^3)/(elevation change)1-0.2 Initial area time of concentration - 10.349 min. Rainfall intensity - 2.628(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.816 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff - 3.862(CFS) Total initial stream area = 1.800(Ac.) Pervious area fraction - 0.500 Process from Point/Station 321.000 to Point/Station 322.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area - 1.800(Ac.) Runoff from this stream - 3.862(CFS) Time of concentration 10.35 min. Rainfall intensity - 2.628(In/Hr) .........iii++.++++++.++++++++++++.++++ ......................++++.++++ Process from Point/Station 321.500 to Point/Station 322.000 **** INITIAL AREA EVALUATION **** 4 1 Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1230.600(Ft.) Bottom (of -initial area) elevation = 1226.000(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.01150 s(percent)= 1.15 TC - k(0.390)-((length'3)/(elevat4-on change)]'0.2 Initial area time of concentration = 10.465 min. Rainfall intensity = 2.612(In/Hr) for a 10.0 year storm 1 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.816 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 1 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) 69.00 Initial subarea runoff = 1.599(CFS) 1 Total initial stream area = 0.750(Ac.) Pervious area fraction = 0.500 1 +++++}++++++++++++++++++++++++++++}+++++++++++++++++++}}++++++++++++++ Process from Point/Station 321.500 to Point/Station 322.000 •••• CONFLUENCE OF MINOR STREAMS •••• Along Main Stream number: 2 in normal stream number 2 . . Stream flow area = 0.750(Ac.) Runoff from this stream = 1.599(CFS) Time of concentration 10.47 min. 1 Rainfall intensity = 2.612(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In/Hr) 1 3.862 10.35 2.628 1 2 1.599 10.47 2.612 Largest stream flow has shorter time of concentration qp = 3.862 + sum of Qa Tb/Ta ' 1.599 * 0.989 = 1.581 Qp = 5.443 Total of 2 streams to confluence: 1 Flow rates before confluence point: 3.862 1.599 Area of streams before confluence: 1.800 0.750 1 Results of confluence: Total flow rate = 5.443(CFS) Time of concentration'- 10.349 min. ' Effective stream area after confluence 2.550(Ac.) Process from Point/Station 322.000 to Point/Station 1.000 1 •••• PIPEFLOW TRAVEL TIME (User specified size) •••• Upstream point/station elevation = 1222.51(Ft.) Downstream point/station elevation = 1219.75(Ft.) Pipe length 11.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.443(CFS) Given pipe size = 18.00(In.) 1 Calculated individual pipe flow = 5.443(CFS) I ' Normal flow depth in pipe 3.97(In.) Flow top width inside pipe = 14.93(In.) Critical Depth = 10.79(In.) ' Pipe flow velocity = 18.81(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.36 min. Total of 2 main streams to confluence: Flow rates before confluence point: 6.782 5.443 Area of streams before confluence: 4.540 2.550 .........+++++++r++++++++..++.+........+++.++++.++.++++++..+++..++.+.. ' Process from Point/Station 322.000 to Point/Station 1.000 .... CONFLUENCE OF MAIN STREAMS ***' Effective stream area after confluence = 7.090(Ac.) The following data inside Main Stream is listed: ......+.+...........................................................+. In Main Stream number: 2 - Stream flow area = 2.550(Ac.) '••' PIPEFLOW TRAVEL TIME (User specified size) *'•• Runoff from this stream 5.443(CFS) Upstream point/station elevation - 1219.75(Ft.) Time of concentration = 10.36 min. Downstream point/station elevation = 1218.33(Ft.) Rainfall intensity = 2.627(In/Hr) Pipe length = 45.00(Ft.) Manning's N = 0.013 Summary of stream data: No. of pipes - 1 Required pipe flow = 10.814(CFS) Stream Flow rate TC Rainfall Intensity Given pipe size = 24.00(In.) No. (CFS) (min) (In/Hr) Calculated individual pipe flow = 10.814(CFS) 1 6.782 17.88 1.945 Normal flow depth in pipe = 8.51(In.) 2 5.443 10.36 2.627 Flow top width inside pipe = 22.96(In.) Largest stream flow has longer time of concentration Critical Depth = 14.16(In.) QP = 6.782 + sum of Pipe flow velocity - 10.85(Ft/9) Qb Ia/Ib ' 5.443 ' 0.741 = 4.032 QP = 10.814 Total of 2 main streams to confluence: Flow rates before confluence point: 6.782 5.443 Area of streams before confluence: 4.540 2.550 '...................................................................... 41�(03 Results of confluence: Total flow rate - 10.814(CFS) Time of concentration - 17.880 min. Effective stream area after confluence = 7.090(Ac.) ' ......+.+...........................................................+. Process from Point/Station 1.000 to Point/Station 2.000 '••' PIPEFLOW TRAVEL TIME (User specified size) *'•• Upstream point/station elevation - 1219.75(Ft.) Downstream point/station elevation = 1218.33(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 10.814(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 10.814(CFS) Normal flow depth in pipe = 8.51(In.) Flow top width inside pipe = 22.96(In.) Critical Depth = 14.16(In.) Pipe flow velocity - 10.85(Ft/9) Travel time through pipe - 1 0.07 min. Time of concentration (TC) - 17.95 min. '...................................................................... 41�(03 IProcess from Point/Station 1.000 to Point/Station 2.000 .+.................................................................... Process from Point/Station 331.000 to Point/Station 332.000 *•** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area - 1.810(Ac.) Runoff from this stream 3.884(CFS) ' Time of concentration 10.35 min. Rainfall intensity - 2.628(In/Hr) ''-" CONFLUENCE OF MAIN STREAMS .... The following data inside Main Stream is listed: In Hain Stream number: 1 Stream flow area = 7.090(Ac.) ' Runoff from this stream = 10.814(CFS) ... Time of concentration = 17.95 min. ' Rainfall intensity - 1.941(In/Hr) Program is now starting with Main Stream No. 2 ...............................................................+...... Process from Point/Station 331.000 to Point/Station 332.000 ww*w INITIAL AREA EVALUATION **w* Initial area flow distance 630.000(Ft.) Top (of initial area) elevation = 1245.000(Ft.) Bottom (of initial area) elevation = 1226.000(Ft.) Difference in elevation = 19.000(Ft.) ' slope = 0.03016 s(percent)- 3.02 TC - k(0.390)-((length-3)/(elevation change)) -0.2 Initial area time of concentration - 10.349 min. Rainfall intensity - 2.628(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) - Runoff Coefficient = 0.816 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff - 3.884(CFS) Total initial stream area = 1.810(Ac.) Pervious area fraction = 0.500 .+.................................................................... Process from Point/Station 331.000 to Point/Station 332.000 *•** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area - 1.810(Ac.) Runoff from this stream 3.884(CFS) ' Time of concentration 10.35 min. Rainfall intensity - 2.628(In/Hr) 6� 4..................................................................... Process from Point/Station 331.500 to Point/Station 332.000 '*** INITIAL AREA EVALUATION **** Initial area flow distance = 450.000(Ft.) ' Top (of initial area) elevation - 1230.600(Ft.) ... Bottom (of initial area) elevation - 1226.000(Ft.) Difference in elevation - 4.600(Ft.) slope - 0.01022 9(percent)- 1.02 TC - k(0.390)*[(length'3)/(elevation change))'0.2 Initial area time of concentration - 11.232 min. Rainfall intensity = 2.512(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 1.000 6� I I I I I I I I I Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff = 2.718(CFS) Total initial stream area - 1.330(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++.+++++++++++++++++++++r+++++++++++++++;+++ Process from Point/Station 331.500 to Point/Station 332.000 *•** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area - 1.330(Ac.) Runoff from this stream = 2.718(CFS) Time of concentration 11.23 min. Rainfall intensity = 2.512(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.884 10.35 2.628 2 2.718 11.23 2.512 Largest stream flow has shorter time of concentration Qp - 3.884 + sum of Qa Tb/Ta 2.718 * 0.921 2.504 Qp = 6.388 Total of 2 streams to confluence: Flow rates before confluence point: 3.884 2.718 Area of streams before confluence: 1.810 1.330 Results of confluence: Total flow rate = 6.388(CFS) Time of concentration 10.349 min. Effective stream area after confluence 3.140(Ac.) Process from Point/Station 332.000 to Point/Station 2.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** upstream point/station elevation = 1222.51(Ft.) Downstream point/station elevation - 1218.33(Ft.) Pipe length = 20.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow 6.388(CFS) Given pipe size 18.00(In.) Calculated individual pipe flow 6.388(CFS) Normal flow depth in pipe = 4.44(In.) Flow top width inside pipe = 15.51(ln.) Critical Depth - 11.73(In.) Pipe flow velocity - 18.88(Ft/s) Travel time through pipe - 0.02 min. Time of concentration (TC) = 10.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 2.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: M In Hain Stream number: 2 Stream flow area = 3.140(Ac.) Runoff from this stream = 6.388(CFS) Time of concentration = 10.37 min. Rainfall intensity = 2.626(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.814 17.95 1.941 2 6.388 10.37 2.626 Largest stream flow has longer time of concentration QP = 10.814 + sum of - Qb Ia/Ib 6.388 0.739 = 4.723 Qp = 15.538 Total of 2 main streams to confluence: Flow rates before confluence point: 10.814 6.388 Area of streams before confluence: 7.090 3.140 Results of confluence: Total flow rate - 15.538(CFS) Time of concentration = 17.949 min. Effective stream area after confluence 10.230(Ac.) End of computations, total study area 10.23 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(AP) = 0.722 Area averaged RI index number = 73.4 723064.3 REDMANK 16D YR . -EA,5/til t300 -----_ Project: RanPac Engineering Corporation, Temecula, CA - S/N 560 ------------------------------------------------------------------------------------------------- B300.rry Page 1 Calculated By: Study Date: 09/26/90 Moisture Conditi on(AMC): 2 Checked By: - 100.0 Year Storm, rainfall intensity using rainfall data pairs 1 • .*....• R A T I O N A L M Y D R 0 L 0 G T R I V E R S 1 0 E C O •..........................• I IStation/ I Soil Type IDevel.I Area I I I C L ELevI 0 1 0 SLopelSectionl V I L I T I Tc I Hydraulics I I I (Point N0.1 A,B,C,D IType (Acres)lin/hl I I(sud)JTotal Iv/hz I (Fps I ft.Imin.1 min.( or notes I I ' II---------------- I ---------------- ---------------- 1 1 312.001 I ------ 1 ------- I ------ I ------ I.....1 ...... I -------f I i ------ I ------- i... -I ------ 1 ------ I.....I------ I -------1_...I i I i ------ I ------- I I----••I------I------I -------I...I i I C•100KIU-fair) 4.513.1410.808611223.81 11.5I ------ I ----- I -••••••I ---- I ---- I ---- 1 ---------------I I ---------------I i I ---------------I I 17.61 --------------- I I - I Iwo. Pipes - i Pipe flow travel time ••• 'N' - 0.013 •----- I ----- I 11.510.030ld- 24110.81 1351 0.21 17.81hg1= 0.7(Ft.) I I ' CONFLUENCE OF MAIN STREAMS ............•••••••••••••••••• II --------- I -- II I 1.001 - - ------------1------ I ------- I ---- I ------ I ------ I ----- I ------ 1 1 4.513.121 1 1 11.51 I ----- I ------- ... - I I 1 1 1 1 I 117.815treem -------------- I--------------- Sutnnary I I I---------------- II.........I________________i__._..._....__.__I_._.__1______1_____._____..____._____1________I___.I.____I._____-------.-I 1 1 322.001 i------ I------- I ------ ------ 1...... 1.....1------- 1 .1....1.. C-100%ISF 1/41 1.814.2110.843911226.01 6.41 ------ I ----- I ------- I ---- I ---- I ---- 1 I ----•..----•--.I 10.31 --------------- I I ' II --------- I ---------------- 1 1 322.001 I ------ I ------- I ---- I ------ I ------ I ----- 1 ------ 1 1 1.814.211 1 1 6.41 I I ------- I I I I 1 1 1 1 1 1 ----- 1 --------------- I I 10.31Stream Sumwry I I I I._... I----••---------- I..._.. -I---------------- 1 1 322.001 I------I-------I I------ I ------ I I------ I I ------- I I 1.._.1..._.1 I ------ I ------- I....I------ 1 ------ I.....I...... I.....I------- i I 1 1 C-100K1SF 1/41 0.814.1810.843611226.01 2.61 ------ I ----- I ------- I -•••I .... 1•.-.1 ...............I I 1---------------1 I 10.51-••-•-•-••--•--I I II --------- I ---------------- I I Confluence I ...... I ------- 1 ---- I------ I ------ I ----- i ------ TC#1. 10.3 TC#2= 10.5 TC#3- 0.0 I ----- 1 ------- 1 ---- I.... i --•- I TC#G- 0.0 TC95- 0.01 1 1 ----- I --------------- I I 1 Largest I I I I Analysis 0#1= 6.39 0#2= 2.65 0#3- 0.00 0#4- 0.00 005- 0.00 Area = 2.55 1 Confluence I I I 1 101= 4.21 1#2- 4.18 1#3- 0.00 194- 0.00 1#5- 0.001 1 11 0- 9.01 1 1 1 1 322.001 AV- 1.8 A92- 0.8 AR3- 0.0 AR4= 0.0 AR5- 0.01 1 1 1 1 1 01 - 9.0 02 - 0.0 03 = 0.0 04 = 0.0 05 - 0.01 1 1 1 1 1 - II .......1---------------- I INo. Pipes - I ------ I ------- I ---- I ------ I ------ I----- I ------ 1 Pipe flow travel time --- 'N' - 0.013 ------ I ..... 1 1..... I ------- I ---- I---- I I 9.010.2361d- 18121.81 111 0.01 ..... I ............... I I 10.41hg1= 0.4(Ft.) I I . .................................. CONFLUENCE OF MAIN STREAMS •..................... -•----•--------I ---•--•--I---------------- 1 1 Confluence I ------ ------- I .... I ------ I ------ I ----- I ------ TC#1= 17.8 TC#2.10.4 T[#3- 0.0 I ----- I ------- I .... I.. I---------------11 TC#4- 0.0 TC#5- 0.01 1 1 1 Largest I I 1 I Analysis 0#1.11.52 002. 9.01 0#3- 9.01 0#4- 0.00 0#5- 0.00 Area = 7.09 1 Confluence I I 11 I01- 3.12 I#2- 4.20 1#3- 0.00 I#4- 0.00 IA'5- 0.001 1 1 1 0- 18.19 1 1 I 1 1.001 ARI- 4.5 AR2= 2.6 AR3= 0.0 AR4- 0.0 AR5- 0.01 1 1 1 1 1 ' I I I 01 - 18.2 a2 - 0.0 03 = 0.0 04 - 0.0 a5 - 0.01 1 I I 1 1 II I----------------1-----•I-----••I----I------I------I 1 I I• ----- T23064.3 REDHANK I -- ------------------------•--•---------------------•-- I l II II II II II 11 I l RanPac Engineering Corporation, Temecula, CA • S/N 560 1 1 I I Project: .--. -' -_ _------' --- - _ 8300.rry --------------------------------------------- Page 2 Calculated By: I I - i I Study Date: 09/26/90 Moisture Conditfan(ANC): 2 Checked By: I I 1 1 100.0 Year Storm, rainfall intensity using rainfall data pairs I I I I...... -.................. •••• R A T I O N A L H Y D R O L O G Y - R I V E R S I D E C 0 ..........................•.1 1 1 I IStation/ I Soil Type 10ove1.1 Area I I I C IL Elevl 0 I 0 ISLopelSectionl V I L I T I Tc I Hydraulics I I I (Point M0.1 A,S,C,D IType I(Acres)lin/hl I I(suh)ITotal IV/hz I (Fps I ft.lmin.l min.1 or notes I I II --------- I ---------------- I INo. Pipes - 1 I ------ I ------- I ---- I ------ I ------ I.....1------ Pipe flow travel time --- 'N' - 0.013 ------ i•• -.•I I ----- 1-------1---- I ---- I ---- I 18.210.032ld- 24112.51 451 0.11 ----- I --------•----•- I I 17.91hg1- 0.9(Ft.) I I ' I---------••••••......•••••-«••••• CONFLUENCE OF MAIN STREAMS •«« ------- «-.«--- «.-.-_-.I.___I__..I.__..1---------------I I II•-------- I ---------------- I I 2.001 I I 1---------------- I ------ I ------- I -••- I ------ I------ I----- I ------ 1 1 7.113.111 1 1 18.21 I--.--- I------- I I ------ I ------ I ------ I ----- I------- I ---- I._..1....1.....1 I I I I I 117.91Strew I I -----..I....1._._ I....1... -----------••--I I Suaimary I I I---------------1 I 70 1 I I --------- I ---------------- I 1 332.001 I ------ I ------- I ---- I ------ I ------ I ----- I ------ I ----- I ------- I C.100.1SF 1/41 1.814.2110.843911226.01 6.41 ------ I ----- I ------- I ---- I .... 1 ---- I ---- .... I .... I ----- I----------- ---i 1 10.31--- ------------ I II ......... I ---------------- 1 1 332.001 .......---------------- I ------ I ------- I ---- I ------ I ------ I ----- I ------ 1 1 1.814.211 1 1 6.41 I.-----I...----I i--..._I....-.I.....------ I.....I------- 1 1 I.._..I----...1....1._..1....1.....1 I 1 ---- I 1 ---- I ---- 1 I ----- I --------------- I 1 10.31SCream Su ry 1 --------------- I .........---------------- 1 1 332.001 I ------ I..... --i....1......1 ------ 1.....1 ------ 1..._.1....._.1....1....1_...1.....1 C-100-ISF 1/41 1.314.0210.841711226.01 4.51 ------ j..... I-------I----I----I----1 --------------- I 11.21 --------------- I ' I I --------- I ---------------- I I Confluence I ------ I ------- I ---- I ------ I ------ I ----- I ...... TC91= 10.3 TC92= 11.2 TCif3= 0.0 I ----- 1 ------- TC94= 0.0 I TC05= ---- I 0.01 ---- I ---- 1 1 ----- I --------------- I 1 1 Largest I 1 Analysis 001= 6.42 0#2= 4.50 Cal- 0.00 004= 0.00 005= 0.00 Area = 3.14 1 Confluence 1 .. 1 101= 4.21 1#2= 4.02 193= 0.00 I"= 0.00 105= 0.001 1 1 1 0= 10.57 1 1 332.001 AR1- 1.8 AR2= 1.3 AR3= 0.0 ARG- 0.0 AR5= 0.01 1 1 1 1 1 I 1 01 = 10.6 02 - 0.0 03 = 0.0 04 = 0.0 05 = 0.01 1 1 1 1 1 ...._...1 ---------------- INo. Pipes a 1 I ------ I------- I ---- I ------ I ------I----- I ------I----- Pipe flow travel time ••• 'N' - 0.013 ...... I ..... 1 I-•----- 10.610.2091de I 18121.81 ----I ---- I 201 0.01 I ----- I --------------- I 10.41hg1= 0.5(Ft.) I ' I I .................................. CONFLUENCE OF MAIN STREAMS .................... ..............i..._I.._.. --------------- --.-.---_---.----------I----------------I-----.I------•I•---I------I------I-----I------I-----I------ --------- I ---------------- I I Confluence I ------ ------- I ---- I ------ I ------ I ----- I ------ TC#1= 17.9 TC#2= 10.4 TC#3- 0.0 I ----- I ------ TC94= 0.0 I._..I_...1 TC#5- 0.01 1 i I ---------------I 1 1 Largest I I I Analysis 0#1= 18.19 0#2= 10.57 a03= 10.57 004= 0.00 005= 0.00 Area = 10.23 1 Confluence I 1 1 I01= 3.11 I#2= 4.20 103= 0.00 104e 0.00 1#5= 0.001 1 1 1 0- 26.02 1 ' 1 1 2.001 ARI- 7.1 AR2= 3.1 AR3= 0.0 AR4- 0.0 AR5= 0.01 1 1 1 1 1 1 1 01 - 26.0 02 - 0.0 03 = 0.0 04 = 0.0 05 - 0.01 1 1 1 1 ' ---------------- II I----------------I------i-------I ...... I---------------- I------ I------- I....I...... I------ .....I......I I------ ------ ------ I ------I i------ Total study area = 10.23 (Ac.) Peak flow I------ i------- I I------ i------ 1.....1------ I.....I------- rate I = I I I 26.021 I I ---------------I I ---------------I (CFS) 1 I-••...-•-------i .........I••------•-------I------I-------I I----------------I......I---.---I I L........ ---------------- 1 1 Version I------ i------ 1....-I...... I.....I•-••-• ------ ------ I ------I I----•- I------ I------- I ------ I------ L...•I•••--•L....I ------- 2.5 Copyright (c) CiviICADO/C1vilf)ESIGM, 1990 I ...I....1....1.....1...............1 .._I....I i I -•-•--•--------I ---------------i I I uj LJ I I I I 1 J I17 u 11 I Riverside County Rational Hydrology Program CLvilCADD/CiVilDES:GN Engineering Software, (c) 1990 Version 2.5 Rational Hvdrology Study Date: 09/25/90 ------------------------------------------------------------------------ T23064-3 REDHAWK IL40 Y2. BASIN 340 ------------------------------------------------------------------------ ••••••••• Hydrology Study Control Information ••••••••• -------------------------------------------------------- RanPac Engineering Corporation, Temecula, CA - SIN 560 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation - 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5500 Process from Point/Station 311.000 to Point/Station 312.000 •••• INITIAL AREA EVALUATION ...• Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 1260.000(Ft.) Bottom (of initial area) elevation = 1223.750(Ft.) Difference in elevation - 36.250(Ft.) Slope = 0.05179 s(percent)- 5.18 TC - k(0.710)•((length^3)/(elevation change)]'0.2 Initial area time of concentration = 17.638 min. Rainfall intensity - 3.137(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.809 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) - 79.00 Initial subarea runoff - 11.518(CFS) Total initial stream area - 4.540(Ac.) Pervious area fraction - 1.000 +++4i+i+++}.4i++++++++i+++}}i♦+++4f++i++++4+ifiia+++4+4++t++f}i+4++i++ Process from Point/Station 312.000 to Point/Station 1.000 •••• PIPEFLOW TRAVEL TIME (User specified size) ...• Upstream point/station elevation - 1223.75(Ft.) Downstream point/station elevation - 1219.75(Ft.) 7 I Pipe length = 135.00(Ft.) Yanr.ing'3 N = 0.013 No. of pipes = 1 Required pipe flow 11.510(CFS) Given pipe size = 24.00(In.) ' Calculated individual pipe flow = 11.518(CFS) Normal flow depth in pipe = 8.94(In.) Flow top width inside pipe = 23.21(In.) Critical Depth = 14.61(In.) ' Pipe flow velocity = 10.79(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 17.85 min. +++++++++++++++++++++++..+++++++++++++++++++++++++I+++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 1.000 •••• CONFLUENCE OF MAIN STREAMS '•" ' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.540(Ac.) 1 Runoff from this stream = 11.518(CFS) Time of concentration 17.85 min. Rainfall intensity - 3.117(ln/Hr) Program is now starting with Main Stream No. 2 1 — Pipe length = 135.00(Ft.) Yanr.ing'3 N = 0.013 No. of pipes = 1 Required pipe flow 11.510(CFS) Given pipe size = 24.00(In.) ' Calculated individual pipe flow = 11.518(CFS) Normal flow depth in pipe = 8.94(In.) Flow top width inside pipe = 23.21(In.) Critical Depth = 14.61(In.) ' Pipe flow velocity = 10.79(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 17.85 min. +++++++++++++++++++++++..+++++++++++++++++++++++++I+++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 1.000 •••• CONFLUENCE OF MAIN STREAMS '•" ' The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.540(Ac.) 1 Runoff from this stream = 11.518(CFS) Time of concentration 17.85 min. Rainfall intensity - 3.117(ln/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 321.500 to Point/Station 322.000 ..