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HomeMy WebLinkAboutHydrology / Hydraulic Calculations Oct. 2, 1995HYDROLOGY/HYDRAULIC CALCULATIONS (10 & 100 YEAR STORM) FOR TRACT 23066-4 AT REDHAWK TRACT 23064(OFFSITE) TEMECULA, CALIFORNIA PREPARED BY TRANS -PACIFIC CONSULTANTS 27447 ENTERPRISE CIRCLE WEST TEMECULA, CALIFORNIA 92590 RECEIVED County of Riverside Building & Safety JUN 5 1996 APRIL 28,1995 OCT, 2, IQ°i St_/9_p_c_ • TABLE OF CONTENTS I INSTRUCTION AND DESIGN CHART II 100 YEAR HYDROLOGY CALCULATIONS BASINS 100,200,300 AND 400(LINE AND "A-4") III 10 YEAR HYDROLOGY CALCULATIONS IV 100 YEAR CATCH BASIN SIZING CALCULATIONS V 10 YEAR CATCH BASIN SIZING CALCULATIONS VI 100 YEAR HYDRAULIC GRADE LINE CALCULATIONS OFFSITE HYDROLOGY/HYDRAULIC VII 10 YEAR HYDROLOGY CALCULATIONS BASIN 500 (LINES "E","F","G") VIII 100 YEAR HYDROLOGY CALCULATIONS IX 100 YEAR CATCH BASIN SIZING CALCULATIONS X 100 YEAR HYDRAULIC GRADE LINE CALCULATIONS HYDROLOGY MAPS TRACT 23066-4 (ONSITE) TRACT 23064 (OFFSITE) u 0 INSTRUCTION AND DESIGN CHART F-1 0 (IOV o: 'S5 KENNETH L £DWARDS • cawu.aluwa<wv Wdw�u I U I I F I I ,1 1 02c51PM FLOOD r-HTPOL RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT November 5, 1995 Mr, Khaled Othman Subdivision Engineer Riverside County Transportation Department County Administrative Center Riverside, California P.4 1995 MARKET STREZT RIVERSIDE. CA 92501 (909) 275. 1200 (909) 796.9965 FAX ti23 - o Iv DRe: Tract 23066-4 Dear Mr. Othman: (Improvement Plan Ck. 02) In accordance with the conditions of approval for tentative Tract 23066- 4 set forth in our letter to the Riverside County Planning Department dated June Consultants, 2 have been the submi submitted to theplans, District Trans -Pacific fo prepared review: ew: s, dated October 6, 1. Tract consistiOng6of 8ts eets,reet prreceivedovement pbynthe District October 10, 1995. ed October 6, 2 Tract consisting hof 5 sheets, receivedding aby the tDistr District October990, 1995. 3, Tract 23066-4, final map and environmental constraint sheet, dated October 6, 1995, consisting of 10 sheets, received by the District October 10, 1995. 4. Tract 23066-4 and Tract 23064 (offsite), hydrologic and hydraulic calculations. The District has reviewed the plans submitted and has the following comment: Offsite drainage easements shown for the RCB crossing on Via Puebla, Line G, should be recorded prior to or concurrently with the recordation of the final map. Once the above comment is addressed to the satisfaction of the Transportation Department, the Flood Control District has no objection to the recordation of the final map or the issuance of appropriate permits. A "Flood Control Clearance Form" may be requi"d when permits are applied for. i jov 06 ' SS 0c' � 1='I1 F LOGG t Mr. Khaled Othman -2- Re: Tract 23088-4 (Improvement Plan Ck, #2) November 5, 1995 The County Department of Building and Safety must ensure that the developer has obtained a National Pollutant Discharge Elimination System (NPDES) construction permit prior to the issuance of a grading permit. very truly yoourr / HOWARD L. DICKERSON senior Civil Engineer c: Trans - Pacific Consultants Attn: Mr. Jai Kim Dept. of Building and Safety Attn: Tony Ramsamocj DVA:slj rcfc/5991 I r 1 r I i i INSTRUCTION AND DESIGN CHART 4 l� 1 M ! 1' PERRIS O-_$INORL 51 .79 SAN -;AC:N70 E'7 RSI SUN WINCJ Es -,=-.R I 19 CAMP I PENDLETON • SCALE Ar.- C'NCH-L L.�XZ KACOR DEVELOPMENT COMPANY k \� RRCDJECTI si— , 1= PALA • 1 THEKE ARE APPROX. .IO% 0 -.� .. , :� �:: Q2I� 7J D � •D •• So ••lS Ove, a - _ - _ •'� ' So Y is used the Whole Trac�, Since fhe w� -p • �7{act.. =`��' � •` ��`• � ' • (3a1ed On the of �-a_-ase area, draw a=1L =sce system and c__` x"'- as to Lt. .__a_^area 9 e11 d•� lees than l0 ac=^_]• .=1':G 3 `low -A _. Of ---- 1.000 fee=, aad ba -he =ost upst=es spa=ea. 3. Cs --.c the __.e of r_^cen,=at_cn, de=er -_%c_ �.te-s'_�: of �_ `� -•_,--:ace tea'_-:-Z•-a-r.. ..ches pe= 'no=, --ma a a'rr_-=- =•_ 'c= a=ea9 where st_.- e for the d=ea u --de= st�c�:. c•_%es are a%a-'_i:.la use Blames D-4.1_ 2-r to -- s_,dz=d ^. .•e.Fcz areas where C. --me nem bee_. _ ^l_^e3 the Dzs--'C, use Plates D-4.3 t`•_c.:ch 0-4.7 to develop a -_-a _.ens -t_:-<!_ -on cc_tee. coe_`ic:e:.t of _-off, asinc the r__..:r coe=`_i- cce-_ c._ -,e wnich cc-esxa'o_s as closely as oossil:le vim`: t`:e scil, cove= type ad develomer= Of the d=—.ace area. Sta:.da_-d e; --:es b D' have be_. de•relexe' v .t e st=_ct cc-mcn`cae o_ ibz-andscap_.c ^rx core_. rne-e these z=e not a==licable, C -_-:es nay he developed usi:-c Plates -• __m __e ";'", t:e z=es c_ toe s•.:�d=ea __ ac=es - 6. Cs=_te Q - C-:+ `c= the svha=ea. 7. Yeasn=e the !eng== o= ='-cr to the xi=.= o= '-�+ of the n_r sZ!D- e� _ Lea der-s_e�. Deter _.e the velocity e= c�+ -- _ s eac^' -z- ___ xaic Q =- C`•e -_re or c-rrevz:.ce bei -.=c=: -s-' . a=ed (aa -_z- . On -_ ti=e, c= o?=^ c`a-=-=), Ls-.ythe_._�s a=ds a --d ve'_oc'-cet --ed z.lcve, c== -=t the act -__s .=e to t':r t=e of .._nce= -am=^ -`_ --- --_._ous sc z=ea to dete-4-e a new t -e of c^c_.m=mm_cn. ti_^._.� o a=.d the c Cal=_' ate Q .o= the new s'.:=Lea, cs_.c ste=s 3 -5.. new m_.e o` c'-.c==2Lm-c:. ?ema =-n a "xc", c= e _ enic 4 =c= all su 2929 m0 the 9V9te= t0 `�,__9 ?O-._ LV ad_ --Q is --- the :^Q cd� t=smmer_= 9J2=_.__. -�e_— the _e new S.:�a=ea t..^_.e 3L�a �C.. c C_ _ _lc- c0ncent-at-^ for the next SJ Z=ea c_•v:___a_ -- Sze- 'l. .. _..t=:_a tr.l_.0 Cc'-:S_ea= �. 4=11i ___•._C.. L.�l d -_mica v-=: a lateral d=a_- 4-.9 reached. RCrC 8 WCD rYCROLDGY MANUAL F7RATIONAL MSTHOO INSTRUCTIONS PL;:—,E C—( t( 0 �1z a, e'=—_ at tte •_t= c_ tie '_at_a1 i-� _' • ' Q d'V- to _.e -e, t:34-= the =e rX3 __—_.ed _. _.e the Q _n „___esx-d to '/Lth =tie longe= -e ed cC-ce-_aL_c-, .=.d <3• -,B, -3. co_ -==3 xc'- o the ___7:3.-f a=ee •_`. =`.e a.'.cr=e_ =e of cc^ce='-arc a'.d QP, =2 r==e=x=L to the teak Q z.'- ==e of c=c a the l aSta.4 h a•re t^.e sa=e =j: --d c= ccncan=mz-=, a=e added dL-ec,: v to c•.ta_ the Qom_ - Q:, Q3 the - -a=-Il a=eas have di"e=act --4-es Conde^t=a-r, the of the _=n->> Q's =s= !>e cc==acted as _o1'_a+s: e cscal case is •ah—e ._.e area ' -� t`.e '-c,- t_s c -se,, the X11— Q cs ce—acted w azt'_o c' the and added '_._ 1z==e= Q to ti:a_. c= rzB ax 'D =3 . . - c'_ has _._ '_a=ce= Q. _. _'s case-, t._ :s cc____t__ w a ratio of the =__ __ r_. �- _a_cn add added to the 1==e= (2 to cl:: —. _._ `_--•-_ peaic Q. ne t:.2:1_.c is the_. cc-t_:�ed dc.-ste_ •s:_ c Q� Q3 - QA RCFC 8 WCO Hy:)ROL0GY TAANUAL RA710NAL METHOD INSTRUCTIONS ?L—,= D -1(2a2) • ®) TC L W i :.i iU^:J. L ICO I, lAcximum len;;') =1C00, ?O _ 00 2. Mcximum crew - 10 Acres 900 80 < 70 a N b fl00 V Y cL+CO v 700 °0 s zoo of 7 J oo y m E 50so 0 _ — so e 50 > I E v �G 0 9 . > r o ; F- _ 20 10 '°�_ . D 3c L K A (I) I I—I 400 `o 30 Undevtiootd } o Good Cover —0 `� 2 12 350 25 Undeveloped�� �� I� o c L Fair Cover C % 14—J,.' 3C0 e Undeveloped Z 15 2g ?oar Corer_O I s single Family_� o 17 250 F �17 (I/4 AC - 250 15 o 14 Commeria . '4 . 19 1 o c (Pav � 20 0-200 13 S2 o � IZ ` Y — I- 3 ---Y �i S KY _ 150 0 l g IC � G 8 30 7 (1)L=550', H=5.O,K=sinrle .cmily(1/4Ac.) Deveiopment , Tc = 12.S min. 6 (2) L=550, H =5.0, K= Commercial 40 100 Development , Tc = 9.7 min. . 5 4 RCFC & WCD HYDROLOGY MANUAL Reterenct:5iDliogr-phy item Iia Z5. TIME Or CONCENTRATION FOR INITIAL SUBAREA PLAT= D-3 i4� -,= =- 11�;�/__ :� -sou'==='�•-- -- •-�--�-- ��=--_.._ ...: == �- �h/= /.:� l.'C::•c Cr"''! 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I r: yJ I /�� I '-/WAX «`RearoorslOrr A.L.MKwfM 1 %1-PrNID01 =R .i DIAr J / �i36 I l.,y '�- I sl orr� l• IfI 7jT.�jT�T.1�".'7i7.�77%T,!!77'TT17T%TIJI Jr/���'�C=_�\_ ,ti�J ' RA SC COORSE "©" <DoA*wrED SECTION XWMADC I R/W RW 60' r f � 40' wIN E MIK I J/II�ol1 I I JiQ�iN I.{ nnrDOr Arrnnor st oreCf /A.c.MVrwcl✓r / Kac coo' JC • 1DJM cm JY.I/1"Or SECTION "A" COMB/AICD 771K.)OWSJ Or MSC AND $(#WCC TV SE Dr IWINm Or SOIL Mr. w/NvwLwmti i nocAMSS TU arc xW4sl1NLrcmoTrrr. , ALL CU aAMD GMTDT TO BE MY A- 6, VNL CSS OA/CR%l5C SPCC/TIED. I SEE STD. NO, 212 FOR A.C. DIKE DETAIL 9 0 -T� co"3 d 6 6 — S' Ll • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 04/18/95 TRACT NO. 23066-4 BASIN 100 FN:A1 100 YEAR STORM ********* 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 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 380.000(Ft.) Top (of initial area) elevation = 1311.000(Ft.) Bottom (of initial area) elevation = 1259.700(Ft.) Difference in elevation = 51.300(Ft.) Slope = 0.13500 s(percent)= 13.50 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 6.265 min. Rainfall intensity = 5.544(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.856 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 = 6.170(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • Top of street segment elevation = 1259.700(Ft.) End of street segment elevation = 1236.800(Ft.) Length of street segment = 400.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 8.780(CFS) Depth of flow = 0.360(Ft.), Average velocity = 5.887(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.683(Ft.) Flow velocity = 5.89(Ft/s) Travel time = 1.13 min. TC = 7.40 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.852 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 Rainfall intensity = 5.060(In/Hr) for a 100.0 year storm Subarea runoff = 4.744(CFS) for 1.100(Ac.) Total runoff = 10.914(CFS) Total area = 2.400(Ac.) Street flow at end of street = 10.914(CFS) Half street flow at end of street = 10.914(CFS) Depth of flow = 0.382(Ft.), Average velocity = 6.197(Ft/s) Flow width (from curb towards crown)= 12.785(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from'Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1236.800(Ft.) End of street segment elevation = 1179.000(Ft.) Length of,,street segment = 680.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 • Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) v" 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 = 15.688(CFS) Depth of flow = 0.400(Ft.), Average velocity = 7.854(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.678(Ft.) Flow velocity = 7.85(Ft/s) Travel time = 1.44 min. TC = 8.84 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.848 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 Rainfall intensity = 4.587(In/Hr) for a 100.0 year storm Subarea runoff = 8.169(CFS) for 2.100(Ac.) Total runoff = 19.083(CFS) Total area = 4.500(Ac.) Street flow at end of street = 19.083(CFS) Half street flow at end of street = 19.083(CFS) Depth of flow = 0.423(Ft.), Average velocity = 8.232(Ft/s) Flow width (from curb towards crown)= 14.804(Ft.) End of computations, total study area = 4.50 (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 • 0 �BASIN�.,2'0' • r1 L J Riverside County Rational Hydrology Program • CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 04/18/95 TRACT NO. 23066-4 BASIN 200 FN:A2 100 YEAR STORM ********* 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 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 1311.000(Ft.) Bottom (of initial area) elevation = 1259.700(Ft.) Difference in elevation = 51.300(Ft.) Slope = 0.14657 s(percent)= 14.66 TC = k(0.390)*[(length'3)/(elevation change)]'0.2 Initial area time of concentration = 5.963 min. Rainfall intensity = 5.696(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.857 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 = 3.906(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ pi Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • Top of street segment elevation = 1259.700(Ft.) End of street segment elevation = 1236.800(Ft.) Length of street segment = 400.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 9.033(CFS) Depth of flow = 0.363(Ft.), Average velocity = 5.926(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.822(Ft.) Flow velocity = 5.93(Ft/s) Travel time = 1.12 min. TC = 7.09 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.853 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 Rainfall intensity = 5.180(In/Hr) for a 100.0 year storm Subarea runoff = 9.282(CFS) for 2.100(Ac.) Total runoff = 13.188(CFS) Total area = 2.900(Ac.) Street flow at end of street = ` 13.188(CFS) Half street flow at end of street = 13.188(CFS) Depth of flow = 0.403(Ft.), Average velocity = 6.483(Ft/s) Flow width (from curb towards crown)= 13.812(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1236.800(Ft.) End of street segment elevation = 1179.400(Ft.) Length of street segment = 680.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 . Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 16.144(CFS) Depth of flow = 0.404(Ft.), Average velocity = 7.887(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.858(Ft.) Flow velocity = 7.89(Ft/s) Travel time = 1.44 min. TC = 8.53 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 Rainfall intensity = 4.680(In/Hr) for a 100.0 year storm Subarea runoff = 5.165(CFS) for 1.300(Ac.) Total runoff = 18.353(CFS) Total area = 4.200(Ac.) Street flow at end of street = 18.353(CFS) Half street flow at end of street = 18.353(CFS) Depth of flow = 0.419(Ft.), Average velocity = 8.133(Ft/s) Flow width (from curb towards crown)= 14.594(Ft.) End of computations, total study area = 4.20 (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 r Ll O J 6 ~BASIN�*;300` -,Ra3occco-4 0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 04/18/95 --------------------------- TRACT NO. 23066-4 BASIN 300 FN:A3 100 YEAR STORM ********* 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 = 300.000(Ft.) Top (of initial area) elevation = 1246.000(Ft.) Bottom (of initial area) elevation = 1184.300(Ft.) Difference in elevation = 61.700(Ft.) Slope = 0.20567 s(percent)= 20.57 TC = k(0.710)*((length'3)/(elevation change)]"0.2 Initial area time of concentration = 9.538 min. Rainfall intensity = 4.399(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea 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) = 79.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 7.695(CFS) Total initial stream area = 2.100(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 7 Process from Point/Station 301.000 to Point/Station 302.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1184.30(Ft.) Downstream point elevation = 1182.00(Ft.) Channel length thru subarea = 100.00(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = 8.245(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 8.245(CFS) Depth of flow = 0.854(Ft.), Average velocity = 7.537(Ft/s) Channel flow top width = 2.562(Ft.) Flow Velocity = 7.54(Ft/s) Travel time = 0.22 min. Time of concentration = 9.76 min. Critical depth = 1.117(Ft.) Adding area flow to channel 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 Pervious area fraction = 0.500; Impervious fraction = 0.500 e Rainfall intensity = 4.344(In/Hr) for a 100.0 year storm Subarea runoff = 1.102(CFS) for 0.300(Ac.) Total runoff = 8.797(CFS) Total area = 2.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1182.000(Ft.) End of street segment elevation = 1177.900(Ft.) Length of street segment = 650.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 12.829(CFS) O Depth of flow = 0.551(Ft.), Average velocity = 2.751(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.03(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Q Flow velocity = 2.75(Ft/s) Travel time = 3.94 min. TC = 13.70 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.836 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 Rainfall intensity = 3.605(In/Hr) for a 100.0 year storm Subarea runoff = 6.630(CFS) for 2.200(Ac.) Total runoff = 15.427(CFS) Total area = 4.600(Ac.) Street flow at end of street = 15.427(CFS) Half street flow at end of street = 15.427(CFS) Depth of flow = 0.580(Ft.), Average velocity = 2.904(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.19(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) End of computations, total study area = 4.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.728 Area averaged RI index number = 73.6 0 0 9 Q J 'BASINK,7400 0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 04/18/95 ------------------------------------------------------------------- TRACT NO. 23066-4 BASIN 400 FN:A4 100 YEAR STORM ********* 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 400.000 to Point/Station 401.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 1184.500(Ft.) Bottom (of initial area) elevation = 1180.800(Ft.) Difference in elevation = 3.700(Ft.) Slope = 0.01057 s(percent)= 1.06 TC = k(0.390)*[(length"3)/(elevation change)] -0.2 Initial area time of concentration = 10.089 min. Rainfall intensity = 4.266(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 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.882(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ /a Process from Point/Station 401.000 to Point/Station 402.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** O Top of street segment elevation = 1180.800(Ft.) End of street segment elevation = 1176.700(Ft.) Length of street segment = 540.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 6.124(CFS) Depth of flow = 0.431(Ft.), Average velocity = 2.503(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.233(Ft.) Flow velocity = 2.50(Ft/s) Travel time = 3.60 min. TC = 13.69 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.836 O 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 Rainfall intensity = 3.607(In/Hr) for a 100.0 year storm Subarea runoff = 5.427(CFS) for 1.800(Ac.) Total runoff = 8.310(CFS) Total area = 2.600(Ac.) Street flow at end of street = 8.310(CFS) Half street flow at end of street = 8.310(CFS) Depth of flow = 0.471(Ft.), Average velocity = 2.695(Ft/s) Flow width (from curb towards crown)= 17.195(Ft.) End of computations, total study area = 2.60 (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 O O ol I O Riverside County Rational Hydrology Program O CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 04/20/95 --------------------------------------------------------------------- TRACT NO. 23066-4 HYDROLOGY CALCULATIONS FOR LINE "A" FOR SUB -BASINS 100,200,300 & 400 FN:A5 100 YEAR STORM --------------------------------------------------------------------- ********* 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 202.000 to Point/Station 203.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 4.687(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.849 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 User specified values are as follows: TC = 8.50 min. Rain intensity = 4.69(In/Hr) Total area = 4.20(Ac.) Total runoff = 18.40(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 500.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** OUpstream point/station elevation = 71.60(Ft.) Downstream point/station elevation = 70.98(Ft.) Pipe length = 53.18(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.400(CFS) fv _7'ea"_�o6 6 - 5;e Given pipe size = 24.00(In.) Calculated individual pipe flow = 18.400(CFS) Normal flow depth in pipe = 15.56(In.) O Flow top width inside pipe = 22.92(In.) Critical Depth = 18.54(In.) Pipe flow velocity = 8.54(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 8.60 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 500.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 4.200(Ac.) Runoff from this stream = 18.400(CFS) Time of concentration = 8.60 min. Rainfall intensity = 4.656(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 4.599(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/2 Acre Lot) Runoff Coefficient = 0.838 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 = 0.600; Impervious fraction = 0.400 User specified values are as follows: TC = 8.80 min. Rain intensity = 4.60(In/Hr) Total area = 4.50(Ac.) Total runoff = 19.10(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 500.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 72.00(Ft.) Downstream point/station elevation = 70.98(Ft.) Pipe length = 40.68(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.100(CFS) Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 3.046(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 1.345(Ft.) Minor friction loss = 2.721(Ft.) K -factor = 1.50 O Pipe flow velocity = 10.81(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.86 min. O ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 500.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.500(Ac.) Runoff from this stream = 19.100(CFS) Time of concentration = Rainfall intensity = Summary of stream data: Stream Flow rate No. (CFS) 8.86 min. 4.581(In/Hr) TC Rainfall Intensity (min) (In/Hr) 1 18.400 8.60 4.656 2 19.100 8.86 4.581 Largest stream flow has longer time of concentration QP = 19.100 + sum of Qb Ia/Ib 18.400 * 0.984 = 18.102 Qp = 37.202 Total of 2 main streams to confluence: Flow rates before confluence point: 18.400 19.100 Area of streams before confluence: 4.200 4.500 Results of confluence: Total flow rate = 37.202(CFS) Time of concentration = 8.863 min. Effective stream area after confluence = 8.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 501.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 70.98(Ft.) Downstream point/station elevation = 69.78(Ft.) Pipe length = 104.71(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 37.202(CFS) Given pipe size = 24.00(In.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 4.897(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 2.831(Ft.) Minor friction loss = 3.266(Ft.) K -factor = 1.50 Pipe flow velocity = 11.84(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 9.01 min. O++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 501.000 **** CONFLUENCE OF MAIN STREAMS **** /9L The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.700(Ac.) O Runoff from this stream = 37.202(CFS) Time of concentration = 9.01 min. Rainfall intensity = 4.539(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 3.605(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.836 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 User specified values are as follows: TC = 13.70 min. Rain intensity = 3.61(In/Hr) Total area = 4.60(Ac.) Total runoff = 15.40(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 501.000 O**** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 72.88(Ft.) Downstream point/station elevation = 70.78(Ft.) Pipe length = 29.02(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 15.400(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 15.400(CFS) Normal flow depth in pipe = 9.47(In.) Flow top width inside pipe = 17.98(In.) Critical Depth = 16.97(In.) Pipe flow velocity = 16.33(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 13.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 501.