*• INITIAL AREA EVALUATION *��� -71 Process from Point/Station 321.000 to Point/Station 322.000 •*" INITIAL AREA EVALUATION "•` Initial area flow distance - 630.000(Ft.) Top (of initial area) elevation = 1245.000(Ft.) ' Bottom (of initial area) elevation = 1226.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.03016 s(percent)= 3.02 TC - k(0.390)•[(length^3)/(elevation change))^0.2 ' Initial area time of concentration = 10.349 min. Rainfall intensity = 4.206(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.844 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) 69.00 Initial subarea runoff - 6.389(CFS) Total initial stream area = 1.800(Ac.) Pervious area fraction - 0.500 Process from Point/Station 321.000 to Point/Station 322.000 `•*` CONFLUENCE OF MINOR STREAMS --*- Along Main Stream number: 2 in normal stream number 1 Stream flow area - 1.800(Ac.) Runoff from this stream - 6.389(CFS) ' Time of concentration = 10.35 min. Rainfall intensity - 4.206(In/Hr) Process from Point/Station 321.500 to Point/Station 322.000 ..*• INITIAL AREA EVALUATION *��� -71 initial area flow distance = 400.000(7t.) Too (of initial area) elevation - 1230.600(-t.) Bottom (of.initial area) elevation = 1226.000(7t.) ' Difference in elevation = 4.600(Ft.) Slope = 0.01150 s(percent)= 1.15 TC = k(0.390)•((length'3)/(elevation change)] -0.2 Initial area time of concentration = 10.465 min. Rainfall intensity - 4.181(In/1.4r) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Ccefficient = 0.844 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 ' Initial subarea runoff - 2.645(CFS) Total initial stream area - 0.750(Ac.) Pervious area fraction = 0.500 Process from Point/Station 321.500 to Point/Station 322.000 •••• CONFLUENCE OF MINOR STREAMS •••• ' Along Hain Stream number: 2 in normal stream number 2 Stream flow area - 0.750(Ac.) Runoff from this stream = 2.645(CFS) ' Time of concentration 10.47 min. Rainfall intensity = 4.181(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 6.389 10.35 4.206 2 2.645 10.47 4.181 Largest stream flow has shorter time of concentration QP = 6.389 + sum of ' Qa Tb/Ta 2.645 * 0.989 = 2.616 QP = 9.005 ' Total of 2 streams to confluence: Flow rates before confluence point: 6.389 2.645 Area of streams before confluence: ' 0.750 of co Results of confluence: Total flow rate - 9.005(CFS) Time of concentration - 10.349 min. Effective stream area after confluence 2.550(Ac.) +iii++++++++++++f++iii++++++++++++++++++++++++++++++++++++++++++++++++ ' Process,from Point/Station 322.000 to Point/Station 1.000 •••• PIPEFLOW TRAVEL TIME (User specified size) •**• Upstream point/station elevation = 1222.51(Ft.) ' Downstream point/station elevation - 1219.75(Ft.) Pipe length 11.70(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow 9.005(CFS) Given pipe size 18.00(In.) Calculated individual pipe flow 9.005(CFS) 1 Normal flow depth in pipe = 5.12(:1.) Flow too width inside pipe = 16.24(In.) Critical Depth = 13.94(In.) Pipe flow velocity = 21.76(Ft/s) ' Travel time through pipe = 0.01 min. Time of concentration (TC) 10.36 min. +++.r+++++++aa++a+++++aa�a+a++++ a++a++++a++++++a+aa+a+..++++..++++aa�++ Process from Point/Station 322.000 to Point/Stat-On 1.000 ***. CONFLUENCE OF MAIN STREAMS **^ ' The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.550(Ac.) Runoff from this stream 9.005(CFS) ' Time of concentration 10.36 min. Rainfall intensity - 4.204(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 11.518 17.85 3.117 2 9.005 10.36 4.204 Largest stream flow has longer time of concentration - QP = 11.518 + sum of ' Qb Ia/Ib 9.005 * 0.741 6.677 Qp - 18.194 I Total of 2 main streams to confluence: Flow rates before confluence point: 11.518 9.005 Area of streams before ccnfluence: ' 4.540 2.550 Results of confluence: ' Total flow rate = 18.194(CFS) Time of concentration = 17.847 min. Effective stream area after confluence 7.090(Ac.) Process from Point/Station 1.000 to Point/Station 2.000 ' **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1219.75(Ft.) Downstream point/station elevation - 1218.33(Ft.) Pipe length = 45.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow 18.194(CFS) _ Given pipe size - 24.00(In.) Calculated individual pipe flow 18.194(CFS) Normal flow depth in pipe = 11.32(In.) ' Flow top width inside pipe = 23.96(In.) Critical Depth - 18.43(In.) Pipe flow velocity - 12.47(Ft/s) Travel time through pipe = 0.06 min. ' Time of concentration (TC) - 17.91 min. I 7S,73 ' 7 ' Process from Point/Station 1.000 to Point/Station 2.000 •••• CONFLUENCE OF Y11IN STREAMS •"' .ne following data inside :fain Stream is listed: In Main Stream number: 1 Stream flow area = 7.090(Ac.) Runoff from this stream 18.194(CFS) Time of concentration = 17.91 min. Rainfall intensity = 3.111(ln/Hr) Program is now starting with Main Stream No. 2 ' #++++++#+#########++##++##+#+####++#++#++#+#++++++++++#++#+++++####+## Process from Point/Station 331.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION ' Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 1245.000(Ft.) Bottom (of initial area) elevation = 1226.000(Ft.) Difference in elevation = 19.000(Ft.) ' Slope = 0.03016 s(percent)= 3.02 TC = k(0.390)*((length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.349 min. Rainfall intensity = 4.206(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) - - Runoff coefficient = 0.844 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff = 6.425(CFS) Total initial stream area = 1.810(Ac.) Pervious area fraction = 0.500 Process from Point/Station 331.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along Main Stream number: 2 in normal stream number 1' Stream flow area = 1.810(Ac.) Runoff from this stream = 6.425(CFS) Time of concentration 10.35 min. ' Rainfall intensity 4.206(In/Hr) Process from Point/Station 331.500 to Point/Station 332.000 **** INITIAL AREA EVALUATION Initial area flow distance = 450.000(Ft.) ' Top (of initial area) elevation = 1230.600(Ft.) Bottom (of initial area) elevation = 1226.000(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.01022 e(percent)= 1.02 ' TC = k(0.390)-[(length-3)/(elevation change)]^0.2 Initial area time of concentration = 11.232 min. Rainfall intensity = 4.021(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.842 - Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 ' Decimal fraction soil group C = 1.000 �T Decimal fraction soil group 7 = O.000 RI index for scil(2..14C 2) = 69.00 Initial subarea runoff = 4.501(CFS) Total initial stream area = 1.330(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++a+.+++++++++++++ Process from Point/Station 331.500 to Point/Station 332.000 CONFLUENCE OF MINOR STREAMS `"' Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.330(Ac.) Runoff from this stream = 4.501(CFS) Time of concentration 11.23 min. Rainfall intensity = 4.021(ln/Hr) Summary of stream data: Process from Point/Station 332.000 to Point/Station "** PIPEFLOW TRAVEL TIME (User specified size) '•+' Upstream point/station elevation - 1222.51(Ft.) Downstream point/station elevation - 1218.33(Ft.) Pipe length = 20.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 10.573(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 10.573(CFS) Normal flow depth in pipe = 5.74(ln.) Flow top width inside pipe 16.77(In.) Critical Depth - 14.99(In.) Pipe flow velocity - 21.80(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) 10.36 min. 2.000 ++++++++++++++++++++++++++++++iii+++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 2.000 **** CONFLUENCE OF MAIN STREAMS '*** The following data inside Main stream is listed: c 7? ?S Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In/Hr) 1 6.425 10.35 4.206 2 4.501 11.23 4.021 Largest stream flow has shorter time of concentration QP - 6.425 + sum of Qa Tb/Ta 4.501 ' 0.921 = 4.148 Qp = 10.573 Total of 2 streams to confluence: Flow rates before confluence point: 6.425 4.501 Area of streams before confluence: 1.810 1.330 ' Results of confluence: Total flow rate = 10.573(CFS) Time of concentration - 10.349 min. Effective stream area after confluence = 3.140(Ac.) Process from Point/Station 332.000 to Point/Station "** PIPEFLOW TRAVEL TIME (User specified size) '•+' Upstream point/station elevation - 1222.51(Ft.) Downstream point/station elevation - 1218.33(Ft.) Pipe length = 20.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow - 10.573(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 10.573(CFS) Normal flow depth in pipe = 5.74(ln.) Flow top width inside pipe 16.77(In.) Critical Depth - 14.99(In.) Pipe flow velocity - 21.80(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) 10.36 min. 2.000 ++++++++++++++++++++++++++++++iii+++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 2.000 **** CONFLUENCE OF MAIN STREAMS '*** The following data inside Main stream is listed: c 7? ?S 9 ' In Hain Stream nurzer: 2 Stream flow area = 3.140(Ac.) Runoff frcm-this stream = 10.573(CFS) Time of concentration = 10.36 min. Rainfall intensity - 4.203(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS). (min) (In/Hr) 1 18.194 17.91 3.111 ' 2 10.573 10.36 4.203 Largest stream flow has longer time of concentration QP = 18.194 + sum of Qb Ia/Ib 10.573 0.740 7.827 QP - 26.021 Total of 2 main streams to confluence: ' Flow rates before confluence point: 18.194 10.573 Area of streams before confluence: 7.090 3.140 Results of confluence: Total flow rate = 26.021(CFS) Time of concentration - 17.907 min. _ Effective streaarea after confluence 10.230(Ac.) m End of computations, total study area = 10.23 (AC.) The following figures may ' be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.722 Area averaged RI index number - 73.4 I 1 11 11 1 1 Ji Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 10/10/95 BASIN 300 100 YR HYDROLOGIC CALC.-INTERIM CONDITION(W/O TR. 23064-F) FILE:BASIN3.RRV Version 3.3 ********* Hydrology Study Control Information ********** RANPAC Engineering Corporation, Temecula, CA - SIN 560 ------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.600 (in./hr.) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 820.000(Ft.) Top (of initial area) elevation = 1275.000(Ft.) Bottom (of initial area) elevation = 1223.750(Ft.) Difference in elevation = 51.250(Ft.) Slope = 0.06250 s(percent)= 6.25 TC = k(0.710)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 18.097 min. Rainfall intensity = 3.093(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.807 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 79.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 18.234(CFS) Total initial stream area = 7.300(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 77 Process from Point/Station 301.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1223.75(Ft.) Downstream point/station elevation = 1219.75(Ft.) ' Pipe length = 135.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.234(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 18.234(CFS) Normal flow depth in pipe = 11.55(In.) Flow top width inside pipe = 23.98(In.) ' Critical Depth = 18.45(In.) Pipe flow velocity = 12.19(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 18.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 301.000 to Point/Station 1.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 7.300(Ac.) Runoff from this stream = 18.234(CFS) ' Time of concentration = 18.28 min. Rainfall intensity = 3.076(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 321.000 to Point/Station 322.000 ' **** INITIAL AREA EVALUATION **** Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 1245.000(Ft.) Bottom (of initial area) elevation = 1226.000(Ft.) Difference in elevation = 19.000(Ft.) Slope = 0.03016 s(percent)= 3.02 ' TC = k(0.390)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 10.349 min. Rainfall intensity = 4.206(In/Hr) for a 100.0 year storm ' SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.844 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 ' Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.389(CFS) Total initial stream area = 1.800(Ac.) ' Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 322.000 **** CONFLUENCE OF MINOR STREAMS **** IAlong Main Stream number: 2 in normal stream number 1 1g I 11 Stream flow area = 1.800(Ac.) Runoff from this stream = 6.389(CFS) Time of concentration = 10.35 min. Rainfall intensity = 4.206(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.500 to Point/Station 322.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1230.600(Ft.) Bottom (of initial area) elevation = 1226.000(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.01150 s(percent)= 1.15 TC = k(0.390)*((length-3)/(elevation change)]'0.2 Initial area time of concentration = 10.465 min. Rainfall intensity = 4.181(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.844 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.645(CFS) Total initial stream area = 0.750(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.500 to Point/Station 322.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.750(Ac.) Runoff from this stream = 2.645(CFS) Time of concentration = 10.47 min. Rainfall intensity = 4.181(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.389 10.35 4.206 2 2.645 10.47 4.181 Largest stream flow has longer or shorter time of concentration QP = 6.389 + sum of Qa Tb/Ta 2.645 * 0.989 = 2.616 Qp = 9.005 Total of 2 streams to confluence: Flow rates before confluence point: 6.389 2.645 Area of streams before confluence: 1.800 0.750 Results of confluence: '71 I CJ 1 I 11 U Total flow rate = 9.005(CFS) Time of concentration = 10.349 min. Effective stream area after confluence = 2.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1222.51(Ft.) Downstream point/station elevation = 1219.75(Ft.) Pipe length = 11.70(Ft.) Manning's N = 0.013 No. of pipes ='1 Required pipe flow = 9.005(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 9.005(CFS) Normal flow depth in pipe = 5.12(In.) Flow top width inside pipe = 16.24(In.) Critical Depth = 13.94(In.) Pipe flow velocity = 21.76(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 10.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 1.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.550(Ac.) Runoff from this stream = 9.005(CFS) Time of concentration = 10.36 min. Rainfall intensity = 4.204(In/Hr) Summary of stream data: ' Stream Flow rate TC No. (CFS) (min) 1 1 I 1 18.234 18.28 2 9.005 10.36 Largest stream flow has longer Qp = 18.234 + sum of Qb Ia/Ib 9.005 * 0.732 = Qp = 24.822 Rainfall Intensity (In/Hr) 3.076 4.204 time of concentration 6.589 Total of 2 main streams to confluence: Flow rates before confluence point: 18.234 9.005 Area of streams before confluence: 7.300 2.550 Results of confluence: Total flow rate = 24.822(CFS) Time of concentration = 18.282 min. Effective stream area after confluence = 9.850(Ac.) am 11 LJ 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1219.75(Ft.) Downstream point/station elevation = 1218.33(Ft.) Pipe length = 45.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.822(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 24.822(CFS) Normal flow depth in pipe = 13.64(In.) Flow top width inside pipe = 23.77(In.) Critical Depth= 21.09(In.) Pipe flow velocity = 13.46(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 18.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Program is now starting 9.850 (Ac.) 24.822(CFS) 18.34 min. 3.071(In/Hr) with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 331.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** t Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 1245.000(Ft.) Bottom (of initial area) elevation = 1226.000(Ft.) ' Difference in elevation = 19.000(Ft.) Slope = 0.03016 s(percent)= 3.02 TC = k(0.390)*[(length-3)/(elevation change)] -0.2 Initial area time of concentration = 10.349 min. ' Rainfall intensity = 4.206(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.844 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 ' RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.425(CFS) Total initial stream area = 1.810(Ac.) Pervious area fraction = 0.500 Process from Point/Station 331.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** n Along Main Stream number: 2 in normal stream number 1 ' Stream flow area = 1.810(Ac.) Runoff from this stream = 6.425(CFS) Time of concentration = 10.35 min. Rainfall intensity = 4.206(In/Hr) 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' Process from Point/Station 331.500 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 450.000(Ft.) ' Top (of initial area) elevation = 1230.600(Ft.) Bottom (of initial area) elevation = 1226.000(Ft.) Difference in elevation = 4.600(Ft.) ' Slope = 0.01022 s(percent)= 1.02 TC = k(0.390)*[(length-3)/(elevation change)] -0.2 Initial area time of concentration = 11.232 min. ' Rainfall intensity = 4.021(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 ' RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.501(CFS) Total initial stream area = 1.330(Ac.) ' Pervious area fraction = 0.500 Process from Point/Station 331.500 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.330(Ac.) Runoff from this stream = 4.501(CFS) ' Time of concentration = 11.23 min. Rainfall intensity = 4.021(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1 6.425 10.35 4.206 2 4.501 11.23 4.021 Largest stream flow has longer or shorter time of concentration Qp = 6.425 + sum of Qa Tb/Ta 4.501 * 0.921 = 4.148 Qp = 10.573 Total of 2 streams to confluence: Flow rates before confluence point: 6.425 4.501 Area of streams before confluence: ' 1.810 1.330 a I Results of confluence: ' Total flow rate = 10.573(CFS) Time of concentration = 10.349 min. Effective stream area after confluence = 3.140(Ac.) Process from Point/Station 332.000 to Point/Station 2.000 ' **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1222.51(Ft.) ' Downstream point/station elevation = 1218.33(Ft.) Pipe length = 20.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.573(CFS) ' Given pipe size = 18.00(In.) Calculated individual pipe flow = 10.573(CFS) Normal flow depth in pipe = 5.74(In.) Flow top width inside pipe = 16.77(In.) ' Critical Depth = 14.99(In.) Pipe flow velocity = 21.80(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 10.36 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 2.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.140(Ac.) ' Runoff from this stream = 10.573(CFS) Time of concentration = 10.36 min. Rainfall intensity = 4.203(In/Hr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 24.822 18.34 3.071 2 10.573 10.36 4.203 ' Largest stream flow has longer time of concentration Qp = 24.822 + sum of Qb Ia/Ib ' 10.573 * 0.731 = 7.725 Qp = 32.548 Total of 2 main streams to confluence: ' Flow rates before confluence point: 24.822 10.573 Area of streams before confluence: 9.850 3.140 ' Results of confluence: Total flow rate = 32.548(CFS) Time of concentration = 18.337 min. Effective stream area after confluence = 12.990(Ac.) ' End of computations, total study area = 12.99 (Ac.) I The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.781 Area averaged RI index number = 74.6 I 1 I I 1 I 1 1 WA 1 1 f 1 1 1 1 1 1 1 1 1 1 BASIN #400 Hydrology Calculation Ll NE *QM /0 & 100 YEAR HYDROLOGY FLOW CHART NUMBER UPSTREAM DOWNSTREAM PROCESS 1 411.000 412.000 INITIAL AREA 2 411.000 412.000 CONFLUENCE 3 411.500 412.000 INITIAL AREA 4 411.500 412.000 CONFLUENCE 5 412.000 1.000 PIPEFLOW TIME (USER INP) 6 412.000 1.000 CONFLUENCE 7 421.000 422.000 INITIAL AREA 8 422.000 1.000 PIPEFLOW TIME (USER INP) 9 422.000 1.000 CONFLUENCE 10 431.000 432.000 INITIAL AREA 11 432.000 1.000 PIPEFLOW TIME (USER INP) 12 432.000 1.000 CONFLUENCE a TT� 1 M I 11 1 i C 1 T23064-3 REDHAVK II _ II Y R ISA. I N 40C RanPac Engineering Corporation, Temecula, CA - SOON 560 ------------------------------- ----------- -------------------- -------------------------------------------------------------- Project: 8400.rry Page 1 Calculated 8y: 1 Study Date: 09/26/90 Moisture Candition(AMC): 2 Checked 8y: I I 10.0 Year Storm, rainfall intensity using rainfall data pairs i =.'.=____......___.___......... R A T I O N A L H Y 0 R 0 L 0 G Y - R I V E R S 1 0 E C 0 ^"'__"____'__'__""""" 1 IStation/ I Soil Type 10eve1.1 Area I I I C IL Elevl 0 1 0 SlopelSectionl V I L I T I Tc I Hydraulics I I I (Point N0.1 A,B,C,D (Type I(Acres)in/hi I I(sub)ITotal Iv/hz I (Fps I ft. Imin.I min.1 or notes I I II....._... i ------•--------- I -•---- I ------- I....1 ------ I ------ I I......I I------- I.... i....I. I ---------------I I ---------------- I ------ I ------- I... -I ------ I ------ I I ------I I-----..I...-i i I ---------------I I ... I---------------- I ------ I ------- I i------ I ------ I... I------ I... I -------I I 1.. ---------------I I 1 1 412.001 C-100%ISF 1/41 1.312.5110.813411233.51 2.61 ------ I----- I------- I---- I---- I .... 1 11.21- ----------I I II --------- I ---------------- I ------ I ------- I ---- I------ I ------ 1 ----- I ------ I.....I------- I ---- I ---- I ---- I ----- I --------------- I I 1 1 412.001 1 1 1.312.511 1 1 2.61 1 1 1 1 1 1 11.2lStream Summary I I II I---------------- I ------ I ------- I ------ I --••-- I ------I I ....... 1 I ..I... I ---------------I I II i---------------- I ------ I ------- I ------ I ------ I ...I ------I I ------•i I 1 .._1... 1--------------'I 1 1 1 412.001 C-100%ISF 1/41 1.412.6710.817411233.51 3.11 ------ I ----- I ------- I ---- I .... I ---- 1 10.11 --------------- I I II--••----- I ................ ...... I------- I ---- I ------ I ------ I ----- I ------ I ..... I ------- I ---- I ---- I ---- I ----- I ----•----------i I 1 Confluence TC#1= 11.2 TC#2= 10.1 TC#3- 0.0 TCif4- 0.0 TC#5- 0.01 1 I1 Largest 1 1 Analysis 0#1= 2.55 002= 3.05 0#3= 0.00 004= 0.00 005= 0.00 Area 2.65 1 Confluence I I 101= 2.51 102= 2.67 103= 0.00 104= 0.00 195= 0.001 I 1 1 0= 5.34 1 1 1 472,001 ARI= 1.3 AR2= 1.4 AR3- 0.0 AR4a 0.0 AR5- 0.01 1 1 1 1 I I 01 = 0.0 02 = 5.3 03 = 0.0 04 = 0.0 D5 - 0.01 1 1 1 I ..._...I------------•---------I-------I----I------I------I I------ .---- I --.---- I ---- I ---- I I ----- I ---------------I I INo. Pipes = 1 Pipe flow travel time •-- ONO = 0.013 ------1---- I 5.310.0281d- 181 8.81 1951 0.41 10.Slhgl= 0.60t.) I I i--------- I ---------------- i------ I ------- I .... I------ I------ ....-I ------ I ..... I ------- I ---- I ---- I ---- I ..... I ---------------I i 1 1.001 1 1 2.712.611 1 1 5.31 1 1 1 1 1 1 10.51stream Summary 1 1 .... I---------------- I------ I------- I.... i•••--• I ------I ------ I----•..1....1.. 1 1 1---------------I I I..... I----------------I...-.-i-------I ------ ------ I ---._.I... I------ I I i I I ---------------I I 1 1 422.001 C-100%JSF 1/41 1.412.5110.813311231.81 2.91 ------ I ----- I••••••••...I------ I ------- I .... I ------ I ...... I .... 1 1 432.001 C-100%ISF 1/41 1.312.6710.817511231.91 2.81 ------ I ----- I ------- I•••. I ----I----1 10.11 --------------- I I 11No. Pipes - 1 Pipe flaw travel time --- 'N' = 0.013 ------ I ----- I 2.810.0781d= 18110.41 501 0.11 10.11hg1= 0.3(Ft.) 1 1 II---------------- I------ I------- i ------ ...... I ------I ..1.......1_...1.. i I ---------------i I II---------------- ------ I------- 1...-I------ I------ I ------ I------ 1 ( .1.._.1.. ---------------I I --•-•••-•--••••-•••••••-------•---------------------•-----•----•-•-------------••--.._......_.-------------------..--------- I I I Version 2.5 Copyright (c) CivilCADD/Civil0ES1GN, 1990 I -.-........................................................•---------.......• •-----------............• • •........................ i 1 i h I I I I 1 2 ........... ----------------- �� -------------- 723064-3 REDHAJK ------------ --------------------------- --- -------------- -------- II II II II RanPac Engineering Corporation, Temecu(a, CA - S/N 560 II ............................................................................................................................I Project: 8400.rry Page 2 Calculated By: Study Date: 09/26/90 Moisture Cordition(AMC): 2 Checked By: 10.0 Year Storm, rainfall intensity using rainfall data pairs ............................... •••••• R A T I O N A L M Y 0 R 0 L 0 G Y - R I V E R S I D E C 0 •_••"•'•__"......__=""'•I IStation/ I Soil Type 10eve1.1 Area I I I C IL ELev1 0 1 0 ISLopeISectionl V I L I T I Tc I Hydraulics I (Point N0.1 A,B,C,D ---------------- IType I(Acres)lin/h1 I ------ I ------- I ------ I I(sub)lTotal Iv/hz I I ------ I ...... I.. �------- (Fps I ft.Imin.1 I....I... mina I or notes 1 i -------.....---I .....__1________________I.-.-._ 1 Confluence ------- ____1------ TC#1= 10.5 TC#2= I------ ------ .____ 11.3 TC#3- 10.1 TC#4- 0.0 ------- TC#5= 0.01 1 1 .____.-----.--- 1 Largest 1 Analysis 0#1= 5.34 0#2= 2.94 093= 2.77 0#4= 0.00 005= 0.00 Area = 5.36 1 Confluence 1 1#1= 2.61 102= 2.50 I#3= 2.66 194= 0.00 I95= 0.00 0- 10.92 1.001 ARI= 2.7 AR2- 1.4 AR3- 1.3 AR4- 0.0 AR5- 0.01 _....___j ---------------- 01 = 10.9 02 = j------ 1------- 1....1------ 0.0 a3 = 0.0 04 = 0.0 1------ 1..__.1...... 1_____1------- 05 - 0.01 1 1....x____x.___1..._.1--------------- 1 1 ---------------- ________________ ------------------------- ________________ I................ ---------------- ________________ --------- ---------------- _________ ________________ 1 ......... ................ ________________1--._-- ---------------- ---------------- ---------------- ________________ _________________________ j--.._-j..___..j____1._____1__....1.....1--.___1__._.1....... Total study area - 5.36 (Ac.) Peak flow rate = 10.915 ______------- ____1_..... ------ ------ ------- ------ ------- ------ ------ _____ ------ ..___ ------- _____________ ____1...... ------ ------ ------- ...... .......I --•--- ------ I... ------ ----•-- ...... ------- ...... ------ ------ ------- ______ ------- ____ ______------ 1_____1------ ._...1------- ------ ------- ---- ------------ ------ _.___ ______.1.___ __..1____I.___.1__.._...------- ______ _______ ------ ------ .____ ...._.------- ____1____1._._I.....1--___________._1 ...... ....... .... ...... ................. ..... ....... .... ....1....�.___.�--------------- ------------- ..._ ------ ...... ------ ------- __....__1_._.1___..x--------------- ------ ------- .___ ------ ___._.1_....I....__ ------- ------------- _.__ ------ ------ ..... ------ .____ _______ ..__....�....1_____�._-__----_-----� ______ ------- 1___. ------ ------ ...._------ ...__ ------- ____ __..�....�..___1..______-_-.--- ______ _________________ ______ _____ ______ _____ _______ (CFS) -.---..________� __._...--.--.--I .._.-..--------I --------------- --------------- _____________._� 1 ..____.___..-- --------------- ____-_.-..__.-________________1._..__ 1 .__-_.--..-___-I ________________ ________________ ________________ ________________ 1 ................ ......................... ......................... ________________ ......................... ............................. ________________ ---------------- 1 ...._.._.1________________ _________ ________________ Version 2.5 ____________________________________________________________________________________________________________________________I ______ ------- 1..__ ------ ______ ------- ____ ______ _____________ ____ ______ _____________------ ••-•-- ------- ____1______1______ 1.----- ....................... ------ ------- ------ ______------- ------ ...... ....... .... ------ ...... ______ ------- __________ ................. ...... _____________ ____ ______ ______ ------- ____ ______ Copyright (c) CiviLCAOD/Civi 1------ 1___..1------ ...... _____------ _____ ______------ ------ ------ .___. ------ ------ ------ ------ ------ 1_____ ------ 1._... 1------ 1____. ______ ___.. ------ ...__.I....1.._.... ------ ------ ...... ------ ______ _____ ...... _____ ...... _____ ------ _____ LDESIGN, 1990 ------- _______ ....... ------- _____...�....1.....�----..________.1 ------- ------- ------- --___-.1____ ____1____�._.__�--_-________--- ------- _______.�____�._...�-----_______---I ------- .__x....1...._1--------------- ------- _______ ____ ____�.._.�.._._�_____-----____- _______ __.._-._.._---- 1 -____-__.______� _._._........._ _____---------- --------------- --------------- -------__._....I _____......-__...................... -..._.-____---- --____.-._____-� WE 3 Riverside County Rational Hydrology Program CivilCADD/CLvilDES1GN Engineering Scfraare, (c) 1990 Version 2.5 ' Hydrology Study Date: 09/26/90 ___________________________ -----_-_Rational __________________ T23064-3 REDFAWK I�? Y E45/Al 4d6 ------------------------------------------------------------------------ +•++_*••+ -_Hydrology Study Control Information +**•+•+••• _________________________________________________________________ RanPac Engineering Corporation, Temecula, CA - SIN 560 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual ' Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation - 0.580 (Inches) 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity - 1.000 (in./hr.) Slope of intensity duration curve - 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 412.000 •++ INITIAL AREA EVALUATION ++++ _., Initial area flow distance 440.000(Ft.) Top (of initial area) elevation = 1237.800(Ft.) ' Bottom (of initial area) elevation - 1233.500(Ft.) Difference in elevation - 4.300(Ft.) Slope - 0.00977 s(percent)- 0.98 TC = k(0.390)+((length^3)/(elevation change)]^0.2 Initial area time of concentration - 11.232 min. Rainfall intensity - 2.512(ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.813 Decimal fraction sail group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00' Initial subarea runoff - 2.554(CFS) Total initial stream area = 1.250(Ac.) Pervious area fraction - 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 412.000 •+++ CONFLUENCE OF MINOR STREAMS ++++ Along Main Stream number: 1 in normal stream number 1 stream flow area = 1.250(Ac.) -7 - - - - -. _. ----- --- y o '+++++.+++++++++++++++++++++++++++++++++++.+..++++++..+++++++++++.+++.+ A rd Runoff from this stream = 2.554(CFS) Time of concentration = _1.23 min. ' Rainfall intensity = 2.512(In/Hr) +................. ......... ..+.......... ........ +.......... .------++.. Process from Point/Station 411.500 to Point/Station 412.000 ' *.** INITIAL AREA EVALUATION **** Initial area flow distance = 510.000(7t.) Top (of initial area) elevation = 1245.000(Ft.) ' Bottom (of initial area) elevation = 1233.500(Ft.) Difference in elevation - 11.500(Ft.) Slope - 0.02255 s(percent)- 2.25 TC - k(0.390)*((length^3)/(elevation change)]^0.2 ' Initial area time of concentration - 10.080 min. Rainfall intensity - 2.666(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.817 ' Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 ' Initial subarea runoff = 3.051(CFS) - -- Total initial stream area = 1.400(Ac.) Pervious area fraction = 0.500 Process from Point/Station 411.500 to Point/Station 412.000 ' **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area - 1.400(Ac.) Runoff from this stream 3.051(CFS) Time of concentration = 10.08 min. Rainfall intensity - 2.666(ln/Hr) Summary of stream data: Stream Flow rate TO Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.554 11.23 2.512 2 3.051 10.08 2.666 Largest stream flow has shorter time of concentration QP - 3.051 + sum of Qa Tb/Ta 2.554 * 0.897 = 2.292 QP = 5.344 ' Total of 2 streams to confluence: -- Flow rates before confluence point: - 2.554 3.051 Area of streams before confluence: 1.250 1.400 Results of confluence: Total flow rate - 5.344(CFS) ' Time of concentration - 10.080 min. Effective stream area after confluence = 2.650(Ac.) '+++++.+++++++++++++++++++++++++++++++++++.+..++++++..+++++++++++.+++.+ A rd E ' Process from Point/Station 412.000 to Point/Station 1.000 ..•• PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation - 1230.03(Ft.) Downstream point/station elevation = 1224.50(7t.) Pipe length = 195.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow 5.344(CFS) Given pipe size = 18.00(In.) _ Calculated individual pipe flow 5.344(CFS) Normal flow depth in pipe = 6.79(In.) Flow top width inside pipe = 17.45(In.) Critical Depth = 10.69(In-.) Pipe flow velocity - 8.77(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) 10.45 min. ♦a+++++++++++++++++++++r♦..+t++++++++++++++++i*u+++++++++++++++++++++. Process from Point/Station 412.000 to Point/Station 1.000 ' ••'• CONFLUENCE OF MINOR STREAMS ••-•• Along Main Stream number: 1 in normal stream number 1 Stream flow area - 2.650(Ac.) Runoff from this stream - 5.344(CFS.)_,__,. Time of concentration 10.45 min. Rainfall intensity = 2.614(In/Hr) i+iii}}♦}}}}iii4♦it44♦+.+#♦i++.++♦+i♦4i..i}}4+F+i+.+i+.}}}♦♦}♦}.i}iiia Process from Point/Station 421.000 to Point/Station 422.000 •••• INITIAL AREA EVALUATION •••- ' Initial area flow distance = 500.000(Ft.) Top (o£ initial area) elevation = 1238.000(Ft.) Bottom (of initial area) elevation - 1231.750(Ft.) Difference in elevation 6.250(Ft.) .Slope 0.01250 s(percent)- 1.25 TC - k(0.390)•((length-3)/(elevation change)] -0.2 - Initial area time of concentration = 11.253 min. Rainfall intensity = 2.510(ln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.813 Decimal fraction soil group A = 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) - 69.00 Initial subarea runoff - 2.939(CFS) ' Total initial stream area = 1.440(Ac.) Pervious area fraction = O.S00 Process from Point/Station 422.000 to Point/Station 1.000 ••** PIPEFLOW TRAVEL TIME (User specified size) ••*• Upstream point/station elevation - 1228.25(Ft.) Downstream point/station elevation = 1224.50(Ft.) Pipe length - 36.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow 2.939(CFS) ' Given pipe size - 18.00(ln.) Calculated individual pipe flow = 2.939(CFS) Normal flow depth in pipe = 3.58(In.) ' Flow top width inside pipe 14.37(In.) n '.......++++++++++.++.+++++..........+++ .............++..++....++++.... Process from Point/Station 432.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Critical Depth = 7.82(In.) Pipe flow velocity 11.77(Ft/9) Travel time through pipe = 0.05 min. ' Time of concentration (TC) = 11.30 min. +++++++.++++++++++.............................. .+++........ ...+++++�� Process from Point/Station 422.000 to Point/Station 1.000 ' • CONFLUENCE OF MINOR STREAMS ' Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.440(Ac.) Runoff from this stream = 2.939(CFS) Time of concentration 11.30 min. Rainfall intensity - 2.503(In/Hr) ++++++++++++++.++++++++++++++++++++++++....++...............+..+.+++.. Process from Point/Station 431.000 to Point/Station 432.000 ' ••*• INITIAL AREA EVALUATION **** Initial area flow distance - 530.000(Ft.) Top (of initial area) elevation - 1244.900(Ft.) Bottom (of initial area) elevation - 1231.900(Ft.) Difference in elevation - 13.000(Ft.) - - - Slope = 0.02453 s(percent)- 2.45 TC - k(0.390)*((length^3)/(elevation change))^0.2 Initial area time of concentration - 10.066 min. Rainfall intensity - 2.668(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.818 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group 8 - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) 69.00 Initial subarea runoff = 2.770(CFS) Total initial stream area - 1.270(Ac.) -- --- Pervious area fraction = 0.500 ' +....+..................+......+...................................... Process from Point/Station 432.000 to Point/Station 1.000 ' •*** PIPEFLOW TRAVEL TIME (User specified size) '*** Upstream point/station elevation - 1228.40(Ft.) Downstream point/station elevation - 1224.50(Ft.) Pipe length - 50.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow 2.770(CFS) Given pipe size 18.00(ln.) Calculated individual pipe flow = 2.770(CFS) Normal flow depth in pipe 3.74(In.) ' Flow top width inside pipe = 14.60(ln.) Critical Depth - 7.58(In.) Pipe flow velocity - 10.44(Ft/9) Travel time through pipe - 0.08 min. Time of concentration (TC) - 10.15 min. '.......++++++++++.++.+++++..........+++ .............++..++....++++.... Process from Point/Station 432.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 1.270(Ac.) Runoff from this stream = 2.770(CFS) Time of concentration = 10.15 min. Rainfall intensity - 2.657(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.344 10.45 2.614 2 2.939 11.30 2.503 3 2.770 10.15 2.657 Largest stream flow has shorter time of concentration Qp = 5.344 + sum of Qa Tb/Ta 2.939 * 0.925 = 2.717 2.770 R 1.030 = 2.854 Qp - 10.915 Total of 3 streams to confluence: Flow rates before confluence point: 5.344 2.939 2.770 Area of streams before confluence: 2.650 1.440 1.270 Results of confluence: Total flow rate - 10.915(CFS) Time of concentration = 10.451 min. Effective stream area after confluence 5.360(Ac.) End of computations, total study area 5.36 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 69.0 7 Nu 1 I q1 94 ..........------------ .---- ....------------------------......_....._.....---...-------------........_..__... T23064-3 REJ HA VK II BASIN 400 .HYDROLOGY CALC. RanPac Engineering Corporation, Temecula, CA - S/N 560 1.._................................................................. Project; --...-..---............------....._-------------- B400.rry Page 1 Calculated B I I Study Date: 09/26/90 Moisture Condition(AMC): 2 Checked By: 100.0 Year Storm, rainfall intensity using rainfall data pairs •»••+•••••••+••^`••`••••^•`• R A T 1 0 N A L H Y D R O L O G Y - R I V E R S I 0 E C 0 •`+••••••••••••••+•••••••••. I (Station/ I Soil Type . IDevel.I Area I I I C IL EIevl 0 1 0 Slope)Section) V I L I T I I (sub)ITcral Iv/ht I IFps I ft. Imin.I Tc min.1 I Hydraulics I I or notes I I I (Point No.I .........i---------------- A,B,C,D (Type I(Acres)Iin/hI I------ I ------- I ------ I------I------I ..1...--- i....I.._.1.. ---------------I I ---------------- II----------------I------ I...... I ------- I....I------ I ------ I 1......I I....-- I I I.------I I------ I ------ I I------ I..__.I------- I..._I....I_...i 4.21 ------ ----- I------- I---- I---- I ---- 1 11.21 ---------------I I 1---------------I I ............ ---I I 1 1 412.001 C-100%ISF 1/41 1.314.0210.841711233.51 I ------- ---- .... ----- --------------- I I II --------- I ---------------- 1 1 412.001 I ------ I ------- I ---- I ------ I ------ I----- I ------ I.._..II---- I I I 1 1 1.314.021 1 1 4.21 1 1 1 1 1 1 11.2lscream I Summary I I ' II....... t ---------------- II---------------- I ------ I ------- I ------ I..----I----..I I ------- I I I... - I------I------•I I------ I ...... I i ------I I ------- I I ---------------I I ---------------i I 1 1 412.001 C-100%ISF 1/41 1.414.2710.844611233.51 5.01 ------ I ----- I ------- I ---- I ---- I ---- I 10.1 I --------------- I I II--------- I ---------------- I I Confluence I ------ I ------- I ---- I ------ I ------ I ..... I ------ I ----- 1 ------- I---- I---- I ---- I TC#1= 11.2 TC#2= 10.1 TC#3= 0.0 TC#4= 0.0 TC#5= 0.01 1 1 I --------------- I I 1 Largest I I I I Analysis O91= 4.23 0#2= 5.05 093= 0.00 094= 0.00 095= 0.00 Area = 2.65 1 Confluence I I 1 1#1= 4.02 102= 4.27 193= 0.00 194= 0.00 195= 0.001 1 1 1 0= 8.84 1 1 1 1 412.001 AR1= 1.3 AR2- 1.4 AR3= 0.0 AR4= 0.0 AR5= 0.01 1 1 I 1 ' I I I 01 = 0.0 a2 = 8.8 03 = 0.0 G4 = 0.0 05 = 0.01 1 1 1 I I II --------- I ---------------- I INo. Pipes = I------ I ....... I ---- I ------ I ------ I----- I ------ I----- I ....... I .... I---- I._..I----- 1 Pipe flow travel time --- IN, = 0.013 ------ I ----- I 8.810.0281d= 18110.01 1951 0.31 10.41hg1= I --.----.--..-..I I 0.B(Ft.) I I II --------- I ---------------- 11 1.001 I---------------- I------ I------- I ---- I------ I ...... I ----- I ------ I ----- I ------- I ---- I---- I .... I----- 1 1 2.714.191 1 1 8.81 1 1 1 1 1 1 I ------ I ------- I I---•--I----••I I ------I I -------I I ...I. 10.41stream I --------------- I I Summary I I --------------- ------------------------------I......I-------I ---------------- 1 1 422.001 I ...... I ------- II------ I ------ I..... ------I -------I I ........ C-100%ISF 1/41 1.414.0210.841611231.81 4.91 ------ I ----- I.. "'" I'"'I---- I ---- 1 11.31 I -.-------------I --------------- I I Iwo. Pipes = 1 Pipe flaw travel time --- IN, = 0.013 ------ I ----- I 4.910.1041d= 18113.61 361 0.01 11.31hg1= 0.4(Ft.) I I II --------- I ---------------- 11 1.001 I------ I ------- I----I------i------ I ----- I ------ I I ------- I ---- I ---.I ---- I 1 1 1.414.011 1 1 4.91 1 1 1 1 1 1 ----- 11.31Stream I--------•------I I Summary I I . ._..__...I---------------- I I------- ---------------- 1 1 432.001 I------ I ------- I ------ I------ I I ------I I------- I I ------ I ------- I ------ I ------ I ...I...... i.....I....... I i I C-100%ISF 1/41 1.314.2710.844611231.91 4.61 ------ I ----- I ------- I ---- I ---- I ---- 1 10.11 ---------------I I I ---------------I I ...............1 I I Iwo. Pipes - 1 Pipe flow travel time --- IN, • 0.013 ------ I ----.I 4.610.0781d= 18112.11 501 0.11 10.11hg1= 0.4(Ft.) I I ' I I... I---------------- I I.........I---------------- II---------------------------------------------------------------------------------------------------------------------------- I ------ I ------- I I------ I ...... I.....I------ I -------I I I ...... I ....... I....I------ I ------ I I------I-------I I ---------------I I I ---------------I i I I I _..................................................................... Version 2.5 Copyright (c) CiviICADO/CivilDESIGN, 1990 .......................................................... 1 I I q1 94 - 123064-3 REDNACK SAed Sy: I I Study Date: 09/26/90 Moisture Condition(AMC): 2 Checked By: 100.0 Year Storm, rainfall intensity using rainfall data pairs 1.....« .......................• R A T 1 0 N A L N Y D R 0 L 0 G Y - R I V E R S I D E C 0 ............................ Istation/ I Soil Type l0evel.I Area I I I C IL Elevl 0 1 0 ISlopelSectionl V I L I T I To I hydraulics l i (Point No.I A,B,C,O lType I(Acres)Iin/hl I I(su6)ITotal lv/ht I lFps I ft.Imin.1 min.1 or notes 1 1 1.... ---------------- I------ I ....... I....1 ------ 1 ------ I I------ I._...1 ------- I....1....I_...I._._.1.--.._._.------I 1..._..._.I---------------I......I-------I...... I ...... I_....I...... I.....I....... I.._.I.. ............... I Confluence TC91= 10.4 TC#2= 11.3 TC93- 10.1 TC#4- 0.0 TC#5- 0.01 1 1 1 Largest 1 1 I Analysis 0#1= 8.84 0#2= 4.87 0#3= 4.58 0#4= 0.00 095= 0.00 Area = 5.36 1 Confluence l 1 1 101= 4.19 1#2= 4.01 193= 4.26 194- 0.00 1#5= 0.001 1 1 1 0= 18.03 I I 001 AR1- 2.7 AR2- 1.4 AR3= 1.3 AR4- 0.0 AR5- 0.01 1 1 1 1 I I 01 - 18.0 02 - 0.0 03 = 0.0 04 0.0 05 - 0.01 1 1 1 I 1.....---------------- I------ I ------- I I------ I ...... I i ------I I -------I I ---------------I i II.------•--------I......I-------I I------I------I I -•----I I--••••• I -•-------------I I 1 Total study area - 5.36 (Ac.) Peak flow rate = 18.031 (CFS) II---------••-----I------I------- I I---•-• ------I 1------ 1 ----- I. ---•--I --------------- I ....__.