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.600(Ac.) Runoff from this stream = 15.400(CFS) Time of concentration = 13.73 min. Rainfall intensity = 3.601(In/Hr) OProgram is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.f-+ Process from Point/Station 401.000 to Point/Station 402.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 3.606(In/Hr) for a 100.0 year storm O SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.836 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 User specified values are as follows: TC = 13.69 min. Rain intensity = 3.61(In/Hr) Total area = 2.60(Ac.) Total runoff = 8.30(CFS) L 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 501.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 73.32(Ft.) Downstream point/station elevation = 70.78(Ft.) Pipe length = 17.22(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.300(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 8.300(CFS) Normal flow depth in pipe = 5.54(In.) Flow top width inside pipe = 16.61(In.) Critical Depth = 13.39(In.) Pipe flow velocity = 17.96(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 13.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 501.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.600(Ac.) Runoff from this stream = 8.300(CFS) Time of concentration = 13.71 min. Rainfall intensity = 3.604(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 37.202 9.01 4.539 2 15.400 13.73 3.601 3 8.300 13.71 3.604 Largest stream flow has longer or shorter time of concentration Qp = 37.202 + sum of Qa Tb/Ta 15.400 * 0.656 = 10.106 Qa Tb/Ta 8.300 * 0.657 = 5.456 Qp = 52.765 16 Total of 3 main streams to confluence: Flow rates before confluence point: O 37.202 15.400 8.300 Area of streams before confluence: 8.700 4.600 2.600 Results of confluence: Total flow rate = 52.765(CFS) Time of concentration = 9.010 min. Effective stream area after confluence = 15.900(Ac.) End of computations, total study area = 15.90 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.528 Area averaged RI index number = 69.0 O O /7 a O 0 BASIN `;100. .:.4 :.a.:::.a:,........ Riverside County Rational Hydrology Program O CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 04/18/95 --------------------------------------------------------------------- TRACT NO. 23066-4 BASIN 100 FN:A10 10 YEAR STORM --------------------------------------------------------------------- ********* 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) = 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 0! ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 380.000(Ft.) Top (of initial area) elevation = 1311.000(Ft.) Bottom (of initial area) elevation = 1259.700(Ft.) Difference in elevation = 51.300(Ft.) Slope = 0.13500 s(percent)= 13.50 TC = k(0.390)*[(length'3)/(elevation change))'0.2 Initial area time of concentration = 6.265 min. Rainfall intensity = 3.464(In/Hr) for a 10.0 year storm 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 Pervious area fraction = 0.500; Impervious fraction = 0.500 O Initial subarea runoff = 3.754(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.500 �a ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** O Top of street segment elevation = 1259.700(Ft.) End of street segment elevation = 1236.800(Ft.) Length of street segment = 400.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 5.342(CFS) Depth of flow = 0.315(Ft.), Average velocity = 5.250(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.438(Ft.) Flow velocity = 5.25(Ft/s) Travel time = 1.27 min. TC = 7.53 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.828 O 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 Rainfall intensity = 3.129(In/Hr) for a 10.0 year storm Subarea runoff = 2.849(CFS) for 1.100(Ac.) Total runoff = 6.603(CFS) Total area = 2.400(Ac.) Street flow at end of street = 6.603(CFS) Half street flow at end of street = 6.603(CFS) Depth of flow = 0.334(Ft.), Average velocity = 5.509(Ft/s) Flow width (from curb towards crown)= 10.353(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1236.800(Ft.) End of street segment elevation = 1179.000(Ft.) Length of street segment = 680.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In ) V 64J —11040, 0 ��! 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 O Estimated mean flow rate at midpoint of street = 9.491(CFS) Depth of flow = 0.349(Ft.), Average velocity = 6.975(Ft/s) Streetflow hydraulics at midpoint of street travel: O L11 Halfstreet flow width = 11.109(Ft.) Flow velocity = 6.97(Ft/s) Travel time = 1.62 min. TC = 9.16 Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) 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) = 69.00 Pervious area fraction = 0.500; Impervious Rainfall intensity = 2.811(In/Hr) for Subarea runoff = 4.845(CFS) for 2 min. fraction = 0.500 a 10.0 year storm .100(Ac.) Total runoff = 11.448(CFS) Total area = 4.500(Ac.) Street flow at end of street = 11.448(CFS) Half street flow at end of street = 11.448(CFS) Depth of flow = 0.367(Ft.), Average velocity = 7.288(Ft/s) Flow width (from curb towards crown)= 12.017(Ft.) End of computations, total study area = 4.50 (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 Ll '200; O Riverside County Rational Hydrology Program O CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 04/18/95 --------------------------------------------------------------------- TRACT NO. 23066-4 BASIN 200 FN:A20 10 YEAR STORM --------------------------------------------------------------------- ********* 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) = 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++++++++++t+++++++++++++t+t++++++++++++++++++++++++t++++++++t++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 1311.000(Ft.) Bottom (of initial area) elevation = 1259.700(Ft.) Difference in elevation = 51.300(Ft.) Slope = 0.14657 s(percent)= 14.66 TC = k(0.390)*((length-3)/(elevation change)] -0.2 Initial area time of concentration = 5.963 min. Rainfall intensity = 3.559(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.835 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 = 2.378(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.500 zf ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** • Top of street segment elevation = 1259.700(Ft.) End of street segment elevation = 1236.800(Ft.) Length of street segment = 400.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (13 side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 5.499(CFS) Depth of flow = 0.318(Ft.), Average velocity = 5.284(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.560(Ft.) Flow velocity = 5.28(Ft/s) Travel time = 1.26 min. TC = 7.22 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.829 • 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 Rainfall intensity = 3.202(In/Hr) for a 10.0 year storm Subarea runoff = 5.576(CFS) for 2.100(Ac.) Total runoff = 7.953(CFS) Total area = 2.900(Ac.) Street flow at end of street = 7.953(CFS) Half street flow at end of street = 7.953(CFS) Depth of flow = 0.351(Ft.), Average velocity = 5.752(Ft/s) Flow width (from curb towards crown)= 11.207(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1236.800(Ft.) End of street segment elevation = 1179.400(Ft.) Length of street segment = 680.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 • Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Z.Z 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 = 9.736(CFS) Depth of flow = 0.352(Ft.), Average velocity = 6.998(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.246(Ft.) Flow velocity = 7.00(Ft/s) Travel time = 1.62 min. TC = 8.84 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.822 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 Rainfall intensity = 2.865(In/Hr) for a 10.0 year storm Subarea runoff = 3.062(CFS) for 1.300(Ac.) Total runoff = 11.016(CFS) Total area = 4.200(Ac.) Street flow at end of street = 11.016(CFS) Half street flow at end of street = 11.016(CFS) Depth of flow = 0.364(Ft.), Average velocity = 7.203(Ft/s) Flow width (from curb towards crown)= 11.843(Ft.) End of computations, total study area = 4.20 (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 • 23 0 i..BASIN, 30 E • \J • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 04/18/95 ----------------- TRACT NO. 23066-4 BASIN 300 FN:A30 10 YEAR STORM ********* 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) = 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 = 5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 300.000(Ft.) Top (of initial area) elevation = 1246.000(Ft.) Bottom (of initial area) elevation = 1184.300(Ft.) Difference in elevation = 61.700(Ft.) Slope = 0.20567 s(percent)= 20.57 TC = k(0.710)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.538 min. Rainfall intensity = 2.749(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea 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) = 79.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.602(CFS) Total initial stream area = 2.100(Ac.) Pervious area fraction = 1.000 Z 4' ++++++++++++++++++++++++++t+++++++++++++++t++++++++++++++t+++++++++t++ Process from Point/Station 301.000 to Point/Station 302.000 **** IMPROVED CHANNEL TRAVEL TIME **** • Upstream point elevation = 1184.30(Ft.) Downstream point elevation = 1182.00(Ft.) Channel length thru subarea = 100.00(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 1.500 Slope or 'Z' of right channel bank = 1.500 Estimated mean flow rate at midpoint of channel = 4.930(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 4.930(CFS) Depth of flow = 0.704(Ft.), Average velocity = 6.627(Ft/s) Channel flow top width = 2.113(Ft.) Flow Velocity = 6.63(Ft/s) Travel time = 0.25 min. Time of concentration = 9.79 min. Critical depth = 0.922(Ft.) Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.819 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 Rainfall intensity = 2.710(In/Hr) for a 10.0 year storm Subarea runoff = 0.665(CFS) for 0.300(Ac.) Total runoff = 5.267(CFS) Total area = 2.400(Ac.)' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1182.000(Ft.) End of street segment elevation = 1177.900(Ft.) Length of street segment = 650.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 7.681(CFS) • Depth of flow = 0.472(Ft.), Average velocity = 2.465(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.290(Ft.) Flow velocity = 2.46(Ft/s) Travel time = 4.40 min. TC = 14.19 min. y,S Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.804 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 Rainfall intensity = 2.210(In/Hr) for a 10.0 year storm Subarea runoff = 3.908(CFS) for 2.200(Ac.) Total runoff = 9.175(CFS) Total area = 4.600(Ac.) Street flow at end of street = 9.175(CFS) Half street flow at end of street = 9.175(CFS) Depth of flow = 0.497(Ft.), Average velocity = 2.574(Ft/s) Flow width (from curb towards crown)= 18.542(Ft.) End of computations, total study area = 4.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.728 Area averaged RI index number = 73.6 • 2G $AS-- 400 0 0 Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Version 3.3 Rational Hydrology Study Date: 04/18/95 TRACT NO. 23066-4 BASIN 400 FN:A40 10 YEAR STORM ********* 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) = 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 400.000 to Point/Station 401.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 1184.500(Ft.) Bottom (of initial area) elevation = 1180.800(Ft.) Difference in elevation = 3.700(Ft.) Slope = 0.01057 s(percent)= 1.06 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.089 min. Rainfall intensity = 2.665(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 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.743(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.500 21 • 0 Process from Point/Station 401.000 to Point/Station 402.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1180.800(Ft.) End of street segment elevation = 1176.700(Ft.) Length of street segment = 540.000(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 = 12.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 3.703(CFS) Depth of flow = 0.375(Ft.), Average velocity = 2.219(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.418(Ft.) Flow velocity = 2.22(Ft/s) Travel time = 4.06 min. TC = 14.14 Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.804 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 Rainfall intensity = 2.213(In/Hr) for Subarea runoff = 3.203(CFS) for Total runoff = 4.946(CFS) Total area min. fraction = 0.500 a 10.0 year storm 1.800(Ac.) 2.600(Ac.) Street flow at end of street = 4.946(CFS) Half street flow at end of street = 4.946(CFS) Depth of flow = 0.406(Ft.), Average velocity = 2.377(Ft/s) Flow width (from curb towards crown)= 13.978(Ft.) End of computations, total study area = 2.60 (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 -Oi *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** *************************************************************************** iCATCH BASIN NO. 1 NODE 103 ***************************************************************************** This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .020500 (Ft./Ft.) = 2.0500 Given Flow Rate = 19.10 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) = .0205 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.) = Slope from Grade Break to Crown (Ft./Ft.) = Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft./Ft.) = Depth of flow = .370 (Ft.) Average Velocity = 4.78 (Ft./Sec.) •.Channel flow top width = 20.00 (Ft.) • (Ft.) = 12.00 .017 .017 10.00 .025 Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.00 Flow Velocity(Ft./Sec.) = 4.79 Depth*Velocity = Flow rate of street channel (CFS) = 19.10 1.77 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 20.00 Subchannel Critical Flow Velocity(Ft./Sec.) = 3.131 Subchannel Critical Flow Area(Sq. Ft.) = 6.10 Froude Number Calculated = .999 Subchannel Critical Depth = .475 W =21-%j = 1'&) Q = '�•IZ�I?�� 101•I 29 I ro `T'r ****** CHANNEL FLOW CALCULATIONS ****** CATCH BASIN NO. 1 DEPTH CALC. FOR GRATE CAPACITY ***************************************************************************** This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .020500 (Ft./Ft.) = 2.0500 Given Flow Rate = 10.90 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) = .0205 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.) = Slope from Grade Break to Crown (Ft./Ft.) = Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft./Ft.) = Depth of flow = .304 (Ft.) Average Velocity = 4.00 (Ft./Sec.) Channel flow top width = 17.91 (Ft.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) Flow Velocity(Ft./Sec.) = Flow rate of street channel CRITICAL FLOW CALCULATIONS Subchannel Critical Flow Subchannel Critical Flow Subchannel Critical Flow Froude Number Calculated Subchannel Critical Depth p = 0.304 UI, 2Z - q = 3,5C OTa(PL " 8.2 -1 '*,�.0. (� �Iq•I - Il'2 - (Ft.) = 12.00 .017 .017 10.00 .025 = 17.91 4.00 Depth*Velocity = 1.22 (CFS) = 10.90 FOR CHANNEL NO. 1: Top Width(Ft.) = 20.00 Velocity(Ft./Sec.) = 2.600 Area(Sq. Ft.) = 4.19 = 1.001 .380 KZ Elr� 1 9 �g FwuD g� iD Gb MO. 3 3o L 3 r� r L GA ip' Ell OFFIC, STANDARD NO iOS 3I ,-CURS LING GA4�I/G4 j.l I j FLOW IICONCRETE' _GUTTER GRATING & GUTTER PLAN C UNE `CURB I j I I fl I I CONC.GUTTER" 1-I�2- TYPICAL HALF STREET SECT !ON' ! .3�j (ABOVE BASIN) I L— NOTES L THIS CHART GIVES G^n ATiitG CA/P4CiT:ES OF STANDARD CITY GrATINCS ISTANOif!C -3u FLAN NO 4-25231 DEVELOPEC F:: ?:YL- RAUUC 'MODEL STUDIES 70F VAFIOUS W:_;=_ 'u OF ON THE iNOICATEii SLOrL. Z. THIS CHART IS AP?L:CABLE ONLY TO COK- i - - 41 DITIONS SHOMK ON TY.- Ao0'i '= "e'iCH. ..,fl: r.L_.. . . _ .. L_ ._.. .I ._ j .i . . .._ _ 3.: ._ .. I ... ..:.... ...... ..... _ _i...._....__I I. 5 vi Fi:;lj! .. : '.::' ri _:i GR .ATIPiG .NC t l I .._. i :: I :. -- i ( 3 . , .:►: , , - :: 34 _._ ..'.�'; ART DESIGN GH ART LL -22 I SHOEF c_CT OF SLOPE ! j GRATING CAPACiTIcS I BUREAU OF ENGINEERING -CITY OF LOS ANGELESI DEPARTMENT OF PUBLIC WORKS Tr _ STORM DRAIN DESIGN DIVISION i TT.'' '�'- ';` ' ;•' `� !�;� W.O. 51005 MARCH,1957 _H ::ls j '_l DESIGNED BY F.J.D.a W.H.T. DRAWN BY O.C.S. 3I *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** *************************************************************************** • CATCH BASIN NO. Z NODE 203 ***************************************************************************** This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .020500 (Ft./Ft.) = 2.0500 $ Given Flow Rate = 18.40 Cubic Feet/Second Ll *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0205 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.) _ Slope from Grade Break to Crown (Ft./Ft.) _ Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft./Ft.) _ Depth of flow = .365 (Ft.) Average Velocity = 4.71 (Ft./Sec.) Channel flow top width = 20.00 (Ft.) (Ft.) = 12.00 .017 .017 10.00 .025 Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.00 Flow Velocity(Ft./Sec.) = 4.72 Depth*Velocity = Flow rate of street channel (CFS) = 18.40 1.72 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 20.00 Subchannel Critical Flow Velocity(Ft./Sec.) = 3.095 Subchannel Critical Flow Area(Sq. Ft.) = 5.95 Froude Number Calculated = 1.000 Subchannel Critical Depth = .468 U - -2�' - �5 = 2 �; LL-IZ 85 �'s c 10, !v G S 6�, = I,?�•q, — (0. Ce - 1-S cis 3 Z" *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** •*************************************************************************** CATCH BASIN NO. 2 DEPTH CALL. FOR GRATE CAPACITY ***************************************************************************** This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .020500 (Ft./Ft.) = 2.0500 $ Given Flow Rate = 7.80 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0205 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 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.) _ .025 Depth of flow = .269 (Ft.) Average Velocity = 3.68 (Ft./Sec.) .Channel flow top width = 15.80 (Ft.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 15.80 Flow Velocity(Ft./Sec.) = 3.68 Depth*Velocity = .99 Flow rate of street channel (CFS) = 7.80 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 19.85 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.330 Subchannel Critical Flow Area(Sq. Ft.) = 3.35 Froude Number Calculated = 1.000 Subchannel Critical Depth = .337 p : p.2gq �R- LL Zai Qom= J$,4 - IZ,e : 5.&, 61::f -D -3F MJ-��) ib �'10•:5 0 33 22 41 -CURB LINE GRATING 2 FLOW _ I]CONCRETE .GUTTER GRATING 5 GUTTER PLAN OFFIC'c STAiVOaRD ".G io9 r_ CURB LINE 20 e' I CONC. GUTTER' IY2 TYPICAL HALF STREET SEC T i0k I .3�j (ABOVE BASIN) NOTcS L THIS CHART GIVES GRATING C:.?ACIT:ES OF STANDARD CITY GRATIN23 (STi.NG3F:C FLAN NO 0,1-2523) DEVELOPED RAULIC YODEL STUDIES FOR VAFIDUS YL—i= OF '13 GN THE iNDICATED SLG?::. / .[_ Z. THIS CHART IS AP?LiCABLE ONLY TO COk- i r ::._ •� _ ''- 1.x.1 OITIONS SHOWN ON TY._ 4oO.E M: 14� '/ i _ �L- t P. 0. ..:. ... 'I .. .� 77 a .:7 DESIGN CHART LL -22 SHO`.viNG EFFECT OF SLOPE GRATING CAPACME.S ' :BUREAU OF ENGINEERING -CITY OF LOS ANGELES; DEPARTMENT OF PUBLIC WORKS L6 P k.. STORM DRAIN DESIGN DIVISION W.O. 51005 MARCH,'9 i:..':,;: is • _ I I. [/ / i- j !?;; DESIGNED BY: F.J.D.& W.H.T. DRAWN BY'. O.G.S. M: *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** •*************************************************************************** CATCH BASIN NO. 3 NODE 303 This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .006800 (Ft./Ft.) _ .6800 Given Flow Rate = 28.90 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0068 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.) _ Slope from Grade Break to Crown (Ft./Ft.) _ Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft./Ft.) _ Depth of flow = .536 (Ft.) Average Velocity = 3.94 (Ft./Sec.) ,Average flow top width = 21.43 (Ft.) (Ft.) = 12.00 .017 .017 10.00 .025 WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.00 Flow Velocity(Ft./Sec.) = 3.94 Depth*Velocity = 2.11 Flow rate of street channel (CFS) = 28.90 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 23.44 Subchannel Critical Flow Velocity(Ft./Sec.) = 3.413 Subchannel Critical Flow Area(Sq. Ft.) = 8.47 Froude Number Calculated = 1.001 Subchannel Critical Depth = .586 22-17 t 1.426 (Ft.) • F5 — f �o . = 12 Cp G o w Tb 6;4j 3� ICS *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** *************************************************************************** • CATCH BASIN NO. 4 ***************************************************************************** This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .006800 (Ft./Ft.) _ .6800 Given Flow Rate = 12.60 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0068 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.) _ Slope from Grade Break to Crown (Ft./Ft.) _ Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft./Ft.) _ Depth of flow = .431 (Ft.) Average Velocity = 2.91 (Ft./Sec.) • Channel flow top width = 20.00 (Ft.) (Ft.) = 12.00 .017 .017 10.00 .025 Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 20.00 Flow Velocity(Ft./Sec.) = 2.91 Depth*Velocity = 1.12 Flow rate of street channel (CFS) = 12.60 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 20.00 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.726 Subchannel Critical Flow Area(Sq. Ft.) = 4.62 Froude Number Calculated = 1.000 Subchannel Critical Depth = .401 uu, C-6NVC t:;, . 36- *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** . CATCH BASIN NO. 5 NODE 402 100 YR. STORM ***************************************************************************** This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .006800 (Ft./Ft.) _ .6800 % Given Flow Rate = 8.30 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0068 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 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.) _ .025 Depth of flow = .338 (Ft.) Average Velocity = 2.47 (Ft./Sec.) •Channel flow top width = 19.89 (Ft.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 19.89 Flow Velocity(Ft./Sec.) = 2.47 Depth*Velocity = .84 Flow rate of street channel (CFS) = 8.30 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 20.00 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.373 Subchannel Critical Flow Area(Sq. Ft.) = 3.50 Froude Number Calculated = 1.000 Subchannel Critical Depth = .345 i).�`I/t 37 *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** *************************************************************************** iATCH BASIN NO. 1 NODE 103 10 YR. STORM ***************************************************************************** This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .020500 (Ft./Ft.) = 2.0500 Given Flow Rate = 11.40 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0205 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.) _ Slope from Grade Break to Crown (Ft./Ft.) _ Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft./Ft.) _ Depth of flow = .310 (Ft.) verage Velocity = 4.04 (Ft./Sec.) NIFChannel flow top width = 18.21 (Ft.) (Ft.) = 12.00 .017 .017 10.00 .025 Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 18.21 Flow Velocity(Ft./Sec.) = 4.04 Depth*Velocity = Flow rate of street channel (CFS) = 11.40 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) _ Subchannel Critical Flow Velocity(Ft./Sec.) _ Subchannel Critical Flow Area(Sq. Ft.) _ Froude Number Calculated = 1.000 Subchannel Critical Depth = .386 1.25 20.00 2.638 4.32 • )s *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** *************************************************************************** CATCH BASIN NO. 1 DEPTH CALC. FOR GRATE CAPACITY 10 YR. STORM **************************************************************************** This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .020500 (Ft./Ft.) = 2.0500 Given Flow Rate = 5.10 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0205 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 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.) _ .025 Depth of flow = .229 (Ft.) Average Velocity = 3.31 (Ft./Sec.) •Channel flow top width = 13.47 (Ft.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 13.47 Flow Velocity(Ft./Sec.) = 3.31 Depth*Velocity = .76 Flow rate of street channel (CFS) = 5.10 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 16.75 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.140 Subchannel Critical Flow Area(Sq. Ft.) = 2.38 Froude Number Calculated = 1.000 Subchannel Critical Depth = .285 <0 Qc� = f I ' A- - b = 3.4 1-0 C� 0 3rl ,-CURB LINE GRATING I 1 z' \2:� Lss .B"C F a l- FLOW CICONCRETE L.GUTTER GRATING 5 GUTTER PLAN r CURB LINE 20' 21----- �--- CONC. GUTTER' -1i2.' . I TYPICAL HALF STREET SECTION (ABOVE BASIN) _ .. �sl NOTES I L THIS CHART GIVES GRATING CAP.9.Ci7:ES OF STANDARD CITY GRATIN -25' (S Tn NOARC i PLAN NO b-2523? DEVELOPED F%ou };Yu- I 1 �: ., I__j , RAULIC li00EL STUDIES 7GF VAFiJUS ' OF �V ON THE INDICATED SLOr:C. ' .. i C: j 2. THIS CH ? ART IS APLiCABLE ONLY TO COI,- I DITIONS SHOWN ON THE AZCV8 Z ETC H I r 1 i• _ I 7_71- VI I .. 6Z..._...I;. s vi =;:I :. .:: i .. _,:IGRATItvG Nr_ 4 .I I :/a. f :i _� - i -.i' I.. , - is - e r _ V.: DESIGN CHART LL iI: ii'i l" :I SHO`•YING E. ,-Ei T OF SLOPE GRATING CAPACITIES p� :BUREAU OF ENGINEERING -CITY OF LOS ANGELES! j ) ;± DEPARTMENT OF PUBLIC WORKS 140 "'''!""' STORM DRAIN DESIGN DIVISION V W.O. 51005 MARCH,1957 ..;i;!;�:::` ..:..i� !l l; DESIGNED BY F. WO. W.H.T. DRAWN BY O.G.S. .15 2 .3 4 .5 .6 .7 .8 .9 1.0 15 *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** •*************************************************************************** CATCH BASIN NO. 2 DEPTH CALC. FOR GRATE CAPACITY 10 YR. STORM ***************************************************************************** This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .020500 (Ft./Ft.) = 2.0500 Given Flow Rate = 2.90 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) = .0205 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.) = Slope from Grade Break to Crown (Ft./Ft.) = Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft./Ft.) = Depth of flow = .185 (Ft.) Average Velocity = 2.87 (Ft./Sec.) ,Average flow top width = 10.90 (Ft.) (Ft.) = 12.00 .017 .017 10.00 .025 Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 10.90 Flow Velocity(Ft./Sec.) = 2.87 Depth*Velocity = Flow rate of street channel (CFS) = 2.90 53 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 13.36 Subchannel Critical Flow Velocity(Ft./Sec.) = 1.913 Subchannel Critical Flow Area(Sq. Ft.) = 1.52 Froude Number Calculated = 1.000 Subchannel Critical Depth = .227 Q��= �•) i- 1,G • �? �� i i - q . � 1. � cis 'i"D �g� �,a . 3 4/ *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** W*************************************************************************** ATCH BASIN NO. 2 NODE 203 10 YR. STORM This software prepared for: Ranpac Corporation CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .020500 (Ft./Ft.) = 2.0500 $ Given Flow Rate = 11.00 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0205 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 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.) _ .025 Depth of flow = .305 (Ft.) Average Velocity = 4.01 (Ft./Sec.) •sChannel flow top width = 17.97 (Ft.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 17.97 Flow Velocity(Ft./Sec.) = 4.01 Depth*Velocity = 1.22 Flow rate of street channel (CFS) = 11.00 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 20.00 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.607 Subchannel Critical Flow Area(Sq. Ft.) = 4.22 Froude Number Calculated = 1.000 Subchannel Critical Depth = .351 `OsJf7,-)� :2�7, q, L, L, — I+ 0 1qz El GA... L = > = t, OFFICE STA;V^vARG NIG iO3 L 1.0 , FLOW IICONCRETE _ ;GUTTER & GUTTER PLAN I' GRATING L' CURB UNE CONC. GUTTER% tY2 TYPICAL HALF STREET SECTION { (ABOVE BASIN) NOTES L THIS CHART GIVES GRATING OF STANOARO CtTY GRATIN4S (STANG3RJ I , PLAN NO F-2523) 6EVELOPEC Fi:00: � � � RAULIC MODEL STUDIES 70P VARIOUS Wi _;XZ � i � � rk � � � � - � ; i C, OF _V ON 'RE iNOiCATEL SLG?C. .... / ' .:.[ _ .. .:.. ._ .:i• i I �' Y/"'-•-_.-._ Z. THIS CHART :S AP?L:CABLE ONLY TO COk' -�1_ Imo! .,X£TCH. OITIONS SHOWN ON TY._ A3CV:j •.. .. - - i w 9 cn ..... i .... .. l._ - .I. jiW .......... ::...:.:..... :. ..: {::..;.__..: ;'" :icy 5 vi.:j;.° :. E: -::.._:;.IGRATING NO :.:::__:o': :I / fDESIGN, CHAHT LL -22 1Y SHO+AIING EFFECT Or SLOPE I .. GRATING CAPACITIES BUREAU OF ENGINEERING—CITY OF LOS ANGELES; } DEPARTMENT OF PUBLIC WORKS -=— STORM DRAIN DESIGN DIVISION W.O. 51005 MARCH,1957 i' i:: j !I DESIGNED BY F.J.D.& W.H.T. DRAWN BY O.G.S. N *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** *************************************************************************** • CATCH BASIN NO. 3 NODE 303 10 YR. STORM ***************************************************************************** This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .006800 (Ft./Ft.) _ .6800 Given Flow Rate = 13.90 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0068 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.) _ Slope from Grade Break to Crown (Ft./Ft.) _ Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft./Ft.) _ Depth of flow = .400 (Ft.) Average Velocity = 3.02 (Ft./Sec.) •Channel flow top width = 20.00 (Ft.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) Flow Velocity(Ft./Sec.) _ Flow rate of street channel CRITICAL FLOW CALCULATIONS Subchannel Critical Flow Subchannel Critical Flow Subchannel Critical Flow Froude Number Calculated Subchannel Critical Depth 0 (Ft.) = 12.00 .017 .017 10.00 .025 = 20.00 3.03 Depth*Velocity = 1.21 (CFS) = 13.90 FOR CHANNEL NO. 1: Top Width(Ft.) = 20.00 Velocity(Ft./Sec.) = 2.819 Area(Sq. Ft.) = 4.94 = 1.000 _ .417 q6f *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** •CATCH BASIN NO. 4 10 YR. STORM ***************************************************************************** This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .006800 (Ft./Ft.) _ .6800 % Given Flow Rate = 3.40 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0068 Mannings "n" value for street = .015 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break (Ft.) = 12.00 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.) _ .025 Depth of flow = .242 (Ft.) verae Ve ocity = 1.97 (Ft./Sec.) Wghannel flow top width = 14.23 (Ft.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 14.23 Flow Velocity(Ft./Sec.) = 1.98 Depth*Velocity = .48 Flow rate of street channel (CFS) = 3.40 CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 14.24 Subchannel Critical Flow Velocity(Ft./Sec.) = 1.974 Subchannel Critical Flow Area(Sq. Ft.) = 1.72 Froude Number Calculated = 1.000 Subchannel Critical Depth = .242 f(L LU 14 0 GjrS ) ; 14 CT -S. 4- *************************************************************************** ****** CHANNEL FLOW CALCULATIONS ****** *************************************************************************** CATCH BASIN NO. 5 NODE 402 10 YR. STORM This software prepared for: Ranpac Corporation ***************************************************************************** CALCULATE DEPTH OF FLOW GIVEN: Channel Slope = .006800 (Ft./Ft.) _ .6800 $ Given Flow Rate = 4.90 Cubic Feet/Second *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0068 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.) _ Slope from Grade Break to Crown (Ft./Ft.) _ Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line (Ft./Ft.) _ Depth of flow = .277 (Ft.) Average Velocity = 2.17 (Ft./Sec.) •Channel flow top width = 16.31 (Ft.) (Ft.) _ .017 .017 10.00 .025 Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 16.31 Flow Velocity(Ft./Sec.) = 2.16 Depth*Velocity = Flow rate of street channel (CFS) = 4.90 12.00 M] CRITICAL FLOW CALCULATIONS FOR CHANNEL NO. 1: Subchannel Critical Flow Top Width(Ft.) = 16.47 Subchannel Critical Flow Velocity(Ft./Sec.) = 2.123 Subchannel Critical Flow Area(Sq. Ft.) = 2.31 Froude Number Calculated = 1.000 Subchannel Critical Depth = .280 • (J - •'J : \ � 2� >, � , 0,771 - C.D . I C �' 4: � CSS '����3066 - % 4& 9 G el� v i 47 0 LINE A i• T1 LINE "A" T2 STARTING HGL iJ STA. 7+89.55 LINE "C"(A.D. 159) T3 = STA. 8+43.97 LINE "A" WS=67.3 843.97 61.33 1 67.30 906.90 64.74 1 .013 JX 907.00 64.75 3 2 .013 16.9 65.00 R 996.00 69.28 3 .013 JX 1000.00 69.32 6 4 5.013 9.8 6.4 70.78 R 1030.00 69.65 6 .013 JX 1031.00 69.66 6 7 .013 12.6 70.16 R 1102.78 70.46 6 .013 JX 1106.78 70.96 10 9 .013 11.2 71.46 R 1157.89 71.60 10 .013 SH 1157.89 71.60 10 71.60 CD 1 4 0 .00 2.50 .00 .00 .00 .00 CD 2 4 0 .00 2.00 .00 .00 .00 .00 CD 3 4 0 .00 2.50 .00 .00 .00 .00 CD 4 4 0 .00 1.50 .00 .00 .00 .00 CD 5 4 0 .00 2.00 .00 .00 .00 .00 CD 6 4 0 .00 2.50 .00 .00 .00 .00 CD 7 4 0 .00 1.50 .00 .00 .00 .00 CD 8 4 0 .00 2.50 .00 .00 .00 .00 cD 9 4 0 .00 1.50 .00 .00 .00 .00 CD 10 4 0 .00 2.00 .00 .00 .00 .00 Q 12.8 .0 .00 .00 0 30.00 .00 .00 0 70.78 80.00 70.00 .00 .00 0 60.00 .00 .00 0 45.00 .00 .00 0 rx»rrrrxxrxxrrrtr rrtrtrtrtrrrtrrrtrrtrrtrtrtrtrtrtrtrtrtrtrtfrtrtrtrrtrtrtvrrtrtrtrtrtrtrtrtrt+wrt++rtwrtrtrteaaa+• For: RANPAC Engineering Corporation, Temecula, Calif. - S/N 560 rtx+rtxxrtxxxxxxxxrxrrrrxxrrrrr+xrrrrrr»rrrrr»rrrrrrrrrrrrrrrrrrtrrrrxrrrrrtrtrrr rtr WARNING NO. 2 *' - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HOWKDS, W.S.ELEV = INV + DC 'af8 F0515P CD Vers 2.2 PAGE 1 WATER SURFACE PROFILE LISTING • LINE NG STARTING HGL a STA. 7+89.55 LINE "C"(A.D. 159) = STA. 8+43.97 LINE "A" WS=67.3 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 843.97 61.33 5.970 67.300 69.7 14.20 3.131 70.431 .00 2.440 2.50 .00 .00 0 .0 62.93 .05419 .028876 1.82 1.584 .00 906.90 64.74 4.377 69.117 69.7 14.20 3.131 72.248 .00 2.440 2.50 .00 .00 0 .0 JUNCT STR .10005 .022723 .00 .00 907.00 64.75 6.540 71.290 52.8 10.76 1.797 73.086 .00 2.333 2.50 .00 .00 0 .0 89.00 .05090 .016571 1.47 1.352 .00 996.00 69.28 3.484 72.764 52.8 10.76 1.797 74.561 .00 2.333 2.50 .00 .00 0 .0 JUNCT STR .01000 .012266 .05 _ .00 1000.00 69.32 5.272 74.592 36.6 7.46 .863 75.455 .00 2.050 2.50 .00 .00 0 .0 30.00 .01100 .007962 .24 1.770 .00 1030.00 69.65 5.181 74.831 36.6 7.46 .863 75.694 .00 2.050 2.50 .00 .00 0 .0 JUNCT STR .01000 .005693 .01 .00 1031.00 69.66 5.877 75.537 24.0 4.89 .371 75.908 .00 1.669 2.50 .00 .00 0 .0 71.78 .01115 .003424 .25 1.330 .00 1102.78 70.46 5.322 75.782 24.0 4.89 .371 76.154 .00 1.669 2.50 .00 .00 0 .0 JUNCT STR .12500 .003313 .01 .00 1106.78 70.96 4.951 75.911 12.8 4.07 .258 76.169 .00 1.287 2.00 .00 .00 0 .0 51.11 .01252 .003201 .16 1.004 .00 1157.89 71.60 4.475 76.075 12.8 4.07 .258 76.333 .00 1.287 2.00 .00 .00 0 .0 ��1�.�y = �L. I ti =-7&.4 �.2 (�w 9 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE - 1 CARD SECT CNN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(i) 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 • 1 4 2.50 z 4 2.00 49 CD 3 4 2.50 CD 4 4 1.50 CD 5 4 2.00 CD 6 4 2.50 CD 7 4 1.50 CD 8 4 2.50 D 9 4 1.50 10 4 2.00 1 F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO i IS - LINE "A" HEADING LINE NO 2 IS - STARTING HGL a STA. 7+89.55 LINE "C"(A.D. 159) HEADING LINE NO 3 IS - = STA. 8+43.97 LINE "A" WS=67.3 1 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 843.97 61.33 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 906.90 64.74 1 .013 ELEMENT NO 3 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 907.00 64.75 3 2 0 .013 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 996.00 69.28 3 .013 ELEMENT NO 5 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -i LAT -2 N 1000.00 69.32 6 4 5 .013 EMENT NO 6 IS A REACH U/S DATA STATION INVERT SECT N 1030.00 69.65 6 .013 ELEMENT NO 7 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1031.00 69.66 6 7 0 .013 ELEMENT NO 8 IS A REACH U/S DATA STATION INVERT SECT N 1102.78 70.46 6 .013 ELEMENT NO 9 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N 1106.78 70.96 10 9 0 .013 1 F 0 5 1 5 P WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 10 IS A REACH U/S DATA STATION INVERT SECT N 1157.89 71.60 10 .013 ELEMENT NO 11 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1157.89 71.60 10 0 PAGE NO 1 PAGE NO 2 W S ELEV 67.30 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 x x x 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 16.9 .0 65.00 .00 30.00 .00 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 x x x 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 9.8 6.4 70.78 70.78 80.00 70.00 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 e x x 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 12.6 .0 70.16 .00 60.00 .00 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 + * x 03 04 INVERT -3 INVERT -4 PHI 3 PHI 4 11.2 .0 71.46 .00 45.00 .00 PAGE NO 3 W S ELEV 71.60 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 JD Cl LATERALzA .1 4 1w rN T1 H.G.L. CALCS. FOR LATERAL "A-1" T2 STARTING N.S.=74.5 T3 FN:RHA1 1000.00 70.57 1 74.60 1004.50 73.19 1 .013 .00 .00 0 R 1017.22 73.32 1 .013 .00 .00 0 SH 1017.22 73.32 1 73.32 CD 1 4 0 .00 1.50 .00 .00 .00 .00 Q 8.3 .0 For: RANPAC Engineering Corporation, Temecula, Calif. - S/N 560 YY*+Y+f+*f ffff!llx xf xff xxll++++++###########ffffffff*!*»fxf!#**+++Y#+###++YY ** WARNING NO. 2 ** - NATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDNKDS, N.S.ELEV = INV + DC 0; • S/ F0515P CD Vers 2.2 PAGE 1 WATER SURFACE PROFILE LISTING H.G.L. CALLS. FOR LATERAL "A-1" STARTING W.S.=74.5 FN:RHAi 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 ♦fff»fxxrtrtrtrtrtrtrtrtrtxxxffxff»ffffrtxxxffrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtrtxfxfffffff»»fffxffffrtrtrtrtrtrtrtefertxxe»xfxxxxxx+rtrt*******rtrtfrtefffxxxxxfffxxxxf 1000.00 70.57 4.030 74.600 8.3 4.70 .343 74.943 .00 1.116 1.50 .00 .00 0 .0 4.39 .58222 .006175 .03 .320 .00 1004.39 73.13 1.500 74.627 8.3 4.70 .343 74.970 .00 1.116 1.50 .00 .00 0 .0 .11 .58222 .005756 .00 .320 .00 1004.50 73.19 1.424 74.614 8.3 4.79 .356 74.970 .00 1.116 1.50 .00 .00 0 .0 12.72 .01022 .005490 .07 1.000 .00 1017.22 73.32 1.330 74.650 8.3 5.01 .390 75.040 .00 1.116 1.50 .00 .00 0 .0 1 + 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARDSECT CHN 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) SDE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 1.50 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - H.G.L. CALCS. FOR LATERAL "A-1" HEADING LINE NO 2 IS - STARTING W.S.=74.5 HEADING LINE NO 3 IS - FN:RHA1 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 70.57 1 74.60 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1004.50 73.19 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 1017.22 73.32 1 .013 .00 .00 .00 0 ELEMENT NO 4 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1017.22 73.32 1 73.32 0 sz 0 4 LATERAL A-2: T1 H.G.L. CALLS. FOR LATERAL "A-2" T2 STARTING W.S.=74.6 T3 FN:RHA2 1000.00 70.57 1 74.60 1029.02 72.88 1 .013 .00 .00 0 SH 1029.02 72.88 1 72.88 CD 1 4 0 .00 1.50 .00 .00 .00 .00 0 12.6 .0 wrxxxwwew wwwxxwwwwwwwwwwwwwwwrtrtrtwrtrrrtrtrreerrrr♦**»rr:xxwwwrtwwrtrtrtrtrtrtrtrtrrrrrrr For: RANPAC Engineering Corporation, Temecula, Calif. - S/N 560 rrrerrrrxrre»»rrrx rrrrrrxxxxxxwxxwwrtwxrtxwrtwrxrrrrrrrrerxrrx*xxxxxrwxxxw*rtww ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC • 53 F0515P CD Vers 2.2 PAGE 1 WATER SURFACE PROFILE LISTING H.G.L. CALLS. FOR LATERAL --A-21- A-2"STARTING • STARTINGW.S.=74.6 FN:RHA2 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL MGT/ 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 wtttewwaaawararrrarrarwwawrtwtttwewtwwttttttttt»twtttwtw+wwaawaaarrarrraaaararrrrtwtartttttttwtttwaeawaawaaaaaaaaararaaaaaraaaaara 1000.00 70.57 4.030 74.600 12.6 7.13 .789 75.389 .00 1.337 1.50 .00 .00 0 .0 29.02 .07960 .014388 .42 .680 .00 1029.02 72.88 2.138 75.018 12.6 7.13 .789 75.807 .00 1.337 1.50 .00 .00 0 .0 Gu 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 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - H.G-L. CALCS. FOR LATERAL "A-2" HEADING LINE NO 2 IS - STARTING W.S.=74.6 iNG LINE NO 3 IS - FN:RHA2 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 70.57 1 74.60 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1029.02 72.88 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1029.02 72.88 1 72.88 0 i • LATERA•Ly'rA^3;: lYYYYrY!!##4ff rf ffff efff!!!#Y4!!!!!!#Y!!##!l4 rrxrr»YYxf 4f ltf#!#ff xxlf#YYrrxY For: RANPAC Engineering Corporation, Temecula, Calif. - S/N 560 4!*!##{!!ll4fff{f{tYYtff!!4Y#Y{{{{{fl4Yl4flkfffff{#{{{ffff 4f l4#Y!#Y{{tfffffff 0 WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC • 0 -;7s F0515P CD Vers 2.2 PAGE 1 WATER SURFACE PROFILE LISTING • H.G.L. CALCS. FOR LATERAL "A-3" STARTING W.S.=75.9 FN:RHA3 STATION INVERT DEPTH W.S. O 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 +++f+ffffftttxx++++ff+++++e++tffe++ef eeff fff txxxtxxtxxttxxxxftftfff++++ff+ff»fftxffftttxtxtt+fff+ff+ff+fff++fe++++ff++++++++++++++ 1000.00 71.46 4.440 75.900 11.2 3.57 .197 76.097 .00 1.201 2.00 .00 .00 0 .0 38.73 .05525 .002451 .09 .620 .00 1038.73 73.60 2.395 75.995 11.2 3.57 .197 76.192 .00 1.201 2.00 .00 .00 0 .0 _ G 1 %G D Ti H.G.L. CALCS. FOR LATERAL --A-3-- T2 A-3"T2 STARTING W.S.=75.9 T3 FN:RHA3 SO 1000.00 71.46 1 75.90 R 1038.73 73.60 1 .013 .00 .00 0 , SH 1038.73 73.60 1 73.60 CD 1 4 0 .00 2.00 .00 .00 .00 .00 0 11.2 .0 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CNN NO OF AVE PIER HEIGHT i BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) orE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 2.00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - H.G.L. CALCS. FOR LATERAL "A-3" HEADING LINE NO 2 IS - STARTING W.S.=75.9 HEADING LINE NO 3 IS - FN:RHA3 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 71.46 1 75.90 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1038.73 73.60 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1038.73 73.60 1 73.60 C, T1 HGL CALCS. FOR LATERAL "A-4-- T2 A-4"T2 STARTING WS=75.5 T3 FN:RHA4 1000.98 70.24 1 75.50 1031.54 73.20 1 .013 .00 .00 0 SH 1031.54 73.20 1 73.20 CD 1 4 0 .00 1.50 .00 .00 .00 .00 Q 16.3 .0 rr rrrrrrrrrrrrrrrrrrrr»rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr***rrrr*rrrrr For: RANPAC Engineering Corporation, Temecula, Calif. - S/N 560 ::rrrrrrrrrrrrrrrrrrrrrrrrr»r rrr»»rrr rrer»rrrrrrrrrrrrrrrrrrrrrr*»*rr**: ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC • 41 17 %;e4�- 6 6 6 -5:90-011 F0515P CD Vers 2.2 PAGE 1 WATER SURFACE PROFILE LISTING HGL CALCS. FOR LATERAL --A-4-- A-4"STARTING • STARTINGWS=75.5 FN:RHA4 STATION INVERT DEPTH W.S. D 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 1000.98 70.24 5.260 75.500 16.3 9.22 1.321 76.821 .00 1.430 1.50 .00 .00 0 .0 30.56 .09686 .024079 .74 .750 .00 1031.54 73.20 3.036 76.236 16.3 9.22 1.321 77.557 .00 1.430 1.50 .00 .00 0 .0 1 �t).�,.�,� : 7(,.z+ 1, 2, `6µI+"�7.7 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 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - HGL CALCS. FOR LATERAL "A-4" HEADING LINE NO 2 IS - STARTING WS=75.5 DING LINE NO 3 IS - FN:RHA4 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 1000.98 70.24 1 75.50 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 1031.54 73.20 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 1031.54 73.20 1 73.20 • OFFSITE HYDROLOGY/HYDRAULIC CALCULATION FOR LINE"E","F","G","G-1 ","G-2" • • BASIN m500 Hydrology Calculation LINE ~E"s" 109< 100 YEAR HYDROLOGY J 6 7 8 .g 10 UPSTREAM 511.000 512. 000 512.000 512.100 512.200 512.200 513.000 514.000 514.000 521.000 FLOW CHART DOWNSTREAM PROCESS 512.000 TNTTIAL AREA 1.000 513.000 STREET FLOW + SUBP.REA 513.000 CONFLUENCE CONFLUENCE 512.200 INITIALT to�� 522.000 531.000 513.000 TRAP • CHi N- NEL TI -l- 513.000 CONFLUENCE 533.000 514.000 STREET FLOW + SU3PRE.R 1.000 PsPEFLOW TIME (USER :N= 1.000 CONFLUENCE 533.000 522.000 TNTTT-ALT n„RZX (USHR ;N. 541.100 1.000 PIPEFLOW TIME (USER ii 522.000 1.000 CONFLUENCE 551.000 12 522.000 531.000 532.000 T_NTTIAL P-4EA RFR 13 14 _ 532.000 533.000 STREET FLOW + PIPEFLOW TIME (USER IN. (US i5 533.000 - 1.000 1.000 CONFLUENCE 27 16 533.000 2.000 PTPEM_ FLOW TT: (USHR ;N. 17 1.000 541.000 542.000 INITIp=' A-REA 563.000 is 541.000 542.000 CONFLUENCE Confluence (90 lg 541.'_00 542.000 TNITIP? AREA 20 21 541.100 542.000 Confluence 22 551.000 552.000 Initial Rrea 23 551.000 552.000 Confluence 24 551.100 552.000 Initial Area 2S 551.100 552.000 Confluence 26 561.000 562.000 Initial Area 27 562.000 563.000 Natural Mount/Valley Cn 28 562.000 563.000 Confluence 29 562.500 563.000 al Area 30 562.500 563.000 Confluence (90 • • T23064 REONA6K 1 li 10 Y Imo. I�1 X00 RarRac Engineering Corporation, 11 rt cula, CA - S/4 560 11 ............................................................Page-_;. Calculated BY: I i [ Project: B600.rry Study Date: 09/26/90 Moisture Condition(AMC). 2 Checked By: I I I 10.0 Tear Storm, rainfall intensity using rainfall data pairs --------- _ •I I •" R A T I O N A L H T 0 R 0 L 0 G T E R S I D E C 0 I I IStation/ I Soil Type IDevel.l Area I I I C IL Elev1 0 1 0 ISlopelSectionl V I L I T I Tc I Hydraulics [Point xo.1 A,B,C,D [Type I(Acres)Iin/hI I I(sub)ITotal Iv/ht I JFps 1 ft.Imin.1 min -1 or notes ---------------- j------ 1------- 1..__1------ ------ [.._._l------ 1.___.1------- 1.___1._._I___.j_..__j--------------- 1 ---------------- 1------ i------- j.___j------ i------ i__...1___.__ ------- 1..__1__._1..._1--------------- i 1 ---------------- j------ j------- j.___j------ 1------ 1___..1------ 1..___1------- 1_...1 ___1__..1_.___1.__---__--___--I i 1 512.001 C•100%1 Cort, 1 1.712.64[0.384311262.01 4.31 ------ I ----- I ------- I ---- I ---- I ---- 1 9.01 -------- -_....I I I--------- I ---------------- I------ 1 ------- I ------ ------ 4.3210.05015treet 1 5.81 5301 1.51 ----- I gavg= 7.34 I I 1 40.0 viae street I I I I I I I I I I I I I do=0.3 Flow hw=12.91 I I flow to Pt.'' I 1 I I I I I Ydth Ctr•Brk= 10.01 Ix -fall= 0.0170 Ox -fall= 0.0170 [ i 1 513.001 C-lo0zIsF 1/41 2.412.6110.815911235.51 5.11 ------ 1 ----- I ------- I ---- I ---- I ---- 1 10.51--•------------I I I---------I----------------I------I------•I--•-I------I---•--I....