__l---------------- I ------ I ------- 1____I------ 1------ I...._1 ------ I__� l.__.___i____1..__1_.__1_____1.--________--._1 I ---------------- 1 ...... 1 ------- I____1------ 1------ I_____I------ I_____l------- I____I..__1.___1_____1--------------- 1 I ................I ------ I ------- 1____1------ 1------ I.____1 ------ I____.1 ------- 1..__1___.1_. --------------- i i .... I---------------- I ------ I ------- I I ------I------1 I ------I I -------I I ....1---------------I I ________________I. -.___I__-__..1____ ------ 1------ I_..__1 ------ I__._.l------- I....1____1.___i.____I-_________-----I I 1.........-••--•-------.--I.-----I-•--••-I 1------ I------ I._...I...... I.....I------- 1....I ..I._._1... I-••-••••••--•--I ________________I______I._.._.-I_...------ I------ I_..__1 ------ I._._.1 ------- I._._1.___1.___1_.___1.__ -_-_____-._.I 1 I----------------I------1-------I I------I------I I ------I ...1----...I ._.I... I .... i• --•••--••-•---I 1...__....-•••••---------•I------1•-•--•-I ...I------ I------ I ------I -------I I I ---------------I I ...----------------I------I...-...I------I------I I ------I I------- 1_...1.._.1... i I._.....-.---••-1 1....----------------I------1-------I------ I...... 1.....I------ I.....1 ------- I I I ---------------I 1...___.._1________________I------I-------I i•••--- ...... 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I; !_, i !-, BASIN 4 a Q FN=B400 - ' ------------------------------------------------------------------------ *•*••**•• Hydrology Study Control Information •••••*•*** _--------- ___--------- _----- _------- _----------- _---------- _____________ RanPac Engineering Corporation, Temecula, CA - SIN 560 1 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) - 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.580 (Inches) ' 100 year, 1 hour precipitation = 1.600 (Inches) Storm event year - 100.0 Calculated rainfall intensity data: = 1 hour intensity - 1.600 (in./hr.) Slope of intensity duration curve = 0.5500 Process from Point/Station 411.000 to Point/Station 412.000 ' •••* INITIAL AREA EVALUATION *••* Initial area flow distance = 440.000(Ft.) Top (of initial area) elevation = 1237.800(Ft.) ' Bottom (of initial area) elevation = 1233.500(Ft.) Difference in elevation = 4.300(Ft.) Slope - 0.00977 s(percent)= 0.98 TC - k(0.390)*((length^3)/(elevation change)]^0.2 ' Initial area time of concentration = 11.232 min. Rainfall intensity = 4.021(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.842 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) 69.00 Initial subarea runoff = 4.231(CFS) Total initial stream area = 1.250(Ac.) Pervious area fraction - 0.500 +++++++++++++}}++++}++++++++++++++}+++++++++++}++++++++++++}++++++t+++ ' Process from Point/Station 411.000 to Point/Station 412.000 *•+• CONFLUENCE OF MINOR STREAMS •••• Along Main Stream number: 1 in normal stream number 1 ' Stream flow area = 1.250(Ac.) q ' Runoff from this stream = 4.231(CFS) Time of ccncentrat_on = 11.23 min. Rainfall intensity = 4.021(In/Y.r) Process from Point/Station 411.500 to Point/Station 412.000 ' +•*• INITIAL AREA EVALUATION --*- Initial area flow distance - 510.000(Ft.) Top (of initial area) elevation = 1245.000(Ft.) - Bottom (of initial area) elevation = 1233.500(Ft.) Difference in elevation - 11.500(Ft.) Slope = 0.02255 s(percent)- 2.25 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.080 min. Rainfall intensity - 4.268(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient - 0.845 ' Decimal fraction soil group A - 0.000 Decimal fraction soil group B - 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AMC 2) 69.00 ' Initial subarea runoff = 5.046(CFS) Total initial stream area = 1.400(Ac.) Pervious area fraction - 0.500 Process from Point/Station 411.500 to Point/Station 412.000 **** CONFLUENCE OF MINOR STREAMS **** ' Along :fain Stream number: 1 in normal stream number 2 Stream flow area - 1.400(Ac.) Runoff from this stream 5.046(CFS) Time of concentration 10.08 min. Rainfall intensity - 4.268(ln/Hr) '- Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ' 1 4.231 11.23 4.021 2 5.046 10.08 4.268 Largest stream flow has shorter time of concentration ' qp - 5.046 + sum of qa Tb/Ta 4.231 * 0.897 - 3.797 4P = 8.843 ' Total of 2 streams to confluence: Flow rates before confluence point: 4.231 5.046 ' Area of streams before confluence: 1.250 1.400 Results of confluence: Total flow rate - 8.843(CFS) Time of concentration - 10.080 min. ' Effective stream area after confluence - 2.650(Ac.) Q4 14 ' Process from Point/Station 412.000 to Point/Stat Lon 1.000 • PT_PEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation 1230.03(Ft.) ' Downstream point/station elevation = 1224.50(Ft.) Pipe Length 195.00(7t.) Manning's N - 0.013 No. of pipes - 1 Required pipe flaw = 8.843(CFS) ' Given pipe size - 18.00(In.) Calculated individual pipe flow 8.843(CFS) Normal flow deoth in pipe 9.00(In.) Flow top width inside pipe 18.00(In.) Critical Depth - 13.81(In.) Pipe flow ve-locity - 10.01(Ft/s) Travel time through pipe - 0.32 min. Time of concentration (TC) 10.40 min. Process from Point/Station 412.000 to Point/Station 1.000 ••.. CONFLUENCE OF MINOR STREAMS '*" ' Along Main Stream number: 1 in normal stream number 1 Stream flow area - 2.650(Ac.) Runoff from this stream 8.843(CFS) ' Time of concentration = 10.40 min. Rainfall intensity - 4.194(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 422.000 ••.. INITIAL AREA EVALUATION "`* ' Initial area flow distance - 500.000(Ft.) Top (of initial area) elevation - 1238.000(Ft.) Bottom (of initial area) elevation - 1231.750(Ft.) Difference in elevation = 6.250(Ft.) Slope - 0.01250 s(percent)- 1.25 TC = k(0.390)•[(length^3)/(elevation change))^0.2 Initial area time of concentration = 11.253 min. Rainfall intensity SINGLE FAMILY (1/4 Ac Runoff Coefficient - 0 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soilM RI index for soil(AC u Initial subarea rnoff re Lot) .842 group group group group 2) _ 017(In/Hr) for a 100.0 year storm A - 0.000 B - 0.000 C - 1.000 D - 0.000 69.00 4.868(CFS) Total initial stream area - 1.440(Ac Pervious area fraction - 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 1.000 •... PIPEFLOW TRAVEL TIME (User specified size) ...• Upstream point/station elevation - 1228.25(Ft.) Downstream point/station elevation - 1224.50(Ft.) Pipe length - 36.00(Ft.) Manning's N - 0.013 No. of pipes - 1 Required pipe flow = 4.868(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow 4.868(CFS) Normal flow depth in pipe = 4.61(In.) Flow top width inside pipe = 15.71(In.) +44+4++444+44444++444+++444++4+4+++.4+++44+4444++44++4+44+444444444444 Process from Point/Station 432.000 to Point/Station 1.000 •**• CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Critical Depth 10.18(In.) Pipe flow velocity = 13.63(Ft/s) Travel time through pipe = 0.04 min. ' Time of concentration (TC) = 11.30 min. +++++44++-+4+4++4+r+4+.++++T+++++4+++++4+++4+++4.++t+ter++•+.+i+++++�+r Process from Point/station 422.000 to Point/Station 1.000 ' * CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.440(Ac.) ' Runoff from this stream 4.868(CFS) Time of concentration 11.30 min. - Rainfall intensity 4.008(In/Hr) 44444+++++++++4++++444444++++4+444+++4+++++++4+++++4+4444++++++4++4444 Process from Point/Station 431.000 to Point/Station 432.000 ' **.r* INITIAL AREA EVALUATION ***- Initial area flow distance = 530.000(Ft.) Top (of initial area) elevation = 1244.900(Ft.) Bottom (of initial area) elevation = 1231.900(Ft.) Difference in elevation = 13.000(Ft.) Slope - 0.02453 s(percent)- 2.45 TC - k(0.390)*[(length^3)/(elevat1on change)]^0.2 r Initial area time of concentration = 10.066 min. Rainfall intensity - 4.271(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.845 Decimal fraction soil group A - 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil group D = 0.000 . RI index for soil(AMC 2) - 69.00 Initial subarea runoff = 4.S82(CFS) Total initial stream area - 1.270(Ac.) Pervious area fraction - O.S00 ' +4++44+++4+4+444+++44.4444+44+44++444444444444444444444+444++4+44+4444 Process from Point/Station 432.000 to Point/Station 1.000 ' **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1228.40(Ft.) Downstream point/station elevation - 1224.50(Ft.) Pipe length - 50.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow - 4.582(CFS) Given pipe size - 18.00(ln.) Calculated individual pipe flow - 4.582(CFS) Normal flow depth in pipe 4.81(In.) ' Flow top width inside pipe 15.93(In.) Critical Depth - 9.86(In.) Pipe flow velocity - 12.08(Ft/s) Travel time through pipe - 0.07 min. ' Time of concentration (TC) = 10.13 min. +44+4++444+44444++444+++444++4+4+++.4+++44+4444++44++4+44+444444444444 Process from Point/Station 432.000 to Point/Station 1.000 •**• CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 ' Stream flow area = 1.270(Ac.) Runoff from this stream = 4.582(CFS) Time of concentration = 10.13 min. Rainfall intensity = 4.255(In/Hr) ' Summary of stream data: Stream Flow rate TC Rainfall Intensity ' No. (CFS) (min) (In/Hr) 1 8.843 10.40 4.194 2 4.868 11.30 4.008 ' 3 4.582 10.13 4.255 Largest stream flow has shorter time of concentration QP = 8.843 + sum of Qa Tb/Ta 4.868 - - 0.921 4.484 4.582- 1.027 = 4.704 QP = 18.031 Total of 3 streams to confluence: Flow rates before confluence point: 8.843 4.868 4.582 Area of streams before confluence: 2.650 1.440 1.270 Results of confluence: Total flow rate - 18.031(CFS) Time of concentration - 10.405 min. ' Effective stream area after confluence = 5.360(Ac.) End of computations, total study area = 5.36 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 69.0 I I IJ I 7 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 RANPAC ENGINEERING CORPORATION Land Planning • Civil Engineering , Surveying HYDRAULIC REPORT le 27447 Enterprise Circle West Temecula, CA 92390 USA TEL 714 676-7000 FAX 714 676-8527 Formerly Rancho Pacific Engineering Corporation 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1- 1 1 1 1 9.0 ifs - FS �Fy a \ LA7,A_Z" b 7. 1 (FS 3 . LW! 0/4" �6c E, C� LAr—-1 �S a, f 9.0 -5 16.0 ,44INLINE Gloo Ar75,Q CONFLUENCc (USEo r�R L�NE';4" LATERAL "A-1" &IQD (U5ED 90,R LAT. "A -I" + 515 HYd. ,SAP & C,5, 51_1N6 FOR AX •PASS & oWbA- �Row,WI✓G ,Z's �:foy 1 1 1 1 F05 15P 'AZ - WATER SURFACE PROFILE LISTING - - .23064.3 LINE "A" FN=64-3A STATION INVERT DEPTH W. S. 0 VEL 'VEL "ENERGY SUPER CRITICAL 'AOT/ BASE/ ZL HO AVBP= ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID H0. P!ER L/ELEM 50 SF AVE HF NORM DEPTH ZR ................................................................................................................................... 1000.00 1184.00 2.300 1186.800 47.1 9.59 1.429 1188.229 .00 2.260 2.50 .00 .00 0 .0 uN6 "G g 8.31 .02602 AID 159 .013186 .11 1.560 .00 1008.31 1184.22 2.692 1186.908 47.1 9.59 1.429 1188.337 .00 2.260 2.50 .00 .00 0 .0 HYDRAULIC JUMP .00 1008.31 1184.22 1.816 1186.032 47.1 12.33 2.361 1188.393 .00 2.260 2.50 .00 .00 0 .0 3.17 .02602 .016922 .05 1.560 .00 1011.48 1184.30 1.832 1186.131 47.1 12.21 2.316 1188.447 .00 2.260 2.50 .00 .00 0 .0 12.18 .02602 .015878 .19 1.560 .00 1023.66 1184.62 1.919 1186.535 47.1 11.64 2.105 1188.640 .00 2.260 2.50 .00 .00 0 .0 8.06 .02602 .014303 .12 1.560 .00 1031.72 1184.82 2.016 1186.841 47.1 11.10 1.914 1188.755 .00 2.260 2.50 .00 .00 0 .0 4.91 .02602 .012993 .06 1.560 .00 1036.63 1184.95 2.126 1187.079 47.1 10.59 1.740 1188.819 .00 2.260 2.50 .00 .00 0 .0 1.80 .02602 .011986 .02 1.560 .00 1038.43 1185.00 2.260 1187.260 47.1 10.09 1.581 1188.841 .00 2.260 2.50 .00 .00 0 .0 JUNC7 STR .06250 LAT."A -1 Rc A-2" •015113 .12 .00 1046.43 1185.50 2.732 1188.232 30.9 9.83 1.502 1189.734 .00 1.876 2.00 .00 .00 0 .0 134.57 .01687 .018657 2.51 1.750 .00 1181.00 1187.77 2.972 1190.742 30.9 9.83 1.502 1192.244 .00 1.876 2.00 .00 .00 0 .0 JUNCT STIR .01681 .011830 .10 .00 1189.33 1187.91 4.525 1192.435 16.0 5.09 .403 1192.838 .00 1.442 2.00- .00 .00 0 .0 13.78 .01669 L Ar. "A-3" .005002 .07 1.053 .00 F0515P PAGE 2 ':ATE.: SURFACE PROFILE LISTING - - T23064-3 LINE "A'• FN=64-3A STATICN INVERT DEPTH V.S. 0 'VEL VEL ENERGY SUPER CRITICAL HGT/ SASE/ 2L W A-'SP ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM ................................................................................................................................... SO SF AVE HF NORM DEPTH ZR 1203.11 1188.14 4.364 1192.504 16.0 5.09 .403 1192.907 .00 1.442 2.00 .00 .00 0 .0 20.89 .01723 .005002 .10 1.043 .00 1224.00 1188.50 4.178 1192.678 16.0 5.09 .403 1193.081 .00 1.442 2.00 .00 .00 0 .0 1.80 .72996 .005002 .01 .390 .00 1225.80 1189.82 2.867 1192.683 16.0 5.09 .403 1193.086 .00 1.442 2.00 .00 .00 0 .0 HYDRAULIC JUMP .00 1225.80 1189.82 .699 1190.515 16.0 16.36 4.156 1194.671 .00 1.442 2.00 .00 .00 0 .0 .53 .72996 .068058 .04 .390 .00 1226.33 1190.20 .724 1190.921 16.0 15.56 3.762 1194.683 .00 1.442 2.00 .00 .00 0 .0 .47 .72996 .059474 .03 .390 .00 1226.80 1190.54 .750 1191.292 16.0 14.84 3.421 1194.713 .00 1.442 2.00 .00 .00 0 .0 .41 .72996 .052187 .02 .390 .00 1227.21 1190.85 .778 1191.624 16.0 14.16 3.113 1194.737 .00 1.442 2.00 .00 .00 0 .0 .38 .72996 .045807 .02 .390 .00 1227.59 1191.12 .806 1191.924 16.0 13.49 2.826 1194.750 .00 1.442 2.00 .00 .00 0 .0 .33 .72996 .040195 .01 .390 .00 1227.92 1191.36 .835 1192.194 16.0 12.86 2.569 1194.763 .00 1.442 2.00 .00 .00 0 .0 .29 .72996 .035294 .01 .390 .00 1228.21 1191.57 .866 1192.439 16.0 12.27 2.338 1194.777 .00 1.442 2.00 .00 .00 0 .0 .26 .72996 .031011 .01 .390 .00 1228.47 1191.76 .898 1192.659 16.0 11.70 2.124 1194.783 .00 1.442 2.00 .00 .00 0 .0 .23 .72996 .027252 .01 .390 .00 1 1 u L F0515P PAGE 3 WATER SURFACE PROFILE LISTING T23064.3 LINE "A" F4=64 -3A STATION INVERT DEPTH V.S. 0 VEL VEL ENERGT SUPER CRITICAL HGT/ BASE/ ZL 40 AVSP* ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID N0. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR 1228.70 1191.93 .931 1192.858 16.0 11.15 1.930 1194.788 .00 1.442 2.00 .00 .00 0 .0 .19 .72996 - .023963 .00 .390 .00 1228.89 1192.07 .966 1193.039 16.0 10.63 1.755 1194.794 .00 1.442 2.00 .00 .00 0 .0 .18 .72996 .021092 .00 .390 .00 1229.07 1192.20 1.003 1193.202 16.0 10.14 1.596 1194.798 .00 1.442 2.00 .00 .00 0 .0 .15 .72996 .018582 .00 .390 .00 1229.22 1192.31 1.042 1193.350 16.0 9.67 1.451 1194.801 .00 1.642 2.00 .00 .00 0 .0 .13 .72996 .016379 .00 .390 .00 1229.35 1192.40 1.082 1193.484 16.0 9.22 1.319 1194.803 .00 1.442 2.00 .00 .00 0 .0 .10 .72996 .014450 .00 .390 .00 1229.45 1192.48 1.125 1193.605 16.0 8.79 1.199 1194.804 .00 1.442 2.00 .00 .00 0 .0 .09 .72996 .012765 .00' .390 .00 1229.54 1192.55 1.170 1193.716 16.0 8.38 1.090 1194.806 .00 1.442 2.00 .00 .00 0 .0 .07 .72996 .011286 .00 .390 .00 1229.61 1192.60 1.217 1193.816 16.0 7.99 .991 1194.807 .00 1.442 2.00 .00 .00 0 .0 .06 .72996 .009994 .00 .390 .00 1229.67 1192.64 1.268 1193.906 16.0 7.62 .901 1194.807 .00 1.442 2.00 .00 .00 0 .0 .04 .72996 .008866 .00 .390 .00 1229.71 1192.67 1.321 1193.988 16.0 7.26 .819 1194.807 .00 1.442 2.00 .00 .00 0 .0 .02 .72996 .007881 .00 .390 .00 1229.73 1192.68 1.379 1194.063 16.0 6.92 .744 1194.807 .00 1.442 2.00 .00 .00 0 .0 .01 .72996 .007021 .00 .390 .00 - - T23064-3 LINE "A" FN -64-3A STATION INVERT DEPTH W.S. ELEV OF FLOW ELEV L/ELEM 50 1229.74 1192.69 1.442 1194.132 WALL ENTRANCE 1229.74 1192.69 2.253 1194.943 1 1 F05 15P WATER SURFACE PROFILE LISTING PAGE o VEL VEL ENERGY SUPER CRITICAL NOT BASE/ ZL 40 AVBP HEAD GRD.EL. ELEV DEPTH DIA ID 40. PIER ..«..................................................................................... SF AVE HF .NORM DEPTH ZR 16.0 6.60 .676 1194.808 .00 1.442 2.00 .00 .00 0 .0 .00 16.0 .25 .001 1194.944 .00 .217 4.00 28.00 .00 0 .0 1 ul 1 [1 F05 15P WATER SURFACE PROFILE - CHANNEL OEF!NITICN LISTING PAGE i CARD SECT CNN 40 OF- AVE ?!ER HEIGHT 1 BASE ZL ZR INV Y(!) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) ';S) Y(7) Y(1:) CWE 40. TYPE PIERS WIDTH DIAMETER WIDTH DROP co 1 4 2.50 CO 2 4 1.50 Co 3 4 1.50 CO 4 4 2.00 Co 5 4 2.00 CD 6 4 2.00 CD 7 2 0 .00 4.00 28.00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD -LISTING HEADING LINE 90 1 IS - T23064-3 HEADING LINE NO 2 IS - LINE "A" HEADING LINE NO 3 IS - FN=64.3A 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 1184.00 1 1186.80 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1038.43 1185.00 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1046.43 1185.50 4 2 3 .013 8.1 8.1 1185.50 1185.50 30.00 30.00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANL PT MAN H 1181.00 1187.77 4 .013 .00 .00 .00 a ELEMENT NO 5 IS A JUNCTION • • ' ' ' ` U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1189.33 1187.91 6 5 0 .013 14.9 .0 1188.80 .00 30.00 .00 ELEMENT NO 6 IS A REACH ' • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1203.11 1188.14 6 .013 .00 .00 .00 0 ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1224.00 1188.50 6 .013 .00 68.00 .00 0 ELEMENT NO 8 IS A REACH • ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1229.74 1192.69 6 .013 .00 .00 .00 0 ELEMENT NO 9 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1229.74 1192.69 7 .200 ELEMENT NO 10 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1229.74 1192.69 7 1194.69 T1 T23064-3 T2 LINE "A" T3 FN -64.3A 50 1000.001184.00 1 1186.80 R 1038.431185.00 1 .013 .00 .00 0 J% 1046.431185.50 4 2 3.013 8.1 8.11185.501185.50 30.00 30.00 R 1181.001187.77 4 .013 .00 .00 0 J% 1189.331187.91 6 5 .013 14.9 1188.80 30.00 R 1203.111188.14 6 .013 .00 .00 0 R 1224.001188.50 6 .013 68.00 .00 0 R 1229.741192.69 6 .013 .00 .00 0 WE 1229.741192.69 7 .200 I 1 I 1 SX 1229. 7C 1192.69 7 1194,69 C9 1 0 .00 2.50 .00 .00 .00 .00 co 2 0 .00 1.50 .00 .00 .00 .00 co 3 0 .00 1.50 .00 .00 .00 .00 n1. C 0 .00 2.00 .00 .00 .00 .00 CD 5 4 0 .00 2.00 .00 .00 .00 .00 cD 6 4 0 .00 2.00 .00 .00 .00 .00 co 7 2 0 .00 4,00 29.00 .00 .00 .00 D 16.0 .0 For: RanPac Engineering Corporacion, Temecula, CA - S/N 560 ............................«».................................... «....... 1 I 1 I I 1 1 u � HYDRAULIC GRADE LINE 1 N LATERAL A-1 1 I I ►07 F0515P PAGE 'JATER SURFACE PRCFILE LISTING - -- /.;L la3 LATERAL 'A -I" FN=64-3A1 S TAT ICN INVERT DEPTH 'J. S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ Z NO Av6pz ELEV OF FLC4 ELEV HEAD GRD.EL. ELEV DEPTH DiA ID 40. PIER L/ELEM ................................................................................................................................... SO SF AVE HF NORM DEPTH ZR 2.50 1185.50 2.730 1188.230 9.0 5.C9 .403 1188.633 .00 1.161 1.50 .00 .00 0 .0 4.93 .03448 .007341 .04 .720 .00 7.43 1185.67 2.596 1168.266 9.0 5.09 .403 1188.669 .00 1.161 1.50 .00 .00 0 .0 HYDRAULIC JUMP .00 7.43 1185.67 .525 1186.195 9.0 16.33 4.143 1190.338 .00 1.161 1.50 .00 .00 0 .0 4.95 .03448 .113361 .56 .720 .00 12.38 1185.84 .507 1166.348 9.0 17.11 4.546 1190.894 .00 1.161 1.50 .00 .00 0 .0 4.62 .03448 .129115 .60 .720 .00 17.00 1186.00 .490 1186.490 9.0 17.93 4.991 1191.481 .00 1.161 1.50 .00 .00 0 .0 1.22 .30731 .133218 .16 .400 .00 18.22 1186.38 .498 1186.874 9.0 17.51 4.761 1191.635 .00 1.161 1.50 .00 .00 0 .0 2.23 .30731 .120811 .27 .400 .00 20.45 1187.06 .516 1187.575 9.0 16.70 4.329 1191.904 .00 1.161 1.50 .00 .00 0 .0 1.86 .30731 .105878 .20 .400 .00 22.31 1187.63 .534 1188.166 9.0 15.93 3.940 1192.106 .00 1.161 1.50 .00 .00 0 .0 1.58 .30731 .092782 .15 .400 .00 23.89 1188.12 .553 1188.670 9.0 15.18 3.577 1192.247 .00 1.161 1.50 .00 .00 0 .0 1.35 .30731 .081361 .11 .400 .00 25.24 1188.53 .573 1189.106 9.0 14.47 3.251 1192.357 .00 1.161 1.50 .00 .00 0 .0 1.17 .30731 .071390 .08 .400 .00 26.41 1188.89 .594 1189.484 9.0 13.80 2.959 1192.443 .00 1.161 1.50 .00 .00 0 .0 1.00 .30731 .062676 .06 .400 .00 - -- /.;L la3 F0515P cAGE 2 'TATER SURFACE PROFILE L!SiINL UTE RAL "A. ; FW -64-3A1 STANCH INVERT DEPTH V.S. 0 VEL VEL EN'cRGT SURER CRIT:CAL NGT/ EASE/ ZL NC RVEF- ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH OIA :0 40. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 27.41 1189.20 .616 1189.816 9.0 13.16 2.688 1192.504 .00 1.161 1.50 .00 .00 0 .0 .89 .30731 .055023 .05 .400 .00 28.30 1189.47 .638 1190.109 9.0 12.55 2.447 1192.556 .00 1.161 1.50 .00 .00 0 .0 .76 .30731 .048323 .04 .400 .00 29.06 1189.71 .662 1190.368 9.0 11.97 2.224 1192.592 .00 1.161 1.50 .00 .00 0 .0 .67 .30731 .042488 .03 .400 .00 29.73 1189.91 .687 1190.599 9.0 11.41 2.020 1192.619 .00 1.161 1.50 .00 .00 0 .0 .59 .30731 .037353 .02 .400 .00 30.32 1190.09 .712 1190.804 9.0 10.87 1.835 1192.639 .00 1.161 1.50 .00 .00 0 .0 .51 .30731 .032849 .02 .400 .00 30.83 1190.25 .739 1190.988 9.0 10.37 1.669 1192.657 .00 1.161 1.50 .00 .00 0 .0 .44 .30731 .028919 .01 .400 .00 31.27 1190.39 .767 1191.152 9.0 9.88 1.516 1192.667 .00 1.161 1.50 .00 .00 0 .0 .38 .30731 .025481 .01 .400 .00 31.65 1190.50 .797 1191.300 9.0 9.42 1.379 1192.679 .00 1.161 1.50 .00 .00 0 .0 .33 .30731 .022473 .01 .400 .00 31.98 1190.60 .828 1191.433 9.0 8.98 1.253 1192.686 .00 1.161 1.50 .00 .00 0 .0 .29 .30731 .019838 .01 .400 .00 32.27 1190.69 .861 1191.552 9.0 8.57 1.141 1192.693 .00 1.161 1.50 .00 .00 0 .0 .23 .30731 .017536 .00 .400 .00 32.50 1190.76 .896 1191.660 9.0 8.17 1.036 1192.696 .00 1.161 1.50 .00 .00 0 .0 .20 .30731 .015523 .00 .400 .00 F05LP 'TATER SURFACE IROFILE LISTING _ LATERAL "A-1'• FN=64-3A1 STATION INVERT DEPTH W.S. - '/EL EL E'J OF FLOW ELEV L/ELEM 50 ...................................................... 