-I------I I -------I I i I ----- I ---------•---•-I I 1 513.001 1 1 4.112.611 1 1 9.41 I I 1 I I 1 10.51Stream Stmrary [ 1 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 I I I --------------- I I I I 512.201 C-100:.IU-fairl 3.512.3810.783311237.41 6.61 ------ I ----- I ------- I ---- I ---- I ---- 1 12.41 --------------- I I I I --------- Improved channel travel time I 6.59I0.009[b= 1.01 4.71 2201 0.81 ----- In= 0.02 dn= 0.61 1 I I I I I I I I I II I I I I 113.2IL2= 2.o R2= 2.01 1 II I -----------•---- I ------ I ------- I I------I---•--I I ------ I I ----•-- I ---• I----I•---I ----- I --------------- I I [ I Confluence TCa1= 10.5 TC92- 13.2 TCa3= 0.0 TCa4= 0.0 TCa5= 0.01 1 1 1 Largest I I I Analysis W- 9.43 ca2= 6.59 003= 0.00 Ca-Sa 0.00 ca5- 0.00 Area = 7.66 1 Confluence I I I I 131= 2.61 lag= 2.30 133= 0.00 134= 0.00 I05= 0.001 1 1 1 o= 74•6Z I I I I 513.001 ARI= 4.1 AR2= 3.5 AR3= 0.0 AR4= 0.0 AR5- 0.01 1 1 1 I 1 I I I DI= 14.7 02= 0.0 03= 0.0 04= 0.0 05= 0.01 1 1 1 I I I I 1---------------- I ------ I------- I I------I------I " [------ 0.Osc l----- I- -I-11.011 ____I 0,avy= 16.67 I I I I I---------------- I------1---•--- I I----•- I ...... I I I I 1 450 I I -•--- I I 1140.0 wide street I I I I I I I I 1 1 1 1 1 do=0.4 Flow hw=16.81 I I I flew to pt.a I 1 1 I I I I Vdth C.r-Brk= 10.01 Ix -fall- 0.0170 ox -fall= 0.0170 I I I I 514.001 c-toozlsF 1/41 2.112.48[0.8 7 23 1 1 211.01 4.21 ------ I ----- I ------- I ---- I---- I ---- I 17.51---------•----•I I INo. Pipes = 1 Pipe flow travel time .-- 'N' = 0.013 ------1-•---1 18.810.09510= 2411a.81 951 0.11 11.61hg1= 0.7(Ft.) I I II--------- I ------------•---I------ I --•---- I ----I------ I------I-----I------I I---•-- I I I I ----- I ---------------I I I I 1.001 I 1 9.712.471 1 1 18.81 [ I I I [ 1 11.61Stream Sanrary I I ---------------- 1------ I------- I____I------ 1------ 1___..[ ------ i_..__1------- [.___1_.._1I.___ --____-_-__I I________________j___--_j___--__1___.1..__..1__._..[_..__j_----_1..__.1-___-..1____[.___I..I_____ --------------- ---------------- I II_...__...I________________1------ 1------- I____1------ 1. ----- I.____I------ [___._1------- 1....i --------------- _----------- ------------- I 1 ____________________________________________________________________________1 I IVersion 2.5Copyright (c) CivitCADD/CivilOESIGN, 1990 II C- Gz .................................. ..________________________"-T23064 II AVK---REDNI I II • II II I II RanPac Engineering Corporation, Temecula, CA - S/w 560 -............. ................................1 --------------------- I I I 1 ................................................ ....... ................-. Project: 8600.rry a9e zCalculated By: I I I Study Date: 09/26/90 Moisture Condition(AMC): 2 Checked By: I 10.0 Year Storm, rainfall intensity using rainfall data pairs .• III _• •••••`•`• R A T 1 0 N A L N Y 0 R 0 L 0 0 T •Type e •••• R I V .. R 5 I D E C 0 ' "••`••••••.••• Area I I I C IL Elevl 0 1 0 ISlopelSectionl v I L I T I Tc 1 Hydraulics IStation/ I Soil Devel.l A,B,C,O IT YPe 1(Acres)lin/h1 i I(sud)1Total lv/hz I [Fps 1 ft.Imi n.l min.l or notes i lPoint No.l I I __.1 I ---------------i iI I---•-------•---- II i---------------- I I 522.001 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 0.213.8210.839011206.51 0.71 ------ I ----- I ------- I ---- I -"••I ---- 1 I ---------------I i 5.21 --------------- I INO. Pipes = 1 Pipe flow travel time -•- 'N' = 0.013 -•----1••---1 0.710.1671d= 181 9.11 301 0.11 5.31h91= 0.1(F;.) 1 --------------- I II --------- j ---------------- 1.001 1 ------ 1 ------- I__._1 ------ 1------ I_.___I------ 1 1 0.213.801 I 1 0.71 j..___j------- j_.._1__..11 1 i 1 I i I 5.31S -,ream Summary I 11 I ------ I ------- I___. i------ 1------ I__.._I__._._1_..__j ------- j____j.___1___.j ----- j --------------- 1 II___...___1 ---------------- II I--------------•- 1 1 532.001 I ---•-- I ------- I I--•---I--•---Ii-•----I -------I I I I C-100--ISF 1/41 3.712.2810.806211255.01 6.71------1•••--I ------- I ---- 1__"'I""•'1 ---------------I 13.51 --------------- 1 ------ I ------- I.___I------ I ------ I ----- I 6.7310.056IStreet 1 6.51 8501 2.21 ----- I Gavg= 10.10 1 1 1 ......... I---------------- 1 1 1 1 I do=0.4 Flow hw=14.31 1140.0 wide street I 1 1 I 1 1 1 1 I 1 1 I Vdth Ctr-Brk= 10.01 Ix -fall= 0.0170 Ox -fall= 0.01.70 1 flow to pt -9 I 1 533.001 I 1 1 C-100--ISF 1/41 3.712.0910.799911207.51 6.21 ------ I ----- I ------- I .... I .... 1 ---- 1 15.61 --------------- I 1 INo. Pipes = 1 Pipe flow travel time --- 'N' = 0.013 ------ I ----•I 12.910.1941d= 24121.91 251 0.01 ___I____I__.__I--___--________I 15.61h9tz 0.W-..) 1 I1___..___I________________I---___I--___.-I___.I____..I.____.I___._I___•--I_____I__-____I____1 I I Confluence TC9I= 11.6 TC92= 5.3 TC:3= 15.6 TC1.= 0.0 TC95= 0.01 I I I Larges; 1 I I Analysis C91= 18.85 c-2= 0.71 093= 12.88 C = 0.00 0'5= 0.00 Area = 17.29 1 Confluerte I 1 191= 2.47 I9r2= 3.80 I:'3e 2.09 I = 0.00 195= 0.001 1 1 1 c= 29.96 1 1 1.001 I ART= 9.7 AR2= 0.2 AR3= 7.3 O1 = 30.0 02 = 0.0 03 = 0.0 AR4= 0.0 AR5= 0.01 1 I 04 = 0.0 05 = 0.01 1 1 ---- I ---- I ---- I__:..i 1 1 1 ............... I I---------------- Imo. Pipes = 1 II•___...._ 1---------------- I ------ 1 ------- I.___I------ 1------ I1------ Pipe flow travel time --- 'N' = 0.013------I•----I I------ I------- I__..1------ 1------ I_.___I------ I____.I------- I 30.010.0581d= 30117.71 7801 0.71 I_____ 1_.___-.1____ I 12.41hg1= 0.9(Ft.) 1 ---------- I---------------- I 1 542.001 1------ 1------- 1__._ 1------ 1------ 1..___ 1______ ------- C-100:I5F 1/41 1.412.7710.820011163.11 3.11 ------ I ----- I ------- I ---- I ---- I ---- 1 ------ ------- I..._I_.._ 11 --------- ------ 9.4j ...............1 ----- 1_______________1 II--------- I ---------------- I I 542.001 I---------------- 1------ I ------- I---- I ------ I ------ I ----- I I 1 1.412.771 1 1 3.11 I------ I ------- 1____I ------ I ------ I_____I------ I_..._I 1 I 1 I I I____.I------- I_.._1____i..._I_.I--__.-__.--___-I 1 9.415tream Summary 1 1 ________________I______I-_____-I___.i__.___j-___--j__._.1.__...1___..1_._____1_.._1 1 I 542.001 __.I__..I_.___I-.__--__-______I C-100::ISF 1/41 1.412.5010.813011163.11 2.81------1 1-----..1.' '1 1' 111.41 --------------- I -•i I1 "Confluence ---------------- I ------ I TCe1= 9..' TCd2= 11.4 TCA3= 0!0 7[9-= 0.0 TC95=1 0.01____1_.._ i.__ Largest___ 1 Analysis C91= 3.07 092= 2.84 C93= O.OD 09== 0.00 C95- 0.00 Area = 2.75 I Confluence 1 I I 191= 2.77 192= 2.50 1:3= 0.00 194= 0.00 195= 0.001 1 1 1 c= 5•42 I I 542.001 ARI= 1.4 AR2: 1.4 AR3- 0.0 ARL- 0.0 AR5= 0.01 1 1 1 I 1 I---------------- 1 ---------------- c1 = 5.4 c2 = 0.0 03 = 0.0 I------ 1------- 1.___1------ I------ I.___.I------ 1------ I------- I__._1------ 1------ I___._ 1------ c4 = 0.0 c5 = 0.01 1 1.___.I------- i_.._i ___I__..1_.___I____.- 1..___1------- 1___.1..._ 1_.___._____.__1 1.....1------- I i ._..__.._. I ---------------- I------ 1------- I____1------ 1------ 1__...I------ I ----------------- I------ 1------- 1____I------ 1------ I_____1------ 1 I version 2.5 Copyright (c) Civil" ^D/CiviIDESION, ______________________________________________________________________ I__...1------- I_.._1..._1___.1.__..1--------------- __________________________________________________I 1990 _______________________________________________ 1 Gz ° 43 T23064 REDHA'aK II II II II II II RanPac Engineering Corporation, iemecula, CA - S/N 560 __------ _------ _------- I i ________I I i-------------------------- Project: _------------------------------------------------------------------ 0600.rry Page 3 Calculated By: 1 Study Date: 09/26/90 moisture Cordition(AMC): 2 Checked By: I 1 10.0 Year Storm, rainfall intensity using rainfall data pairs' I I i••-••-••••-•••-•••••--••••••-- R A T 1 0 N A L H T D R 0 L 0 G Y - R I V E R S 1 0 E C 0 ••'••••••"""•'•"...... I IStation/ I Soil Type IDeveL.I Area I I I C IL ELev1 0 I 0 ISlopelSectionl V I L I T I Tc 1 Hydraulics 1 1 I [Point Rc.1 1 ---------------- A,B,C,O IType I(Acres)lin/h1 I I(sub)ITetaL I ------ I ------- I___.I...... I ------ I____.I ------ 1�/hz I IFps I____.I------- i..__I I ft. [min.I ...III min.[ or notes 1 I --___-_____.___I [ 1 I________________I__-___I_--.---i____I.___..1._..__I_.___i__----I__._.I__.._..1....1.__.1..._1_____1...___---______I II__....__I________________j______j_____-.j.___j______j_.._._1.._._1____._1_____1_____._1____1.___I___.I..___I__---_______---I 552.001 C-1001 Comm 1 0.413.1710.885711164.31 1.21 ------ ------ I ----- I ------- I ------- i ---- I ---- I ---- 1 ---- I ---- I .... I 7.31_______________I ----- I --------------- ----__-___---__I I --------- I ---------------- 1 1 552.0D1 I___....i---------------- I ------ I ------- I ---- I ------ I ------ I ----- I I 0.413.171 I I I ------ I ------- I___.I------ I ------ I._.._I I 1.21 ------ I_____I 1 I 1 I.._..I------- 1....1____ I 1 1 1.._.11-____-_---_____I 7.31Stream Sumaary 1 1 I II_.______i---------------- 1 1 552.001 1 ------ I ------- I_...I------ I ------ I...__1 C-100%ISF 1/41 1.412.5310.813911163.11 ------- ------ ------ I ----- ------ 2.91 ------ I ------ I.____I------- I_.._I I ----- I ------- I I ----- i ------- I __.1..._1____.1_____---_____--I ---- I ---- I .... 1 ---- I ---- I ---- I 11.11---------------1 ----- I 1 1 ---_-___---___-I i 1 I--------- I ---------------- 1 i Confluence I ------ I I ---- I I TC91= 7.3 TC92= 11.1 TC 3= 0.0 TC94= 0.0 TC -5= 0.01 1 1 1 Largest 1 1 Analysis 091= 1.24 092= Z.89 0_3= 0.00 c94- 0.00 095= 0.00 Area = 1.84 1 Confluence 1 I I 191= 3.17 192= 2.53 193= 0.00 To'- 0.00 195= 0.001 1 1 1 0= 3.87 I 1 552.001 A;1= 0.4 AR2= 1.4 AR3= 0.0 ARA= 0.0 AR5= 0.01 1 1 1 1 I 1 I I ---------------- 01 = 0.0 02 = 3.9 03 = I ------ I------- I_...1 ------ I------ I_.__.I------ 0.0 04 = 0.0 05 = 1_.._.1------- I____1._..i.._.II--_-____----___1 0.01 1 1 1 1 I 1 I II___..._..I________________j______j__-----j.._.j______j-_-_--j_____1_____.1.____1___-_--1.._.1..__1____1____.1_.____--______-I iI__.......I________________i_.____I_-__---i.___i._____1___---I__.._1_____.I_..._1__.___-1_._.1..__l.___1____.I_.__.....___---1 1 1 562.001 C-100--IU-fairl 0.912.5410.789911165.01 1.81 ------ I ----- I ------- I ---- I ---- I ---- 1 11.01--------------- I ° -t 1 1---------I Natural Channel travel time • subarea flow addition I ------ I ----- I ------- I ---- I ---- I----I -----I ---------------I I •1 I I --------- I ---------------- 1 1 563.001 I ------ I ------- 1 ---- I ------ I ------ I ----- I 1.710.0591mat Ch 1 C-100--IU-fair) 0.012.4310.785511151.51 0.01 ------ I ----- I------- I---- ---- ------ ------ ----- i ------ I____.I------- I 4.11 2301 0.91-7--1 I---- I---- 1 ---- 1 ---- I ---- I----- 11.91--------------•1 I gavg= 1.77 I 1 1 ---____---___.-I II --------- I ---------------- 1 1 563.001 _......._1---------------- I ------ I ------- I I I I 1 1 0.912.431 1 1 I ------ I ------- I.._.i------ I ------ I.._._I------ 1.81 1 1 1 I..._.I------- I____I__._1.11-____---___---.i 1 1 1 11.91S -,rem Sunnary I i II__..._...I________________1______I_______1_._.1_.._..I____--I.....I_____-I____.I------_i.___I.__.1____ 1 1 563.001 C-100%IU-fair) 8.012.0610.767711151.51 13.91 ------ I ----- I ------- I 1__...I.____ ---- I .... I ---- 1 ---- 16.21 --_____---I ............... I 1 1 1 --------- I ---------------- I I Confluence I ------ I ------- I ---- I ------ i------ I ----- TC01= 11.9 TC92= 16.2 TCA3= I ------ 0.0 I ----- I ------- I TC94= 0.0 TC -5- .... I ---- I I.____ 0.01 1 1 1__...______----I 1 Largest 1 1 1 Analysis 091= 1.7 D92= 13.92 OA3= 0.00 0='= 0.00 095= 0.00 Area = 9.70 1 Confluence 1 1 I I 191= 2.43 192= 2.06 193= 0.00 194- 0.00 195= 0.001 1 1 I 0= 15.4= 1 1 I 1 563.001 ART= 0.9 AR2= 8.8 AR3= 0.0 ARG- 0.0 AR5= 0.01 1 1 1 1 I I I I II •______1---------------- 01 = 0.0 02 = 15.4 c3 = 1 ------ 1 ------- 1..._1 ------ 1------ I_..._I------ 0.0 04 = O.D 05 = 1_....I------- 0.01 1 1 I__..I..__1_...1..1.-____-__-_____1 1 I 1 ................I---___i_._---_I____I_____-I----__I_____I._._..I_____I_._____I..._I 1 1 I---------------- ________________I__.._.1__.__..1____I__.__.I_____.1..___I____..I...._I____._.I_.._I Total szu0y area = 9.70 1------ 1------- 1.___1------ 1------ 1_....i------ (AC.) Peak flow rate I_..._l------- II..___I_._____________I = 15.478 (CFS) 1____1._._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 1 I_...__.._I________________I..__..I...__._I____I_____.I....__I_____1__._..I_____I__----- 1 i___......1________________I.__.__I____.__I____1_____.I.__.__I_____1______1_____I____.._I._..I.__.III____--___--___.1 1 1 II____________________________________________________________________________________________________________________________I Version 2.5 Copyright (c) ClvilCADD/C M [DESIGN, 1990 _...I .__I.I_.__.I.._._-_________i 1 i ° 43 Riverside County Rational Hydrology Program CivilCADD/Civi(DESIGN Encineering So'_t•=are, (c) 1990 version 2.5 • Rational Hydrology Study Date: 09/26/90 ___________________ _________________________________________________ 723064 REDHAWK ID YR. -3 A5 Iti1 5Q0 ........ Hydrology Study Control information ww'•w " ________________________________________________________ Ran?ac Engineering Corperation, Temecula, CA - SIN 560 Rational Method Hydrology Program based on Riverside County Flood Control 6 Water Conservation District 1978 hydrology manual Sto_-= event (year).= 10.00 Antecedent Moisture condition = 2 2 year, 1 hour precivi ation = 0.580 (inches) 100 year, 1 hour precipitation = 1.600 (Inches) Stomp event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 1.000 (in./hr.) Slope of intens= y duration curve = 0.5500 t Process from Point/Station 511.000 to Point/Station 512.000 w:ww iNITiAL AREA EVALURTION **mow Initial area flow distance = 880.000(7t.) Top (of initial area) elevation = 1290.500(Ft.) Bottom (of initial area) elevation = 1262.000(Ft.) i Difference in elevation = 28.500(7t.) Slope = 0-03239 s(percent)= 3.24 r TC = k(0.300)*((length^3)/(elevat4-on change)) -0.2 Initial area time of concentration = 8.971 min. Rainfall intensity = 2.843(In/fir) for a 10.0 year storm COMMMRCi?.L subarea type Runoff Coefficient = 0.884 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 = 4.324(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction = 0.100 Process from Point/Station 512.000 to Point/Station 513.000 .wwe STREET FLOW TRA4E:, TIME + SUBAREA FLOW ADDITION `www Top of street segment eievat ion = 1262.000(Ft.) z End of street segment elevation = 1235.500(Ft.) Gu -15 Length of street segment = 530.000(Ft.) Height of curb above gutter f'_owlLie 6.0(:n.) width of half street (curb to crown) = 20.000(7t.) Distance from crown to crossfall grade break = 10.000(=t.) Slope from gutter to grade break (v/ht) = 0.017 Slone from grade break to crown (v/ht) = 0.017 Street flow is on (1) side(s) of the street Distance from curb to property l-ne = 10.000(-t.) Slope from curb to property line (v/hc) = 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 crade break = 0.0250 Manning's N from crade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.341(CFS) Death of flow = 0.322(Ft.) Average velocity = 5.775(Ft/s) Street_`low hydraulics at midpoint of street travel: Halfstreet flow width = 11.616(Ft.) Plow velocity 5.77(Ft/s) Travel time = 1.53 min. TC = 10.50 min. Adding area flow to street 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 sail group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Rainfall intensity = 2.607(In/Hr) for a 10.0 year storm Subarea runoff = 5.105(CFS) for 2.400(Ac.) Total runoff = 9.429(CFS) Total area = 4.120(Ac.) Street flow at end of street = 9.429(CFS) Half street flow at end of street = 9.429(CFS) Depth of flow = 0.343(Ft.) Average velocity = 6.138(7t/s) Flow width (from curb towards crown)= 12.888(Ft.) +++r++++++++r++r++++++-+++x++++-++-+-++++r++r+++r+-+++rr++++++r+r+r++ Process from Point/Station 512.000 to ?oiat/Station 513.000 -- CONFLUENCE OF MINOR STREAMS -- Along Hain Stream number: 1 in normal stream number 1 Stream flow area = 4.120(Ac.) Runoff from this stream = 9.429(CFS) Time of concentration = 10.50 min. Rainfall intensity = 2.607(In/Br) ++-+----------r_T____,_ Process from Point/Station 512.100 to Point/Station 512.200 _••• INITIAL AREA EVALUATION Initial area flow distance = 540.000(7t.) Top (of initial area) elevation = 1334.000(7t.) Bottom (of initial area) elevation = 1237.400(7t.) Difference in elevation = 96.600(Ft.) Slope = 0.17889 s(percent)= 17.89 TC = k(0.710)•((length-3)/(elevation chance))"0.2 initial area time o_` concentration = 12.408 min.. Rainfall intensity = 2.378(In/?r) for a 10.0 vear storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.783 W' H J Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil croup C = 1.000 • Decimal fraction soil grou? D = 0.000 RI index for soil(AMC 2) = 79.00 Initial subarea runoff = 6.595(CFS) Total initial stream area = 3.540(Ac Pervious area fraction = 1.000 ++++++++++++++r.+++1+++rr++T++... Process from Point/Station 512.200 to Point/Station 513.000 --- IMPROV=D CHANNEL TRAVEL TIME .... u?stream point elevation = 1237.40(Ft.) Downstream Point elevation = 1235.50(Ft.) Channel length thru subarea = 220.00(Ft.) Channel base width = 1.000(7t.) Slone or 'Z' of left channel bank 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 6.595(CFS) Depth of flow = 0.621(Ft.) Average velocity - 4.734(Ft/s) Channel flow top width = 3.485(Ft.) Flow Velocity = 4.73(Ft/s) Travel time 0.77 min. Time of concentration - 13.18 min. Critical death = 0.711(7t.) ++++++++++++++++T�+++++++i++TT+++1+..1.++++++++T+T+++++T++•+++�+•+++TT Process from Point/Station 512.200 to Point/Station 513.000 ---- CONFLUENCE OF MINOR STREAMS ---- along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.540(Ac.) Runoff from this stream 6.595(CFS) Time of concentration = 13.18 min. .Rainfall intensity = 2.301(In/Fir) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Mr) 1 9.429 10.50 2.607 2 6.595 13.18 2.301 Largest stream flow has shorter time of concentration Qp = 9.429 + sum of Qa Tb/Ta 6.595 - 0.797 = 5.253 Qp = 14.683 Total of 2 streams to confluence: Flow rates before confluence point: 9.429 6.595 Area of streams before confluence: 4.120 3.540 Results of confluence: Total flow rate = 14.583(CFS) Time of concentration = 10.501 min. Effective stream area after confluence = 7.660(Ac.) 4(, I Flow width (from curb towards crown)= 16.827(Ft.) ++'++++++++++T++ +++-+"+++++T+1+1+1Y+1T-++T++�+1+'+++T++TT++T++T_TT T+1+'+ Process from Point/Station 514.000 to Point/Station 1.000 .••• PIPEFLOW TRAVEL TIN (User specified size) ^­* Upstream point/stat-on elevation = 1206.52(Ft.) Downstream point/station elevation = 1.197.50(Ft.) Pipe length = 95.00(7t.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.846(CFS) Given pine si=e = 24.00(In.) Calculated individual pipe flow = 18.846(CFS) Normal flow depth in pipe = 8.53(In.) Flow top width inside pipe = 22.97('_n.) Critical Depth = 18.73(In.) Pipe flow velocity = 18.85(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 11.62 min. Process from Point/Station 514.000 to Point/Station .1.000 -­- CONFLUS_NCE OF M:NOR STR-A.'SS "" Alonc vain Stream n•_: er: 1 cn normal stream number 1 Process from Point/Static= 5/3.000 to Poi.^.t/Stati . .on STR='e- FLOW :BA'J='L --- + SUBAR:A FLOW ADDIT:ON 9.730(Ac.) v/h=) 0.017 Slone from grace break to crown (v/ht) = 0.017 Street flow is on (I) side(s) of the street Distance from curb to property line = 10.000(Ft.) Slone from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from cutter to grade break = 0.0150 Manning's N from trade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 16.667(CFS) Depth of flow = 0.396(Ft.) Average velocity = 7.241(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.005(Ft.) Flow velocity = 7.24(Ft/s) Travel time = 1.04 min. TC = 11.54 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.812 % Decimal fraction soil group A = O.000 Decimal fraction soil croup 8 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil croup D = 0.000 RI index for soil(AHC 2) = 69.00 Rainfall intensity = 2.476(In/Hr) for a 10.0 year storm Subarea runoff = 4.163(CFS) for 2.070(Ac.) Total runoff = 18.846(CFS) Total area = 9.730(Ac.) Street flow at end of street = 18.846(CFS) Half street flow at end of street = 18.646(CFS) Denth of flow = 0.410(Ft.) Average velocity = 7.446(Ft/s) Flow width (from curb towards crown)= 16.827(Ft.) ++'++++++++++T++ +++-+"+++++T+1+1+1Y+1T-++T++�+1+'+++T++TT++T++T_TT T+1+'+ Process from Point/Station 514.000 to Point/Station 1.000 .••• PIPEFLOW TRAVEL TIN (User specified size) ^­* Upstream point/stat-on elevation = 1206.52(Ft.) Downstream point/station elevation = 1.197.50(Ft.) Pipe length = 95.00(7t.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 18.846(CFS) Given pine si=e = 24.00(In.) Calculated individual pipe flow = 18.846(CFS) Normal flow depth in pipe = 8.53(In.) Flow top width inside pipe = 22.97('_n.) Critical Depth = 18.73(In.) Pipe flow velocity = 18.85(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 11.62 min. Process from Point/Station 514.000 to Point/Station .1.000 -­- CONFLUS_NCE OF M:NOR STR-A.'SS "" Alonc vain Stream n•_: er: 1 cn normal stream number 1 > Stream flow area = 9.730(Ac.) +..+..T.1++.+Y-7-............ T+++ Process from Point/Station 522.000 to ?oint/Station 1.000 .••• PIPEFLOW TRAVEL TIM'_- (User spec fled size) —. Upstream point/station elevation = 1203.00(?--.) Downstream point/station elevation = '_198.00(Ft.) L Pipe length = 30.00(7t.) Manning's N = 0.013 No. of pipes = 1 Recuired pipe flow = 0.705(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = O. i05(CFS) Normal _`low depth in pipe = 1.61(In.) ?low top width inside pipe = 10.27(7-^..) Critical Depth = 3.74(In.) Pipe flow veloc: v = 9.06(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.30 min. Process from Point/Station 522.000 to Point/Station 1.000 ••.. CONFLUENCE OP MINOR STREAMS Along Main Stream number: 1 in normal stream numoer 2 Stream flow area = 0.220(Ac.) Runoff from this stream = 0.705(CFS) Time of concentration = 5.30 min. Rainfall intensity = 3.798(In/r) Process from Point/Station 531.000 to Point/Station 532.000 •••• INITIAL AREA EV;,LUATION "— initial " initial area flow distance = i40.000(Ft.) Tog (of initial area) elevation = 1263.300(Ft.) Runoff from this stream = 18.846(CFS) Time of concentration 11.62 min. Rainfall intensity = 2.466(In/Mr) • + ♦. Y -a --+--- ♦Y+�Ti���+++T�Y�YT�Y ���i�n�i��T���+tea++��i.Y.