32.70 1190.82 .933 1191.757 9.0 7.79 .16 .30731 32.86 1190.87 .972 1191.845 9.0 7.43 .12 .30731 32.98 1190.91 1.013 1191.925 9.0 7.08 .09 .30731 33.07 1190.94 1.058 1191.996 9.0 6.75 .05 .30731 33.12 1190.95 1.107 1192.061 9.0 6.44 .02 .30731 33.14 1190.96 1.161 1192.121 9.0 6.13 WALL ENTRANCE 33.14 1190.96 1.862 1192.822 9.0 .35 7 1 T1 LATERAL "A•1" TZ FN=64-3A1 T3 50 2.501185.50 1 1188.23 R 17.001186.00 1 .013 R 33.141190.96 1 .013 WE 33.141190.96 3 .200 SH 33.141190.96 3 1192.30 CD 1 4 0 .00 1.50 .00 .00 .00 .00 co 3 2 0 .00 4.00 14.00 .00 .00 .00 0 9.0 .0 ....E 3 VEL ENERGY SLIDER CRI T 1 CAL 4.00 HOT/ EASE/ Z L NO ,..o.F HEAD GRD."c L. ELEV DEPTH DIA :D 40. P!ER SF AVE ............................................................................ HF NCRM DEPTH ZR .943 1192.700 .00 i. 161 1.50 .00 .00 0 .0 .013759 .00 .400 .00 .856 1192.701 .00 1.161 1.50 .00 .00 0 .0 .012215 .00 .400 AO .779 1192.704 .00 1.161 1.50 .00 .00 0 .0 .010870 .00 .400 .00 .708 1192.704 .00 1.161 1.50 .00 .00 0 .0 .009709 .00 .400 .00 .644 1192.705 .00 1.161 1.50 .00 .00 0 .0 .008698 .00 .400 .00 .584 1192.705 .00 1.161 1.50 .00 .00 0 .0 002 1192.824 .00 .234 .00 .00 0 .00 .00 0 r�o .00 4.00 14.00 .00 0 .0 r�o 1 FG515P WATER SURFACE PROFILE CHANNEL DE-141T:C.N L:Si:NG WALE CARO SE -T -iN 40 OF AVE P!ER :iE!GmT 1 BASEZL ZR !NV Y(1) Y(2) Y(3) Y(<) Y(5) Y(6) Y(7) Y(M) .(9) !(IG) CODE ENO TYPE PIERS 'JIOTH DIAMETER WIDTH ORCP CD 1 4 1.50 CO 3 2 0 .00 4.00 1:.00 .00 i F 0 5 1 5 P PACE NO 1 WATER SURFACE PROFILE - TITLE CARO LISTING HEADING LINE 40 1 IS - LATERAL "A-1" READING LINE NO 2 IS - FN=64-3A1 HEADING LINE NO 3 IS - 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2.50 1185.50 1 1188.23 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN R 17.00 1186.00 1 .013 .00 .00 .00 0 "ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 33.14 1190.96 1 .013 .00 .00 .00 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 33.14 1190.96 3 .200 ELEMENT NO 5 IS A SYSTEM HEADWCRKS U/S DATA STATION INVERT SECT W S ELEV 33.14 1190.96 3 1192.50 .......................ar....................................•.............:.. r 1 1 1 1 1 1 1 1 1 i 1 HYDRAULIC GRADE L(NE LATERAL "A -Z" FJ515P a TER SURFA CE P;GFiL2 l!ST:NG DACE LATERAL "a'2" FN=64-3A2 STATICN INVERT DEPTH W.S. 0 'VEL 'VEL ENERGY SUPER CRITICAL .4Gi/ BASE/ 2L N0 ELEV GF FLC4 ELEV READ GR0.EL. ELEV DEPTH DIA i0 N0. PIER L/ELEM .................................................................................................................................... 50 SF AVE HF NORM DEPTH ZR 2.50 1185.50 2.730 1188.230 9.0 5.C9 .403 1188.633 .00 1.161 1.50 .00 . .00 0 .0 3.08 .10525 .007341 .02 .530 .00 5.58 1185.82 2.428 1188.252 9.0 5.09 .403 1188.655 .00 1.161 1.50 .00 .00 0 .0 HYDRAULIC JUMP .00 5.58 1185.82 .550 1186.374 9.0 15.33 3.650 1190.024 .00 1.161 1.50 .00 .00 0 .0 .10 .10525 .087927 .01 .530 .00 5.68 1185.83 .553 1186.387 9.0 15.18 3.577 1189.964 .00 1.161 1.50 .00 .00 0 .0 12.77 .10525 - .081361 1.04 .530 .00 18.45 1187.18 .573 1187.752 9.0 14.47 3.251 1191.003 .00 1.161 1.50 .00 .00 0 .0 8.11 .10525 .071390 .58 .530 .00 26.56 1188.03 .594 1188.627 9.0 13.80 2.959 1191.586 .00 1.161 1.50 .00 .00 0 .0 5.80 .10525 .062676 .36 - .530 .00 32.36 1188.64 .616 1189.259 9.0 13.16 2.688 1191.947 .00 1.161 1.50 .00 .00 0 .0 4.42 .10525 .055023 .24 .530 .00 36.78 1189.11 .638 1189.746 9.0 12.55 2.447 1192.193 .00 1.161 1.50 .00 .00 0 .0 3.48 .10525 .048323 .17 .530 .00 40.26 1189.47 .662 1190.137 9.0 11.97 2.224 1192.361 .00 1.161 1.50 .00 .00 0 .0 2.82 .10525 .042488 .12 .530 .00 43.08 1189.77 .687 1190.458 9.0 11.41 2.020 1192.478 .00 1.161 1.50 .00 .00 0 .0 2.34 .10525 .037353 .09 .530 .00 45.42 1190.02 .712 1190.729 9.0 10.87 1.835 1192.564 .00 1.161 1.50 .00 .00 0 .0 1.93 .10525 .032849 .06 .530 .00 p 8 t 1 �4 FC575P �>CE 2 WATER SURFACE PROFILE LISTING LATERAL "A-2" FN=64 -3A2 SAT ICN INVERT DEPTH V.S. G VEL VEL ENERGY SUPER CRITICAL HOT/ EASE/ ZL NO AVBP= ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER LIELEM .................................................................................................................................. 50 SF AVE HF NORM DEPTH - :R 47.35 1190.22 .739 1190.960 9.0 10.37 1.669 1192.629 .00 1.161 1.50 .00 AO 0 .0 1.62 .10525 .028919 .05 .530 .00 48.97 1190.39 .767 1191.158 9.0 9.88 1.516 1192.673 .00 1.161 1.50 .00 .00 0 .0 1.35 .10525 .025481 .03 .530 .00 50.32 1190.53 .797 1191.331 9.0 9.42 1.379 1192.710 .00 1.161 1.50 .00 .00 0 .0 1.14 .10525 .022473 .03 .530 .00 51.46 1190.65 .828 1191.482 9.0 8.98 1.253 1192.735 .00 1.161 1.50 .00 .00 0 .0 .95 .10525 .019838 .02 .530 .00 52.41 1190.75 .861 1191.614 9.0 8.57 1.141 1192.755 .00 1.161 1.50 .00 .00 0 .0 .79 .10525 .017536 .01 .530 .00 53.20 1190.84 .896 1191.732 9.0 8.17 1.036 1192.768 .00 1.161 1.50 .00 .00 0 .0 .63 .10525 .015523 .01 .530 .00 53.83 1190.90 .933 1191.836 9.0 7.79 .943 1192.779 .00 1.161 1.50 .00 .00 0 .0 .51 .10525 .013759 .01 .530 .00 54.34 1190.96 .972 1191.929 9.0 7.43 .856 1192.785 .00 1.161 1.50 .00 .00 0 .0 .40 .10525 .012215 .00 .530 .00 54.74 1191.00 1.013 1192.011 9.0 7.08 .779 1192.790 .00 1.161 1.50 .00 .00 0 .0 .27 .10525 .010870 .00 .530 .00 55.01 1191.03 1.058 1192.085 9.0 6.75 .708 1192.793 .00 1.161 1.50 .00 .00 0 .0 .16 .10525 .009709 .00 .530 .00 55.17 1191.04 1.107 1192.151 9.0 6.44 .644 1192.795 .00 1.161 1.50 .00 .00 0 .0 .06 .10525 .006698 .00 .530 .00 p 8 t 1 �4 FCC 15P PACE 3 WATER SURFACE PROFILE-IST:NG WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT LATERAL "A-2" 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT FN=64-3A2 2.50 1185.50 1 1188.23 ELEMENT NO 2 IS STATICN INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ .. HO AVSD° ELEV OF FLOW ELEV 55.23 1191.05 HEAD GAO. -L. EL EV DEPTH DIA ID N0. PIER L/ELEM 50 .......................................................«:......................................................................... SF AVE NF U/S DATA STATION INVERT NORM DEPTH ZR 55.23 1191.05 1.161 1192.211 9.0 6.13 .200 .584 1192.795 .00 1.161 1.50 AO .00 0 .0 U/S DATA STATION INVERT SECT W S ELEV 55.23 1191.05 2 WALL ENTRANCE 1192.60 .00 55.23 1191.05 1.362 1192.912 9.0 .35 .002 1192.914 .00 .234 4.00 14.00 .00 0 .0 1 1 T1 LATERAL "A-2" T2 FN=64-3A2 T3 SO 2.501185.50 1 1188.23 R 55.231191.05 1 .013 .00 .00 0 WE 55.231191.05 2 .200 SH 55.231191.05 2 1192.60 CO 1 4 0 .00 1.50 -00 .00 .00 .00 CO 2 2 0 .00 4.00 14.00 .00 .00 .00 D 9.0 .0 1 F0515P WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 CD 2 2 0 .00 4.00 14.00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LATERAL "A-2" HEADING LINE NO 2 IS - FN=64-3A2 HEADING LINE NO 3 IS - 1 F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 2.50 1185.50 1 1188.23 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 55.23 1191.05 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 55.23 1191.05 2 .200 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 55.23 1191.05 2 1192.60 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 1 1 1 i� 1 1 I 1 1 1 i 1 HYDRAULIC GRADE LINE LATERAL wA-3" FC515P PACE WATER SURFACE PROFILE L:ST!NG Tit �2e�)6 413 LATERAL "A.S" FN=64-3A3 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ 2L 40 AV EP% ELE'V OF FLOW EL°V HEAD GRD.EL. ELEV DEPTH DIA IO 40. PIER L/ELEM ......................................... SO ................................................................... SF AVE HF NORM DEPTH ....................... ZR 4.17 1188.80 3.640 1192.:40 14.9 4.74 .349 1192.789 .00 1.392 2.00 .00 .00 0 .0 15.40 .08215 .004338 .07 .550 .00 19.57 1190.06 2.440 1192.505 14.9 4.74 .349 1192.854 .00 1.392 2.00 .00 .00 0 .0 HYDRAULIC JUMP .00 19.57 1190.06 .756 1190.821 14.9 13.69 2.912 1193.733 .00 1.392 2.00 .00 .00 0 .0 1.23 .08215 .047026 .06 .650 .00 20.80 1190.17 .756 1190.922 14.9 13.69 2.912 1193.834 .00 1.392 2.00 .00 .00 0 .0 6.25 .08215 .044110 .28 .650 .00 27.05 1190.68 .783 1191.463 14.9 13.06 2.648 1194.111 .00 1.392 2.00 .00 .00 0 .0 4.89 .08215 .038691 .19 .650 .00 31.94 1191.08 .811 1191.893 14.9 12.45 2.406 1194.299 .00 1.392 2.00 .00 .00 0 .0 3.92 .08215 .033961 .13 .650 .00 35.86 1191.40 .841 1192.244 14.9 11.87 2.189 1194.433 .00 1.392 2.00 .00 .00 0 .0 3.21 .08215 .029831 .10 .650 .00 39.07 1191.67 .872 1192.539 14.9 11.31 1.988 1194.526 .00 1.392 2.00 .00 .00 0 .0 2.66 .08215 .026207 .07 .650 .00 41.73 1191.89 .904 1192.789 14.9 10.79 1.808 1194.597 .00 1.392 2.00 .00 .00 0 .0 2.20 .08215 .023038 .05 .650 .00 43.93 1192.07 .938 1193.005 14.9 10.29 1.644 1194.649 .00 1.392 2.00 .00 .00 0 .0 1.83 .08215 .020272 .04 .650 .00 45.76 1192.22 .974 1193.191 14.9 9.81 1.494 1194.685 .00 1.392 2.00 .00 .00 0 .0 1.54 .08215 .017848 .03 .650 .00 Tit �2e�)6 413 FcrsP ACE z VATE3 SURFACE %R'F:LE Li SC!.VG - - LATERAL "A-3" FH=64-3A3 STAT ICN INVERT DEPTH 4.S, a VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ 2L HO ..eP ELEV OF FLOW ELEV HEAD ORD.EL. ELEV DEPTH CIA :D 40. PIER L/ELEM SO I ................................................................................................................................... SF AVE HF DORM DEPTH za 47.30 1192.34 1.011 1193.354 14.9 9.35 1.358 1194.713 .00 1.392 2.00 .00 .00 0 .0 1.27 .08215 .015721 .02 .650 .00 48.57 1192.45 1.050 1193.498 14.9 8.92 1.235 1194.733 .00 1.392 2.00 .00 .00 0 .0 1.06 .08215 .013856 .01 .650 .00 49.65 1192.54 1.090 1193.625 14.9 8.50 1.123 1194.748 .00 1.392 2.00 .00 .00 0 .0 .85 .08215 .012222 .01 .650 .00 50.48 1192.60 1.133 1193.737 14.9 8.11 1.020 1194.757 .00 1.392 2.00 .00 .00 0 .0 .65 .08215 .010799 .01 .650 .00 51.13 1192.66 1.179 1193.837 14.9 7.73 .927 1194.764 .00 1.392 2.00 .00 .00 0 .0 .50 .08215 .009554 .00 .650 .00 51.63 1192.70 1.227 1193.926 14.9 7.37 .843 1194.769 .00 1.392 2.00 .00 .00 0 .0 .35 .08215 .008464 .00 .650 .00 51.98 1192.73 1.278 1194.006 14.9 7.03 .767 1194.773 .00 1.392 2.00 .00 .00 0 .0 .21 .08215 .007510 .00 .650 .00 52.19 1192.74 1.332 1194.077 14.9 6.70 .697 1194.774 .00 1.392 2.00 .00 .00 0 .0 .06 .08215 .006673 .00 .650 .00 52.25 1192.75 1.392 1194.142 14.9 6.38 .633 1194.775 .00 1.392 2.00 .00 .00 0 .0 WALL ENTRANCE .00 52.25 7 1192.75 2.151 1194.901 14.9 .25 .001 1194.902 .00 .206 4.00 28.00 .00 0 .0 1 Ti LATERAL "A-3" T2 FN=64-3A3 T3 50 4.171188.80 1 1192.44 R 52.251192.75 1 .013 .00 .00 0 WE 52.251192.75 2 .200 SH 52.251192.75 2 1194.75 CD 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 2 0 .00 4.00 28.00 .00 .00 .00 a 14.9 .0 1 F0515P WATER SURFACE PROFILE • CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE 2L 2R INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) T(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP Co 1 4 co 2 2 0 1 HEADING LINE NO I IS HEADING LINE 40 2 IS ..HEADING LINE NO 3 IS 1 2.00 .00 :.00 23.00 .CO F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD L:SIING LATERAL "A-3'- FN=64-3A3 W S ELEV 1192..4 W S ELEV 1194.75 PACE 40 PACE NO 2 RADIUS ANGLE AND PT MAN H .00 .00 .00 0 F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT 4.17 1188.80 1 ELEMENT NO 2 IS A REACH • • ` U/S DATA STATION INVERT SECT N 52.25 1192.75 1 .013 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 52.25 1192.75 2 .200 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 52.25 1192.75 2 W S ELEV 1192..4 W S ELEV 1194.75 PACE 40 PACE NO 2 RADIUS ANGLE AND PT MAN H .00 .00 .00 0 A9010b0,4N 335 CLP/6 03')n-7n7dN07 . 1 i "i F05 15P PA=E VATER SURFACE-ROFILE '_:S714G - - T23064-3 LINE "8" F4=64.33 STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ ZL 40 AV3PQ ELEV OF Fl -CW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER L/ELEM SO SF AVE HF .NORM DEPTH ZR ................................................................................................................................... 1000.00 1184.00 2.300 1186.800 23.7 7.54 .883 1187.683 .00 1.727 2.00 .00 .00 0 .0 LAT -8 -1 " JUNCT STR .02728 ( COMSERVA71 'VE ) .00 1007.33 1184.20 .648 1184.8.48 16.7 18.93 5.567 1190.415 .00 1.475 2.00 .00 .00 0 .0 .83 .01206 1185.00 INV. LAT. '43-I' .106794 .09 1.200 .00 1008.16 1184.21 .644 1184.854 16.7 19.09 5.656 1190.510 .00 1.473 2.00 .00 .00 0 .0 1.28 .01722 .109646 .14 1.071 .00 1009.44 1184.23 .639 1184.871 16.7 19.31 5.788 1190.659 .00 1.473 2.00 .00 .00 0 .0 5.46 .01722 .119137 .65 1.071 .00 1014.90 1184.33 .617 1184.943 16.7 20.24 6.363 1191.306 .00 1.473 2.00 .00 .00 0 .0 5.18 .01722 .136020 .70 1.071 .00 1020.08 1184.42 .596 1185.011 16.7 21.22 6.992 1192.003 .00 1.473 2.00 .00 .00 0 .0 4.92 .01722 .155426 .76 1.071 .00 1025.00 1184.50 .577 1185.077 16.7 22.27 7.699 1192.776 .00 1.473 2.00 .00 .00 0 .0 .16 .52327 .164913 .03 .430 .00 1025.16 1184.58 .578 1185.162 16.7 22.18 7.638 1192.800 .00 1.475 2.00 .00 .00 0 .0 1.83 .52327 .153773 .28 .430 .00 1026.99 1185.54 .598 1186.137 16.7 21.14 6.939 1193.076 .00 1.473 2.00 .00 .00 0 .0 1.57 .52327 .134612 .21 .430 .00 1028.56 1186.36 .619 1186.980 16.7 20.17 6.317 1193.297 .00 1.473 2.00 .00 .00 0 .0 1.36 .52327 .117895 .16 .430 .00 1029.92 1187.07 .641 1187.714 16.7 19.22 5.735 1193.449 .00 1.473 2.00 .00 .00 0 .0 1.19 .52327 .103243 .12 .430 .00 FC515i AGE 2 ':ATE; SURFACE i3OFILE I:ST:4G /;L6 Sz T23064-3 LINE "S" FN=64.38 STAT :CN INVERT DEPTH W.S. O VEL VEL E.4 ERGY SUPE; C; I T I CAL HGT/ SASE/ ZL NO ..o. ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 N0. AM L/ELEM SO SF AVE NF NORM DEPTH ZR ................................................................................................................................... 1031.11 1187.70 .663 1188.359 16.7 18.33 5.218 1193.577 .00 1.473 2.00 -00 .00 0 .0 1.04 .52327 .090441 .09 .430 .00 1032.15 1188.24 .687 1188.927 16.7 17.47 4.738 1193.665 .00 1.473 2.00 .00 .00 0 .0 .91 .52327 .079264 .07 .430 .00 1033.06 1188.72 .711 1189.431 16.7 16.67 4.313 1193.744 .00 1.473 2.00 .00 .00 0 .0 .81 .52327 .069486 .06 .430 .00 1033.87 1189.14 .737 1189.879 16.7 15.89 3.921 1193.799 .00 1.473 2.00 .00 .00 0 .0 .72 .52327 .060938 .04 .430 .00 1034.59 1189.52 .763 1190.279 16.7 15.15 3.566 1193.845 .00 1.473 2.00 .00 .00 0 .0 .63 .52327 .053451 .03 .430 .00 1035.22 1189.84 .791 1190.636 16.7 14.45 3.241 1193.877 .00 1.473 2.00 .00 .00 0 .0 .56 .52327 .046899 .03 .430 .00 1035.78 1190.14 .819 1190.957 16.7 13.77 2.943 1193.900 .00 1.473 2.00 .00 .00 0 .0 ,49 .52327 .041157 .02 .430 .00 1036.27 1190.40 .849 1191.245 16.7 13.13 2.677 1193.922 .00 1.473 2.00 .00 .00 0 .0 .43 .52327 .036160 .02 .430 .00 1036.70 1190.62 .881 1191.504 16.7 12.52 2.434 1193.938 .00 1.473 2.00 .00 .00 0 .0 .39 .52327 .031791 .01 .430 .00 1037.09 1190.82 .914 1191.738 16.7 11.94 2.213 1193.951 .00 1.473 2.00 .00 .00 0 .0 .33 .52327 .027953 .01 .430 .00 1037.42 1191.00 .948 1191.948 16.7 11.38 2.012 1193.960 .00 1.473 2.00 .00 .00 0 .0 .30 .52327 .024591 .01 .430 .00 /;L6 Sz F0515P PAGE i WATER SURFACE PROFILE l:STING T23364-3 LINE "B" F4=64.38 STATION INVERT DEPTH V.S. O VEL VEL E.4 ER G SURER CRITICAL HGT/ BASE/ Z 40 AVS: ELEV OF FLOW ELEV READ GRD.E L. ELEV DEPTH DIA I0 40. PIER L/ELEM 50 SF AVE NF NORM DEPTH ZR .............. ..................................................................................................................... 1037.72 1191.15 .984 1192.138 16.7 10.85 1.828 1193.966 .00 1.473 2.00 .CO .00 0 .0 .25 .52327 .021647 .01 .430 .00 1037.97 1191.29 1.021 1192.310 16.7 10.35 1.662 1193.972 .00 1.473 2.00 .00 .00 0 .0 .22 .52327 .019072 .00 .430 .00 1038.19 1191.40 1.061 1192.465 16.7 9.86 1.511 1193.976 .00 1.473 2.00 .00 .00 0 .0 .20 .52327 .016819 .00 .430 .00 1038.39 1191.50 1.102 1192.606 16.7 9.41 1.375 1193.981 .00 1.473 2.00 .00 .00 0 .0 .15 .52327 .014844 .00 .430 .00 1038.54 1191.59 1.146 1192.733 16.7 8.97 1.249 1193.982 .00 1.473 2.00 .00 .00 0 .0 .14 .52327 .013119 .00 .430 .00 1038.68 1191.66 1.192 1192.849 16.7 8.55 1.135 1193.984 .00 1.473 2.00 .00 .00 0 .0 .10 .52327 .011609 .00 .430 .00 1038.78 1191.71 1.241 1192.953 16.7 8.15 1.032 1193.985 .00 1.473 2.00 .00 .00 0 .0 .09 .52327 .010286 .00 .430 .00 1038.87 1191.76 '1.292 1193.048 16.7 7.77 .939 1193.987 .00 1.473 2.00 .00 .00 0 .0 .05 .52327 .009131 .00 .430 .00 1038.92 1191.79 1.348 1193.134 16.7 7.41 .853 1193.987 .00 1.473 2.00 .00 .00 0 .0 .04 .52327 .008128 .00 .430 .00 1038.96 1191.80 1.407 1193.211 16.7 7.07 .776 1193.987 .00 1.473 2.00 .00 .00 0 .0 .01 .52327 .007250 .00 .430 .00 1038.97 1191.81 1.473 1193.283 16.7 6.73 .704 1193.987 .00 1.473 2.00 .00 .00 0 .0 WALL ENTRANCE .00 T23C64-3 LINE FN=64-38 STAT:CN INVERT DEPTH Y.S. D ELEV OF FLOW ELEV L/ELEM SO 1038.97 1191.81 2.318 1194.128 16.7 1 1 FD515P NATER SURFACE PROFILE LISTING PACE VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ Z 40 AVSFR HEAD CRO.EL. ELEV DEPTH DIA ID N0. PIER SF AVE NF NO OF AVE PIER HEIGHT 1 BASE ZL ZR .NORM DEPTH Y(3) Y(4) Y(5) Y(6) Y(7) ZR Y(9) .26 .001 1194.129 .00 .223 4.00 28.00 .00 0 .0 F0515P WATER SURFACE PROFILE • CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CO 1 4 2.00 CO 2 4 1.50 co 3 4 2.00 co 4 2 0 .00 4.00 28.00 .00 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - T23064-3 HEADING LINE NO 2 IS - LINE "S" HEADING LINE NO 3 IS - FN=64.38 ) F 0 5 1 5 P PAGE NO 2 WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET • • ' U/S DATA STATION INVERT SECT W S ELEV 1000.00 1184.00 1 1186.80 ELEMENT NO 2 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1007.33 1164.20 3 2 0 .013 7.0 .0 1185.00 .00 30.00 .00 ELEMENT NO 3 IS A REACH • • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1008.16 1184.21 3 .013 .00 .00 .00 0 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANC PT MAN H 1025.00 1184.50 3 .013 .00 40.00 .00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1038.97 1191.81 3 .013 .00 38.50 .00 0 ELEMENT NO 6 IS A WALL ENTRANCE ' U/S DATA STATION INVERT SECT FP 1038.97 1191.81 .200 ELEMENT NO 7 IS A SYSTEM HEADWORKS - U/S DATA STATION INVERT SECT W S ELEV - 1038.97 1191.81 4 1193.81 T1 TZ3064-3 T2 LINE "B" T3 FN -64-38 50 1000.001184.00 1 1166.80 JK 1007.331184.20 3 2 .013 7.0 1185.00 30.00 R 1008.161184.21 3 .013 .00 .00 0 R 1025.001184.50 3 .013 40.00 .00 0 R 1038.971191.81 3 .013 38.50 .00 0 WE 1038.971191.81 4 .200 SH 1038.971191.81 4 1193.81 CD 1 4 0 .00 2.00 .00 .00 .00 .00 I c0 2 c 0 .00 7.50 .00 .00 .00 .00 CO 3 < 0 .00 2.00 .00 .00 .00 .00 CO . 2 0 .SO 4.00 29.00 .00 .00 .00 7 76.7 .0 1 1 1 1 1 1 I 1 1 1 1 1 1 l LS' HYDRAULIC GRADE LINE LATERAL F0515P VATER SURFACE PROFILE LISTING - - LAT"c RAL "8.1" F4=64 -391 STAT ICN INVERT DEPTH V.S. D VEL VEL -.4 ER GT SUPER CRI TI UL NGT/ BASE/ 21 N0 AV9PR ELEV OF FLOW ELEV HEAD GRD.E L. ELEV DEPTH DIA :D .NO. PIER L/ELEM SO SF AVE 4F NORM DEPTH ZR ................................................................................................................................... 4.17 1185.00 .469 1185.469 7.4 15.68 3.817 1189.286 .00 1.054 1.50 .00 .00 0 .0 4.29 .14070 - .106731 .46 .440 .00 8.46 1185.60 .476 1186.080 7.4 15.32 3.645 1189.725 .00 1.054 1.50 AO .00 0 .0 7.19 .14070 .096965 .70 .440 .00 15.65 1186.61 .493 1187.108 7.4 14.60 3.308 1190.416 .00 1.054 1.50 .00 .00 0 .0 5.08 .14070 .084996 .43 .440 .00 20.73 1187.33 .511 1187.841 7.4 13.94 3.016 1190.857 .00 1.054 1.50 .00 .00 0 .0 .89 .14106 .078494 .07 .440 .00 21.62 1187.45 .514 1187.969 7.4 13.81 2.960 1190.929 .00 1.054 1.50 .00 .00 0 .0 3.68 .14106 .072759 .27 .440 .00 25.30 1187.97 .532 1188.506 7.4 13.17 2.692 1191.198 .00 1.054 1.50 .00 .00 0 .0 2.92 .14106 .063765 .19 .440 .00 28.22 1188.39 .551 1188-937 7.4 12.54 2.443 1191.380 .00 1.054 1.50 .00 .00 0 .0 2.37 .14106 .055921 .13 .440 .00 30.59 1188.72 .571 1189.292 7.4 11.97 2.226 1191.518 .00 1.054 1.50 .00 .00 0 .0 1.97 .14106 .049071 .10 .440 .00 32.56 1189.00 .592 1189.591 7.4 11.42 2.025 1191.616 .00 1.054 1.50 .00 .00 0 .0 1.67 .14106 .043058 .07 .440 .00 34.23 1189.23 .613 1189.847 7.4 10.88 1.839 1191.686 .00 1.054 1.50 .00 .00 0 .0 1.39 .14106 .037800 .05 .440 .00 35.62 1189-43 .636 1190.066 7.4 10.38 1.673 1191.739 .00 1.054 1.50 .00 .00 0 .0 1.20 .14106 .033204 .04 .440 .00 ' F0515P PAGE _ WATER SURFACE PROFILE -!STING -- - LATERAL F4=64-381 ' STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HOT/ EASE/ ZL SO AVSP- ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA !0 NO. PIER 1./ELIM SO EDEPT HF NORM Z ' «.......................................................SF ..................................................... ............ 36.82 1189.60 .659 1190.258 7.4 9.89 1.520 1191.778 .00 1.054 1.50 .00 .00 0 .0 1.02 .14106 .029160 .03 .440 .00 37.84 1189.74 .683 1190.426 7.4 9.43 1.380 1191.806 .00 1.054 1.50 .00 .00 0 .0 ' .86 .14106 .025636 .02 .440 .00 38.70 1189.86 .709 1190.574 7.4 8.99 1.255 1191.829 .00 1.054 1.50 .00 .00 0 .0 .73 .14106 .022562 .02 .440 .00 39.43 1189.97 .736 1190.704 7.4 8.57 1.142 1191.846 .00 1.054 1.50 .00 AO 0 .0 ' .63 .14106 .019864 .01 .440 .00 40.06 1190.06 .764 1190.820 7.4 8.18 1.038 1191.858 .00 1.054 1.50 .00 .00 0 .0 ' .53 .14106 .017496 .01 .440 .00 40.59 1190.13 .793 1190.924 7.4 7.80 .944 1191.868 .00 1.054 1.50 .00 .00 0 .0 .43 .14106 .015423 .01 .440 .00 41.02 1190.19 .824 1191.017 7.4 7.43 .857 1191.874 .00 1.054 1.50 .00 .00 0 .0 ' .36 .14106 .013614 .00 .440 .00 41.38 1190.24 .857 1191.099 7.4 7.09 .780 1191.879 .00 1.054 1.50 .00 .00 0 .0 .27 .14106 .012036 .00 .440 .00 = 41.65 1190.Z8 .892 1191.173 7.4 6.76 .709 1191.882 .00 1.054 1.50 .00 .00 0 .0 .22 .14106 .010650 .00 .440 .00 41.87 1190.31 .928 1191.240 7.4 6.44 .644 1191.884 .00 1.054 1.50 .00 .00 0 .0 ' .15 .14106 .009436 .00 .440 .00 '- 42.02 1190.33 .967 1191.300 7.4 6.14 .586 1191.886 .00 1.054 1.50 .00 .00 0 .0 ' .09 .14106 .008377 .00 .440 .00 1 ' i3� 1 1 1 1 1 1 t F0515P PACE 3 'TATER SURFACE PRCFILE LISTING - - LATERAL "3.1" 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT FN=64-381 W S ELEV 4.17 1185.00 1 1186.80 ELEMENT NO STAT I CN INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ SASE/ ZL NO A':S% ELEV OF ROW ELEV HEAD GRO.EL. ELEV DEPTH DIA i0 N0. PIER 3 IS A L/FLEX SO SF AVE HF NORM DEPTH INVERT SECT ZR 42.11 1190.35 1.008 1191.354 7.4 5.85 42.14 .532 1191.886 .00 1.054 1.50 NO .00 .00 0 .