�----+ Process from Point/Station 521.000 to Point/Station 522.000 ••*• INITIAL AREA EVALUATION .... Initial area flow distance = 130.000(Ft.) Top (of initial area) elevation = 1211.500(Ft.) Bottom (of initial area) elevation = 1206.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.03846 s(percent)= 3.85 TC = k(0.390)•[(length-3)/(elevation change)) '0.2 Initial area time of concentration = 5.244 min. Rainfall intensity = 3.820(In/Mr) for a 10.0 year storm SINGLE FAHILY (1/4 acre Lot) Runoff Coefficient = 0.839 Decimal fraction soil croup n = 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 = 0.705(CFS) Total initial stream area = 0.220(Ac.) Pervious area fraction = 0.500 +..+..T.1++.+Y-7-............ T+++ Process from Point/Station 522.000 to ?oint/Station 1.000 .••• PIPEFLOW TRAVEL TIM'_- (User spec fled size) —. Upstream point/station elevation = 1203.00(?--.) Downstream point/station elevation = '_198.00(Ft.) L Pipe length = 30.00(7t.) Manning's N = 0.013 No. of pipes = 1 Recuired pipe flow = 0.705(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = O. i05(CFS) Normal _`low depth in pipe = 1.61(In.) ?low top width inside pipe = 10.27(7-^..) Critical Depth = 3.74(In.) Pipe flow veloc: v = 9.06(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.30 min. Process from Point/Station 522.000 to Point/Station 1.000 ••.. CONFLUENCE OP MINOR STREAMS Along Main Stream number: 1 in normal stream numoer 2 Stream flow area = 0.220(Ac.) Runoff from this stream = 0.705(CFS) Time of concentration = 5.30 min. Rainfall intensity = 3.798(In/r) Process from Point/Station 531.000 to Point/Station 532.000 •••• INITIAL AREA EV;,LUATION "— initial " initial area flow distance = i40.000(Ft.) Tog (of initial area) elevation = 1263.300(Ft.) I Bottom (of initial area) elevation = 1255.000(7t.) Difference in elevation = 8.300(Ft.) Slope = 0.01122 s(percent)= l.'_? TC = k(0.390)•((length-3)/(elevat4-on chance))'0.2 Initial area time of concentration = 13.452 min. Rainfall intens:tv = 2.275(in/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 acre Lot) Runoff Coefficient - 0.806 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(:, -YC 2) = 69.00 Initial subarea runoff = 6.731(CFS) Total initial stream area = 3.670(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++.+++++++++++++++++++++++++++++++.++++++.+++r+r Process from Point/Station 532.000 to Point/Station 533.000 STREET FLOW TRAVEL TINS• + SJ5AREA FLOW ADDITION �..` Top of street segment elevation = 1255.000(Ft.) End of street segment elevation = 1207.500(Ft.) Length of street segment = 850.00O(7t.) -• 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.) Slone -ram 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.) Slone from curb to property line (v/hz) 0-020 a Gutter width 2.000(Ft.) Gutter hike from flowline = 1.900(in.) Manning's N in cutter = 0.0150 Manning's N from gutter to crade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 10.097(C7S) Depth of flow = 0.345(Ft.) Average velocity = 6.509(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.957(7t.) _ Flow velocity 6.51(Ft/s) Travel time = 2.18 min. TC = 15.63 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 = 2.095(In/Hr) for a 10.0 ,year storm Subarea runoff = 6.250(CFS) for 3.670(Ac.) Total runoff = 12.682(CFS) Total area = 7.340(Ac.) Street flow at end of street = 2.2.882(CFS) Half street flow at end of street = 12.882(CFS) Depth of flow = 0.368(Ft.) Average velocity = 6.893(Ft/s) Flow width (from curb towards crown)= 14.126(Ft.) •+++++++++++++++++�r+�++++++r++.+++ -------------------- rr_____++�+ Process from Point/Station 533.000 to Point/Station '_.000 .... pl?r _Ow TRAY=i -,-HZ (User specified size) '• " Upstream point/station elevation = 1202.66(7t.) Downstream point/station elevation = 1198.00(Ft.) Pipe Length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.882(CFS) Given Pipe size = 24.00(-n.) Calculated individual pipe flow = 12.882(C7S) Normal _flow depth in pipe = 5.82(?n.) Flow ton width inside pipe = 20.58(in.) Critical Denth = 15.49(in.) Pipe flow velocity = 21.87(Ft/s) Travel time throuch pipe = 0.02 min. Time of concentration (TC) = 15.65 min. Process from Point/Station 533.000 to Point/Station 1.000 .... CONFLU=NC= OF MINOR STR=AMS -- Along -Along Hain Stream nu=me=: 1 in normal stream number 3 Stream flow area = 7.340(Ac.) Runoff from this stream = 12.852(CFS) Time of concentration = 15.65 min.. Rainfall intensity = 2.094(-n/-=) Summary of stream data: Stream Flow rate TC Rainfall intens itv No. (CFS) (min) 1 18.846 11.62 2.466 2 0.705 5.30 3.798 3 12.862 15.65 2.094 • ' Largest stream flow has shorter time of concentration qn 18.846 + sum of Qa Tb/Ta 0.705 � 2.193 = 1.546 12.882 ' 0.743 = 9.566 Qp = 29.958 Total of 3 streams to confluence: Flow rates before conf'_uence point: 18.846 0.705 12.SS2 Area of streams before confluence: 9.730 0.220 7.340 Results of confluence: Total flow rate - 29.958(CFS) Time of concentration = 2.1.620 min. Effective stream area after confluence = 17.290(Ac.) Process from Point/Station '_.000 to Point/Station 2.000 •••• ?-?=FLOW TRAb_L T-"=. (User specified si=e) '.. Upst=eam point/staticr. elevation. = 1198.00(Ft.) Downstream point/station elevation = 1152.50(Ft.) ?ipe length = 780.00(Ft.) Manning's N = 0.013 No. of pipes = _ Rec_ired Pipe flow = 29.956(CFS) Given Dine size = 30.00(7r..) Calculated individual nine flow = 29.958(CFS) Normal flow depth in pipe = 11.32(7-n.) '% a Flow too width inside pipe = 29.08(1n.) Critical Depth = 22.36(2n.) Pipe flow velocity = 17.68(Ft/s) ;ravel time through pipe = 0.74 min. Time of concentration (TC) _ '_2.36 +-+++++-+++++++-+++++++--+++•++++•-+-++---++++•++-++--+-+---+-•-+----- Process from Point/Station 541.000 to ?oint/Station 542.000 .••. INITIAL AREA EVALUATION .... initial area flow distance = 970.000(rt.) Top (of initial area) elevation = 1275.000(7t.) Bottom (of initial area) elevation - 1163.100(Ft.) Difference in elevation = 111.900(Ft.) S1ooe = 0.11536 s(percent)= 11.54 TC - k(0.390)-((Iength-3)/(elevat4-on chance)) -0.2 Initial area time of concentration = 9.405 min. Rainfall intensity 2.770(in/Hr) for a 10.0 vear storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient.= 0.820 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 = 3.066(crs) Total initial stream area = 1.350(Ac.) Pervious area fraction = 0.500 Process from Point/Station 541.000 to Point/Station 542.000 *^• CONFLUENCE OF MINOR STREAYS '^• Along Hain Stream number: 1 in normal stream number 1 Stream flow area = 1.350(Ac.) Runoff from this stream = 3.066(CFS) Time of concentration = 9.41 min. Rainfall intensity = 2.770(in/Hr) Process from Point/Station 541.100 to Point/Station 542.000 ."* INITIAL AREA EVALUATION "w' initial area flow distance = 740.000(7t.) Top (of in. Lal area) elevation = 1152.500(Ft.) Bottom (of initial area) elevation = 1153.100(Ft.) Difference in elevation = 19.400(Ft.) Slope = 0.02522 s(percent)= 2.62 TC = k(0.390)•((length-3)/(elevation change)) -0.2 Initial area time of concentration = 11.351 min. Rainfall intensity = 2.498(In/Hr) for a 10.0 vear storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.813 Decimal fraction soil group A = 0.000 Decimal fraction soil group 3 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil croup D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff = 2.843(CF5) Total initial stream area = 1.400(Ac.) • j Pervious area fraction = 0.500 %1 initial area flow distance = 710.000(Ft.) Tom (of initial area) elevation = 1205.000(Ft.) Bottom (of initial area) elevation = 1164.260(Ft.) Difference in elevaticn - 40.740(Ft.) Slope = 0.05738 s(nercent)= 5.74 TC = k(0.300)-[(length^3)/(elevation chance)) -0.2 Initial area time of concentration = 7.343 min. Rainfall intensity = 3.174(In/Mr) for a 10.0 year stcrm COMYI-RCIAL subarea tvoe Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil croup B = 0.000 Decimal fraction soil crouv C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff_ = 1.237(CFS) Tota! initial stream area = 0.440(Ac.) Pervious area fraction = 0.100 Process from ?oint/Station 551.000 to Point/Station 552.000 "^ CONFL'JENCS OF MINOR S=R=?YS '^' 72 IL +-...--.-+...+..r-.-.----^I-- - _-'--_-_-^^-------------------- Process from Point/Station 541:100 tb Point/Station 5:2.000 ' CONFLUENCE OF MINOR STRZAMS ' Along Main Stream number: 1 in normal stream numoer 2 Stream flow area = 1.400(Ac.) Runoff from this stream = 2.843(CFS) Time of concentration = ?1.35 min. Rainfall intensity = 2.498(In/Mr) Summary of stream data: ' Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Mr) 1 3.066 9.41 2.770 2 2.843 11.35 2.498 Largest stream flow has shorter time of concentration ' Qp = 3.066 + sum of Qa Tb/Ta 2.843 0.829 = 2.355 QD = 5.422 • .. Total of 2 streams to confluence: Flow rates before confluence point: 3.066 2.643 Area of streams before confluence: 1.350 1.400 Results of confluence: Total flow rate = 5.422(CFS) Time of concentration - 9.405 min. 3 Zffective stream area after confluence = 2.750(Ac.) ++++++.++++-+++++-+++++++++ +.r.+.+++�++++ Process from Point/Station 551.000 to Point/Station 552.000 _ _ :•� INITIAL ?_RRA �V„LUAT.ON .— initial area flow distance = 710.000(Ft.) Tom (of initial area) elevation = 1205.000(Ft.) Bottom (of initial area) elevation = 1164.260(Ft.) Difference in elevaticn - 40.740(Ft.) Slope = 0.05738 s(nercent)= 5.74 TC = k(0.300)-[(length^3)/(elevation chance)) -0.2 Initial area time of concentration = 7.343 min. Rainfall intensity = 3.174(In/Mr) for a 10.0 year stcrm COMYI-RCIAL subarea tvoe Runoff Coefficient = 0.886 Decimal fraction soil group A = 0.000 Decimal fraction soil croup B = 0.000 Decimal fraction soil crouv C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(AMC 2) = 69.00 Initial subarea runoff_ = 1.237(CFS) Tota! initial stream area = 0.440(Ac.) Pervious area fraction = 0.100 Process from ?oint/Station 551.000 to Point/Station 552.000 "^ CONFL'JENCS OF MINOR S=R=?YS '^' 72 IL Along Masi Stream number: 1 in normal stream number 1 Stream flow area = 0.440(Ac.) Runoff from this stream = 1.237(C7S) Time of concentration 7.34 min. Rainfall intensity = 3.174(In/Hr) ra+rararr-+-ra+-r-rt----a-++-+------+ Process from Point/Station 551.100 to Point/Station 552.000 -� INITIAL AREA EVALUATION Initial area flow distance = 710.000(Ft.) Tog (of initial area) elevation = 1182.500(Ft.) Bottom (of initial area) elevation = 1153.100(Ft.) Difference in elevation = 19.400(7t.) Slope = 0.02732 a(percent)= 2.73 TC = k(0.390)*((length-3)/(elevation change)) -0.2 initial area time of concentration = 11.073 min. Rainfall intensity = 2.532(In/Hr) for a 10.0 year storm SINCLE FAMILY (1/4 Acre Lot) Runoff Coefficient.= 0.814 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(AHC 2) = 69.00 Initial subarea runoff = 2.885(CFS) Total initial stream area - 1.400(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++-+-+++++++++r-+++++++++++r+r++++++++++++ Process from Point/Station 551.100 to Point/Station 552.000 -- CONFLUENCE OF MINOR STR=ANS '"' Along Hain Stream number: 1 in normal stream number 2 Stream flow area = 1.400(Ac.) Runoff from this stream = 2.885(CFS) Time cf concentration = 11.07 min. Rainfall intensity = 2.532(In/.=.r) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) 1 1.237 7.34 3.174 2 2.885 11.07 2.532 Largest stream flow has longer time of concentration Qp = 2.885 + sum of Qb --a/Ib 1.237 0.798 = 0.987 Qp = 3.872 Total of 2 streams to confluence: Flow rates before confluence point: 1.237 2.885 Area of streams before confluence: 0.440 1.400 Results of confluence: Total flow rate = 3.8-2(CFS) Time of concentration = '_'_.073 Min. Effective stream area after confluence = 1.840(Ac.) 73 Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.785 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 RT index for soil(A-".0 2) = 79.00 Rainfall intensity - 2.431(In/Hr) for a 10.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 1.768(C7S) Total area = 0.880(Ac.) +++++++++++a++-+++ate+++a+++++ -++-++++--------------+++++-++--+++++.+ process from ?oint/Station 562.000 to Point/station 503.000 '"' CONFLUENCE OF MINOR STREAMS '"• Along Hain Stream number: 1 in nor -al stream number * '♦•561.000'to+?o:nt/Station+ Process from-Point/station 562.000 • y•, eW h.LA EVALUATION ^•• initial area flow distance - 460.000(Ft.) Too (of initial area) elevation = 1275.000(7t.) Bottom (of initial area) elevation = 1165.000(7t.) Difference in elevation = 110.000(Ft.) Slone = 0.23913 s(percent)= 23.91 TO = k(0.710)-((length-3)/(elevation chance))'0.2 Initial area time of concentration = 10.981 min - Rainfall intensity = 2.544(in/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.790 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(AHC 2) = 79.00 Initial subarea runoff - 1.768(CFS) Total initial stream area = 0.880(Ac.) Pervious area fraction = 1.000 +++++r++-+++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++ Process from Point/Station 562.000 to point/Station 563.000 NATURAL C'IIXNNEL TIME. + SUBAREA FLOW ADDITION '•^• Too of natural channel elevation = 1165.000(Ft-) End of natural channel elevation = 1'_51.500(Ft.) Length of natural channel = 230.000(Ft.) Estimated mean flow rate at midpoint of charnel = 1.768(C7s) Natural valley channel type used for channel veloc :v: L.A. County flood control district formula velocity = (7 + 8(q^_352)(slope^0.5) Velocity using mean channel flow = 4.06(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (?late D-6.2) Normal channel slope = 0.0587 Corrected/adjusted channel slope = 0.0587 Travel time = 0.94 min. TC = 11.92 min. Adding area flow to channel UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.785 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 RT index for soil(A-".0 2) = 79.00 Rainfall intensity - 2.431(In/Hr) for a 10.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 1.768(C7S) Total area = 0.880(Ac.) +++++++++++a++-+++ate+++a+++++ -++-++++--------------+++++-++--+++++.+ process from ?oint/Station 562.000 to Point/station 503.000 '"' CONFLUENCE OF MINOR STREAMS '"• Along Hain Stream number: 1 in nor -al stream number Stream flow area = O.S80(Ac.) ' Runoff from this stream = 1.766(CFs) Time of concentration = 11.92 m'_n. • Rainfall intensity = '-•431(1❑/8r) Process from Point/Station 562.500 to Point/Station 563.000 •"* INITIAL AREA EVALUATION .... 40. initial area flow distance 990.000(Ft.) Top (of initial area) elevation - 1310.000(7t.) Bottom (o_` initial area) elevation = 1151.500(7t.) Difference in elevation = 158.500(Ft.) slope = 0.16010 s(percent)= 16.01 TC - k(0.710) ((length^3)/(elevation change)] -0.2 Initial area time of concentration = 16.167 min. Rainfall intensity - 2.056(In/Y.r) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.768 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(AHC 2) = 79.00 Initial subarea runoff = 13.923(CFS) Total initial stream area = 8.820(Ac.) Pervious area fraction = 1.000 +++++++++++•i++++++++++++.+++++++.++++++++r++++++++++++++++++++++++++++ Process from Point/Station 562.500 to Point/Station 563.000 -- CONFLUENCE OF MINOR STREAMS " " Along Hain Stream number: 1 in normal stream number 2 Stream flow area = 8.820(Ac.) Runoff from this stream = 13.923(CFS) Time of concentration = 16.17 min. Rainfall intensity = 2.056(In/cr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/lir) 1 1.768 11.92 2.431 2 13.923 '_6.17 2.C56 Laroest stream flow has longer time of concentration Qp = 13.923 + sum of Qb Ia/Ib 1.768 0.846 = 1.496 Qp = 15.418 Total of 2 streams to confluence: Flow rates before confluence point: 1.768 13.923 Area of streams before confluence: 0.88C 8.520 Results of confluence: Total flow rate = 15.418(CFS) Time of concentration = 16.167 min. Effective stream area after confluence = 9.700(Ac.) End of computations, total study area = 31.58 (Ac The following figures may 7s !-D 41 be used !or a un-- hydrocraph study o: the same area. Area averaoed pervious area fraction(Au) = 0.522 Area averaged RI index nusLber = 73.2 76 _ _ ------------------------- ------------------------------------------- 723064 REDHA':K ------------------------------ --------------------'-- I l00 YR. 13A51/�l 500 i I I Ranpac Engineering Corporation, Temecula, CA - S/M 560 _______________________________________________I I Project: B600.rry Page 1 Calculated By: Study Date: 09/26/90 Moisture Condition(AMQ: 2 Checked By: I 1 100.0 Year Storm, rainfall intensity using rainfall data ?airs R A T 1 0 M A L R Y 0 A 0 L 0 G Y - R I V E R S I D E C 0-"""'-"'---"�_�����----I IStation/ I Soil Type IDe•el-I Area I I I C IL Elevl 0 1 0 ISlcpelSectionl V I L I T I Tc I Hydraulics I (Point No.[ A,B,C,D IT ype I(Acres)Iin/hI I I(suo)ITota( Iv/hz I IFps I ft.Imin.l ---------------- ------ I ------- I_...i------ I ------ i_____i------ I.____1 ------- 1.___1 ------- 1..._i min.( or notes ---------------I I ---------------i ..:. ---------------- i---------------- 1512.001 I------ I ------- I____1 ------ I------ I_____1 1------ I ------- I____1 ------ 1------ I..___i C-100-1 Comm 1 1-714.5510-889511262.01 7.01 ------ i_____1 ------ I_..__I------- 1.___1 ._-1_.__i_.___i_______________I ------ I_____ I_______ I____ I ---- I ---- 1 9.01 ...............1 1 I I--------- I ---------------- 1 ------ I ------- I____I------ i ------ I ----- I 6.96ID-050IStreet i 6.5I 5301 i.<1 ----- I aavg= 17.82I I I I I i I do=0.4 Flow hw=15.51 I 4D.0 Mice street I I I I I I 'I 1 1 I I 1 Vdth Ctr•Brk- 10.01 ix -fall= 0.0170 Ox -fall= 0.0170 I I I flow to pt.- 1 .1 1 ----- j ------- 1 ---- 1 ---- 1 .... 1 10.31_______________I ' I I 513.001 C-100%ISF 1/41 2.414.2110.843911235-51 8.51 ------ j 1 1 1_________I________________I______I_______I__-_I______1______I_____1______1____.1_______1__..1____1.___1_____1_______________1 1 1 513.001 II ---------------- 1 1 4-114.211 1 1 15.51 I ------ i ------- I.___1 ------ I ------ I_____I 1 I 1 I I ------ 1_____I------- 1____1.._1___.1_____1--------------- 1 10_3IStream Suttnary I ---------------- I 512-201 j______j_______j__-_j______j______1____.1______1____.1_______1__._1____1.___1.____1____________-__1 C-100%IU-fairl 3.513.8110.823311237-41 11.11 ------ 1.___.1------- 7__._ ____1_.__1 12`41_______________I I I--------- Improved channel travel time I ll.lolo.0091! 1.01 5.41 2201 0.71 ----- In= 0.02 dn= 0.81 1 I I I I I I I I I I I I I I 1 1 13.1ILZ= 2.0 Rz= 2.01 1 I I I---------------- 1 I Confluence I ------ I ------- I___.I------ I ------ I___._I TC11= 10.3 TC -2= 13.1 TC^3= ------ I__.__i------- I ---- I ---- 7 0.0 TCd4= 0.0 TCf5= 0.01 1 ---- 1 ----- 7 --------------- 1 1 Largest Analysts 0f1= 15.49 oft= 11.10 0-3= O.DO o_= 0.00 0:'5= 0.00 Area = 7.66 1 Confluence I i 4.21 If2= 3.70 I.z= 0-00 11== 0.00 Ifs= 0.001 1 1 1 0= 24.25 I I ' I I 513.001 AR1= 4.1 AR2= 3.5 AR3= 0.0 ARL= 0.0 AR5= 0-01 1 1 1 1 7 • I 1 1 01 = 24.3 C2 = 0.0 03 = 0-0 04 = 0.0 05 - 0.01 1 ---- 1 1 I I 1_____1______.____..._1 7 i7 ---------------- II_________I________________1______j_______j____1______1______1.___.I j------ 1------- 1_.__1------ 1------ (_____1 ------ 1----- 1 ------- 1 1-___1---- 24.2510.05415treet 1 8.11 4501 0.91 ----- 1 Gavg= 27.53 I I 1 1 1 I I 1 1 cn-03 Flow hw=20-0I I 1140.0 wide street I I I i I I I I I Ndth Ctr-Brk= 10.01 Ix -fall= 0.0170 Ox -fall= 0.0170 1 1 flow to pt.fI 514.001 I I I C-100%ISF 1/41 2.114-0210.8=1611211.01 7.01 ------ I ----- I------- I---- I---- --I 11.31-••-------••---I 1 INo. Pipes = 1 Pipe flow travel time --- 'M' D.013------I-----I 31.210.0951d= 24121.61 951 ----- ------ i.____I------- I ---- i ---- 1 0.11 11.31hg1= 0.9(ft.) ---- I ----- I --------------- ___-_______--_11 II --------- I ---------------- I 11.001 ---------------- I________________I______I_______i____1______I_..._.1_____1______I_____I_______I____7 ---------------- I ------ i ------- __._1------ I ------ I 1 1 1 9.714.001 1 1 31.21 1 1 1 1 1 i ------ I ------- I___.1 ------ I ------ I_.___1 ------ I__.__I------- 1____I____1____1_.___1___________-___7 I ------ i ------- I____1 ------ 1 ------ I ----- I ------ I ----- I ------- I ---- 1 ---- I ______________________________________________________________________________________________7 1 11-31stream St ary I I i ---------------I 1 ---- I ----- I --------------- I 7 7___________________________ Version 2.5 Copyright ------------------------------------------------- (c) CiviICADD/C1vilDESIGN, 1990 ____________________________________ -77 --------------------------------- ------------------------------••----............................. T23064 REDXA�K -....... ------........... I • �� II II II RanPac Engineer ng Corporation, Temecula, CA - SIR 560 II I I Page 2 Calculated SY: Project: 8600.rry 2 Checketl By: 1 I Study Date: 09/26/90 Moisture Cordition(AMC): I 1 100.0 Tear Storm, rainfall intensity using rainfall data pairs ...... ......... .�_-�-�---�..... R A T I O N A L X 7 0 R O l O 0 T - R I V E R - S I D E C 0 •••""'�•.'.-......-.......I Type loevel.l Area I I I C IL Elev1 0 1 0 ISlopelsec-,ionl V I L I T I Tc I Hydraulics IStation/ I Soil A,B,C,D IType 1(Acres)Iin/hl I I(suo)lTotal Iv/h2 I Fps I ft.Imrn.l min.1 or notes I (point No.[ I I.___.___i---------------- ------ I ------- I.___i...... I ------ j.__..j------ j..___1 ------- 1.___i_.__i.__.i__...I ...I I --------------- I i ------•--•-•---I I I i I II ... I---------------- 1 522.001 I I I I------I----.-I I------ I------ i ------- I I----••I------i I C•100%ISF 1/41 0.216.1110.859811206.51 1.21 ------ I... I -------I I I... I i....1 I I I ----- I ------- I ---- I ---- I ---- I ---1---------------I I 5'21---- i I 1 I IN., Pipes = 1 Pipe flow :ravel Link •-- 'N' = 0.013------I-----I 1.210.167ld- 18110.51 301 0.01 I --•- I ----•I 5.31hg1= 0.2(F-.) I I I I II --------- I ................ I•• --••I ------- I ---- I ------ I ------ I ......I 0.216.081 1 1 1.21 i--••---I----I• 1 I 1 11 1 5.3IStreamra Suory 1 1 1 1 1.001 ---------------- 1 .1 1 ------ I ------- I__..I------ I ------ I___..I___...I..__.I.__..._I ---- I .... I ---- I ----- I -------------- .I I 1 I_________ II_....._..i---------------- 1 I 532.001 I ------ I ------- I___.1 ------ I ...... 1...__I..__..I__.._I------- 1___.I C•1DO;ISF 1/41 3.713.6410.836411255.01 11.21------I---_-I-----•-i•.__i.___1..__ 1 ---------------1 13.51 --------------- I ..__I----_-I.__-.-I_....1 11.I8IC.C561Street 1 7.31 -°501 1.91 ----- I Savg= 16.77 1 1 1____..__.I________________I.___..I___.___I dn=0.4 Flow hu=17.7( I 1 1.60.0 wide stfeet 1 1 1 1 I 1 1 Vdth Ctr-Brk= 10.01 lx -fall= 0.0170 0x -fall= 0.0170 I I 1 1 flow to pt.: I I 533.00I I 1 1 C-100%ISF 1/41 3.713.3810.8.32311207.51 10.31 ------ I ----- I ------- I ---- I ---- I ---- 1 15.41--------------•1 1 1 IND. Pipes = 1 Pipe flow travel time ••• 'N' = 0.013 ------I-----1 21.510.194ld- __.I_...__-5- 24I25.31 251 0.01 .I____.1.___I.___ 15.41hg1= 0.6(Ft.) 1 1 .I__---_-------_-1 1 1 1__..__.I................I__._._I__..___I.__.I_____.1__..._1_..._1__.;113 I I Confluence TC01= 11.3 TCd2= 5.3 TC43= 15.4 Cw4 0.0 O_O_I TC -5- 1 I Largezt I I i Analysis 091= 31.25 0e2- 1.16 p-3= 21.51 c."-'= 0.00 oe5= 0.00 Area = 17.29 I Confluence I 1 I 1 Ie1= 4,00 1--2= 6.08 163= 3.38 1:4= 0.00 195= 0.001 1 1 1 O= 49.55 I 1 1 I 1 1 1.001 ARI= 9.7 Ant= 0.2 AR3= 7.3 ARA= 0.0 ARS= 0.01 I I • 1 1 1 01 = 49.6 02 = 0.0 03 = 0.0 04 = 0.0 O5 = 0.01 I I 1 -------•-------I I I... I -------------•--I------ I ------- I----I------i-.----I I ------I----- --- 'N' = 0.013------I----•I I•------ 49.610.0581d= I ---- I -•-- I I 30120.21 7801 0.61 ----- I 12.OIhgl= 1.3(Ft.) I I I Iwo. pipes = 1 ________________I__----i--__---I___.i___...1__..__I.____1___.__I...__1..__.-_I----I-.-_1.._.1.___..___...__.1 Pipe flow travel time I II I---------------- 1 1 542.001 I ------ I ------- I ---- I ------ I------ I ------I C-100%ISF 1/41 1.414.4310.8:6411163.11 5.11 ------ i-------I-•--I I----I•---- I ----- I ------- I ---- 1___.1___.1 I -------i .1...-I I I-------•-------I I 9.41 --------------- I I --•--1-----•---------I II--------- I ---------------- 1 1 542.001 ---------------- I ------ 1 ------- I I -----•I ------ I----•I------ 1 11.414,<31 1 1 5.11 I ------ I------_I_.__1...__.I------ I__...i------ 1 I j____.j------- 1 I 1 1 1____1_...1..__1..___1 9.4IS:ream Summary 11 --------------- I I I__..._.._1---------------- 1 I 542.001 1 ------ I ------- I___.i------ i ------ I_.___1 ------ I._.._1 ------- I..__i C-100:ISF 1/41 1.414.0010.8:1411163.11 4.71 ------ I ----- I ------- 1 ---- I .... I .... _-I---___I___.-I--_--__I--__i___-i--_-i-_---i-__ ---------------I I I 11.4I --------------- I I ------: i I--------- I ---------------- I Confluence I ------ I ------- I ---- I- _---I-__-.-I__ TCe1= 9.4 TC'2- 11.4 TC -3- 0.0 I TC= 0.0 TC:5= 0.0 I 1 1 I Analysis Owl= 5.07 oe2= 4.71 D-3= 0.00 Deo= 0.00 Ce5= 0.00 Area = 2.75 I Confluence I e1= 4.G3 I.2= 4.00I:S= 0.00 1:4= 0.00 145= 0.001 1 I I C= 8.97 1 1 1 I i 1 542.001 AR1= 1.4 AR2= 1.4 AR3= 0.0 AR4= 0.0 ARS= 0.01 1 1 I 1 1 1 i I I iI I---------------- 1 1 ---------------- of = 9.0 02 = 0.0 03 = C.0 I------ I------- I I------I------I I ------I 1------ 1------- 1____1------ 1------ 1__...i------ 04 = 0.0 I------ j.__._j------- 05 = 0.0I I I I 1 1..__1___.1__._1..__.1--------------- 1 1 1 1---------------1 1 ------___.--_-.I ________________1___.._1____.__I__._I___.__1_..___1_____1___.._1_.__.(_._..__1____1 ---- ------------1------ ------- 1.._.(------ 1------ 1__._.1------ ____.___.____..____..___.___.___._____...__.____._. ---------------I I I Version 2.5 Copyright (U Ci viICAC O/Ci viIDESICN, _••---___---•-------------•-•-__----_-_---_--•----•---.-------•------- 1.___.1------- 7990 ----------------------------------------------- 1_.._1____I....1_.___I------ ________._ __...---- I 1 -------------- -' 7b 1 12306: RED HA':K • II II II II Rano ac Engineering Corporation, Te cu(a, CA - S/N 560 .......................... I i I• -- Rage 3 Calculated By: I I Project: 8600.rry 2 Chested By: I Study Date: 09/27/90 moisture COOdI[IOn(AMC): I I 1 1 100.0 Year Storm, rainfall intensity using rainfall data pairs ------------------------ C 0 - --- -----•- R A i 1 0 N A L N T D R 0 L 0 G T ------- - R I V E R S I D E 11•- '•- --------------- Area 11 I C IL EleV1 O 0 ISIo Section V L T a1 I I I Tc x craulics I (Station/ I Soil Type IDevel.1 I(Acres)lin/hi I I(sub)17oeal IV/hl 1 1Fps I f,.Imin.1 min.I or notes o I 1point No.1 A,B,C,D I I __.._.__.i________________I_...._I_.__-__i.___I______I_.___.I_.___i______i___..j___._..1_.__1._._1__..I_._._I___.._______---I (Type ------ i_____I------ j___ -.j ------- 1____1 I ---------------I I II__.__....i________________1______I.___.._I____i I________________I______i_______i 1 1 552.001 ------ I ------ ------ j_____1 ------ C-100:1 Comm 1 0.415.0810.89051116(..31 2.01 ------ 1__...1 ------- I.__.1._._1___.i_.__.j--------------- I ----- i_______ j____ j____ 1____ 1 1 7.31 --------------- I 1 I ---------I________________I ______I-______I____i______I______I____.I______I____.I_____-_I___.I-___I____I_____I_______________1 I O.c15.081 I I 2.01 I I 1 I I 1 7.31Stream Sunaary I I 552,00 II I I..___i__..___I.___i__._I.___I____ _I____.__.___.___ ________________1___.__1_____._1_._.1___.._1._____1___._1___.._ I ---------------- I 1 552.001 I ------ 1 ------- I____1 ------ I ------ i__.-_I______I____.j------- 1_.._1 C•100:1SF 1/41 1.414.0510.842111163.11 4.81_____. I ----- I_..___. j____ 1.._.1__..1 ----- I ------- I ---- I ---- I ---- I.____I--------------- _________._____I I 71.11 _______________1 i I I 1 I--------- I ---------------- i ------ I ------- I ---- I ------ I ------ I ----- i____._I iC:1= 7.3 TC:2= 17.1 TCA3= 0.0 TC840.0 TC:S= 0.01 1 1 Largest= I I 1 1 Confluence ad2= 4.78 c:3= 0.00 ca= 0.00 ens= D.CO Area Confluence 7.84 I I Analysis e.1= 1.99 1:1= 5.08 1Z2= 4.05 I:'3= 0.00 1:4= 0.00 1:'5= 0.001 1 1 I o= 6.31 1 1 I 1 i 552.001 AR1= 0.4 AR2= 1.4 AR3= 0.0 ARC= 0.0 AR5= 0.01 1 I I 1 1 1 ________________1 al = 0.0 02 = 6.4 23 = 0.0 ------ I ------- j ---- I ------ i------ I_____1------ 04 = 0.0 05 = 0.01 1 1 1_._._I------- I ---- i ---- i__..I_.__.i I _.__.._1 -------- -----__ I ---------------- ---------------- 1 1 562.001 I------ 1------- I____1------ I------ 1_____1------ 1------ 1------- I..__I------ I------ j_____1------ C-100.1U-fairl 0.914.0710.827911165.01 3.01 ------ I.____I------- I ---- I____I_.._I_____I__.__.._ 1_.___1------- I ---- I ---- I____i_____I I ----- I ------- I ---- I ---- I ---- .... I ---- I "i --------------- 1 i 1 11.01••^ I I I • 1 i ---------I Natural Channel travel time - subarea flow addition 1 ------ 1 ------ I ------- I___.I...... I______I__._.I I ----- 1 ------- i 2.9710.059INat Ch 1 4.51 2301 0.31 ----- I gavg' 2.97 1 1 0.01______I___-_I_.____.I_.__I.___I.___I 11,.81_______________1 1___563.00j___.._____C-100:Iu-fair) 0.013.9110.825211157.51 1 ________________I______I_______I____1------ I______I_____I______I..___1_______1____1I__..1_____I_____._________ 1 3.01 1 1 1 I I 117.8IStream suorary 11 11 563.001 1 1 0.913:911 I I i________________i______I_______I.___I______I______i_.___I._____I_______i____1__._I___.1__.__I__.______--____I I---------------- I 1 563.001 I ------ I ------- 1.___I ------ i ------ I__.I------ i____.I------- I.___1 _..i_________.__.__I C-100%IU-fair) 8.813.2910.812511151.51 23.61 ------ I_____ I_______ I ---- 1._._1 ---- i 1 16.21_______________ I I i II_________I________________I______1_____._..I TC:1= 77.8 TC 2= 16.2 TC. 0.0 TC <= 0.0 TCC5- 0.01 1 1 1 Lar9ezt I I Confluence 091= 2.97 ct2= 23.59 ca3= 0.00 0:=.= 0.00 0 5= 0.00 Area = 9.70 I Confluence I I 1 Analysis Izt= 3.91 1:2= 3.29 1:3= 0.00 I"= 0.00 1:'5= 0.001 1 1 I D= 26.08 I 1 1ARI= I 1 56-001 0.9 AR2= 8.8 AR3= 0.0 ARL= 0.0 AR5= 0.01 1 I 1 1 1 I i 01 = 0.0 c2 = 26.7 c3 = 0.0 I___.1------ j------ j_____j------ 04 = 0.0 e5 = 0.01 I j_____j------- j__._j____1____1.___.j--------------- 1 1 ---------------- I________________I 1 1 I---------------- ---------------- 1------ I------- ------ j------- j_.._I------ j------ 1_____1------ Total Stuay area = 9.70 (Ac.) I------ I------- 1..__1------ 1------ 1__...1 ------ 1------ 1------- 1____I------ 1------- 1_____i------ 1__.._I------- 1.__.i peak flow rate z 26.083 I___._j.__._._j..._1__._1._..I__.._I.___.____..____I j__.__1------- 1.___I ___1____i___..I.________.__.__I 1____.I------- i._._I___.I__._I.__..I-______________I --------------- (CFS) I + ________________I ------ 1------- I__._I------ 1------ I_.___1------ ------------ •___I------ I------- 1___.1------ I------ i__.__I------ I_____I------- I___.I 1 1 Version 2.5 Copyright (C) CiwilCACD/Ci VilD£SIGN, 1990 __________1 Riverside County Rational Hvdrolocy Procram Civ4lCADD/C4vi1DSS=GN -c ng ineering software, (c) 1950 Version. 2.5 - ------_-Rational _Hydrology -Study --------Date: 09/26/90 _09_26____________________ T23064 R-DHAWIK /aQ YR. -3A51AJ 500 ------------------------------------------------------------------------ *••••-••• Hvdrologv Stud_v 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 511.000 to Point/Station 512.000 •... T_NITIAL AR=A ZVAI.UATION —•• initial area flow distance = 880.000(Ft.) Ton (of initial area) elevation = 1290.500(7t.) Bottom (of initial area) elevation = 1262.000(7t.) Difference in elevation = 28.500(Ft.) Slope = 0.03239 s(percent)= 3.24 TC = k(0.300)•((Iength-3)/(elevation chance)] -0.2 Initial area time of concentration = 8.971 min. Rainfall intensity = 4.550(in/'r) for a 100.0 ,year storm COM_H=RCIAL subarea tvpe Runoff Coefficient Decimal fraction soil group A = 0.000 Decimal fraction soil Croup 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 = 6.962(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction = 0.100 Process from Point/Station 512.000 to Point/Station 5'_3.000 ••'• S'-.ZST FLOW TRAVEL SUBA.RZA FLOW ADDITION •••• Top of street segment elevation = 1262.000(7t.) End of street segment elevation, = 1235.500(7t.) ga • . i Length of street. secment = 530.000(Ft.) Heicht of curb above cutter flcwl-ne = 6.0(:n.) Width of half street (curb to crown) = 20.000(7c.) Distance from crown to c=oss:a'_1 grade break = '_0.000(':..) Slope from gutter to grade break (v/hz) = 0.0i7 Slope from grade break to crown (v/hz) = 0.017 Street flow :s on (1) side(s) of the street Distance from c•_rb to property line = 10.000(Ft.) Slooe from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from 110w11ne = 1.900(7n.) Manning's N in cutter = 0.0150 Manning's N from cutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean `_low rate at midpoint of street = 11.819(CFS) Depth of flow = 0.365(Ft.) Average velocity = 6.474(Ft/s) Streetflow hydraulics at midocint of street travel: Halfstreet flow width Flow velocity = 6.47(Ft/s) Travel time - 1.36 min. TC = 10.34 min. Adding area flow to street SINGLE FAHiL`! (1/4 Acre Lot) Runoff Coefficient = 0.844 Decimal fraction soil croup A = 0.000 Decimal fraction soil group 9 = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil grout, D = 0.000 RI index for soil(;u-iC 2) - 69.00 Rainfall intensity 4.209(In/Hr) for a 100.0 year storm Subarea runoff = 8.526(CFS) for 2.400(Ac.) Total runoff = 15.488(CFS) Total area = 4.120(Ac.) Street _`low at end of street = 15.488(CFS) Half street flow at end of street = 15.488(CFS) Depth of flow = 0.393(-t.) Average velocity = 6.891(Ft/s) Flow width (from curb towards crown)= 15.805(Ft.) process from ?oint/station 512.000 to ?oint/Station 513.000 *_•* CONFLUENCE OF MINOR STREAMS '- Along " Along Hain Stream number: 1 in normal stream number 1 stream flow area = 4.120(Ac.) Runoff from this stream = 15.468(CFS) Time of concentration = 10.34 min. Rainfall intensity = 4.209(In/Hr) Process from Point/Station 512.100 to Point/Station 512.200 ... INITIAL INITIAL AREA EVALUATION ---- initial area flow distance = 540.000(7t.) Too (of initial area) elevation = 1334.000(7t.) Bottom (of initial area) elevation = 1237.400(Ft.) Difference in elevation = 96.600(Ft.) Slope = 0.17889 s(percent)= 17.89 TC = k(0.710)'((lengt2:'3)/(elevation chance)]"0.2 initial area time of concentration = 12.408 min. Rainfall intensity = 3.807(2.^./3r) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.823 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal _fraction soil croup D= 0.000 RI index for soil(AHC 2) 79.00 Initial subarea runoff_ = '1.096(CFS) Total initial stream area - 3.540(Ac.) pervious area fraction = 1.000 +++++++.++++ I'll +++++++++++.+s++?+.... +a+moi-----a-----Ta_—r++++++i process from point/Station 512.200 to Point/Station 513.000 .�•• IHpROV:'D C::ANNrL T'RAVLL -!HE '"• CF - upstream point elevation 1237.40(Ft.) Downstream point elevation 1235.50(Ft.) Channel length thru subarea 220.00(7t.) Channel base width 1.000(7t.) Slone or 'Z' of left channel bank 2.000 Slope or 'Z' of richt channel bank 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 2.000(7t.) Flow(c) thru subarea = 11.096(CFS) Depth of flow = 0.793(Ft.) Average velocity 5.414(Ft/s) Channel flow too width = 4.171(Ft.) Flow Velocity = 5.41(Ft/s) Travel time 0.66 min. Time of concentration = '_3.09 min. critical depth = 0.922(Ft.) ++++++++++++++++-+++++.++++++++++�+�++++++++=+++r-+r--+++++++++++-. + process from point/Station 512.200 to ?pint/station 513.000 +*" CONFLUENCE OF MINOR STREAMS ,- Along Hain Stream number: 1 in normal sueam number 2 Stream flow area = 3.540(Ac.) Runoff from this stream 11.096(CFS) Time of concentration 13.09 min. Rainfall intensity = 3.697(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall intensity No. (CFS) (min) (In/Fr) 1 15.488 10.34 4.209 2 11.096 13.09 3.697 Largest stream flow has shorter time of concentration Qp = 15.488 + sum of Qa Tb/Ta 11-096 0.790 8.764 QP = 24.252 Total of 2 streams to confluence: Flow rates before confluence point: 15.488 11.096 Area of streams before confluence: 4.120 3.540 Results of confluence: Total flow rate 24.252(CFS) Time of concentration 10.335 min. Effective stream area after confluence 7.660(Ac.) ---------+. ..._r -----------------•-------------- Process from Paint/Station 513.00o tc ?c_nt/Station 5i4.000 •.... STREET 'LOW TRAVEL TIME - SUBAREA FLOW ADDITION •••• Top of street segment elevation = 1235.500(Ft.) End of Street segment elevation = 1211.000(Ft.) Length of street segment = 450.000(7t.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) - 20.000(7t.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v/hz) = 0.017 Slooe 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 prooerty 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 27.529(CFS) Depth of flow = 0.458(Ft.) Average velcc: v - 8.109(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.616(Ft.) Flow velocity = 8.11(Ft/s) Travel time = 0.92 min. TC 11.26 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.842 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 Rainfall intens: v = 4.016(In/H=) for a 100.0 year storm Subarea runoff_ 6.995(CFS) for 2.070(Ac.) _ Total runoff = 31.247(C7S) Total area = 9.730(Ac.) Street flow at end of street = 31.247(CFS) Half street flow at end of street = 31.247(CFS) Depth of flow = 0.475(Ft.) Average velocity = 8.380(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 20.000(Ft.) .............. +.++r+ Process from Point/Station 514.000 to Po-;rt/Station 1•000 �... PIpEFLOW TRAVEL TIME (User specified sire) .-.• Upstream point/station elevation = 1206.52(Ft.) Downstream point/station elevation = 1197.50(Ft.) Pipe length = 95.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Rewired pipe flow = 31.247(CFS) Given pipe size = 24.00(in.) Calculated individual pipe flow = 31.247(CFS) Normal flow depth in nice = 11.26(lr..) Flow top width inside pipe 23.95(In.) Critical Depth = 22.56(In.) Pipe flow velocity = 21.58(Ft/s) Travel time throuch pipe 0.07 min. Time of concentration (TC) _ 11.33 min. Yaiai}at�a4T+YTa.i}a-f.aaaaT+a # a-aY++vi++##a------------ Process - ++Process from Point/Stazion 51:.000 to Point/Station '_.000 •• ^ CON7iU7NC_ OF MINOR STREAMS ---- Along •^ Along Hain Stream numoer: Stream flow area = 9 Runoff from this stream = Time of concentration = Rainfall intensity = normal stream number 730 (AC. 31.247(CFS) '_1.33 min. .001(in/Hr) Process from Point/Station 521.000 to Point/Station 522.000 INITIAL AREA EVA-LUA710N -- initial area flow distance = I30.000(7t.) Tap (of initial area) elevation = 1211.500(Ft.) Bottom (of initial area) elevation = 1206.500(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.03846' s(percent)- 3.85 TC - k(0.390)•((length-3)/(elevation change)) -0.2 Initial area time of concentration = 5.244 min. Rainfall intensity = 6.'-14(In/Mr) far a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.860 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(mC 2) = 69.00 Initial subarea runoff = 1.156(CFS) Total initial stream area - 0.220(Ac.) Pervious area fraction = 0.500 ++++++++Y+++++Y+ +++++++r+ -+++++++Y+-++ ++++++++-----Ya-+rT-+-+�-+�+++ Process from Point/Station 522.000 to Point/Station 1-•000 *.*• PIPE -FLOW TRAVEL ':L1_ (User specified size) *_•w Upstream point/station elevation - 1203.00(7t.) Downstream point/station elevation = 1198.00(Ft.) Pipe length = 30.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Recuired nine flow = 1.156(crs) Given pipe site = 18.00(in.) Calculated individual pipe flow = 1.156(CFS) Normal flow depth in pipe = 2.03(ir..) now top width inside pipe = 11.40(In.) Critical Depth - 4.81(in.) Pipe flow veloc -4tv = 10.51(Ft/s) Travel time throuch pipe = 0.05 min. Time of concentration (TC) = 5.29 min. Process from ?tint/Station 522.000 to Point/Station 1.000 +.^ CONFLUENCE OF MINOR STREAMS '•-•' Along Haan Stream number: Stream flow area = C Runoff from this stream = Time of concentration = Rainfall intersizv = normal stream numner 220(Ac.) 1. 156 (CFS) 5.29 min. OE3(In/Er) • 43 • +.... I --------- .-.a-------r.-rr rrr-------------------- ------- Process frcm ?Dint/Station 531.000 to Point/Station 532.000 ^ • INITIAL AREA _JAIXA-!ON .... Initial area flow distance = 740.000(Ft.) Top (of initial area) elevation = 1263.300(Ft.) Bottom (of initial area) elevation - 1255.000(Ft.) Difference in elevation = 8.300(Ft.) slope = 0.01122 s(oercent)= 1.12 TO = k(0.390)1[(length"3)/(elevation change))"0.2 Initial area time of concentration = 13.452 min. Rainfall intensity = 3.641(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff coefficient = 0.836 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(AHC 2) 69.00 Initial subarea runoff = 11.178(CFS) Total initial stream area = 3.670(AC-) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++-+++++++++-++++++++++++++r-+++++-+++r+ \ Process from Point/Station 532.000 to Point/Station 533.000 .... STREET FLOW TRAVEL T:ME + SUBAREA FLOW ADDITION .... Ton of street secnent elevation = 1255.000(Fz.) End of street segment elevation = 1207.500(7t.) Lencth of street segment = 850.000(Ft.) Height of curb above cutter 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.) Slone 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 midpcint of street = 16.767(CFS) Death of flow = 0.396(Ft.) Average velocity = 7.324(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.959(Ft.) Flow velocity 7.22(Ft/s) Travel time = 1.93 min. TO = '_5.39 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = O.S32 Decimal fraction soil group A = 0.000 Dec_mal fraction soil group B = 0.000 Decimal fraction soil group C = 1.000 Decimal fraction soil croup D = 0.000 RI index for soil(A_mC 2) = 69.00 Rainfall intensity = 3.362(In/-r) for a 10C.0 year storm. Subarea runoff = 10.330(c75) for 3.670(Ac.) Total runoff = 21.509(crs) Total area = 7.340(Ac.) • iK Street flow at end Of street = 21.509(CFS) 3a if street flow at end of street = 21.509(CFS) Deoth of flow = 0.425(Ft.) Average velocity = 7.749(Ft/s) • Slow width (from curb tcwards crown)= 17.661(Ft.) ------------------------ ---------- Process from ?o:nt/Station 533.000 to Point/Station 1.000 ---- PIPE?LOW TRAVEL TIM= (Use= specified site) ---- 0 4 Upstream point/station elevation = 1202.86(7t.) Oowr.strean point/station elevation = 1198.00(7t.) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.509(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 21.509(C7S) Normal flow depth in pine = 7.57(In..) Flow top width inside pine = 22.30(ln.) Critical Deoth = 19.89(In.) Pipe flow velocity = 25.32(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 15.40 min. +++++++++++++++a+T+++++ATT+T++++++T++-+++++ Process from Point/Station 533.000 to Point/Station 1.000 ---- CONFLUENCE OF MINOR STREAMS ---- Along Main Stream number: 1 in normal stream number 3 Stream flow area = 7.340(Ac.) Runoff from this stream = 21.509(CFS) Time of concentration = 15.40 min. Rainfall intens= y = 3.380(In/Hr) Summary of stream data: Stream -low rate TC Rainfall Intensity No. (CFS) (min) (In/ r) 1 31.247 11.33 4.001 2 1.156 5.29 6.083 3 21.509 15.40 3.380 Largest stream flow has shorter time of concentration QP = 31.247 + sum of Qa Tb/Ta 1.156 - 2.142 = 2.477 21.509 - 0.736 = 15.827 QP = 49.551 Total of 3 streams to confluence: Flow rates before confluence Point: 31.247 1.156 21.509 Area of streams before confluence: 9.730 0.220 7.340 Results of confluence: Total flow rate = 49.551(CFS) Time of concentration = 11.334 min. _ffective stream area after confluence = 17.290(Ac.) }T+_-TTY_YT Process from Point/Station 1.000 to Point/Station 2.000 ---- PIPEFLOW TRAVEL TIM= (User specified size) -•-. Upstream nocr.t/statcon elevation = 1195.00(7t.) Downstream point/station elevation = 1152.50(Ft.) • Pipe lenctn = 780.00(rt.) mannina's N = 0.013 No. of n.pes = 1 Required pipe flow 42.551(CFS) Given p -pe site = 3O.00(ir..) Calculated individual pipe flow = 49.551(CFS) Normal flow depth in pipe = 15.00(In.) Flow top width inside pipe = 30.00(in.) critical Depth = 27.54(In.) Pipe flow velocity = 20.18(Ft/5) Travel time throuch pipe 0.64 min. Time of concentration (TC) = 11.98 min. • Process from Point/Station 541.000 to Point/Station 542.000 -- INITIAL AREA EVALUATION '"' Initial area flow distance = 970.00O(Ft.) Top (of initial area) elevation = 1275.00O(7t.) Bottom (of initial area) elevation = 1163.1OO(Ft.) Difference in elevation - 111.9O0(Ft.) Slone = 0.t1536 s(percent)= 11.54 TC = k(O.39O)'((length^3)/(elevat4-on change)) -0.2 Initial area time of concentration = 9.405 min. Rainfall intensity = 4.434(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 acre Lot) Runoff Coefficient - 0.846 Decinal fraction soil croup A = 0.000 ' Decimal fraction soil group 3 = 0.000 Decimal fraction soil group C - 1.000 Decimal fraction soil croup D - 0.000 RI index for so !(AHC 2) = 69.00 Initial subarea runoff = 5.066(CFS) Total initial stream area = 1.35O(Ac.) Pervious area fraction = 0.500 Process from Point/Station 541.000 to Point/Station 542.000 " CONFLUENCE OF MINOR STREAMS -- Along Hain Stream nu=er: 1 in normal stream number 1 Stream flow area = 1.35O(Ac.) Runoff from this stream = 5.O66(CFS) Time of concentration = 9.41 min. Rainfall intensity = 4.434(ln/`::r) Process from Point/Station 541.1_00 to Point/Station 542.000 iNI__.-.L AREA EVALUATION ':' Initial area flow distance = 740.0O0(7t.) Too (of initial area) elevation = 11_52.5O0(Ft.) Bottom (of initial area) elevation = 1163.1OO(Ft.) Difference in elevation = 19.40C(Ft.) Slope = 0.02622 s(percent)= 2.62 TC = k(0.39O)'((length^3)/(elevation chance))^0.2 Initial area time of concentration = 1'_.351 min. Rainfall intensity = 3.99o(In/ter) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = C.S41 07 -;e4�50 67-�z Decimal fraction so'_? group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil 9=ouP C = 1.000 Decimal fraction soil croup D = 0.000 • RI index for soi'_p_4C 2) = 69.00 Initial subarea runoff = 4.709(CFS) Total initial stream area = 1.400(Ac Pervious area fraction = 0.500 Process from Point/Station 541.100 to Point/station 542.000 •••• CONFLU=NC= OF MINOR STR'AMS ^•• Along Main Stream number: 1 :n normal stream number 2 Stream flow area = 1.400(Ac.) - Runoff from this stream = 4.709(CFS) Time of concentration 1.1.35 min. Rainfall intensity = 3.998(In/Fr) Summary of stream data: _ Stream -low rate TC Rainfall Intensity No. (CFS) (min) (In/Er) 1 5.066 9.41 4.434 2 4.709 11.35 3.998 Largest stream `_low has shorter time of concentration Qp - 5.066 + sum of Qa Tb/Ta 4.709 0.829 3.902 Qp = 8.968 Total of 2 streams to confluence: Flow rates before confluence point: • 5.066 4.709 ` area of streams before confluence: 1.350 1.400 Results of confluence: Total flow rate 8.968(C7S) Y Time of concentration 9.405 min. Effective stream area after confluence 2.750(Ac.) +++++++r++-++++++.