� .03 .14106 .007446 .00 U/S DATA STATION .440 SECT FP .00 42.14 1190.35 1. C54 1191.404 7.4 5.58 2 .483 1191.887 .00 1.054 1.50 SYSTEM HEAOWORKS .00 .00 0 .0 WALL ENTRANCE U/S DATA STATION INVERT SECT W S ELEV .00 42.14 42.14 1190.35 1.634 1191.984 7.4 .34 .002 1191.986 .00 .213 4-00 13.29 .00 0 .0 1 1 IT LATERAL "S-1" T2 FN=64.381 T3 So 4.171185.00 1 1186.80 R 20.731187.33 1 .013 .00 .00 0 R 42.141190.35 1 .013 54.52 .00 0 WE 42.141190.35 2 .200 SH 42.141190.35 2 1191.85 CO 1 4 0 .00 1.50 .00 .00 .00 .00 CO 2 2 0 .00 4.00 13.29 .00 .00 .00 0 7.4 .0 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CO 1 4 1.50 co 2 2 0 .00 4.00 13.29 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LATERAL "S-1" HEADING LINE NO 2 IS - FN=64.381 HEADING LINE NO 3 IS - 1 F 0 5 1 5 P PACE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 4.17 1185.00 1 1186.80 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 20.73 1187.33 1 .013 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N 42.14 1190.35 1 .013 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 42.14 1190.35 2 .200 ELEMENT NO 5 IS A SYSTEM HEAOWORKS • ` U/S DATA STATION INVERT SECT W S ELEV 42.14 1190.35 2 1191.85 RADIUS ANGLE ANG PT MAN i .00 .00 .00 0 RADIUS ANGLE ANG PT MAN :A .00 54.52 .00 0 i33 � z� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 26 Cfs HYDRAULIC . GRADE LINE s /0. L SEE NyDROLOGY REPORT 1 1 1 1 F0515P PACE WATER SURFACE PROFILE LISTING �� 1 -- - T23064-3 LINE "C' FN=64-3C STATICN INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ 3ASE/ .. NO AVS;= ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA 10 NO. PIER L/EL=M .............................................................»«.................................................................. 50 SF AVE HF NORM DEPTH ZR 1000.00 1214.75 1.222 1215.972 26.0 12.92 2.593 1218.565 .00 1.786 2.00 .00 .00 0 .0 8.32 .03000 .027498 .23 1.190 .00 1008.32 1215.00 1.227 1216.227 26.0 12.86 2.567 1218.794 .00 1.786 2.00 .00 .00 0 .0 43.18 .03000 .025774 1.11 1.190 .00 1051.50 1216.30 1.278 1217.573 26.0 12.26 2.336 1219.909 .00 1.786 2.00 .00 .00 0 .0 22.20 .03000 .022870 .51 1.190 .00 1073.70 1216.96 1.332 1218.293 26.0 11.69 2.122 1220.415 .00 1.786 2.00 .00 .00 0 .0 13.96 .03000 .020335 .28 1.190 .00 1087.66 1217.38 1.390 1218.770 26.0 11.15 1.930 1220.700 .00 1.786 2.00 .00 .00 0 .0 9.48 .03000 .018135 .17 1.190 .00 1097.14 1217.66 1.453 1219.117 26.0 10.63 1.754 1220.871 .00 1.786 2.00 .00 .00 0 .0 6.57 .03000 .016238 .11 1.190 .00 1103.71 1217.86 1.522 1219.383 26.0 10.13 1.594 1220.977 .00 1.786 2.00 .00 .00 0 .0 4.55 .03000 .014608 .07 1.190 .00 1108.26 1218.00 1.597 1219.595 26.0 9.66 1.450 1221.045 .00 1.786 2.00 .00 .00 0 .0 2.73 .03000 .013241 .04 1.190 .00 1110.99 1218.08 1.683 1219.763 26.0 9.21 1.318 1221.081 .00 1.786 2.00 .00 .00 0 .0 1.01 .03000 .012168 .01 1.190 .00 1112.00 1218.11 1.786 1219.896 26.0 8.78 1.197 1221.093 .00 1.786 2.00 .00 .00 0 .0 JUNCT SIR .03001 .009090 .07 .00 1119.33 1218.33 2.580 1220.910 18.2 5.79 .521 1221.431 .00 1.537 2.00 .00 .00 0 .0 22.80 .03176 L A T "G .006472 .15 .940 .00 �� 1 F05 15P '.ATER SURFACE PRCFILE LISTING SAGE i�z - T23064-3 LINE "C" F4=64 -3C STAT ICN INVERT DEPTH W.S. 0 VEL VEL ENERGY SURER CRITICAL NGT/ SASE/ ZL 40 ELEV OF FLOW ELEV HEAD ORD .El. . ELEV DEPTH DIA ID N0. PIER L/ELEM SO SF AVE HF NORA DEPTH ZR ................................................................................................................................... 1142.13 1219.05 2.000 1221.054 18.2 5.79 .521 1221.573 .00 1.537 2.00 .00 .00 0 .. HYDRAULIC JUMP .00 1142.13 1219.05 1.142 1220.196 18.2 9.82 1.496 1221.692 .00 1.537 2.00 .00 .00 0 .0 4.55 .03176 .015755 .07 .940 .00 1146.68 1219.20 1.188 1220.387 18.2 9.36 1.360 1221.747 .00 1.537 2.00 .00 .00 0 .0 4.24 .03176 .013927 .06 .940 .00 1150.92 1219.33 1.236 1220.569 18.2 8.92 1.236 1221.805 .00 1.537 2.00 .00 .00 0 .0 3.11 .03176 .012339 .04 .940 .00 1154.03 1219.43 1.288 1220.720 18.2 8.50 1.123 1221.843 .00 1.537 2.00 .00 .00 0 .0 2.26 .03176 .010955 .02 .940 .00 1156.29 1219.50 1.343 1220.847 18.2 8.11 1.021 1221.868 .00 1.537 2.00 .00 .00 0 .0 1.54 .03176 .009748 .02 .940 .00 1157.83 1219.55 1.402 1220.955 18.2 7.73 .928 1221.883 .00 1.537 2.00 .00 .00 0 .0 .88 .03176 .008700 .01 .940 .00 1158.71 1219.58 1.466 1221.047 18.2 7.37 .844 1221.891 .00 1.537 2.00 .00 .00 0 .0 .29 .03176 .007790 .00 .940 .00 1159.00 1219.59 1.537 1221.127 18.2 7.02 .766 1221.893 .00 1.537 2.00 .00 .00 0 .0 JUNCT STR .02134 .004975 .04 .00 1166.50 1219.75 2.105 1221.855 11.5 3.66 .208 1222.063 .00 1.217 2.00 .00 .00 0 .0 3.84 .02996 LAT. " C- 2 .002559 .01 .740 :00 1170.34 1219.86 2.000 1221.865 11.5 3.66 .208 1222.073 .00 1.217 2.00 .00 .00 0 .0 3.25 .02996 .002387 .01 .740 .00 i�z F0515P PAGE 3 WATER SURFACE PROFILE LISTING - - /37 t -:V3 - T23C64-3 LINE "C" F4=64 -3C STAT ICN INVERT 'DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVePR ELEV OF FLOW ELEY HEAD GRO.EL. ELEV OEPTH DIP ID NO. PIER VELEM ................................................................................................................................... 50 SF AVE HF NORM DEPTH ZR 1173.59 1219.96 1.902 1221.864 11.5 3.73 .216 1222.080 .00 1.217 2.00 .00 .00 0 .0 HYDRAULIC JUMP - •00 1173.59 1219.96 .746 1220.708 11.5 10.77 1.800 1222.508 .00 1.217 2.00 .00 .00 0 .0 21.13 .02996 .029159 .62 .740 .00 1194.72 1220.60 .750 1221.346 11.5 10.69 1.774 1223.120 .00 1.217 2.00 .00 .00 0 .0 46.83 .02996 .027096 1.27 .740 .00 1241.55 1222.00 .777 1222.776 11.5 10.19 1.611 1224.387 .00 1.217 2.00 .00 .00 0 .0 19.15 .02996 .023772 .46 .740 .00 1260.70 1222.57 .805 1223.378 11.5 9.71 1.465 1224.843 .00 1.217 2.00 .00 .00 0 .0 11.45 .02996 .020860 .24 .740 AO 1272.15 1222.92 .834 1223.750 11.5 9.27 1.333 1225.083 .00 1.217 2.00 .00 .00 0 .0 7.73 .02996 .018316 .14 .740 .00 1279.88 1223.15 .865 1224.012 11.5 8.83 1.211 1225.223 .00 1.217 2.00 .00 .00 0 .0 5.64 .02996 .016095 .09 .740 .00 1285.52 1223.32 .897 1224.213 11.5 8.42 1.101 1225.314 .00 1.217 2.00 .00 .00 0 .0 4.24 .02996 .014144 .06 .740 .00 1289.76 1223.44 .930 1224.373 11.5 8.03 1.001 1225.374 .00 1.217 2.00 .00 .00 0 .0 3.19 .02996 .012437 .04 .740 .00 1292.95 1223.54 .965 1224.504 11.5 7.66 .910 1225.414 .00 1.217 2.00 .00 .00 0 .0 2.41 .02996 .010947 .03 .740 .00 1295.36 1223.61 1.002 1224.613 11.5 7.30 .827 1225.440 .00 1.217 2.00 .00 .00 0 .0 1.83 .02996 .009640 .02 .740 .00 - - /37 t -:V3 F0515P ?AGE WATER SURFACE PROFILE LISTING �3g -- - 123064-3 LINE "C" FN=64-3C STAT IDN INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER OR M CAL NGT/ BASE/ ZL NO AVSD: ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM ................................................................................................................................... SO SF AVE NF NORM DEPTH ZR 1297.19 1223.67 1.040 1224.706 11.5 6.96 .752 1225.458 .00 1.217 2.00 .00 .00 0 .0 1.28 .02996 .008497 .01 .740 .00 1298.47 1223.70 1.081 1224.785 11.5 6.64 .684 1225.469 .00 1.217 2.00 .00 .00 0 .0 .89 .02996 .007497 .01 .740 .00 1299.36 1223.73 1.123 1224.854 11.5 6.33 .621 1225.475 .00 1.217 2.00 .00 .00 0 .0 .50 .02996 .006621 .00 .740 .00 1299.86 1223.75 1.168 1224.914 11.5 6.03 .565 1225.479 .00 1.217 2.00 .00 .00 0 .0 .14 .02996 .005848 .00 .740 .00 1300.00 1223.75 1.217 1224.967 11.5 5.75 .513 1225.480 .00 1.217 2.00 .00 .00 0 .0 WALL ENTRANCE .00 1300.00 1223.75 1.831 1225.581 11.5 1.57 .038 1225.619 .00 .636 3.00 4.00 .00 0 .0 1.17 .07000 .000214 .00 .254 .00 1301.17 1223.153 1.746 1225.578 11.5 1.65 .042 1225.620 .00 .636 3.00 4.00 .00 0 .0 1.10 .07000 .000243 .00 .254 .00 1302.27 1223.91 1.665 1225.574 11.5 1.73 .046 1225.620 .00 .536 3.00 4.00 .00 0 .0 1.05 .07000 .000277 .00 .254 .00 1303.32 1223.98 1.587 1225.569 11.5 1.81 .051 1225.620 .00 .636 3.00 4.00 .00 0 .0 .98 .07000 .000316 .00 .254 .00 1304.30 1224.05 1.514 1225.565 11.5 1.90 .056 1225.621 .00 .636 3.00 4.00 .00 0 .0 .70 .07000 .000354 .00 .254 .00 1305.00 1224.10 1.462 1225.562 11.5 1.97 .060 1225.622 .00 .636 3.00 4.00 .00 0 .0 1 1 �3g FOSANN ':ATEi SURFACE PRC FiLE CRANNEL CEFiN IT! CN LISi;NG PAC- CARD S. C't.N NO-OE AVE PIER ,EIGHT I SASE Z- ZR INV Y(1) Y(2) Y(3) Y(4) 1(5) .(5) 1(7) '(3) Y(;) r(:C: CCCE NO TYPE PIERS VIDTR DIAMETER WIDTH CRCP ' CO 1 4 2.00 CO 2 4 1.50 CO 3 4 2.00 ' CO 4 1. 1.50 CD 5 2 0 .00 3.00 4.00 .00 CO 6 2 0 .00 3.00 4.00 .00 F 0 5 1 5 P PAGE NO 1 ' 1 WATER SURFACE PROFILE - TITLE CARO LISTING HEADING LINE NO 1 IS - T23064-3 HEADING LINE NO 2 IS ' LIRE "C" HEADING LINE NO 3 IS - FN=64.3C 1 0 5 1 5 P PAGE NO 2 ' WATER SURFACE PROFILE - ELEMENT CARO LISTING ELEMENT NO 1 IS A SYSTEM OUTLET • U/S DATA STATION INVERT SECT W S ELEV 1000.00 1214.75• 1 1216.75 ' ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1112.00 1218.11 1 .013 .00 .00 .00 : ELEMENT NO 3 IS A JUNCTION ' U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PHI 3 PHI 4 1119.33 1218.33 3 2 0 .013 7.8 .0 1219.00 .00 30.00 .00 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE• AND PT MAN - 1159.00 1219.59 3 .013 .00 .00 .00 C ELEMENT NO 5 IS A JUNCTION • • • • U/S DATA STATION INVERT SECT LAT-1 LAT-2 N 03 04 INVERT-3 INVERT-4 PNI 3 PHI 4 1166.50 1219.75• 3 4 0 .013 6.7 .0 1219.85 .00 30.00 .00 ' ELEMENT NO 6 IS A REACH . U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN - 1300.00 1223.75 3 .013 .00 .00 .00 0 ELEMENT NO 7 IS A WALL ENTRANCE ' U/S DATA STATION INVERT SECT FP 1300.00 1223.75 6 .200 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN ' 1305.00 1224.10 6 .013 .00 .00 .00 0 WARNING - ADJACENT SECTIONS ARE NOT IDENTICAL - SEE SECTION NUMBERS AND CHANNEL DEFINITIONS ELEMENT 40 9 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1305.00 1224.10 5 1226.10 T1 123064.3 T2 LINE "C" T3 F40 ' 50 1000.00121401214 .75 1 1216.75 R 1112.001218.11 1 .013 .00 .00 0 JK 1119.331218.33 3 2 .013 7.8 1219.00 30.00 R 1159.001219.59 3 .013 .00 .00 0 ' J% 1166.501219.75 3 4 .013 6.7 1219.85 30.00 R 1300.001223.75 3 .013 .00 . WE 1300.001223.75 6 .ZOO R 1305.001224.10 6 .013 .00 SH 1305.001224.10 5 1226.10 CO 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 4 0 .00 1.50 .00 .00 .00 .00 ' CD 3 4 0 .00 2.00 .00 .00 .00 .00 •• For:AarGac Engineering Corporation,T e cula,•Ca• S/N 560 ............................................................................. 1 qO CO 0 0 0 .00 1.50 .00 .00 .00 .00 CO 5 2 0 .00 3.00 -.00 .00 .00 .00 CO 5 2 0 .CO 3.CO. 0.00 .00 .00 .CO 0 11.5 A •• For:AarGac Engineering Corporation,T e cula,•Ca• S/N 560 ............................................................................. 1 qO '.1 100 yr hydraulic calc. T2 LINE "C" INRTERIM CONDITION 3 FILE:LINEC.WSP ';0 1000.001214.75 1 1216.50 R 1112.001218.11 1 .013 .00 .00 0 IX 1119.331218.33 3 2 .013 7.7 1219.00 30.00 '! 1159.001219.59 3 .013 .00 .00 0 JX 1166.501219.75 5 4 .013 6.6 1219.85 30.00 1 1300.001223.75 5 .013 .00 .00 0 H 'D 1300.001223.75 5 1223.75 1 4 0 .00 2.00 .00 .00 .00 .00 Co 2 4 0 .00 1.50 .00 .00 .00 .00 D 3 4 0 .00 2.00 .00 .00 .00 .00 �D 4 4 0 .00 1.50 .00 .00 .00 .00 D 5 4 0 .00 2.00 .00 .00 .00 .00 1 18.2 .0 x**************rt****xxxx*xxxxxxxx**********xx**********f*rtrt****************** For: RANPAC Engineering Corporation, Temecula, Catif. - S/N 560 xrtxxx*****xxxxxxxx*xxxxxxxxxxxxxx*******++***+++*+*+**rtx+rtrt*rtrtrtrtrt***rt******rtrt ' ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC 1 11 V( F0515P CD Vers 2.2 PAGE 1 ' WATER SURFACE PROFILE LISTING 100 yr hydraulic calc. ' LINE "C" INRTERIM CONDITION FILE:LINEC.WSP STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ 2L NO AVBPR ELEV Of FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM s0 SF AVE HF NORM DEPTH ZR wxxxwwxwwwxwwwwwwwxwwwwwwwww*wx**wxw*wwwwwwwwwwxwww xwwwwwwexwwwwwwwwwwwx***wwwwwwwwwx*wwxwwex»wwwwwxwewwwwwwwx*wxwwrwwwwxwwwxwwwxw ' 1000.00 1214.75 1.429 1216.179 32.5 13.53 2.843 1219.022 .00 1.896 2.00 .00 .00 0 .0 17.63 .03000 .027601 .49 1.390 .00 ' 1017.63 1215.28 1.442 1216.721 32.5 13.40 2.787 1219.508 .00 1.896 2.00 .00 .00 0 .0 45.02 .03000 .025860 1.16 1.390 .00 1062.64 1216.63 1.509 1218.138 32.5 12.77 2.534 1220.672 .00 1.896 2.00 .00 .00 0 .0 23.11 .03000 .023236 .54 1.390 .00 ' 1085.76 1217.32 1.583 1218.906 32.5 12.18 2.304 1221.209 .00 1.896 2.00 .00 .00 0 .0 ' 13.98 .03000 .021031 .29 1.390 .00 1099.74 1217.74 1.667 1219.409 32.5 11.61 2.094 1221.503 .00 1.896 2.00 .00 .00 0 .0 ' 8.61 .03000 .019268 .17 1.390 .00 1108.35 1218.00 1.765 1219.766 32.5 11.07 1.904 1221.669 .00 1.896 2.00 .00 .00 0 .0 ' 3.65 .03000 .018182 .07 1.390 .00 11112.00 1218.11 1.896 1220.006 32.5 10.55 1.730 1221.736 .00 1.896 2.00 .00 .00 0 .0 NCT SIR .03001 .014941 .11 .00 ' 1119.33 1218.33 2.966 1221.295 24.8 7.89 .968 1222.263 .00 1.756 2.00 .00 .00 0 .0 39.67 .03176 .012018 .48 1.132 .00 ' 1159.00 1219.59 2.182 1221.772 24.8 7.89 .968 1222.740 .00 1.756 2.00 .00 .00 0 .0 JUNCT STR .02134 .009245 .07 .00 1166.50 1219.75 2.773 1222.523 18.2 5.79 .521 1223.045 .00 1.537 2.00 .00 .00 0 .0 ' 19.79 .02996 .006472 .13 .960 .00 186.29 1220.34 2.302 1222.646 18.2 5.79 .521 1223.167 .00 1.537 2.00 .00 .00 0 .0 ' JUMP .00 t iU� 1 STATION �L/ELEM F0515P CD Vers 2.2 WATER SURFACE PROFILE LISTING 100 yr hydraulic calc. LINE "C" INRTERIM CONDITION F1LE:LINEC.WSP INVERT DEPTH W.S. 0 VEL ELEV OF FLOW ELEV ..0. .......... PAGE 2 VEL ENERGY SUPER CRITICAL HGT/ BASE/ 2L NO AVBPR HEAD GRD.EL. ELEV DEPTH DIA ID NO. 0 PIER SF AVE ............... HF aaaaaaaaaaaaaaaa NORM .rs DEPTH2R aaaa.aaaaa a a aaa-a- a ...... 1186.29 1220.34 .969 1221.312 18.2 12.06 2.258 1223.570 .00 1.537 2.00 .00 .00 0 .0 12.02 .02996 .028214 .34 .960 .00 ' 1198.31 1220.70 .980 1221.683 18.2 11.87 2.189 1223.872 .00 1.537 2.00 .00 .00 0 .0 40.42 .02996 .025979 1.05 .960 .00 ' 1238.73 1221.91 1.018 1222.932 18.2 11.32 1.990 1224.922 .00 1.537 2.00 .00 .00 0 .0 20.07 .02996 .022891 .46 .960 .00 ' 1258.81 1222.52 1.057 1223.573 18.2 10.79 1.809 1225.382 1.537 2.00 0 .00 .00 .00 .0 '12.62 .02996 .020180 .25 .960 .00 1271.43 1222.89 1.098 1223.992 18.2 10.29 1.645 1225.637 .00 1.537 2.00 .00 .00 0 .0 ' 8.69 .02996 .017812 .15 .960 .00 1280.11 1223.15 1.142 1224.296 18.2 9.81 1.495 1225.791 .00 1.537 2.00 .00 .00 0 .0 ' 6.33 .02996 .015743 .10 .960 .00 1223.34 1.188 1224.532 18.2 9.36 1.359 1225.891 .00 1.537 2.00 .00 .00 0 .0 '1286.44 4.71 .02996 .013926 .07 .960 .00 ' 1291.15 1223.48 1.236 1224.721 18.2 8.92 1.236 1225.957 .00 1.537 2.00 .00 .00 0 .0 3.42 .02996 .012339 .04 .960 .00 1294.58 1223.59 1.288 1224.875 18.2 8.51 1.123 1225.999 .00 1.537 2.00 .00 .00 0 .0 2.48 .02996 .010956 .03 .960 .00 ' 1297.06 1223.66 1.343 1225.005 18.2 8.11 1226.026 1.537 2.00 0 1.021 .00 .00 .00 .0 ' 1.67 .02996 .009748 .02 .960 .00 '4.73 1223.71 1.402 1225.114 18.2 7.73 .929 1226.042 .00 1.537 2.00 .00 .00 0 .0 ' .02996 .008700 .01 .960 .00 � ��3 F0515P CD Vers 2.2 PAGE 3 WATER SURFACE PROFILE LISTING 100 yr hydraulic talc. LINE "C" INRTERIM CONDITION FILE:LINEC.WSP STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER 'L/ELEM SO SF AVE HF NORM DEPTH ZR xxxxxwx*xxxxxf»+rwrrrwrxxxx xfff++++ff+rwwrrwrxxxxxxr+r+++++wwrwrxx+ffffffffr»rrwwr*fxxxrfff»rrfewrwwxrxrr+++rrferrre+rffr+frfff+ 1299.69 1223.74 1.466 1225.207 18.2 7.37 .844 1226.051 .00 1.537 2.00 .00 .00 0 .0 .31 .02996 .007790 .00 .960 .00 1300.00 1223.75 1.537 1225.287 18.2 7.03 .766 1226.053 .00 1.537 2.00 .00 .00 0 .0 1 �l • Ll . 12 ys �j .r I . 2 (i - D 7'.) y/Z q C IZ(� /Z Q F0515P J WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP ' CD 1 4 2.00 CD 2 4 1.50 'CD 3 4 2.00 CD 4 4 1.50 CD 5 4 2.00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - 100 yr hydraulic calc. IEADING LINE NO 2 IS - LINE "C" INRTERIM CONDITION HEADING LINE NO 3 IS - ' FILE:LINEC.WSP F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ' U/S DATA STATION INVERT SECT 1000.00 1214.75 1 ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT N 1112.00 1218.11 1 .013 ELEMENT NO 3 IS A JUNCTION * * + U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1119.33 1218.33 3 2 0 .013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1159.00 1219.59 3 .013 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N ' 1166.50 1219.75 5 4 0 .013 "T NO 6 IS A REACH U/S DATA STATION INVERT SECT N 1300.00 1223.75 5 .013 ' IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1300.00 1223.75 5 PAGE NO 2 W S ELEV 1216.50 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 r x r 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 7.7 .0 1219.00 .00 30.00 .00 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 e f x 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 6.6 .0 1219.85 .00 30.00 .00 RADIUS ANGLE ANG PT MAN H -- .00 .00 .00 0 k W S ELEV 1223.75 HYDRAULIC GRADE LINE LATERAL "C -I" /y5 X37 F0515P DACE i UATSR SURFACE PROFILE LISTING LATERAL "C-1" --- FN=64-3[1 S TAT ION INVERT DEPTH Y.S. 9 VEL VEL ENERGY SUPER CRITICAL MGT/ BASE/ ZL NO AVS: ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH CIA 10 40. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 4.17 1219.00 .599 1219.5999 10.6 16.08 4.017 1223.616 .00 1.251 1.50 .00 .00 0 - .0 .64 .21507 .088500 .06 .470 .00 4.81 1219.14 .604 1219.742 10.6 15.89 3.922 1223.664 .00 1.251 1.50 .00 .00 0 .0 2.50 .21507 .081671 .20 .470 .00 7.31 1219.68 .627 1220.302 10.6 15.14 3.561 1223.863 .00 1.251 1.50 .00 .00 0 .0 2.10 .21507 .071763 .15 .470 .00 9.41 1220.13 .650 1220.777 10.6 14.44 3.238 1224.015 .00 1.251 1.50 Co. .00 0 .0 1.78 .21507 .063043 .11 .470 .00 11.19 1220.51 .674 1221.183 10.6 13.77 2.943 1224.126 .00 1.251 1.50 .00 .00 0 .0 1.52 .21507 .055409 .08 .470 .00 12.71 1220.84 .699 1221.535 10.6 13.14 2.679 1224.214 .00 1.251 1.50 .00 .00 0 .0 1.30 .21507 .048721 .06 .470 .00 14.01 1221.12 .725 1221.842 10.6 12.51 2.432 1224.274 .00 1.251 1.50 .00 .00 0 .0 1.12 .21507 .042881 .05 .470 .00 15.13 1221.36 .753 1222.111 10.6 11.94 2.213 1224.324 .00 1.251 1.50 .00 .00 0 .0 .98 .21507 .037779 .04 .470 .00 16.11 1221.57 .782 1222.349 10.6 11.37 2.009 1224.358 .00 1.251 1.50 .00 .00 0 .0 .84 .21507 .033295 .03 .470 .00 16.95 1221.75 .812 1222.560 10.6 10.85 1.828 1224.388 .00 1.251 1.50 .00 .00 0 .0 .72 .21507 .029369 .02 .470 .00 17.67 1221.90 .844 1222.747 10.6 10.34 1.661 1224.408 .00 1.251 1.50 .00 .00 0 .0 .62 .21507 .025943 .02 .470 .00 LATERAL "C -l" FN=64-3C1 STATION INVERT DEPTH V.S. 0 ELEV OF FLOW ELEV L/ELEM 50 ........................................... F0515P 'TATER SURFACE PROFILE LISTING AGE 2 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO A'VSP3 HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER SF AVE HF NORM DEPTH ZR ................................................................................ 18.29 1222.04 .878 1222.914 10.6 9.86 1.510 1224.:24 .00 1.251 1.50 .00 .00 0 .0 .53 .21507 18.82 1222.15 .913 1223.064 .44 .21507 19.26 1222.25 .951 1223.197 .38 .21507 19.64 1222.33 .991 1223.318 .30 .21507 19.94 1222.39 1.034 1223.426 .23 .21507 20.17 1222.44 1.081 1223.523 .18 .21507 20.35 1222.48 1.131 1223.610 .10 .21507 20.45 1222.50 1.187 1223.689 .O4 .21507 20.49 1222.51 1.251 1223.761 WALL ENTRANCE 20.49 1222.51 2.095 1224.605 1 1 F0515P NATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PALE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) T(3) T(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 CD 2 2 0 .00 4.00 7.00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LATERAL 1-C-1" HEADING LINE NO 2 IS - FN=64-3C1 HEADING LINE NO 3 IS - .022938 .01 .470 .00 10.6 9.41 1.374 1224.438 .00 1.251 1.50 .00 .00 0 .0 .020308 .01 .470 .00 10.6 8.97 1.249 1224.446 .00 1.251 1.50 .00 .00 0 .0 .018014 .01 .470 .00 10.6 8.55 1.135 1224.453 .00 1.251 1.50 .00 .00 0 .0 .016012 .00 .470 .00 10.6 8.15 1.032 1224.458 .00 1.251 1.50 .00 .00 0 .0 .014275 .00 .470. .00 10.6 7.77 .938 1224.461 .00 1.251 1.50 .00 .00 0 .0 .012769 .00 .470 .00 10.6 7.41 .852 1224.462 .00 1.251 1.50 .00 .00 0 .0 .011474 .00 .470 .00 10.6 7.07 .775 1224.464 .00 1.251 1.50 .00 AO 0 .0 .010382 .00 .470 .00 10.6 6.73 .703 1224.464 .00 1.251 1.50 .00 .00 0 .0 .00 10.6 .72 .008 1224.613 .00 .415 4.00 7.00 .00 0 .0 F0515P NATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PALE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) T(3) T(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 CD 2 2 0 .00 4.00 7.00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LATERAL 1-C-1" HEADING LINE NO 2 IS - FN=64-3C1 HEADING LINE NO 3 IS - L40 F 0 5 1 5 P RAGE 40 2 'TATER SURFACE_ PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEMOUTLET U/S DATA STATION INVERT SECT 'J S ELEV 4.17 1219.00 1 1220.91 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG RT MAN i 20.49 1222.51 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 20.49 1222.51 2 .200 ELEMENT NO 4 IS A SYSTEM NEAOW'ORKS U/S DATA STATION INVERT SECT W S ELEV 20.49 1222.51 2 1224.00 L40 T 1 LATERAI T' 1" T2 FN=64-3C1 T3 SO 4.171219.00 1 1220.91 R 20.491222.51 1 .013 .00 .CO 0 WE 20.491222.51 2 .200 SX 20.491222.51 2 1224.00 CO 1 4 0 .00 1.50 .00 .00 .00 .00 CO 2 2 0 .00 4.00 7.00 .00 .00 .00 0 10.6 .0 ............................................................................. For: RanGac Engineering Corporation, Temecula, CA - S/N 560 ........«................................................................... HYDRAULIC GRADE LINE LATERAL "C-2" - �L} F0515P SAGE 'TATER SURFACE PROFILE LISTING --_ LATERAL "C-2" FN=64-3CZ STATION INVERT DEPTH W.S. D VEL VEL ENERGY SUPER CRITICAL NGT/ EASE/ ZL 40 AVSP; ELEV OF FLO11 ELEV HEAD GRD.EL. ELEV DEPTH CIA 10 N0. PIER L/ELEM 50 SF AVE HF NORM DEPTH ZR ................................................................................................................................... 2.50 1219.85 .563 1220.413 9.0 14.85 3.425 1223.838 .00 1.161 1.50 .00 .00 0 .0 .71 .28851 - .078827 .06 .400 .00 3.21 1220.06 .573 1220.628 9.0 14.47 3.251 1223.879 .00 1.161 1.50 .00 .00 0 .0 1.27 .28851 .071390 .09 .400 .00 4.48 1220.42 .594 1221.014 9.0 13.80 2.959 1223.973 .00 1.161 1.50 .00 .00 0 .0 1.09 .28851 .062676 .07 .400 .00 5.57 1220.73 .616 1221.351 9.0 13.16 2.688 1224.039 .00 1.161 1.50 .00 .00 0 .0 .95 .28851 .055023 .05 .400 .00 6.52 1221.01 .638 1221.648 9.0 12.55 2.447 1224.095 .00 1.161 1.50 .00 .00 0 .0 .83 .28851 .048323 .04 .400 .00 7.35 1221.25 .662 1221.910 9.0 11.97 2.224 1224.134 .00 1.161 1.50 .00 .00 0 .0 .71 .28851 .042488 .03 .400 .00 8.06 1221.46 .687 1222.143 9.0 11.41 2.020 1224.163 .00 1.161 1.50 .00 .00 0 .0 .64 .28851 .037353 .02 .400 .00 8.70 1221.64 .712 1222.350 9.0 10.87 1.835 1224.185 .00 1.161 1.50 .00 .00 0 .0 .54 .28851 :032849 .02 .400 .00 9.24 1221.80 .739 1222.535 9.0 10.37 1.669 1224.204 .00 1.161 1.50 .00 .00 0 .0 .48 .28851 .028919 .01 .400 .00 9.72 1221.93 .767 1222.700 9.0 9.88 1.516 1224.215 .00 1.161 1.50 .00 .00 0 .0 .41 .28851 .025481 .01 .400 .00 10.13 1222.05 .797 1222.848 9.0 9.42 1.379 1224.227 .00 1.161 1.50 .00 .00 0 .0 .35 .28851 .022473 .01 .400 .00 F05 15P 'TATER SURFACE PROFILE LISTING FN=64-3C2 STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL HOT/ BASE/ ZL NO A•:E ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA !D N0. PIER L/ELE.4 SO ................................................................................................................................... SF AVE HF NORM DEPTH ZR 10.48 1222.15 .428 1222.982 9.0 8.98 1.253 1224.235 .00 1.161 1.50 .00 .00 0 .. .31 .28851 .019838 .01 .400 .00 10.79 1222.24 .861 1223.102 9.0 8.57 1.141 1224.243 .00 1.161 1.50 .00 .00 0 ._ .25 .28851 .017536 .00 .400 .00 11.04 1222.31 .896 1223.210 9.0 8.17 1.036 1224.246 .00 1.161 1.50 .00 .00 0 .c .21 .28851 .015523 .00 .400 .00 11.25 1222.37 .933 1223.307 9.0 7.79 .943 1224.250 .00 1.161 1.50 .00 .00 0 .. .17 .28851 .013759 .00 .400 .00 11.42 1222.42 .972 1223.395 9.0 7.43 .856 1224.251 .00 1.161 1.50 .00 .00 0 .0 .13 .28851 .012215 .00 .400 .00 11.55 1222.46 1.013 1223.475 9.0 7.08 .779 1224.254 .00 1.161 1.50 .00 .00 0 .0 .09 .28851 .010870 .00 .400 .00 11.64 1222.49 1.058 1223.546 9.0 6.75 .708 1224.254 .00 1.161 1.50 .00 .00 0 .0 .06 .28851 .009709 .00 .400 .00 11.70 1222.50 1.107 1223.611 9.0 6.44 .644 1224.255 .00 1.161 1.50 .00 .00 0 .0 .02 .28851 .008698 .00 .400 .00 11.72 1222.51 1.161 1223.671 9.0 6.13 .564 1224.255 .00 1.161 1.50 .00 .00 0 .0 WALL ENTRANCE .00 11.72 1222.51 1.862 1224.372 9.0 .69 .007 1224.379 .00 .372 4.00 7.00 .00 0 .0 1 i F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) TO) Y(6) Y(7) Y(8) Y(9) Y(1C) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 CD 2 2 0 .00 4.00 7.00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - LATERAL "C -2 - HEADING LINE NO 2 IS - FN=64.3C2 HEADING LINE NO 3 IS - F 0 5 1 5 P 'WATER SURFACE PROFILE - ELEMENT CARD LISTING _CEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATICN INVERT SECT 2.50 1219.45 1 ELEMENT 40 2 IS A REACH ' U/S DATA STATICN INVERT SECT N 11.72 1222.51 1 .013 ELEMENT NO I IS A WALL ENTRANCE ' U/S DATA STATICN INVERT SECT FP 11.72 1222.51 2 .200 ELEMENT NO 4 IS A SYSTEM HEADWORKS ' U/S DATA STATION INVERT SECT 11.72 1222.51 2 T1 LATERAL "C-2" T2 FN=64-3C2 T3 So 2.501219.85 1 1221.86 R 11.721222.51 1 .013 .00 .00 0 WE 11.721222.51 2 .200 SH 11.721222.51 2 1224.00 CD 1 4 0 .00 1.50 .00 .00 .00 .00 co 2 2 0 .00 4.00 7.00 .00 .00 .00 0 9.0 .0 V S ELE'J 1221.86 W S ELEV 1224.00 PACE No RADIUS ANGLE AND PT MAN A .00 .00 .00 0 /s I I 1 11 1 11 I 1 1 1 rl 1 1 HYDRAULIC .. GRADE LINE SE5 HYDRO[OGY REPORT (CAL C. ) 1.50% l4qo FOS 15P 'AO° 'TATER SURFACE PROFILE LISTING ! 55 I q7 • _ T23064-3 LINE "0" F4=64-30 STATION 14VERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ SASE/ ZL 40 AVS; ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR 1000.00 1224.00 1.700 1225.700 17.8 6.25 .607 1226.307 .00 1.520 2.00 .00 .00 0 .0 JUNCT STR .06250 .006424 • .05 .00 1008.00 1224.50 1.893 1226.393 8.8 4.98 .385 1226.778 .00 1.149 1.50 .00 .00 0 .0 19.38 .01290- ' ••" - .007018 .14 .960 .00 1027.38 1224.75 1.779 1226.529 8.8 4.98 .385 1226.914 .00 1.149 1.50 .00 .00 0 .0 28.30 .01272 .007018 .20 .960 .00 1055.68 1225.11 1.636 1226.746 8.8 4.98 .385 1227.131 .00 1.149 1.50 .00 .00 0 .0 23.81 .01274 .006942 .17 .960 .00 1079.49 1225.41 1.500 1226.913 8.8 4.98 .385 1227.298 .00 1.149 1.50 .00 .00 0 .0 2.15 .01274 .006942 .01 .960 .00 1081.64 1225.44 1.500 1226.940 8.8 4.98 .385 1227.325 .00 1.149 1.50 .00 .00 0 .0 HYDRAULIC JUMP .00 1081.64 1225.44 .863 1226.303 8.8 8.37 1.087 1227.390 .00 1.149 1.50 .00 .00 0 .0 3.10 .01274 .017702 .05 .960 .00 1084.74 1225.48 .863 1226.343 8.8 8.36 1.084 1227.427 .00 1.149 1.50 .00 .00 0 .0 12.33 .01274 .018858 .23 .960 .00 1097.07 1225.64 .830 1226.467 8.8 8.76 1.193 1227.660 .00 1.149 1.50 .00 .00 0 .0 10.24 .OIZ74 .021364 .22 .960 .00 1107.31 1225.77 .799 1226.566 8.8 9.20 1.313 1227.879 .00 1.149 1.50 .00 .00 0 .0 8.83 .01274 .024229 .21 .960 .00 1116.14 1225.88 .769 1226.649 8.8 9.64 1.443 1228.092 .00 1.149 1.50 .00 .00 0 .0 1.21 .01269 .026003 .03 .960 .00 ! 55 I q7 F0515P RACE 2 OATEN SURFACE PROFILE LISTING .. __ T23064-3 LINE "0" FN=64-$0 STATICN INVENT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL 40 A'JBP ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH CIA 10 40. PIER L/ELEM SO SF AVE HF NORM DEPTH _R .................................... .............................................................................................. 1117.35 1225.90 .765 1226.660 8.8 9.71 1.465 1228.125 .00 1.149 1.50 .00 .00 0 .0 7.67 .01269 .028013 .21 .960 .00 1125.02 1225.99 .736 1226.729 8.8 10.19 1.611 1228.340 .00 1.149 1.50 .00 .00 0 .0 7.06 .01269 .031821 .22 .960 .00 1132.08 1226.08 .710 1226.792 8.8 10.68 1.771 1228.563 .00 1.149 1.50 .00 .00 0 .0 6.44 .01269 .036178 .23 .960 .00 1138.52 1226.16 .684 1226.848 8.8 11.21 1.951 1228.799 Co. 1.149 1.50 .00 .00 0 .0 5.97 .01269 .041125 .25 .960 .00 1144.49 1226.24 .659 1226.899 8.8 11.75 2.143 1229.042 .00 1-149 1.50 .00 .00 0 .0 5.61 .01269 .046800 .26 .960 .00 1150.10 1226.31 .636 1226.947 8.8 12.32 2.359 1229.306 .00 1.149 1.50 .00 .00 0 .0 5-27 .01269 .053315 .28 .960 .00 1155.37 1226.38 .614 1226-992 8-8 12.92 2.593 1229.585 .00 1.149 1.50 .00 .00 0 .0 4.94 .01269 .060728 .30 .960 .00 1160.31 1226.44 .592 1227.032 8.8 13.56 2.855 1229.887 .00 1.149 1.50 .00 .00 0 .0 4.69 .01269 .069204 .32 .960 .00 1165.00 1226.50 .572 1227.072 8.8 14.22 3.138 1230.210 .00 1.149 1.50 .00 .00 0 .0 6.36 .10828 .069725 ,44 .520 .00 1171.36 1227.19 .590 1227.779 8.8 13.62 2.881 1230.660 .00 1.149 1.50 .00 .00 0 .0 5.18 .10828 .061670 .32 -520 -00 1176.54 1227.75 .611 1228.361 8.8 13.00 2.624 1230.985 .00 1.149 1.50 .00 .00 0 .0 3.99 .10828 .054110 .22 .520 .00 F0515P PAGE 3 WATER SURFACE PROFILE LISTING T23064-3 LINE "0" FN=64-30 S LAT 104 INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ ZL NO A+'PF' ELEV OF FLOW ELEV HEAD GRD .El. . ELEV DEPTH OIA ID NO. PIER L/ELE4 50 SF AVE HF NORM DEPTH ZR .............................................................................................................................«.... 1180.53 1228.18 .633 1228.815 8.8 12.39 2.383 1231.200 .00 1.149 1.50 .00 .00 0 .0 3.18 .10828 - .047530 .15 .520 .00 1183.71 1228.53 .657 1229.183 8.8 11.81 2.167 1231.349 .00 1.149 1.50 .00 .00 0 .0 2.60 .10828 .041773 .11 .520 .00 1186.31 1228.81 .681 1229.489 8.8 11.27 1.971 1231.460 .00 1.149 1.50 .00 .00 0 .0 2.14 .10828 .036727 .08 .520 .00 1188.45 1229.04 .707 1229.747 8.8 10.74 1.793 1231.540 .00 1.149 1.50 .00 .00 0 .0 1.80 .10828 .032307 .06 .520 .00 1190.25 1229.23 .733 1229.968 8.8 10.24 1.630 1231.598 .00 1.149 1.50 .00 .00 0 .0 1.51 .10828 .028428 .04 .520 .00 1191.76 1229.40 .761 1230.159 8.8 9.77 1.481 1231.640 .00 1.149 1.50 .00 .00 0 .0 1.26 .10828 .025054 .03 .520 .00 1193.02 1229.53 .791 1230.325 8.8 9.31 1.347 1231.672 .00 1.149 1.50 .00 .00 0 .0 1.07 ,10828 .022089 .02 .520 .00 1194.09 1229.65 .821 1230,471 8.8 8.88 1.224 1231.695 .00 1.149 1.50 Co. .00 0 .0 .88 .10828 .019490 .02 .520 .00 1194.97 1229.74 .854, 1230.599 8.8 8.46 1.112 1231.711 .00 1.149 1.50 .00 .00 0 .0 .74 .10828 .017222 .01 .520 .00 1195.71 1229.82 .888 1230.713 8.8 8.07 1.012 1231.725 .00 1.149 1.50 .00 .00 0 .0 .60 .10828 .015231 .01 .520 .00 1196.31 1229.89 .924 1230.814 8.8 7.69 .919 1231.733 .00 1.149 1.50 .00 .00 0 .0 .47 .10828 .013496 .01 .520 .00 i0515P PAGE _ WATER SURFACE PROFILE LISTING --- 123064-3 LINE "0" FN=64-30 STATION INVERT DEPTH V.S. 0 VEL VEL ENERGT SUPER CRITICAL NGT/ SASE/ 2L NO A':S= ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 NO. PIER VELEM SO SF AVE HF NORM DEPTH ZR .................................................................................................................................. . 1196.78 1229.94 .963 1230.904 8.8 7.34 .836 1231.740 .00 1.149 1.50 .00 .00 0 .0 .36 .10828 .011982 .00 .520 .00 1197.14 1229.98 1.004 1230.984 8.8 7.00 .760 1231.744 .00 1.149 1.50 .00 .00 0 .0 .26 .10828 .010659 .00 .520 .00 1197.40 1230.01 1.048 1231.056 8.8 6.67 .691 1231.747 .00 1.149 1.50 .00 .00 0 .0 .15 .10828 .009512 .00 .520 .00 1197.55 1230.02 1.096 1231.120 8.8 6.36 .628 1231.748 .00 1.149 1.50 .00 .00 0 .0 .05 .10828 .008513 .00 .520 .00 1197.60 1230.03 1.149 1231.179 8.8 6.06 .570 1231.749 .00 1.149 1.50 .00 .00 0 .0 WALL ENTRANCE .00 1197.60 1230.03 1.833 1231.863 8.8 .69 .007 1231.870 .00 .366 4.00 7.00 .00 0 .0 1 i T1 T23064-3 T2 LINE "0" T3 FN=64-3D --- so 1000.001224.00 1 1225.70 ix 1008.001224.50 4 2 3.013 4.4 4.61224.501225.00 30.00 30.00 R 1027.381224.75 4 .013 .00 .00 0 R 1055.681225.11 4 .013 5.30 .00 0 R 1116.141225.88 4 .013 .00 .00 0 R 1165.001226.50 4 .013 30.00 .00 0 R 1197.601230.03 4 .013 .00 .00 0 WE 1197.601230.03 5 .200 SH 1197.601230.03 5 1231.53 ' CD 1 4 0 .00 2.00 .00 .00 .00 .00 CD 2 4 0 .00 1,50 .00 .00 .00 .00 CO 3 4 0 .00 1.50 .00 .00 .00 .00 CO 4 4 0 .00 1.50 .00 .00 .00 .00 ' CD 5 2 0 .00 4.00 7.00 .00 .00 .00 0 8.8 .0 F0515P WATER SURFACE PROFILE CHANNEL DEFINITION LISTING PAGE 1 ' CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) TIE) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH CROP CO 1 4 2.00 CO 2 4 1.50 CO 3 4 1-50 CD 4 4 1.50 CO 5 2 0 .00 4.00 7.00 .00 ) F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE • TITLE CARD LISTING HEADING LINE NO 1 IS - HEADING LINE NO 2 IS T23064.3 LINE "0" HEADING LINE NO 3 IS - ' 7 FN=64.3D F 0 5 1 S P PALE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/5 DATA STATION• INVERT' SECT• Y S ELEV' 1000.00 1224.00 1 1225.70 ELEMENT NO 2 IS A JUNCTION • U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1008.00 1224.50 4 2 3 4.4 4.6 1224.50 1225.00 30.00 30.00 .013 ' ELEMENT NO 3 IS A REACH • U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1027.38 1224.75 4 .013 .00 .00 .00 0 ELEMENT NO 4 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1055.68 1225.11 4 .013 .00 5.30 .00 0 ELEMENT NO 5 IS A REACH U/S DATA STATION INVERT SECT• N RADIUS ANGLE AND PT MAN H ' 1116.14 1225.88 4 .013 .00 .00 .00 0 ELEMENT NO 6 IS A REACH • • U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1165.00 1226.50• 4 .013 .00 30.00 .00 0 ' ELEMENT NO 7 IS A REACH • U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1197.60 1230.03 4 .013 .00 .00 .00 0 ELEMENT NO 8 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1197.60 1230.03 5 .200 ELEMENT NO 9 IS A SYSTEM HEADW'ORKS U/S DATA STATION INVERT SECT W S ELEV 159 I�I 1197.50 1230.03 5 1231.53 ............................................................................. For: GanPac Engineering Corporacion, Temecula, CA - g/N 560 ............ .................... ............................................ i 1 1 r 1 1 1 1 1 i 1 1 1 1 1 i 1 HYDRAULIC GRADE LINE LATERAL -7"; 3 F0515i 'ATER SURFACE AiCF:LE LISTING ..- LATERAL "0-1" FN=64-301 STATION :NVERT DEPTH V.S. 0 VEL ELEV OF FLOW ELEV L/ELEM 50 4.17 1224.50 1.890 1226.390 1228.319 15.83 .00632 .310 20.00 1224.60 1.824 1226.424 4.9 .13 .22517 3.114 1228.509 0 20.13 1224.63 1.795 1226.425 .108444 HYDRAULIC JUMP 4.9 13.50 20.13 1224.63 .367 1224.997 .00 1.73 .22517 .094835 .00 21.86 1225.02 .375 1225.395 1.50 2.32 .22517 0 .00 24.18 1225.54 .388 1225.929 .13 1.88 .22517 12.28 1.50 2.342 26.06 1225.96 .401 1226.365 .310 1.55 .22517 .00 .09 27.61 1226.31 .415 1226.728 1229.170 1.30 .22517 .310 28.91 1226.61 .429 1227.036 4.9 1.11 .22517 1.935 1229.234 0 30.02 1226.85 .444 1227.299 .055599 .94 .22517 4.9 10.65 30.96 1227.07 .460 1227.528 .00 .82 .22517 .048698 .00 4.9 2.77 4.9 2.77 4.9 2.77 iA GE VEL ENERGY SURER CRITICAL MGT/ EASE/ ZL NO AVo 2 HEAD GRO.EL. ELEV DEPTH DIA i0 NO. PIER SF AVE -HF NORM DEPTH ZR .119 1226.509 .00 .852 1.50 .00 .00 0 .0 .002176 .03 .830 .00 .119 1226.543 .00 .852 1.50 .00 .00 0 .0 .002176 .00 .310 .00 .119 1226.544 .00 .852 1.50 .00 .00 0 .0 .00 4.9 14.63 1.50 3.322 1228.319 0 .00 .310 .121009 .00 .21 4.9 14.16 1.50 3.114 1228.509 0 .00 .310 .108444 .00 .25 4.9 13.50 1.50 2.829 1228.758 0 .00 .310 .094835 .00 .18 4.9 12.89 1.50 2.582 1228.947 0 .00 .310 .082945 .00 .13 4.9 12.28 1.50 2.342 1229.070 0 .00 .310 .072564 .00 .09 4.9 11.72 1.50 2.134 1229.170 0 .00 .310 .063487 .00 .07 4.9 11.16 1.50 1.935 1229.234 0 .00 .310 .055599 .00 .05 4.9 10.65 1.50 1.762 1229.290 0 .00 .310 .048698 .00 .04 .852 1.50 .00 .00 0 .0 .310 .00 .852 1.50 .00 .00 0 .0 .310 .00 .852 1.50 .00 .00 0 .0 .310 .00 .852 1.50 .00 .00 0 .0 .310 .00 .852 1.50 .00 .00 0 .0 .310 .00 .852 1.50 .00 .00 0 .0 .310 .00 .852 1.50 .00 .00 0 .0 .310 .00 .852 1.50 .00 .00 0 .0 .310 .00 ►s� 1493 (5� F0515P :AGE _ LATER SCRFACE IRCFILE LISTING LATERAL "D-1" FN=64.3D1 STATION INVERT DEPTH W.S. a VEL VEL ENERGY SUPER CRI T. CAL HG T/ EASE/ L NC ... ar ELEV OF FLOW ELEV HEAD GRD.EL. ELE'/ DEPTH DIA i0 N0. PIER L/El, EM ................................................................................................................................... SO SF AVE RF NORM DEPTH ZR 31.78 1227.25 .476 1227.728 4.9 10.14 1.598 1229.326 .00 .852 1.50 .GO .00 0 .0 .70 .22517 - .042652 .03 .310 .00 32.48 1227.41 .493 1227.903 4.9 9.68 1.456 1229.359 .00 .852 1.50 .00 .00 0 .0 .61 .22517 .037359 .02 .310 .00 31.09 1227.55 .510 1228.059 4.9 9.23 1.322 1229.381 .00 .852 1.50 .00 .00 0 .9 .54 .22517 .032722 .02 .310 .00 33.63 1227.67 .528 1228.196 4.9 8.80 1.202 1229.398 .00 .852 1.50 .00 .00 0 .0 .46 .22517 .028683 .01 .310 .00 34.09 1227.77 .547 1228.319 4.9 8.39 1.093 1229.412 .00 .852 1.50 .00 .00 0 .0 .39 .22517 .025158 .01 .310 .00 34.48 1227.86 .567 1228.428 4.9 7.99 .992 1229.420 .00 .852 1.50 .00 ..00 0 .0 .35 .22517 .022066 .01 .310 .00 34.83 1227.94 .587 1228.526 4.9 7.63 .905 1229.431 .00 .852 1.50 .00 .00 0 .0 .29 .22517 .019364 .01 .310 .00 35.12 1228.01 .609 1228.614 4.9 7.27 .821 1229.435 .00 .852 1.50 .00 .00 0 .0 .25 .22517 .017003 .00 .310 .00 35.37 1228.06 .631 1228.693 4.9 6.93 .746 1229.439 .00 .852 1.50 .00 .00 0 '.0 .22 .22517 .014928 .00 .310 .00 35.59 1228.11 .654 1228.764 4.9 6.61 .679 1229.443 .00 .852 1.50 .00 .00 0 .0 .17 .22517 .013120 .00 .310 .00 35.76 1228.15 .679 1228.828 4.9 6.31 .618 1229.446 .00 .852 1.50 .00 .00 0 .0 .15 .22517 .011537 .00 .310 .00 1493 (5� F05:5P a,s 3 'TATER SURFACE PRCF.LE LISTING _- LATERAL '-0-1^ FN=64-3D1 STAT:ON INVERT DEPTH W.S. D V-- VEL ENERGY SURER CR ITi CAL .0U RASE/ Z NO .._ ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA IJ N0. P: -R L/ELEM ................................................................................................................................... SD SF AVE HF NORM DEPTH ZR 35.91 1228.18 .704 1228.886 4.7 6.01 .561 1229.647 .00 .852 1.50 .00 .CO 0 .. .11 .22517 .010143 .00 .310 .00 36.02 1228.21 .730 1228.938 4.9 5.73 .510 1229.448 .00 .852 1.50 .00 .00 0 .0 .09 .22517 .008926 .00 .310 .00 36.11 1228.23 .758 1228.985 4.9 5.46 .463 1229.448 .00 .852 1.50 .00 .00 0 .0 .05 .22517 .007867 .00 .310 .00 36.16 1228.24 .788 1229.028 4.9 5.21 .421 1229.449 .00 .852 1.50 .00 .00 0 .0 .04 .22517 .006936 .00 .310 .00 36.20 1228.25 .818 1229.066 4.9 4.97 .383 1229.450 .00 .852 1.50 .00 .00 0 .0 .01 .22517 .006109 .00 .310 .00 36.21 1228.25 .852 1229.102 4.9 4.73 .347 1229.449 .00 .852 1.50 .00 .00 0 .0 '.ALL ENTRANCE .00 36.21 1228.25 1.269 1229.519 4.9 .28 .001 1229.520 .00 .156 4.00 14.00 .00 0 .0 1 1 T1 LATERAL "0-1" T2 FN=64-301 T3 SO 4.171224.50 1 1226.39 R 20.001224.60 1 .013 .00 .00 0 R 36.211228.25 1 .013 .00 .00 0 4'E 36.211228.25 2 .200 SH 36.211228.25 2 1229.75 co 1 4 0 .00 1.50 .00 .00 .00 .00 Co 2 2 0 .00 4.00 14.00 .00 .00 .00 D 4.9 .0 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING P.. CE CARD SEC" CHN 40 OF—AVE PIER HEIGHT 1 SASE .L 2R :NV Y(1) Y(2) Y(3) Y(A) Y(5) Y(5) YC 7) .(?) '(9) '(10) CCOE NO TYPE PIERS WIDTH DIAMETER WIDTH ORCP CD 1 a 1.50 CD 2 2 0 .00 4.00 14.70 .00 1 F 0 5 1 5 P PAGE NO i WATER SURFACE PROFILE - TITLE CARO LISTING FEAOING LINE NO 1 IS - LATERAL "0-1" HEADING LINE NO 2 IS - FN=64.301 HEADING LINE NO 3 IS 1 F 0 5 1 5 P PACE NO 2 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 36.21 1228.25 2 .200 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/5 DATA STATION INVERT SECT W S ELEV 36.21 1228.25 2 1229.75 .....................................:......«............................... or: RarPaC Engineering Corporation, Te Gula, CA - S/N 560 ............................................................................. -WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET ' U/S DATA STATION INVERT SECT W S ELEV 4.17 1224.50 1 1226.39 ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 20.00 1224.60 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 36.21 1228.25 1 .013 .00 .00 .00 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 36.21 1228.25 2 .200 ELEMENT NO 5 IS A SYSTEM HEADWORKS U/5 DATA STATION INVERT SECT W S ELEV 36.21 1228.25 2 1229.75 .....................................:......«............................... or: RarPaC Engineering Corporation, Te Gula, CA - S/N 560 ............................................................................. HYDRAULIC GRADE LINE LATERAL "D-2" F0515P PACE 1 '.AiER SLRFACE PROF U.E LISTING _.- LATERAL "0-2" F4=64-302 S TAT f ON INVERT DEPTH W. S. a VEL VEL ENERGY SUPER CRITICAL HGT/ SASE/ 2L 40 A'f E ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH OIA 10 40. PIER L/ELEN ................................................................................................................................... SO SF AVE MF NORM DEPTH N 4.17 1225.00 .415 1225.415 4.6 11.56 2.074 1227.489 .00 .824 1.50 .00 .00 0 .0 11.75 .07234 .067311 .79 .410 .00 15.92 1225.85 .419 1226.269 4.6 11.39 2.013 1228.282 .00 .824 1.50 .00 .00 0 .0 6.36 .08478 .062219 .40 .400 .00 22.28 1226.39 .431 1226.820 4.6 10.93 1.854 1228.674 .00 .824 1.50 .00 .00 0 .0 5.14 .08478 .054940 .28 .400 .00 27.42 1226.82 .446 1227.271 4.6 10.41 1.682 1228.953 .00 .824 1.50 .00 .00 0 .0 3.74 .08478 .048109 .18 .400 .00 31.16 1227.14 .462 1227.604 4.6 9.94 1.533 1229.137 .00 .824 1.50 .00 .00 0 .0 2.89 .08478 .042133 .12 .400 .00 34.05 1227.39 .478 1227.865 4.6 9.47 1.391 1229.256 .00 .824 1.50 .00 .00 0 .0 2.29 .08478 .036899 .08 .400 .00 36.34 1227.58 .495 1228.076 4.6 9.02 1.263 1229.339 .00 .824 1.50 .00 .00 0 .0 1.85 .08478 - .032341 .06 .400 .00 38.19 1227.74 .513 1228.251 4.6 8.61 1.152 1229.403 .00 .824 1.50 .00 .00 0 .0 1.54 .08478 .028346 .04 .400 .00 39.73 1227.87 .531 1228.399 4.6 8.21 1.048 1229.447 .00 .824 1.50 .00 .00 0 .0 1.27 .08478 .024843 .03 .400 .00 41.00 1227.98 .550 1228.526 4.6 7.82 .950 1229.476 .00 .824 1.50 .00 .00 0 .0 1.05 .08478 .021788 .02 .400 .00 42.05 1228.06 .570 1228.635 4.6 7.46 .863 1229.498 .00 .824 1.50 .00 .00 0 .D .90 .08478 .019108 .02 .400 .00 F05 ;5P WA TERSURFACE PROFILE IISi:NG PACE VEL ENERGY SUPER LATERAL "0.2" NGT/ SASE/ .. NO FN=64-302 HEAD GRD.EL. STATION INVERT DEPTH Y.S. 0 VEL PIER ELEV OF FLOW ELEV NORM 'DEPTH L/ELEM ...................................................... SO ZR .785 42.95 1228.14 .590 1228.731 4.6 7.11 .72 .08478 .0 .016766 .01 43.67 1228.20 .612 1228.815 4.6 6.78 .62 .08478 1229.530 .00 .824 44.29 1228.26 .634 1228.889 4.6 6.47 .48 .08478 .400 44.77 1228.30 .658 1228.954 4.6 6.17 .41 .08478 1.50 .00 .00 0 45.18 1228.33 .682 1229.012 4.6 5.88 .32 .08478 .00 .590 45.50 1228.36 .707 1229.064 4.6 5.60 .22 .08478 .0 .011364 .00 45.72 1228.38 .734 1229.111 4.6 5.34 .16 .08478 1229.549 .00 .824 45.98 1228.39 .762 1229.152 4.6 5.09 .09 .08478 .400 45.97 1228.40 .792 1229.189 4.6 4.86 .03 .08478 1.50 .00 .00 0 46.00 1228.40 .824 1229.224 4.6 4.63 WALL ENTRANCE .00 .443 46.00 1228.40 1.223 1229.623 4.6 .27 1 0 .0 .007733 .00 1 .400 .00 PACE VEL ENERGY SUPER CRITICAL NGT/ SASE/ .. NO AVSPR HEAD GRD.EL. ELEV DEPTH DIA iD NO. PIER SF AVE HF ........................................................................... NORM 'DEPTH ZR .785 1229.516 .00 .824 1.50 .00 .00 0 .0 .016766 .01 .400 .00 - .715 1229.530 .00 .824 1.50 .00 .00 0 .0 .014720 .01 .400 .00 .650 1229.539 .00 .824 1.50 .00 .00 0 .0 .012930 .01 .400 .00 .590 1229.544 .00 .824 1.50 .00 .00 0 .0 .011364 .00 .400 .00 .537 1229.549 .00 .824 1.50 .00 .00 0 .0 .009986 .00 .400 .00 .487 1229.552 .00 .824 1.50 .00 .00 0 .0 .008783 .00 .400 .00 .443 1229.554 .00 .824 1.50 .00 .00 0 .0 .007733 .00 .400 .00 .403 1229.555 .00 .824 1.50 .00 .00 0 .0 .006815 .00 .400 .00 .366 1229.555 .00 .824 1.50 .00 .00 0 .0 .005999 .00 .400 .00 .333 1229.557 .00 .824 1.50 .00 .00 0 .0 .00 .001 1229.624 .00 .150 4.00 14.00 .00 0 .0 rbc) L F05 1 5 'LATER SURFACE PROFILE - CiANNEL DEFINIi:CN LISTING °AGE CARD SECT CHN NO OF a'JE PIER HEIGHT 1 3ASE 2'. A INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(3) Y(9) 1(;G) CODE NO TYPE PIERS WID iX DIAMETER WIDTH DROP co 1 4 1.50 CD 2 2 0 .00 4.00 14.00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING , .HEADING LINE NO 1 IS - LATERAL 110-2" HEADING LINE NO 2 IS FN=64-302 HEADING LINE NO 3 IS 1 F 0 5 1 5 P PAGE NO 2 For: RanPac Engineering Corporation, Temecula, CA • S/N 560 4 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET • ' U/S DATA STATION INVERT SECT W S ELEV 4.17 1225.00 1 1226.39 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 15.92 1225.85 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A REACH • ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 46.00 1228.40 1 .013 .00 38.00 .00 0 ELEMENT NO 4 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 46.00 1228.40 2 .200 ELEMENT NO 5 IS A SYSTEM HEAOWORKS U/S DATA STATION INVERT SECT W S ELEV 46.00 1228.40 2 1229.90 T1 LATERAL "0-2" T2 FN=64-302 T3 so 4.171225.00 1 1226.39 R 15.921225.85 1 .013 .00 .00 0 R 46.001228.40 1 .013 38.00 .00 0 WE 46.001228.40 2 .200 SH 46.001228.40 2 1229.90 CO 1 4 0 .00 1.50 .00 .00 .00 .00 CO 2 2 0 .00 4.00 14.00 .00 .00 .00 D 4.6 .0 For: RanPac Engineering Corporation, Temecula, CA • S/N 560 4 Hydraulic Calculation CATCH BASINS SIZING 1- > > 5.C-5'CS91 3 a 5 5 e ma 7.8.9f.0 1 6 1 1 1111111111111,11 I,II11111, ............. !' I 111111 ........11'111 I I II 1111111111111111111 I!IIII pll III ' I I II111111111111111 11 111111 II11111111111�11,1 9 H .