++++.+++++.+++ ++.++++++------ ------- Process from Point/Station 551.000 to Point/Station 552.000 •••• INITIAL AREA EVALUATION •••• Initial area flow distance 710.000(7t.) .. Top (of ;initial area) elevation = 1205.000(Ft.) Bottom (of initial area) elevation = 1164.260(Ft•) Difference in elevation = 40.740(Ft.) 51ooe = 0.05738 s(?ercent)= 5.74 TC = k(C.300)•((length-3)/(elevat4-on chance)) -0.2 Initial area time of concentration = 7.343 min. Rainfall intensity = 5.060(In/Hr) for a 100.0 year storm CO24CRCIAL subarea tvpe Runoff_ Coefficient = 0.891 Decimal fraction so-;! group A = 0.000 Decimal fraction soil croup 3 = 0.000 Decimal fraction sc'_1 group C = 1.000 Decimal fraction soil group D = 0.000 RI index for soil(?35C 2) = 69.00 Initial subarea runoff = 1.991(CFS) • 4�� Total initial scream area = 0.440(Ac.) Pervious area frace_on = 0.100 Process from Point/Station 551.000 to point/Station 552.000 .••' CONFLUENCE Or 41NOR STREAMS •'.' Along Hain Stream number: 1 in norma'_ stream number 1 Stream flow area = 0.440(Ac.) Runoff from this stream 1.991(CFS) Time of concentration = 7.34 min. Rainfall intensity = 5.080(in/Hr) YrrYTTT------ . Process from Point/Station 551.100 to Point/station 552.00 ••.. INITIAL AREA EVALUATION ... Initial area 'low distance = 710.000(Ft.) Top (of initial area) elevation = 1182.500(Ft.) Bottom (of initial area) elevation = 1163.100(Ft.) Difference in elevation = 19.400(Ft.) Slone = 0.02732 s(percent)= 2.73 Tc = k(0.390)'[(length^3)/(elevation change))^0.2 Initial area time of concentration = 11.073 min. Rainfall intensity = 4.053(In/Hr) `or 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 f=action soil group C = 1.000 Decimal fraction soil group D - 0.000 RI index for soil(AY.0 2) = 69.00 Initial subarea runoff 4.778C = ( "5 Total initial stream area = 1.400(Ac.) Pervious area fraction = 0.500 +++++++++++++++++++++++.+.++++++++.++++-++-++++.+-++T+++.r-.++++---+-+ Process from Point/Station 551.100 to Point/Station 552.000 ''" CONFLU NCE OF MINOR STREAMS '^' Along Main Stream nLmner: 1 in normal stream number 2 Stream flow area = 1.400(Ac.) Runoff from this stream = 4.778(CFS) Time of concentration = 11.07 min. Rainfall intensity = 4.053(In/H=) Summary of stream data: stream Slow rate TC Rainfall Zntens_ty No. (CFS) (man) 1 1.991 7.34 5.080 2 4.778 11.07 4.053 Largest stream flow has 'longer time of concentration Qp = 4.778 + sum of Qb !a/lb 1.991 0.798 = 1.588 QP = 6.366 Total of 2 streams to cor._`luence: Flow rates before confluence point: W 1.9c, :.778 Area o: streams before confluence: • Results of confluence: Total flow rate = 6.366(CFS) Time of concentration = '_1.073 min. ffective stream area after confluence 4+++++T++"t.++++++T+r+1++i++1++T+�+++++s+++++++YY+t+f.+++...+?w_T+rte+♦ Process from Point/Station 561.000 to Point/Station 562.000 •••• INITIAL AREA EVALUATION -- initial " initial area flow distance = 460.000(7t.) Tcp (of initial area) elevation = 1275.000(7t.) Bottom (of initial area) elevation = 1165.000(Ft.) Difference in elevation = 110.000(Ft.) Slone = 0.23913 s(percent)= 23.91 TC = k(0.710)+[(length'3)/(elevation change))'0.2 Initial area time o_ concentration = 10.981 min. Rainfall intensity 4.071(In/lir) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.828 Decimal fraction soil group A = O.000 Decimal fraction soil group 'n = 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 = 2.966(CFS) Total initial stream area - 0.880(Ac.) Pervious area fraction = 1.000 Process !--am ?oint/Station 562.000 to Point/Station 563.000 •+•* NATURAL CSANNEL TIY.E + SUBAREA ?LOW ADDITION •"• Too of natural channel elevation = 1165.000(Ft.) End of natural channel elevation = 1151.500(Ft.) Length of natural channel = 230.000(Ft.) stimated mean flow rate at midpoint of channel = 2.966(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity - (7 + B(g'.352)(slope^0.5) Velocity using mean channel flow = 4.54(Ft/s) Correction to map slope used on extremely rugged channels with droo_s and waterfalls (Plate D-6.2) Normal channel slope = 0.0587 Corrected/ad3usted channel slope = 0.0587 Travel time = 0.34 min_ TC = 1'_.83 min. Adding area flow to charnel UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.825 Decimal fraction so_l group A = 0.000 Decimal fraction soil group 3 - 0.000 Decimal fraction soil croup C = 1.000 Dec'_ma1 fraction scil croup D = 0.000 RI index for scil(AMC 2) = 79.00 Rainfall intensity = 3.909(In/Er) Subarea runoff = 0.000(CFS) for for a '_00.0 year storm 0.000(Ac.) qb Total runoff = 2.966(CFS) Total area = O.SSC(AC.) ProcessT L^om Point/Station 562.000'to Point/Station - 563 000 •••• CONFLU=NCS OF :::NOR 5:?=?= 5 Along Main 5tream number: 1 in normal stream n'.:r, `,.ber 1 Stream flow area = 0.880(Ac.) Runoff from this stream = 2.966(CFS) Time of concentration = 11.83 min. Rainfall intensity = 3.909(In/F..r) Process from Point/Station 562.500 to Point/station 563.000 -- INITIAL AREA EVALUATION ... initial area flow distance = 990.000(Ft.) Top (of initial area) elevation = 1310.000(Ft.) Bottom (o`_ initial area) elevation = 1151.500(Ft.) Difference in elevation = 158.500(7t.) Slove = 0.16010 ;(Percent)= 16.01 TC - k(0.710)*((length^3)/(elevation change)) -0.2 initial area time of concentration = 16.16; min. Rainfall intensity = 3.29l(In/Er) for a 100.0 year storm \ UNDEVELOPED (fair cover) subarea Runoff Coefficient - 0.813 Decimal fraction soil group A = 0.000 Decimal fraction soil grouv B - 0.000 Decimal fraction soil croup C - 1.000 Decimal fraction soil grouv D = 0.000 RI index for soi.l(PIMC 2) = 79.00 initial subarea runoff = 23.586(CFS) Total initial stream area = 8.820(Ac.) Pervious area fraction = 1.000 +++++YT---------- .... •. Process from point/Station 562.500 to Point/Station 563.000 *+�* CONFLUENCE OF MINOR STREAMS —" Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.820(Ac.) Runoff from this stream = 23.586(CFS) Time of concentration = 16.17 min. Rainfall intensity - 3.291(In/"rr) Summary of stream data: Stream Flow rate TO Rainfall Intensity No. (CFS) (min) ('n/`r) 1 2.966 11.83 3.909 2 23.586 16.17 3.291 Largest stream flow has longer time of concentration QP = 23.586 - sum of Qb is/ib 2.966 - 0.842 = 2.:98 QP = 25.083 Total of 2 streams to confluence: Flow rates before confluence point: 2.966 23.586 Area of streams before confluence: 0.550 8.520 Results of confluence: • Total floe rate = 26.083(C7S) Time o: concentration = 16.167 min. _ffeczive stream area after confluence = 9.700(Ac.) End of computations, total study area = 31.58 (Ac The following figures may be used for a unit hvdrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.682 Area averaged Rl index number = 73.2 0' Hydraulic Calculation CATCH BASINS SIZING C. 5c — - -- ::_": GTFKc STINCGPD NO ICC E CL*e LINE C I r CJRi LINE /OP ATuO 10• 2O j \nuc_'/ •4�._r _ C"7j";•��:p ��2!— I I I • IA 'CONCRE'E n Ov/ -- TT 'LOU _R L,1= COHC. GUTTER' • GRATING 9 GUTTER PLAN TYPICAL HALF STREET SECTION NOTES (ABOVE BASIN) lj - L THIS CHART GIVES GRATING CAPACITIES OF STANDARD CITY GRATINGS (STANDARD .:-...._..—.... .._—.---------•�•-• - PLAN NO B-5251 DEVELOPED FROM HYO' ' RAULIC MODEL STUDIES FOR VARIOUS VALI S - --- OF-J ON THE INDICATED SLOPE- • .....—...�..._ iC. 2 THIS CHART IS APPLICABLE ONLY T --1-----'-r-=1-- -- O CON - DITIONS SHOWN ON THE AROVE SKETCH. ' 1 THIS IRREGULARITY RESULTS FROM THE HTDwAOUC INTERFERENCE OF THE H BEAL _• =PP TING THE ADJOINING GRATINGS. _ _--_–r--•–R __ _= 201-- �_ •—.::{{;:.__a_ _. ..._-t__:.f_'. —gym •,r •' =F OTE 7 : .:...... ..... .... •:c :_•: :[.': 4 QF==——:•'N::..ii-,•:r::-::�_cx'=._...,riiii DSS - - - I_==;:i ':^4=='u%''-=- S'r,C'.YIl: '=='CT OF SLOPE GR,: I�iV C.n-I PLS-nCil IGJ ..•_-•---•' c^iG;.'<cc'niNG-CITY 0= LOS :..1'Gc:c_ ,_.—_—_ 1-=-=.r- �••' _ 5UREdl: OF -- e...1:-:-� —...__ pE?ART}.iENT OF PUSLJC WORKS DESIGN DIViSX?4 STORM DRAIN Icy IN slogs ._.. ❑Y: F.J.D.c W._7. DP -ANN c O.S I. z .5 .4 :3 7 .3 .J ;.0 1= I ��•'=` r D-OEP T H OF cLOVY (F T) A -c C•%E .'lvri kiAL GATT -R GR^`(C[S ��j VP%Crown " DESK -N cZlc�= 3/.2ct5 l71ydra/cgY) -p•I / 2 o I Gr5 .-'• -- = 5 <— ` _ —:� ............................................... I ........................... ...... STREET FLOW 'ALCUTAT I ONS '""" ........................................................................... CALCULATE STREET CAPACITY GIVEN: Street Slope = :060000 (Ft./Ft.) _ 6.0000 L Depth of Flow ............................................................................. This software prepared for: Ranpac Engineering ............................................................................. "• OPEN CHANNEL FLOW - STREET FLOW "' Street Slope (Ft./Ft.) = .0600 Mannings "n" value for street Is .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 (Fr.) = 10.00 Slope frac 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 = .670 (Ft.) = c•i J�/� - 1. Average Velocity = 8.00 (Ft./Sec.) NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN - Streetflow Hydraulics = - Halfstreet Flow Width(Ft.) = 20.00 '- Flow Velocity(Ft./Sec.) ? 7.11 Depth -Velocity = 3.36 Flow rate of total street channel = 29.11 (CFS) Flow rate in gutter Is 8.79 (CFS) Velocity of flow in gutter and sidewalk area = 11.250 (Ft./Sec.) Average velocity of total street channel = 8.001 (Ft./Sec.) %� Cl Two Gra 1r � 5 ****** STREET FLOW CALCULATIONS ****** CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .060000 (Ft./Ft.) = 6.0000 t Given Flow Rate = 20.70 Cubic Feet/Second This software Prepared for: Ranpac Engineering *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0600 ' - 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 (7n.).= - Mannings "n" value for gutter and sidewalk = .015 Depth of- flow = .426 (Ft.) Average Velocity = 7.35 (Fz./Sec.) _ Streetflow Hydraulics . Halfstreet Flow Width(Ft.) = 17.75 Flow Velocity(Ft./Sec.) = 6.35 Depth*Velocity = 2.71 _ Flow rate of total street channel = 20.70 (CFS) Flow rate in gutter = 7.30 (CFS) Velocity of Plow in gutter and sidewalk area = 10.517 (Ft./Sec-) Average velocity of total street channel = 7.353 (Ft./Sec.) 9G c.� v GfrlCc S7—'N0:-R0 NO 102 CURB LINE ,oR•TIe01 _ "Or (CONCRETE +r.._..✓ t_i st--.I....{�—',`_ `DUCT ER - �1 :'= ::OTE GRATING 9 GUTTER PLAN OF SLOPE NOTES L THIS CHART GIVES ORATING CAPACITIES C_J of ]TAMOARD CITY GRATINGS (STANDARD PLAN NO B-252]) DEVELOPED FROM HYD- ' RAULIC MODEL STUDIES FOR VA94UZ VALUES �-- OF'D' ON THE INDICATED SLOPE. ` THIS CHART IS APPLICABLE ONLY TO COM- DITIONS SHOWN ON THE ABOVE SKETCH. 1 THIS IRREGULARITY RESULTS FROM THE ' HYDRRULIC INTERFERENCE OF THE H BCAM SUPPORTING THE ADJOIMINC GRATINGS. C[[ E CURB LINE 4L I _ IAS' = CONC. CUTTE R'� L I1 TYPICAL HALF STREET SECTION i (ABOVE BASIN) -7 .8 -9 LO L5 =_==lw RUiEdU OF E:rG:NaEnING-CITY OF LOS OF ?UCLJC WORKS STO?M DR'! -4 D-cSiGN DIVISIGN ' IN.O. 51005 M--pC...._ ?rESIC=!EO : F.J.D.0.� c 4.-..T. 'u P.A�'N _. 2 .3 .4 _ 5 c t . .Al vi[ItiLL GU -TER GRLvE ST. SLOT= a �� G=GE?TH OF FLOW (FTS A�C'iE �rJTGc aIDL j C=c i 7 61 G s5 To C Oc e� rf q7 CY. +r.._..✓ t_i st--.I....{�—',`_ - - �1 :'= ::OTE � OF SLOPE Ic G --ING CAR—ACM ES C2 — RUiEdU OF E:rG:NaEnING-CITY OF LOS OF ?UCLJC WORKS STO?M DR'! -4 D-cSiGN DIVISIGN ' IN.O. 51005 M--pC...._ ?rESIC=!EO : F.J.D.0.� c 4.-..T. 'u P.A�'N _. 2 .3 .4 _ 5 c t . .Al vi[ItiLL GU -TER GRLvE ST. SLOT= a �� G=GE?TH OF FLOW (FTS A�C'iE �rJTGc aIDL j C=c i 7 61 G s5 To C Oc e� rf q7 CY. 7 OF SLOPE G --ING CAR—ACM ES RUiEdU OF E:rG:NaEnING-CITY OF LOS OF ?UCLJC WORKS STO?M DR'! -4 D-cSiGN DIVISIGN ' IN.O. 51005 M--pC...._ ?rESIC=!EO : F.J.D.0.� c 4.-..T. 'u P.A�'N _. 2 .3 .4 _ 5 c t . .Al vi[ItiLL GU -TER GRLvE ST. SLOT= a �� G=GE?TH OF FLOW (FTS A�C'iE �rJTGc aIDL j C=c i 7 61 G s5 To C Oc e� rf q7 n L� 15T /V✓D Crai:S *r*++* STREET .-LOW CALCULATIONS •t==a+ CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .050000 (Ft -/Ft.) = 5.0000 's Given Flow Rate 14.60 Cubic Feet/Second **+****+*****++***********++*******+*+*******+xx*******+********+*+********** This software prepared for: Ranpac Engineering *** OPEN CHANNEL FLOW - STREET FLOW *•x Street Slope (Ft./Ft.) _ .0500 - Mannings "n" value for street = .015 Curb Height (In.) = 6. - Street Halfwidth (Ft.) = 20.00 ' Distance From Crown to Crossfall Grade Break 10.00 Slone 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.) = - Slope prom curb to property line (F`./F .) 111:020 10.00 Gutteriwidth (Ft.) = 2.000 - Gutter hike from flowline-(In-) = 1.900 -- Mannings "n"value £or gutter and sidewalk = .015 Depth of 'low = -395 (Ft.) Average Velocity = 6.39 (Ft./Sec.) - - Stredtflow Hydraulics : - Halfstreet Flow Width(Ft.) = 15.95 Flow Velocity(Ft./Sec.) = 5.35 Depth*Velocity - 2.11 Flow rate of total street channel = 14.60 (CFS) Flow rate in gutter = - 5.76 (CFS) Velocity of flow in gutter and sidewalk area = 9.102 (Ft./Sec.) Average velocity of total street channel = 6.-386 (Ft -/sec.) 0 .': inp lwo &-o%`'s rY**Y*x**;*Yx*iYrwa Ya*a*rwaaY++****wx+;rY+#*YrYrwY#YireY*x*e*x*xY*a***wxrY+ STREET FLOW CALCULATIONS ****** ri##+##Y+airi}iYY;;#####iYYYYri+xYYYrt}YxYY#rYxxiY;rxYY}a*YY+e}iYa#YYaYiYwY; CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .050000 (Ft -/Ft.) = 5.0000 % Given Flow Rate = 8.10 Cubic Feet/Second ************+*+#***+*****+********++*++;*****+*****+****i**++***++**x#**4**** This software prepared for: Ranpac Engineering *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ - .0500 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 nrooerty line (F`.) = 10.00 Slone 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 = 334 (F`.)•. _ AVeraTe Velocity = 5.69�(Ft./Sec.) - Streetflow P.vdraulics - Halfstreet Flow Width(Ft.) = 12.36 _ - Flow Velocity(Ft-/Sec.) = 4.38 Depth*Velocity = 1.47 Flow rate of total street channel = 8.10 (CFS) Flow rate in cutter = 4.10 (CFS) Velocity of flow in gutter and sidewalk area - 8.027 (Ft./Sec.) Average velocity of total street channel = 5.692 (Ft./Sec.) 96 1r, Ll 0► c. B. �— - _ ---- s-cNc_Ro No loe { FcL� x cF�ic- = I L CVRD LINE c CURB LINE /GAAnwa3 --10• :D' ' I � d I A rLO-- LoUTTERIIA' I I CORC. CUTTE R' L GR=.TING 9 GUT I ER PLAN I TYPICAL HALF STRE-T SECTION i NOTES (ABOVE BASIN) -- - L THIS CHART GIVES ORATING CAPACITIC3LO jj OF STANDARD CITY GRATINGS (3TANDARD --_— -- PLAR NO f-:3231 DEYELOPEO rRCM MTY RAULIC MODEL STUDIES FOR VARIOUS VALUES r•...... OF'D' ON THE INDICATED SLOPE- '- •� 2 TH13 CHART IS APPLICABLE ONLY TO CON- ('_--.--• :-•- '/- —� ' DITION3 SHOWN ON THE ABOVC SKETCH. S . THIP IRREGULARITT H THIS RESULTS FROM THE ILIO INTERFERENCE OF THE H DCAM =PP TING THE AOJOIRING GRA INGS• 20 _ .....7 ...._. _. i -_:.-1. - _ . ,CIS ��- - _-- n2C�5 -- -- :,-1111_ 1111_.- - - _ -- _=::.t:'-1177_:- ==t --_---- . _�—_ -_ _ -::::�___ � �. .. _.. .;' _ _ _ _ 11.11 —1111 • S Vtr_.—__-._.t- .. :-:�::: {..i :_:�_:�:_�.:. �:. --_ — 1111.-.._--1111_ ___"_ • . L'•.---.._---...7.111_......_.. !--'t--_ .-. - - r. __-- •�/ VI_—_._--_ -:.: ::1:=.:=1--:{�.:.—_::_�:. �. __. 1711-1111 1111 1111— � .......... i.::_ _ _- - _ i 3 -�___-z•,--- r::l: !.mac:- I c�iGN CH i ;',o, ccccCT OF SLOrE _ — •yr==,:_I:=-,!1J � Grp,=.TING CA?,^.C1ilE5 2r= - ------ -- - -UzE_'.:: OF Ena.<c-,ING-C!,- OF LOS i.NG-�-E= I_=-= : ==ac:;:•-1:::::::_.:'Ci-C' i:._ D =GRT6ENT OF PUSJC WO?KS S_GRM DRAIN DESIGN DIVISION . -- IN 1005 i ev: F.J-D.c Y. -.T DP•AF?N =. O.C.S. 2 .3 G I ' :i 7 . ST. SL>P:D=GE.=TH OF FLCtY (FTi •-'-C+ - '1GRfaAL GUTTEn GR -'DF C= - �l. J ii?99rgjog, '" 2,1 C75 (/ oVcRCYDwn �_ 2 G c FS a o 45 ?srr�7 - Ln� Iwo CrareS U/��"-3•6-0.1 1 C '• :p? �5 Q SYcI TWp ,mei e5 � a''/Gr7 = G' --- - -'--- ---_ - 'n fix- P 0 1St T'V0 Gra}e5 oT Total 6 Gra,ie5 fwf r.i.*====f YRf rf.x=w.=w.rxx=rrt*f*w=rx.f.=xffff ifff R*==+x==wxrt=rf xf =RRf*fx RYxix= STREET FLOW CALC7LATiONS ixrrYR ==r=YR**Yx rwxrrt*Ywxx=xrrR*x==Yx==YrtR=x=frtfY.ff =xrw==*xx=.xRRfRx=xrt=f=R=f irtx CALCULATE D=PTH OF FLOW GIVEN: Street Slope = .050000 (Ft./Ft.) = 5.0000 8 Given Flow Rate = 23.60 Cubic Feet/Second Y***R*Y****Y*****Y*Y**YY*YY**Y*YR*YY***Y*Y**Y***Y Y Y R**Y*****Y Y Y***Y**YY**Y Y x This software prepared for: Ranpac Engineering *YR**YY*YYYfi****xYYTY*YYYi*YRxY*xi**fi*****Yx***R*R*RY*R**Yi*Y*YxR*Y****YYY*RY *** OPEN CH:,NNEL FLOW - STREET FLOW *•i Street Slope (Ft./Ft.) _ .0500 Mannings "n" value for street = .015 I Curb Height (In.) = 6. 'Street Halfwidth (Ft.) = 20.00 Distance From Crown to Crossfall Grade Break Slope from Gutter to Grade Break Slope from Grade Break to Crown Number of Halfstreets Carrying Runoff = 1 Distance from curb to property line (Ft.) _ Slope from curb to property line Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Mannings "n" value for cutter and sidewalk = Depth of `-low = .455 (Ft.) Average Velocity = 7.07 (Ft./Sec.) Streetflow Hydraulics : Halfstreet Flow Width(Ft.) = 19.45 Flow Velocitv(Ft./Sec.) = 6.21 Depth*Veloc= y = 2.62 Flow rate of total street channel = 23 Flow rate in gutter = 7.55 (CFS) Velocity of flow in gutter and sidewalk area Averaoe velocity of total street channel = (Ft.) = 10.00 .017 .017 10.00 .020 015 60 (CFS) = 10.045 (Ft./Sec.) 7.OE9 (Ft./Sec.) C oNT iNU_ D � 4 th--- OTAL � 1 NTLRCLP- = Z3.(4 - l.0 = 22. G CE 0 Z ✓)d Two 6 rare 5 YRYf_i,YrRfiFFRR._.ifi._F._YYfiYY._Y,Y.rYY_YFYRF,x.fFY._RR*YYfFY*,RYYR*fiRFYfixY •.«•«• STREET FLOW CALCULATIONS • "*"' YYYF*YR•*RYRYi*Rifi••YR*fiRR*RRYRYYFYif RYifiFYFRY,RRYfRRYRR**FFYfR•**YR•RYFR CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .050000 (Ft./Ft-) = 5.0000 B ' Given Flow Rate = 15.50 Cubic Feet/Second xxr**xx*h*R*R*ixkxY**rR**rY#*rr*xrxrxrxhrx#rx*fx**xxx YR*xrx#hr*h#xxr#xhR#x*h* This software prepared for: Ranpac Engineering Frxxrf*rf**RRxfxxrxY xf RhrfRrrRR.RxYrR*FrRFrRYff*xxx*hr*#hRRhRxxRxxxR*f xxxxRRx *** OPEN CHANNEL FLOW - STREET FLOW *** Street Slope (Ft./Ft.) _ .0500 Mannings "n•• value for street = .015 Curb neicht (In.) = 6. Street Hal`_width (Ft.) = 20.00 Distance From Crown to crossfall Grade Break Slone from Gutter to Grade Break (Ft./Ft.) _ Slone from Grade Break to Crown (Ft./Ft.) _ Number of Bal`_streets Carrving Runoff = 1 Distance from curb to _roperty line (Ft.) _ Slone from curb to property line (Ft./Ft-) _ Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) _ 1.900 Mannings "n" value for gutter and sidewalk = Depth of flow = 402 (Ft.) Average veloc_:v = 6.46 (Ft./Sec.) Streetflow Avdraulics Halfstreet -low Width(Ft.) = 16.35 'low Velocity(Ft./Sec.) = 5.45 Depth -Velocity = 2.i9 Flow rate of total street channel _ ''S :low rate in cutter = 5.96 (CFS) Velocity of `_low in cutter and sidewalk area Average velocity of total street channel = 0 (Ft.) = 10.00 .Oi? . 017 10.00 .020 015 50 (CSS) 9.216 6.464 (Ft./Sec.) 10 U 3rc� I'wo G,a es .^^' STREET FLOW CALCULATIONS ... ....:.................................................. CALCULATE DEPTH OF FLOW GIVEN: Street Slope = .050000 (Ft./Ft.) = 5.0000 Given Flow Rate = 9.10 Cubic Feet/Second This software prepared for: Ranpac Engineering ............................................................................. -- OPEN CHANNEL FLOW - STREET FLOW '" Street Slope (Ft./Ft.) = .0500 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 NLzrber 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 Deo'h f flow = 346 (F;.) Average Velocity = 5.62 (Ft./Sec.) Street -low Hydraulics : Halfstreet Flow uidth(Ft.) = 13.02 Flow Velocity(Ft./Sec.) = 4.57 Depth -Velocity = 1.58 Flow rate of total street cnannel = 9.10 (CFS) Flow rate in gutter = 4.39 (CFS) Velocity of flow in gutter and sidewalk area = 8.233 (Ft./Sec.) Average velocity of total street channel = 5.816 (Ft./Sec.) • t 163 7 • 2 �h l wo rat 4' ......^................................ . ..•-...............- ...... STA. FLOW C.LT.CUTI.T_ONS ...................................:....................................... C.ILCULTTS DEPTH OF FLOW GLV --N: Street Slope = .050000 (Ft./Ft.) = 5.0000 Given Flow Rate = 4.30 Cubic Feet/Second .....:................. ...........: ..........................................This software nrevarefor: Ranpa....Engineering ............................... eeeoared ••� OPEN CHANNEL FLOW - STR=ST FLOW ... ` Street Slope (Ft./Ft.) _ .0500 Mannings "n" value for street - .015 Curb Height (Zn.) - 6_ Street Hal=width (Ft.) - 20.00 Distance From Crown to C=oss=all Grade Break (Ft.) = 10.00 Slone from Gutter to Grade Break (Ft./Ft.) - -0'_7 Slone from Grade Break to Crown (Ft./Ft.) _ -0'-7 Number of Halfstreets Ca=ryinc Runoff = 1 Distance from curb to prone==v line (Ft.) = 10.00 Slone from curb to property line (Ft./Ft-) _ .020 Gutter width (4_.) = 2.000 Gutter hike from flowline (T -n.) = 1.900 Mannings "n' value for gutter and sidewalk .015 Deo -h of `lo - •280 `.1 ,Average Veloc .v - 5.12 (:t./Sec.) Streetflow Hvdraulics Hal_s_reet Flow Width(Ft-) = 9.18 Flow Veloc= y(Ft./Sec.) = 3.43 Depth -velocity .96 Flow rate of total street charnel = 4.30 (CFS) Flow rate in cutter = 2.80 (CFS) velocity_ of flow in cutter and sidewalk area = 6.955 (Ft./Sec.) Average velocity of total street channel 5.119 (Ft./Sec.) lou ,LL -I5 • 62/D I (Op I C l pONo. I WTEAC—PI 0"'1 C.B. -Pl IAN ^25.: 03' 3. J Cry 0 11, C I LO U: v Q 0 G EA I I 1 . 4 [` I I 1 I. I I 1 I 1 II I I �• G EA I 1 I 1 . r I 1 I I 1 I. I I 1 I 1 II I I �• 1 � 1 I I 11 1 I I I I• I 'f I I I �/. 1 I I I I I 1 p 1 I I 1 I 11 I I1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 p I 1 I 1 1 •II f 1 1 1 I '/I 1 1 1 I I 1 1 11 I I 1 I 11 I /I I 1 I I 1 1 1 1 1 1 i r1 1 1 11 I 1 1 1 1 1 1 I I 1 •/. I 1I I 1 1 � f 1 I .� /.11 I 1 I 1, r, ' 1 '. I r 111 • I �, �, I/ 1 1. I 1 Yi• 1 ,. 1 r 1 1 1 I� I � I �� • I I I 1 1 I I I 1 I/ 1 I • II 1 1 I 11 1 I t7 1 I 1 I 1 1 I I. 1 1 I �I / 11' 1/ 1 1 •11 I I 1 1 1 I 1 I Ir 1 11 I 1 I 1 . r I 1 I I 1 I. I I 1 I 1 II I I �• 1 � 1 I I 11 1 I I I I• I 'f I I I �/. 1 I I I I I 1 p 1 I I 1 I 11 I I1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 p I 1 I 1 1 •II f 1 1 1 I '/I 1 1 1 I I 1 1 11 I I 1 I 11 I /I I 1 I I 1 1 1 1 1 1 i r1 1 1 11 I 1 1 1 1 1 1 I I 1 • I I 1I I 1 I 1 I 1 1 I I/ 1 1. 1 I 1 1 Yi• 1 1 1 1 1 1 1/ 1 r l l 11 I 1 1 1 1 1 1 I I I 1 I/ 1 I • II 1 1 I 11 1 I t7 1 I 1 I 1 1 I I. 1 1 I �I / 11' 1/ 1 1 •11 I I 1 1 1 I 1 I Ir 1 11 I I 11 rl I 1 I I 1 1 I 1 I I rlr A I 1 I 1 I 1 I I I I I i I 1 1 I I 1 1I p / I In 1 I I •C 1 I I // r. 1 11 ^ A 1 1 I 1 1 I 1 nI (lAl• V 1 P I rl / 1 P 1 I•p I I / I I 11 1 I 1/ I I I 1 I I I 1 1_ I I p p I1 1 I 1 I •/ / 1 Ir 1. 