„.. - — 6 5 ..� I 6if, _14.9j .'S ,I 111,.1111 111111 II I. 11111111111111 VIII I 1 1 .I 11 I M1 �II:I:C 1 9 5 1 a —3E.-F� :.gee ZA 1 I z 3 s .06 %.089 .1 Z .5 .4 .5 6 0, 43d C. F) CD QIO=/0• / crs Qroo=l(0 9 c)s 7.89 DO ST.6LOPE > 3.3 FLOW DEPTH = 0,4?g *u4exi--ale r/?Dm C.vq.<T , QrOD 1u71--acep7 = 14.9 c—'s 'a 23' c, ' gy Pass a�l7D' Z,0 c 1-5 To 6,8.� eli 1 1 - ......,., ++"•` STREET FLOW CALCULATIONS +++*" .........ww....w.....e...w.............e«.w..........e. www... ,.... CALCULATE DEPTH OF FLOW GIVEN: 1 Street Slope = .033000 (Ft./Ft.) - 3.3000 8 Given Flow Rate 16.90 Cubic Feet/Second i............................................................................ .i Ths software prepared for: Ranpac Engineering *++ OPEN CHANNEL FLOW - STREET FLOW 1 = Street Slope (Ft./Ft.) .0330 Mannings "n" value for street - .015 1 Curb Height (In.) - 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) 10.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .017 Slope from Grade Break to Crown (Ft./Ft.) _ .017 Number of Halfstreets Carrying Runoff = 1 1 Distance from curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft./Ft.) _ .020 Gutter width (Ft.) - 2.000 Gutter hike from flowline (In.) = 1.900 1 Mannings "n" value for gutter and sidewalk - .015 Depth of flow - .438 (Ft.) Average Velocity 5.59 (Ft./Sec.) 1 Streetflow Hydraulics : Halfstreet Flow Wldth(Ft.) - 18.47 Flow Velocity(Ft./Sec.) - 4.85 Depth+Velocity - 2.13 1 Flow rate of total street channel 16.90 (CFS) Flow rate in gutter - 5.71 (CFS) Velocity of flow in gutter and sidewalk area - 7.954 (Ft./Sec.) Average velocity of total street channel 5.589 (Ft./Sec.) 1 1 1 �Z �- Ic,� m m m m� m m� s� m. m ■. m m� m„ C. e. O2 9 e 5C!S 7.C5 9 1 3 x 5 5 7.9.9 LO 5 1 2 I I I I 11111 Jug ''I111 I I I 9 l r l 11111... '1/.1/11 I r 'l li.. l.11 l l l l l r l l Ir 1111 II 111 1 111 101 II 111 Ili 1 1111 III III. x111 .IIIII". I rll I III, IIII1111 II1111 I' .... I.111111111 III I I I I I I I I. .11111111111111'1111 � d 5' 1 1 2v ,r 1 111111111111 111111111 1 1 III 111 11 I 111111 II11 11111111111/!If 1111 1 11 1 .11 . I.. 1 9 5 - n 1 -- , I 1 i z d 5 .06 7.069 .1 .2 .3 4 .5 .6 7 .991X7 ZO 1a� C, 13. 0 QID= 11,0.:15 61v'D= i3.5 GfS sT. SLOPE= 3.3 OP FL Ow DEPTil-O. �i5 i.ee Next Page} - —,--- �¢o� /6.0 1= c, ; wirN 28 �= 3y Pass 9-m 2.5 f s o C. y Pa s-r3- L = 1 **'f•STREE; •FLOW*CALCULATION. S..•'..'..f..........:...... ' i.Rflffl.f..f..f.f.f.lflfff..f.ifff11f1Rf.ff YffY.YYfffff if lwf iYii.flMiwfwwM CALCULATE DEPTH OF FLOW GIVEN: Street Slope - .033000 (Ft./Ft.) 3.3000 8 Given Flow Rate = 18.50 Cubic Feet/Second effffllffi.wff...............f: Re Yf of llff.............. Y..1f.1f ..fYY Yiffef.f This software prepared for: Ranpac Engineering *** OPEN CHANNEL FLOW - STREET FLOW *** 1' n I Street Slope (Ft./Ft.) _ .0330 Mannings "n" value for street - .015 Curb Height (In.) - 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .017 Slope from Grade Break to Crown (Ft./Ft.) _ .017 Number of Halfstreets Carrying Runoff - 1 Distance from curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft./Ft.) - .020 Gutter width (Ft.) = 2.000 Gutter hike .from flowline (In.) - 1.900 Mannings "n",value for gutter and sidewalk - .015 Depth of flow - .450 (Ft.) verage Velocity - 5.70 (Ft./Sec.) Streetflow Hydraulics : Halfstreet Flow width(Ft.) - 19.16 L Flow Velocity(Ft./Sec.) - 4.99 �- Depth -Velocity - 2.24 Flow rate of total street channel - 18.50 (CFS) Flow rate in gutter - 6.01 (CFS) ' Velocity of flow in gutter and sidewalk area - 8.101 (Ft./Sec Average velocity of total street channel - 5.699 (Ft./Sec.) 1' n I IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIItIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiIIIIIIIIIIIIIIIIIIIIIIIIIIIiIIIIIIIfIIII�fu m � � F S M no No. M mw 7= M, m e m s �, m r I a475 t 2.0 c, s ! B./�. :'.omQ c /2.3 U C. 13. ® 61 /D= l.6 Cfs Q/ao= 2,7Cf54 Z.5cfS(6.p. fro,, = 5.2 C} See Next 2 S/eef5 f0� Des`?n Q/OJ Value for C, 8.03® qs well a5 Flow detpth LO C, 8. i4'c,a, o„ ga. S;de InferCepi rota/ ,%W of 9cfs e I a475 t 2.0 c, s ! B./�. :'.omQ c /2.3 U C. 13. ® 61 /D= l.6 Cfs Q/ao= 2,7Cf54 Z.5cfS(6.p. fro,, = 5.2 C} See Next 2 S/eef5 f0� Des`?n Q/OJ Value for C, 8.03® qs well a5 Flow detpth LO C, 8. i4'c,a, o„ ga. S;de InferCepi rota/ ,%W of 9cfs e I I I I 1. .1 1 I lir*i##iiR#+ilii#####*#tx##ix#4#++##+Rxxx+4x44##+tx+i iii#xiRi+i#ixiiii#txiii x xR+++ STREET. FLOW CAL'=ATIO"IS CALCULATE STREET CAPACITY GIVEN: Street Slope = .005000 (Ft./Ft.) _ .5000 °s Depth of Flow = " i Feet 0.,�-7 This software orepared for: Ranpac Engineering *** OPEN CHANNEL FLOW - STREET FLOW Street Slope (Ft./Ft.) _ .0050 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .017 Slope from Grade Break to Crown (Ft./Ft.) _ .017 Number of Halfstreets Carrying Runoff = 1. Flow Velocity(Ft./Sec.) = 2.05 Distance from curb to property line (Ft.) = 10.00 Slone from curb to property line (Ft./Ft.) _ Gutter width (Ft.) = 2.000 Flow rate of total street channel 8.40 (CFS) Gutter hike from flowline (In.) = 1.900 Flow rate rate in gutter 2.54 Mannings "n" value for gutter and sidewalk = .015 Depth of flow = .470 (Ft.) Average Velocity = 2.31 (Ft./Sec.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN 1 111 Streetflow Hydraulics.: ' Halfstreet Flow Width(Ft.) = 20.00 Flow Velocity(Ft./Sec.) = 2.05 Depth*Velccity = .96 Flow rate of total street channel 8.40 (CFS) Flow rate rate in gutter 2.54 (CFS) Velocity of flow in gutter and sidewalk area = 3.248 (Ft./Sec.) Average velocity of total street channel = 2.310 (Ft./Sec.) Sireet Crown At, 0f 0.47' Trom Guf-tek f=lvw L;17e , Capac2`�-eet [cJ C, 8. 3 ,_Tofa.L__ 2 12 e cf s ( ro.8 + 2,0 B.P� pVe�CtaWn ro the O�/�er Sio�e o} yfree , _thus rnak%� rFlo w5 2 2 7'h o� 7<he Sfraet gUal :See Alex f ?a9 -'o w i% V 1 111 1 1, I I lJ 1 1 NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width(Ft.) - 20.00 Flow Velocity(Ft./Sec.) - 2.12 Depth -velocity 1.02 Flow rate of total street channel = 18.00 (CFS) Flow rate in gutter = 2.62 (CFS) Velocity of flow in gutter and sidewalk area - 3.286 (Ft./Sec.) Average velocity of total street channel = 2.367 (Ft./Sec.) This program evaluates curb inlets only on one side of a street at a time. Because the program is evaluating flow on both sides of the street, the maximum flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. %i'6 1 De5t�-n .... j ...... ................r �ST7_=7,7..-W Sun O f /2• Cn:C_-kT ..: f 5•..... ................. 'a- 5'2 CT5'-i ............................................ ............................... i Canservai-;ye CALC-LATE DEPTH OF FLOW G:' '--N ' - street Slope = .905000 (Ft./Ft.) .5000 k - G:-�en Flow Rate = 13.00 Q:b_c c_eVSecond r� CVO .. www+rrrwrwwwrrrrwww wwwwwwww.rr.er. wwww.wwrr.erww.wrwrrw www: www..wwwr.e:.• This software prepared for: Ranpac Engineering •r.wwwwrrreewwwrr wewwwwwwwwwwwwwwr...wwwww..rrrrrrw♦rwwrrwwwwww rw.wwwrrrwr wrr ++* OPEN CHANNEL FLOW - STREET FLOW Street Slope (Ft./Ft.) _ .0050 Mannings "n" value for street - .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) - 20.00 Distance From Crown to Crossfall Grade Break (Ft.) 10.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .017 Slope from Grade Break to Crown (Ft./Ft.) _ .017 Number of Halfstreets Carrying Runoff 2 Distance from curb to property line (Ft.) = 10.00 Slope from curb to property line (Ft./Ft.) _ .020 ' Gutter width (Ft.) - 2.000 Gutter hike from flowline (In.) - 1.900 1 Mannings "n" value for gutter and sidewalk - .015 Deoth of flaw 478 rt. average Velocity'—� .3 Ft./Sec.) 1 1, I I lJ 1 1 NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN Streetflow Hydraulics : Halfstreet Flow Width(Ft.) - 20.00 Flow Velocity(Ft./Sec.) - 2.12 Depth -velocity 1.02 Flow rate of total street channel = 18.00 (CFS) Flow rate in gutter = 2.62 (CFS) Velocity of flow in gutter and sidewalk area - 3.286 (Ft./Sec.) Average velocity of total street channel = 2.367 (Ft./Sec.) This program evaluates curb inlets only on one side of a street at a time. Because the program is evaluating flow on both sides of the street, the maximum flow rate of the curb inlet will be doubled assuming identical inlets are placed on each side of the street. %i'6 1 De5t�-n fhe Sun O f /2• S ci5 'a- 5'2 CT5'-i /g. D GTS Canservai-;ye Value o- a/ Flow = 0,473' 0/7 800 S'/')P w/',� 9, o C s orl Q10 EA ch , /7F 11� m os r m= s s M UM m, m m imw m s m omr r ��O 1t s 9 ; C3 5 T .8.9 LDL _ 3 S 5 I� 1 1 11 11 I 1 1 1 III 1111111 III II 1 II 9 ...1,• Ill lllr 111111111 II 11.•1 1 OI I 1 1 II IIII VIII II 111 IIIIIIII 111111 �I 7 5 -- 1 2 E G, t3 1 .1 IIII InIn I i11 11111:In11n1111111 — I� ,n u1I II111 9 6 .Ir 5 _ 1 ' 3E?_ ...4 ;.C8s.l .2 .3 .3 .6 .7.891YJ ZO 0.45 /0.2 ram -74ee 2b C.B. +o0 of 167 Cf 5. $ BJ–Pa55 Fi 19100 ZC Ql0 na Q 1 ++'••+ STREET FLOW CALCULATIONS '*•*++ ..r..,w...r........................................w..............w......r. CALCULATE DEPTH OF FLOW GIVEN: Street Slope - .026800 (Ft./Ft.) 2.6800 i Given Flow Rate - 16.70 Cubic Feet/Second I I ••"•+'++-+•*'-*•f+t'••• w"tf•• Th is'softwar8 pared for: Ranpac• Engineering ............................................................................. ' *+• OPEN CHANNEL FLOW - STREET FLOW •*' Street Slope (Ft./Ft.) _ .0268 manninge "n" value for street - .015 Curb Height (In.) - 6. Street Halfwidth (Ft.) - 20.00 Distance From Crown to Cressfall Grade Break (Ft.) 10.00 Slope from Gutter to Grade Break (Ft./Ft.) = .017 Slope from Grade Break to Crown (Ft./Ft.) _ .017 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) - 10.00 Slope from curb to property line (Ft./Ft.) _ .020 Gutter width (Ft.) - 2.000 Gutter hike from flowline (In.) - 1.900 Mannings "n" value for gutter and sidewalk - .015 Deoth of flow = .450 (Ft.) Average Velocity = 5.14 (Ft./Sec.) �i Streetflow Hydraulics : Halfstreet Flow Width(Ft.) - 19.18 Flow Velocity(Ft./Sec.) - 4.50 Depth -Velocity - 2.03 ' Flow rate of total street channel = 16.70 (CFS) Flow rate in gutter - 5.42 (CFS) Velocity of flow in gutter and sidewalk area - 7.303 (Ft./Sec.) Average velocity of total street channel 5.137 (Ft./Sec.) ' I I m w m m m m m C B. © - . GFFiC= S ANOARD NO Ica /CURD LIRE-30ATIH03 E C1.rG L:.c IL --10' z0 _,1Z I I _ .�_^r IiCC wCAETE I f I •!' I ,DUTY ER COXC. GUTTER' LIFZ ' GRATING a GUTTER PLAN TYPICAL HALF STREET SECTION NOTES (ABOVE BASIN) L THIS CHART LIVES GRATING UPACITILS OF STANDARD CITY GRATINGS (3TANOARO .6 7 .8 .9 LO lS 4c' PLAN NO G-ZS231 DEVELOPED FRCP MYO- RAUUC YOOLL STUOIE! FOR VARIOUS VALUE } •-Z =• �— _. OTHI OM TX! 13 AP LIC SLOPE. - 1 2 THIS CXART 13 A/PIICA8LE ONLY TO COY- '-� � -�- X DITIOM3 3MOVM OM THE AGOVE 5KETCH. °_Zi_--• -- —_-_ 1 THIS IRR EGUURITT RESULTS FROM THE ifia-—_-. i HYDRAULIC INTERFERENCE OF THE H GE" '-:-=''1=°'-:-( = '— = = Z. ' SUPPORTING THE ADJOIN-NG GRATINGS. r_ SS:.: .I ._. _-I-_ `•sem' � :L f 71 :"1 '— _—�r I T I _ Eli, - -- 10 T tea`— — _ — 't�- ..>=: "t.-r%—_.L� _—_— 7 LDi=-- -- _-_ - �,..-.=: /y GRA ;NGS N0 I a � �� e y Uff_.—=-- 3• zs,orEs 3� � —, gip• � � .• , �, f DESiG; C^=,R i LL-23 =-:1f. S-w;G EFFECT CF SLOPE GRA71NG CAPACMES 1 =)BUREAU OF E_NG.NEERING-CITY OF LOS A.YGELES .---•'-:- - DEPART. NT OF PUBLIC WORKS STORM ORAIN DESIGN DIVISION ' .�..... 51005 mARCH.IS57 CESICNEO BY: F.J.O.a':N.H.I.. OP.AWN cY:O.C;.S. .2 ..5 .4 .0 :A .T .3 -4 :.0 I: ' O-DEPTH OF FLOW (F71 ABOVE NORMAL GLITTER GRACE f 610= ¢5.15 Gixo= 7.4 cfs S-r.s/Dpe! 7.S/, &/00 )=lord 4tp+h = 0.308 �l iRtercert _ .4:fs 1,3 cr0s.f•<t.=4.2�f5 cfs pt-ti = 0. L4.4, Qlnte. -�35cf s NO_9.P I _.: - UP.STR E A M 2 GRATES ........... ..,..,,,,,,r.,w,.w...,.r.,,...,.,:::::,.,.rw.............. STREET FLOW CALCULATIONS CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .075000 (Ft./Ft.) 7.5000 8 n+ven Flaw Rate = 7.40 Cubic Feet/Second his. software prepared for: Ranpac Engineering • OPEN CHANNEL FLOW - STREET FLOW Rw I ���3a� el -3 ,��� Street Slope (Ft./Ft.) _ .0750 Mannings "n" value for street - .015 Curb Height (In.) - 6. Street Halfwidth (Ft.) = 20.00 ' Distance From Crown to Crossfall Grade Break Slope from Gutter to Grade Break (Ft./Ft.) _ (Ft.) = 10.00 .017 Slope from Grade Break to Crown (Ft./Ft.) .017 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) 10.00 Slope from curb to property line (Ft./Ft.) _ .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Mannings "n" value for gutter and sidewalk - .015 Depth of flow .308 (Ft.) Average Velocity 6.62 (Ft./Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) - 10.81 ' Flow Velocity(Ft./Sec.) = 4.82 Depth -Velocity = 1.49 Flow rate of total street channel - 7.40 (CFS) Flow rate in gutter - 4.22 (CFS) ' Velocity of flow in gutter and sidewalk area - 9.212 (Ft./Sec Average velocity of total street channel - 6.619 (Ft./Sec.) I ���3a� el -3 ,��� LJ 1 = 6OWN STREAM 2 6R ATES **++ STREET FLOW CALCULATIONS CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .075000 (Ft./Ft.) 7.5000 8 Given Flow Rate = 3.20 Cubic Feet/Second w...e..+r,e..w....r. ww...,,.ww...,.w...rue,.w.,..u.w..,..... ww.+.r.rw, .. w.. ' *his.;o.+.*re.prepared for: Ranpac Engineering+. • OPEN CHANNEL FLOW - STREET FLOW Streetflow Hydraulics : ' Halfstreet Flow Width(Ft.) - 7.04 Flow Velocity(Ft./Sec.) - 3.32 Depth -Velocity - .81 FFlow rate of total street channel 3.20 (CFS) Flow rate in gutter - 2.48 (CFS) Velocity of flow in gutter and sidewalk area = Average velocity of total street channel - 7.538 (Ft./Sec 5.870 (Ft./Sec.) 11� Street Slope (Ft./Ft.) _ .0750 ' Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) - 10.00 ' Slope from Gutter to Grade Break (Ft./Ft.) _ .017 Slope from Grade Break to Crown (Ft./Ft.) .017 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) - 10.00 Slope from curb to property line (Ft./Ft.) _ .020 ' Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Mannings "n" value for gutter and sidewalk - .015 Deoth of flow -.244 (Ft.) ' Average Velocity = 5.87 (Ft./Sec.) Streetflow Hydraulics : ' Halfstreet Flow Width(Ft.) - 7.04 Flow Velocity(Ft./Sec.) - 3.32 Depth -Velocity - .81 FFlow rate of total street channel 3.20 (CFS) Flow rate in gutter - 2.48 (CFS) Velocity of flow in gutter and sidewalk area = Average velocity of total street channel - 7.538 (Ft./Sec 5.870 (Ft./Sec.) 11� IIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Iillllllllllllllllllllllllllllllllllllllllitllllllllllllllllllllll II IIIIIIIIIIIIIIIIIIIIIIIIII II 1111111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIilllllllllllllllllllllllllllllllll IIII 1111111 �o RANPAC7 U7 Enterprise Circle `Fest b -- Temecula. CA 92390 USA TEL 714 676-7000 ENGINEERING c'GRPORAMN E4X-14676-8527 PROJECT 7 2 32L-' WORK ORDER NUMBER SUBJECT "v! i C / _ BY r /l .:r.'.',tl DATE PAGE OF �i e n C,13.# Q/Q 0/00 C.B. 5/4E POND. DEP%rf rl?SRCc'pi dYPAs; 7 � S4 }5 0 9.�f� i 7 1033 y.0 °Ts cfs OQ S.? -45 B.a i'S % V.�`, J �tOBOSun OdS/NG w6*1R EQUAT/D i 6 = 3. o 97 L H'/' Q= 3.087 L N'% = 3. 0a7 l7') r. os 22,7crs 9.0 cfs of< USE W = 70' C. B. /vv%c /NTE95EPr/0/V ®jIL iQ=3.087L.HI" = 3,087 (7')l1,0339 22.7 c f 5 7 /0.6 Cf -S L7K SSE w. 70 C, a. /00 % INTE95EP7 O R-: 3,087L14 �Z = 3.087 C 7) (0• S 33)i/z o. „5 15.5 cfs 8.g cis `O USC we 70' G,6. loo INTE95tp71OAJ ��������������I�I����II��I��I�I�I�I�����I�I��IIIIIIIII�III�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII��������IIII�I��III������������������������������������������������������������������������������� ����������I�Illlllllllllllllllllllllllllllllllllllllllllllllllu II il�nu i t �. � � � � r � � � � � � � � � � � r � � 1 1 1 1 1 i .. 1 1 1 1 i 1 ' 67 1 �2U %/>.✓ d2pfti 0.34-(0 - --- 1 J - t #+****}+##****f**#*##+#i#+f#f+###}#ii++#+*#*+#++#+#i+}i ' ****** STREET FLOW CALCULATIONS ****** CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .012800 (Ft./Ft.) 1.2800 Given Flow Rate = 4.60 Cubic Feet/Second n L • B, l0/ This software prepared for: Ranpac Engineering *** OPEN CHANNEL FLOW - STREET FLOW *** G 11 `11b Street Slope (Ft./Ft.) _ .0128 Mannings "n" value for street = .015 ' Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 10.00 Slope from Gutter to Grade Break (Ft./Ft.) _ .017 ' Slope from Grade Break to Crown (Ft./Ft.) = .017 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) = 10.00 ' Slope from curb to property line (Ft./Ft.) _ .020 Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Mannings "n" value for gutter and sidewalk = .015 ' Depth of flow = .346 (Ft.) Average Velocity - 2.94 (Ft./Sec.) Streetflow Hydraulics : ' Halfstreet Flow Width(Ft.) = 13.01 Flow Velocity(Ft./Sec.) = 2.31 Depth*velocity - .80 Flow rate of total street channel 4.60 (CFS) Flow rate in gutter = 2.22 (CFS) Velocity of flow in gutter and sidewalk area 4.165 (Ft./Sec.) Average velocity of total street channel = 2.942 (Ft./Sec.) G 11 `11b illllllllllllllllllllllllllllllllllllllliilllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllilllllilllllllllllllllll►Il►►I►►►I►uuu►ullllllliu11Will I III III iiuuunuuuuuum��������� I 1 1 1 1 1 1: 11 I 1 1 1 1 I 1 1 ****** STREET FLOW CALCULATIONS ****** CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .012800 (Ft./Ft.) = 1.2800 Given Flow Rate = 4.90 Cubic Feet/Second won This software prepared for: Ranpac Engineering *** OPEN CHANNEL FLOW - STREET FLOW *** ' Street Slope (Ft./Ft.) _ .0128 Mannings "n" value for street = .015 Curb Height (In.)= 6. Street Halfwidth (Ft.) = 20.00 ' Distance From Crown to Crossfall Grade Break Slope from Gutter to Grade Break (Ft./Ft.) _ (Ft.) = 10.00 .017 Slope .from Grade Break to Crown (Ft./Ft.) = .017 Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.)-= Slope from curb to property line (Ft./Ft.) _ 10.00 .020 Gutter. width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Mannings "n" value for gutter and sidewalk, .015 ' Depth of flow - .352 (Ft.) Average Velocity = 2.98 (Ft./Sec.) Streetflow Hydraulics : ' Halfstreet Flow Width(Ft.) = 13.38 Flow Velocity(Ft./Sec.) = 2.36 Depth*Velocity .83 Flow rate of total street channel = 4.90 (CFS) ' Flow rate in gutter - 2.30 (CFS) Velocity of flow in gutter and sidewalk area = 4.222 (Ft./Sec.) Average velocity of total street channel = 2.978 (Ft./Sec.) 1:g` del I ' 1 1 1 .1 1 1 ,—CURB LINE /GRATINGS F 2 9I ,B CF FLOW_ �C ONCRETE OUT -TER GRATING 8 GUTTER PLAN 1 1 1 1 1 1 1 1 1 i NOTES I. THIS CHART GIVES GRATING CAPACITIES OF STANDARD CITY GRATINGS (STANDARD - -�..- PLAN NO 8'2523) DEVELOPED FROM HYD- [C:a_: RAULIC YODEL STUDIES FOR VARIOUS VALUES OF'D ON THE INDICATED SLOPE. - 2. THIS CHART IS APPLICABLE ONLY TO CON- ,°•}'`� DITIONS SHOWN ON THE ABOVE SKETCH. j I THIS IRREGULARITY RESULTS FROM THE :::AT._, HYDRAULIC INTERFERENCE OF THE H BEAM ?' SUPPORTING THE ADJOINING GRATINGS. 9 to C7 O z -=_ T� — 6Z-- sy:= ---- U 4p- jFjF -L $ G OFFICE STANDARD NO 108 CURB LINE C. I F-10, 2, 20' Al- t � ---- IAS' �� T CONC. GUTTER LI'Z ' TYPICAL HALF STREET SECTION (ABOVE BASIN) 7. TI 7 77 CL l DESIGN CHART LL -23 - SHOWING EFFECT OF SLOPE 7 77z: GRATING CAPACITIES BUREAU OF ENGINE-cRING-CITY OF LOS ANGELE _ DEPARTMENT OF PUBLIC WORKS -'. - STORM DRAIN DESIGN DIVISION W.O. 51005 I: I ESIC ED BY: FJ.D.a W -H' DRAWN' BY: O.C.S .2 .3 .4 .5 S 7 .3 .S 1.p Iz 1 D= DEPTH OF FLOW (FT) ABOVE NORMAL GUTTER GRADE L `q t 1 1 1 1 7 L I I I Hydrology Map -Tl2� 30& ?15 p/