1 1 1 1 I 1 II p I1 I 1 I '1 I • I 11 I 1 1 1 1 1 1 _ __ 167 V -DE H (Feet) Los Ar,celes CounCy Flood Control D CATCH11 BASIN V-DLj- CJRS LIME /GRATINGS FLOW �iCOMCRETE LOUTTER GRATING S GUTTER PLAN NOTES E i CURB LIME C 1 - 10' 20' 7.– � I -r I I CONC. GUTTER Lty- 2 TYPICAL HALF STRE ET SECTION (ABOVE SASIN) 1. THIS CHART GIVES GRATING CAPACITIES OF STANDARD CITY GRATIMGS (STANDARD PLAN NO E-2523) DEVELOPED FRG:! HYD- ' RAULIC MODEL STUDIES FOR VARIOUS1— OF'o ON THE INDICATED SLOPE. 2- THIS THIS CHART IS APPLICABLE ONLY TO COM- DITIOMS SHOWN ON THE ABOVE SKETCH. 1 IRREGULARITY RESULTS FROM THE _-: _I: .THIS HYDRAULIC INTERFERENCE OF THE H BEA" \ •:...r— _� SUPPORTING THE ADJOINING GRATINGS. _1. io �— –. yam_ .r Y t-_�. _–�•_:��-� L V RAT! NG S NO + -a — _. ' DE __-__ CF SLOP G R,.T IN CA-ACMCS SUREAU OF EivGi?dCERING-.C7TY OF LOS JNGc_ - 1- :,RT •i EN T OF PUELIC WORKS STORM DRAIN DESIGN DIVISION 0. 51005 -- -1 J - J . -Y 'J.D.cW.r DYA:aK, :;y: C -C .2. ..J :J 7 .3 ' iv l �V G=DEPTH 0F FLOW =T) AEO`iE N0R;A-" ,-,L G I TEP vrt.',vc 0 OF FICE STAN D;IRD `Joy 108 • � Quo Gr�-�-C. I -1 0.4/5 • •. Q Io V/ • 5 0 HYDRAULIC LINE r �J GRADE LINE ,T E ,T �y ti If3 • •' a. F05ISP VATER SURFACE PROFILE LISTING TRACT 23064 MGL CALLS ON LINE E 10-22-90 FN=64ALE 0 VEL VEL ENERGY SUPER Ci IT, I CAL MGT/ RASE/ 2L NO AVG; STATION INVERT DEPTH W. S. PIER ELEV OF FLOW _.cy X"c AD GRD.EL. ELEV DEPTH DIA IO N0. ..NORM DEP....N 2R L/ELEM 50 SF AVE HF ........................................................................................ 49.3 17.49 4.749 1158.645 .00 2.291 2.50 .00 .00 0 .0 .040941 1.01 1.450 .00 49.3 17.77 4.905 1159.662 .00 2.291 2.50 .00 .00 0 .. .042136 .36 1.450 .00 49.3 17.88 4.965 1160.021 .00 2.291 2.50 .00 .00 0 .0 .045308 2.10 1.450 .00 49.3 18.75 5.460 1162.116 .00 2.291 2.50 .00 .00 0 .0 .051390 1.63 1.450 .00 49.3 19.67 6.010 1163.751 .00 2.291 2.50 .00 .00 0 .0 .055264 .27 1.4L4 .00 49.3 19.84 6.112 1164.021 .00 2.291 2.50 .00 .00 0 .0 .059681 1.42 1.44L .00 49.3 20.80 6.719 1165.435 .00 2.291 2.50 .00 .00 0 .0 .0643L3 1.07 1.256 .00 49.3 21.C1 6.857 1166.507 .00 2.291 2.50 .00 .00 0 .0 .069655 3.42 1.256 .00 49.3 22.04 7.542 1169.922 .00 2.291 2.50 .00 .00 0 .. .079213 2.50 1.256 .DO 49.3 23.12 8.303 1172.424 .00 2.291 2.50 .00 .00 0 .- .084322 .39 1.114 .00 49.3 23.12 8.303 1172.824 .00 2.291 2.50 .00 .CO 0 .084170 1.37 1.121 .00 1000.00 1152.50 1.396 1153.896 24.76 .03554 1024.76 1153.38 1.378 1154.758 8.55 .03570 1033.31 1153.69 1.371 1155.056 46.27 .03570 1079.58 1155.34 1.319 1156.656 31.73 .03570 1111.31 1156.47 1.271 1157.741 4.93 .03590 1116.24 1156.65 1.262 1157.909 23.76 .03590 1140.00 1157.50 1.216 1158.716 16.68 .05657 1156.68 1156.44 1.206 1159.650 49.05 .05657 .1205.T 1161.22 1.162 1162.380 31.50 .05657 1237.Z3 1163.00 1.121 1164.121 4.67 .08566 1241.90 1163.40 1.121 1164.521 16.22 .08387 q't F0515P P-0_ 2 WATER SURFACE PROFILE LISTING BRACT 23064 0L CALLS ON LINE E • 10-22-90 FN=6::LE p VEL VEL ENERGY SUPER CRITICAL NGT/ EASE/ 2L NO AVE: STATION INVERT DEPTH U.S. EIEV DEPTH DIA ID x0. PIER ELEV ' Of ilOU ELEv NERD LRO.EL. ' SF AVE Nf NORM DEPTH L/ELEM ................................................................................................................. SO 1258.12 1164.76 1.i2Z 1165.682 49.3 23.09 8.280 1174,162 .00 2.291 2.50 .00 .00 0 .0 11.36 1.121 .CO 143.98 .08367 .078924 1402.10 1176.23 1.163 1177.998 49.3 22.02 7.528 1185.526 .00 2.291 2.50 .00 .00 0 .0 44.24 .08387 .069397 3.07 1.121 .00 1446.34 1180.55 1.207 1181.753 49.3 20.99 6.840 1188.593 .00 2.291 2.50 .00 .00 0 .0 1.54 1.121 .00 25.28 .08387 .D61083 1471.62 1182.67 1.253 1183.919 49.3 20.02 6.221 1190.140 .00 2.291 2.50 .00 .00 0 .0 17.21 .08387 .053797 .93 1.121 .00 1488.63 1184.11 1-301 1185.410 49.3 19.08 5.652 1191.062 .00 2.291 2.50 .00 .00 0 .0 12.70 .08387 .047423 .60 1.121 .00 1501.53 1185.17 1.352 1186.526 49.3 18.19 5.139 1191.665 .00 2.291 2.50 .00 .00 0 .0 9.85 .08387 .041847 .41 1.121 .00 1511.38 1186.00 1.405 1187.405 49.3 17.35 4.673 1192.078 .00 2.291 2.50 .00 .00 0 .D 4,67 .04282 .039150 .18 1.366 .00 1516.05 1186.20 1.408 1187.608 49.3 17.32 4,656 1192.264 .00 2.291 2.50 .00 .00 0 .0 107.71 .03920 .038678 4,19 1.404 .00 1623.76 1190.42 1.411 1191.833 49.3 17.26 4.624 1196.457 .00 2.291 2.50 .00 .00 0 .0 132.34 .03920 .036454 4.82 1.404 .00 1756.10 1195.61 1.468 1197.078 49.3 16.45 4.202 1201.280 .00 2.291 2.50 .00 .00 0 .0 35.35 .03932 44-r /I y EZ .032808 1.16 1.403 •00 1791.45 1197.00 1.509 11198.•509 49.3 15.91 3,932 1202.4.1 .00 2.291 2.50 .00 .00 0 .0 JUNCT STR .05000 .062686 .63 .CO ' FOSISP P -,- WATER SURFACE PROFILE LISTING TRACT 2306= NCL CALLS OR LIME E • 10-22-90 Fu=644LE STATION INVERT DEPTH U.S. 0 VEL VEL ENERGT SUPER CRITICAL NGT/ 6 -SE/ 2L NO - ELEV OF FLOV -LEV HEAD GRD.EL. ELEV DEPTH DIA :O NO. PIER L/FLEX .................................................................................................................................. SO SF AVE HF NORM OEPTH :R 1801.45 1197.50 .645 1198.145 15.6 17.81 4.924 1203.069 .00 1.424 2.00 .00 .00 0 .- 2.80 .10381 .093465 .26 .630 .00 1804.25 1197.79 .646 1198.437 15.6 17.75 4.891 1203.32B .00 1.424 2.00 .00 .00 0 .[ 25.41 .10381 .087210 2.22 .630 .00 1829.66 1200.43 .669 1201.097 15.6 16.92 4.445 1205.542 .00 1.424 2.00 .00 .00 0 .[ 13.89 .10381 .076430 1.06 .630 .00 1843.55 1201.87 .693 1202.563 15.6 16.13 4.041 1206.604 .00 1.424 2.00 .00 .00 0 .0 ' 9.32 .10381 .066971 .62 .630 .00 1852.87 1202.84 .717 1203.555 15.6 15.38 3.675 1207.230 .00 1.424 2.00 ' .00 .00 0 .0 ' 6.83 .10381 .058698 .40 .630 .00 1859.70 1203.55 .743 1204.290 15.6 14.68 3.344 1207.634 .00 1.424 2.00 .00 .00 0 .. 5.29 .10381 .051492 .27 .630 .00 1864.99 1204.1D .770 1204.866 15.6 13.99 3.040 1207.906 .00 1.424 2.00 .00 .00 0 4,24 .10381 .045183 .19 .630 .00 1869.23 1204,54 .798 1205.334 15.6 13.33 2.761 1208.094 .00 1.424 2.00 .00 .00 0 .- 3.46 .10381 .039655 .14 .630 .00 1672.69 1204.90 .827 1205.722 15.6 12.71 2.510 1208.232 .00 1.424 2.00 .00 .00 0 2.87 .10381 .034812 .10 .630 .00 1675.56 1205.19 .857 1206.050 15.6 12.12 2.281 1208.331 .00 1.424 2.00 .00 .00 0 2.40 .10381 .030579 .07 .630 .00 187.96 1205.44 .889 1206.331 15.6 11.56 2.071 1208.404 .00 1.424 2.00 .00 .00 0 2.02 .10381 .026878 .05 .630 .00 1I-7 010 F0515P IPAG' LATER SURFACE PROFILE LISTING TRACT 2306: xGL CALCS CN LIKE E • 10-22.90 FN=644LE STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ SASE/ ZL KO ^ . ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA 10 90. P:ER L/ELEN ................................................................................................................................... 50 SF AVE xi NCRM DEPTH 2R 1879.9B 1205.65 .922 1206.574 15.6 11.02 1.887 1208.461 .00 1.424 2.00 .00 .00 0 .0 1.71 .10381 .023629 .04 .630 .00 1881.69 1205-83 .956 1206.786 15.6 10.51 1.714 1208.500 .00 1.424 2.00 .00 .00 0 .0 1.44 .10381 .020792 .03 .630 .00 1883.13 1205.98 .993 1206.972 15.6 10.02 1.559 1208.531 .00 1.424 2.00 .00 .00 0 .0 1.21 .10381 .018315 .02 .630 .00 1884.34 1206.10 1.031 1207.136 15.6 9.55 1.417 1208-553 .00 1.424 2.00 .00 .00 0 .0 1.01 .10381 .016140 .02 .630 .00 N 1885.35 1206.21 1.071 1207.281 15.6 9.11 1.288 1208.569 .00 1.424 2.00 .00 .00 0 .0 .85 .10381 .014231 .01 .630 .00 1886.20 1206.30 1.112 1207.410 15.6 8.69 1.172 1208.582 .00 1.424 2.00 .00 .00 0 .0 .68 .10381 .612563 .01 .630 .00 1886-B8 1206.37 1.157 1207.525 15.6 8.28 1.065 1208.590 .00 1.424 2.00 .00 .00 0 .0 .54 .10381 .011106 -01 .630 .00 - 18B7.42 1206.43 1-203 1207.628 15.6 7.89 .968 1208.596 .00 1.424 2.00 .00 .00 0 .D .41 .10381 .009829 .00 .530 .00 1887.83 1206.47 1.253 1207.720 15.6 7.53 .880 1208.600 .00 1.424 2.00 .00 .00 0 .0 .28 -10381 .008717 .00 .630 .00 1888.11 1206.50 1.306 1207.802 15.6 7.18 .800 1208.602 '.00 1.424 2.00 .00 .00 0 -C .18 .10381 .0077" .00 .630 .00 1888.29 1206.51 1.362 1207.876 15.6 6.84 .727 1208.603 .00 1.424 2.00 .00 .00 0 .0 .05 .10381 .006892 .00 .630 .00 1I-7 010 N eta, �•�- - FOS iSv WATER SURFACE PROFILE LISTING TRACT 23064 • MGL CALLS ON LIN'_ E 10-22-9C FN=e44LE NGT/ SASE/ 2L ND A•. 5" STATION INVERT DEPTH V.S. 0 VEL VEL ENERGY SUPER CRITICAL ID 90. PIER ELEV Of FLOW ELEV MEAD GRO.EL. ELEV DEPTH DIA .R SF AVE mF NORM .. LIELEM so -.. .. .................. 1207.944, 15.6 6.52 .660 1208.60. .00 1-424 2.00 .00 .CO 0 .0 .. 1438.34 1206.52 1.424 .00 WALL ENTRANCE 2.215 1208.735 15.6 .53 .004 1208.739 .00 .350 4.00 13.29 .00 0 .0 I1838.341206.52 .00 .000 .00 2.00 .00000 .000011 1890.34 1206.52 2.275 7208.735 15.6 .53 .004 7208.739 .00 .350 4.00 13.29 .00 0 .0 I I N eta, FOSISP LATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PACE i ' CARD SECT CHU NO OF AVE PIER HEIGHT 1 -=ASE ZL ZR INV T(1) T(2) T(3) T(A) 1(5) T(6) i(7) 1(8) T(9) T(:C' • CODE NO TYPE PIERS '410TH DIAMETER WIDTH DROP CO 1 4 2.50 co 2 4 2-00 CD 3 4 1.50 CO 4 4 2-00 co 5 3 0 .00 4.CD 13.29 .00 .00 .00 F 0 5 1 5 P PACE NO i LATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - TRACT 23064 HEADING LINE NO 2 IS - HCL CALLS ON LINE E HEADING LINE NO 3 IS - 10-22-90 FN=644LE F 0 5 1 5 P PACE NO 2 1 NATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET U/S DATA STATION INVERT SECT W S ELEV 1000.00 1152.50 1 1154.50 ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANL PT MAN - - 1024.76 1153.38 1 .013 .00 31.31 .00 C ELEMENT NO 3 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT MAN 1111.31 1156.47 1 -013 .00 .00 .00 0 ELEMENT NO 4 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT PAN 1140.00 1157-50 1 .013 .00 , .00 .00 ELEMENT NO 5 IS A REACH ' ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT MAN S 1237.23 1163.00 1 .013 .00 23.34 ,00 ELEMENT NO 6 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT PAN 1241.90 1163.40 1 .013 .00 .00 .00 . ELEMENT NO 7 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AMC PT MAN 1511.38 1186.00 1 .013 .00 51.19 .00 ELEMENT NO 8 IS A REACH ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANL PT MAN 1516.05 1186-20 1 .013 -CO .00 .00 ' ELEMENT NO 9 IS A REACH ' U/S DATA STATION INVERT SECT N - RADIUS ANGLE AUG PT MAN 1756.10 1195.61 1 .013 -00 .00 .00 ELEMENT NO 10 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1791-45 1197.00 1 .013 -00 90.00 .00 ELEMENT NO 11 IS A JUNCTION U/S DATA STATION INVERT SECT LAT -1 LAT -2 N C3 04 INVERT -3 INVERT -4 PHI 3 PHI 4 1801.45 1197.50 4 2 3 -013 22-6 11.1 1198.00 1198-00 30.00 3C.00 ELEMENT NO 12 LS A REACH' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT Man ' 1888.34 1206.52 - .013 -00 50-04 .00 ELEMENT NO 13 IS A WALL ENTRANCE ' U/S DATA STATICN INVERT SECT FP 1888.34 1206-52 5 .200 1 F 0 5 1 5 P PAGE NO _ WATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 14 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANC PT MAF 1890.34 1206.52 5 .013 .70 .00 .00 `Tic�3Dl�-� s ELEMENT NO 15 IS A STSTEM NEAOUCRKS U/S IATA STATICN INVERT SECT y S El n� 1890.3= 1206.52 5 1206.52 i • �1 TI TRACT 23064 72 MGL CALCS ON LINE E T3 10-22-90 IN=644LE So 1000.001152.50 1 R 1024-761153.38 1 .013 R 1111.311156.47 1 .013 R 1140.001157.50 1 .013 R 1237.231163.00 1 .013 R 1241.901163.40 1 .013 R 1511.181186.00 1 .013 R 1516.051186.20 1 .013 R 1756.101195.61 1 .013, R 1791.451197.00 1 .013 ix 1801.451197.50 4 2 3.013 22.6 R 1888.341206.52 4 .013 WE 1888.341206.52 5 .200 R 1890.361206.52 5 .013 1154.50 1890.341206.52 5 31.31 .00 0 .00 .00 0 .00 .00 0 23.34 .00 1 .00 .00 0 51.19 .00 1 .00 .00 0 .00 .00 0 90.00 .00 1 11.11198.001198.00 30.00 30.00 50.04 .00 0 S8 1890.341206.52 5 1206.52 CD 1 4 0 .00 2.50 .00 .00 .00 .00 CD 2 4 0 .00 2.00 .00 .00 .00 .00 CD 3 4 0 .00 1.50 .00 :00 .00 .00 CD 4 G 0 .00 Z.00 .00 .00 .00 .00 co 5 3 0 .00 4,00 13.29 .00 .00 .00 O 15.6 .0 .00 .00 0 • 0 HYDRAULIC GRADE LINE LATERAL E\- 1 '' FC515P '^-- Wa2R SURFACE PROFILE LISSIN6 TRACE 2306: • LAT E1 XGl CAICS FN=644LE1 Si AT ION INVERT DEPTH U.S, 9 VEL VEL ENERGY SUPER CR IT 1CAL N0./ 9 -SE/ ZL ND -.E ELEV OF FLOW ELEV MEAD ORO.EL. ELEV DEPTH DIA IO NO. PIER 50 SF AVE NF NORM DEPTH ZR L/ELEM ................................................................................................................................... 1004.17 1198.00 .856 1198.856 22.6 17.60 4.811 1203.667 .00 1.694 2.00 .00 .00 0 .0 7.05 .02527 .07Z135 .51 1.150 .00 1011.22 1198.18 .833 1199.011 22.6 18.23 5.158 1204.169 .00 1.694 2.00 .00 .00 0 .0 8.78 .02527 .080761 .71 1.150 .00 1020.00 1198.40 .805 1199.205 22.6 19.10 5.667 1204.872 .00 1.694 2.00 .00 .00 0 .0 .17 1.10306 .084067 .01 .620 .00 1020.17 1198.58 .814 1199.398 22.6 18.79 5.480 1204.878 .00 1.694 2.00 .00 .00 0 .0 .45 1.10304 .077090 .03 .420 ` .00 1020.62 1199.09 .844 1199.932 22.6 17.92 4.988 1204.920 .00 1.694 2.00 .00 .00 0 .0 ,41 1.10304 .067710 .03 .420 .00 1021.03 1199.54 .875 1200.413 22.6 17.08 4.531 1204.944 .00 1.694 2.00 .00 .00 0 .0 1 1.10304 .059506 .02 .420 .00 .36 2.00 0 1021.39 1199.94 .908 1200.846 22.6 16.28 4.117 1204.963 .00 1.694 .00 .00 .0 .33 1.10304 .052330 .02 .420 .00 1021.72 1200.30 .942 1201.238 22.6 15.53 3.746 1204.984 .00 1.694 2.00 .00 .00 0 .0 .29 1.10304 .046024 .01 .420 .00 1022.01 1200.61 .977 1201.591 22.6 14.81 3.406 1204.997 .00 1.694 2.00 .00 .00 0 .0 .25 1.10304 .040515 .01 .420 .00 1022.26 1200.90 1.015 1201.911 22.6 14.12 3.094 1205.005 .00 i.694 2.00 .00 .00 0 .0 .23 1.10304 .035702 .01 .420 .00 1022.49 1201.15 1.054 1202.201 22.6 13.46 2.813 1205.014 .00 1.694 2.00 .00 .00 0 .- .20 1.10304 .031475 .01 .420 .00 02 !'& F0515P 'GE WATER SURFACE PROFILE LISTING TRACT 2306. LAT E1 NGL C:.L CS • FN>644LEI D VEL VEL ENERGY SUPER CRITICAL HIT/ SASE/ 2L NO ..5 STATION INVERT DEPTH W. S. ELEV DEPTH 0(A ID K0. PIER ELEV OF FLOW ELEV HEAD GRD.EL. ZR SF AVE HF NORM DEPTH L/ELEM ......................................................................................................... SO 1.095 1202.463 Z2.6 12.83 2.557 1205.021 .00 1.694 2.00 .00 .00 0 .0 1022.69 1201.37 .00 .420 .00 .18 1.10304 .027773 1022.87 1201.56 1.138 1202.700 22.6 12.24 2.325 1205.025 .DO 1.694 2.00 .00 .00 0 .0 .00 .420 .00 .15 1.10304 .024538 1023.02 1201.73 1.184 1202.915 22.6 11.67 2.114 1205.029 .00 1.694 2.00 .00 .00 0 .0 .420 .00 .13 1.10304 .021708 .00 1023.15 1201.88 1.Z32 1203.111 22.6 11.12 1.921 1205.032 .00 1.694 2.00 .00 .00 0 .0 .12 1.10304 .019228 .00 .420 .00 1023.27 1202.00 1.283 1203.287 22.6 10.61 1.746 1205.034 .00 1.694 2.00 ` .00 .00 0 .0 .09 1.10304 .017066 .00 .420 .00 1023.36 1202.11 1.338 1203.448 22.6 10.11 1.588 1205.036 .00 1.694 2.00 .00 .00 0 .0 i .08 1.10304 .015186 .00 .420 .00 •1 1023.44 1202.20 1.397 1203.593 22.6 9.64 1.443 1205.036 .00 1.694 2.00 .00 .00 0 .E .06 1.10304 .013548 .00 .420 .00 1023.50 1202.27 1.460 1203.726 22.6 9.19 1.313 1205.039 .00 1.694 2.00 .00 .00 0 .0 .05 1.10304 .012130 .00 .420 .00 1023.55 1202.32 1.529 1203.845 22.6 8.77 1.193 1205.038 .00 1.694 2.00 .00 .00 0 .. .03 1.10304 .010921 .00 .420 .OD 1023.58 1202.35 1.606 1203.954 22.6 8.36 1.085 1205.039 .00 1.694 2.00 .00 .00 0 .c .01 1.10304 .009909 .00 .420 .00 1023.59 1202.36 1.694 1204.054 22.6 7.97 .985 1205.039 .00 1.694 2.00 .OD .00 0 .00 WALL ENTRANCE 02 !'& T1 LINE"G" T2 TRACT 23066-4 T3 FN:LINEG Sn 960.00 50.10 1 55.5 •1000.00 50.42 1 .040 1010.00 50.52 2 .014 R 1108.00 51.50 2 .014 TS 1120.00 51.62 3 .014 SH 1120.00 51.62 3 51.62 CD 1 1 0 .00 6.00 50.00 2.00 2.00 .00 CD 2 3 3 .92 5.00 42.75 .00 .00 .00 CD 3 1 0 .00 6.00 50.0010.0010.00 .00 0 1700.0 .0 00 .00 .00 0 *YY*#fYY****YYMYYY*f YYY**YYYMYfff YYYY*Y MRfff*ff *YY*M#**M#Y*f***#####k###****# For: RANPAC Engineering Corporation, Temecula, Calif. - S/N 560 ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC •' • F0515P CD Vers 2.2 NATER SURFACE PROFILE LISTING PAGE 1 LINE"G" • TRACT 23066-4 FN:LINEG STATION INVERT DEPTH N.S. Q 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 •ttwexwwxwwxxwwrxwxxxwxxxxtxxettxtxxtxwxxxxrxrwxwwxxwxwrrxrxwxxrrxrrrrrxwxwxxxrxrrrwrwxr wwrrrxtwrwrrrrrrrrrrxrrrr•rrrrrrwrrrrrrrwtr 960.00 50.10 5.400 55.500 1700.0 5.18 .416 55.916 .00 3.158 6.00 50.00 2.00 0 .0 33.77 .00800 .002875 .10 3.934 2.00 993.77 50.37 5.185 55.555 1700.0 5.43 .458 56.013 .00 3.158 6.00 50.00 2.00 0 .0 6.23 .00800 .003118 .02 3.934 2.00 1000.00 50.42 5.147 55.567 1700.0 5.48 .466 56.033 .00 3.158 6.00 50.00 2.00 0 .0 TRANS SIR .01000 2.00 1010.00 50.52 3.017 53.537 1700.0 14.09 3.083 56.620 .00 3.830 5.00 42.75 .00 3 .9 .24 .01000 .007587 .00 2.738 .00 1010.24 50.52 3.017 53.540 1700.0 14.09 3.082 56.622 .00 3.830 5.00 42.75 .00 3 .9 -,45.98 .01000 .007108 .33 2.738 .00 56.22 50.98 3.164 54.147 1700.0 13.43 2.802 56.949 .00 3.830 5.00 42.75 .00 3 .9 26.50 .01000 .006215 .16 2.738 .00 1082.72 51.25 3.319 54.566 1700.0 12.81 2.548 57.114 .00 3.830 5.00 42.75 .00 3 .9 15.26 .01000 .005438 .08 2.738 .00 1097.97 51.40 3.481 54.881 1700.0 12.21 2.316 57.197 .00 3.830 5.00 42.75 .00 3 .9 7.76 .01000 .004762 .04 2.738 .00 1105.73 51.48 3.651 55.128 1700.0 11.64 2.105 57.234 .00 3.830 5.00 42.75 .00 3 .9 2.27 .01000 .004172 .01 2.738 .00 1108.00 51.50 3.830 55.330 1700.0 11.10 1.913 57.243 .00 3.830 5.00 42.75 .00 3 .9 TRANS STR .01000 .002008 .02 .00 1120.00 51.62 5.707 57.327 1700.0 2.78 .120 57.447 .00 2.730 6.00 50.00 **** 0 .0 1 1 1 F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 ORD 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 1 0 .00 6.00 50.00 2.00 2.00 .00 CD 2 3 3 .92 5.00 42.75 .00 .00 .00 CD 3 1 0 .00 6.00 50.00 10.00 10.00 .00 1 F 0 5 1 5 P WATER SURFACE PROFILE - TITLE CARD LISTING • -DING LINE NO 1 IS - LINE"G" HEADING LINE NO 2 IS - TRACT 23066-4 HEADING LINE NO 3 IS - FN:LINEG 1 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 960.00 50.10 1 ELEMENT NO 2 IS A REACH U/S DATA STATION INVERT SECT N 1000.00 50.42 1 .040 ELEMENT NO 3 IS A TRANSITION U/S DATA STATION INVERT SECT N 1010.00 50.52 2 .014 ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N 1108.00 51.50 2 .014 ELEMENT NO 5 IS A TRANSITION U/S DATA STATION INVERT SECT N 1120.00 51.62 3 .014 ELEMENT NO 6 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT 1120.00 51.62 3 4w 0 * W S ELEV 55.50 W S ELEV 51.62 PAGE NO 1 PAGE NO 2 RADIUS ANGLE ANG PT MAN H .00 .00 .00 0 RADIUS ANGLE ANG PT NAN H .00 .00 .00 0 1xaaWWttrwwawWfiwWtt»twrxw*wwwwwWWtfi trWttxwwa * HEC -2 WATER SURFACE PROFILES x * * Version 4.6.0; February 1991 4 RUN DATE 15MAY95 TIME 13:04:23 wwwaaaaaaaawWfifiwwwtwwwxrxwxwwwawwaaaa aw aaaaa X x xxxxxxx xxxxx xxxxx x x x x x x x X X X x x xxxxxxx XXXX x xxxxx xxxxx X x X x x X x X x x x X x xxxxxxx xxxxx xxxxxxx t 15MAY95 13:04:23 ttwx*wwxxawxwawxaaWfixwawrwaarw w*+wwrxaw * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 aawrwwwfiawWwwWWfifittttttx*aaa*aaaaWWwWw4 PAGE 1 THIS RUN EXECUTED 15MAY95 13:04:23 *****ttww**wwwwxwaafiaawwafiWfiwafifiWfiWwW 4EC-2 WATER SURFACE PROFILES Oersion 4.6.0; February 1991 **W**fififi**WWfi**fifi**WfififikWWWWfi4WW44fi*W T1 LINE "G" T2 TRACT 23066-4 T3 MAY, 1995 J1 (CHECK ING NINV IDIR STRT METRIC HVINS 0 WSEL FO 2 0 0 -1 0 0 0 52.9 J2 NPROF (PLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM (TRACE -1 -1 OT 2 1700 1700 .000 .000 .000 .000 NC 0.023 0.023 0.04 .1 .3 X1 925 9 140 225 0 0 0 0. 0. GR 53 100 50 140 49 162 48 202 47.9 208 GR 48 215 50 225 52 242 54 258 X1 935 8 130 220 10 10 25 0. 0. 55 100 52 130 51.9 175 48 192 48 205 • 50 220 52 234 54 248 X1 945 8 132 232 10 10 12 0 0. GR 57 100 55 120 52 132 52 170 52.6 206 GR 53 224 53.5 232 54 264 15MAY95 13:04:23 X1 955 7 120 200 10 10 10 0. 0. WSELK ry 57 100 55 120 51 142 49 162 48.5 180 GR 52.6 200 53 246 VROB XNL XNCH XNR WTN ELMIN NC 0.014 0.014 0.014 .1 .3 100 100 0. 0. 'PROF i X1 1000 7 122 214 47 52 54 210 53 215 GR 55 100 54 122 50.5 152 50.4 178 50.5 205 GR 53.9 214 55 284 100 100 100 X1 1010 8 122 215 10 10 10 162 54.4 198 GR 58 100 56.5 122 56.5 164 50.5 164 50.5 202 GR 56.5 202 57 215 57 220 0. 0. 0. 0 13 X1 1108 8 130 248 100 100 100 GR 63.5 100 63 130 58 198 51.5 198 51.5 238 GR 58 238 59 248 59.5 450 1 15MAY95 13:04:23 PAGE 2 NC 0.023 0.023 0.023 .1 .3 15MAY95 13:04:23 X1 1120 7 130 250 10 10 10 DEPTH CWSEL CRIWS WSELK GR 63.2 100 62 130 52 162 51.6 190 51.6 250 GR 52 366 58 440 VROB XNL XNCH XNR WTN ELMIN X1 1220 10 120 295 100 100 100 0. 0. 'PROF i ' 58.8 100 58.7 120 54.4 138 54 210 53 215 •' 52.4 225 53 238 54 240 55 295 57 374 X1 1320 8 120 288 100 100 100 GR 58.6 100 58.5 120 56.2 127 55 162 54.4 198 GR 55 232 57 288 59 326 50.00 • 1700.0 .00 42.5 1630.5 5.33 8.13 27.0 5.32 1 15MAY95 13:04:23 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV 0 GLOB OCH OROS ALOB ACH ARDS VOL TWA R -SANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 'PROF i 0 CLHV= .100 CEHV= .300 -SECNO 925.000 3720 CRITICAL DEPTH ASSUMED 925.000 3.19 51.09 51.09 52.90 52.10 1.00 .00 .00 50.00 • 1700.0 .00 42.5 1630.5 5.33 8.13 27.0 5.32 8.0 .023 200.6 .040 5.1 .023 .0 .000 .0 47.90 50.00 125.42 .015287 0. 0. 0. 0 13 0 .00 108.88 234.30 PAGE 3 'SECNO 935.000 CWSEL CRIWS WSELK EG HV HL 3685 20 TRIALS ATTEMPTED WSEL,CWSEL L -BANK ELEV 0 GLOB OCH OROB ALOB ACH 3693 PROBABLE MINIMUM SPECIFIC ENERGY VOL TWA R -BANK ELEV TIME VLOB VCH VROB 3720 CRITICAL DEPTH ASSUMED XNCH XNR WTN ELMIN SSTA SLOPE XLOBL 4.64 52.64 52.64 .00 53.64 .99 .35 .00 52.00 •935.000 1700.0 7.7 1436.1 256.3 2.1 192.1 24.5 .1 .1 50.00 .00 3.69 7.48 10.47 .023 .040 .023 .000 48.00 123.55 .014856 10. 25. 10. 20 11 0 .00 114.96 238.51 'SECNO 945.000 .023 .040 .023 .000 48.50 119.12 3280 CROSS SECTION 945.00 EXTENDED .39 FEET 10. 3 0 0 .00 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 246.00 CCHV= .100 CEHV= .300 3693 PROBABLE MINIMUM SPECIFIC ENERGY 'SECNO 1000.000 3720 CRITICAL DEPTH ASSUMED 3280 CROSS SECTION 945.000 2.39 54.39 54.39 .00 55.21 .82 .17 .02 52.00 1700.0 99.2 1482.3 118.5 11.4 203.7 20.5 .2 .1 53.50 .00 8.69 7.28 5.80 .023 .040 .023 .000 52.00 122.44 .014859 10. 12. 10. 20 11 0 .00 141.56 264.00 'SECNO 955.000 3280 CROSS SECTION 955.00 EXTENDED 2.09 FEET 3301 HV CHANGED MORE THAN HVINS 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 3.33 f 15MAY95 13:04:23 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L -BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA R -BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC (CONT CORAR TOPWID ENDST 955.000 6.59 55.09 .00 .00 55.30 .22 .03 .06 55.00 1700.0 .0 1280.2 419.8 .0 352.5 105.2 .3 .1 52.60 .00 .02 3.63 3.99 .023 .040 .023 .000 48.50 119.12 .001342 10. 10. 10. 3 0 0 .00 126.88 246.00 CCHV= .100 CEHV= .300 'SECNO 1000.000 3280 CROSS SECTION 1000.00 EXTENDED .06 FEET 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.06 1000.000 4.65 55.05 .00 .00 55.36 .32 .03 .03 54.00 1700.0 15.5 1627.4 57.1 12.2 353.9 42.4 Al .3 53.90 .01 • 1.27 4.60 1.35 .014 .014 .014 .000 50.40 100.00 .000315 47. 54. 52. 2 0 0 .00 184.00 284.00 PAGE 4 -SECNO 1010.000 5.81 57.41 .00 .00 57.43 .02 3301 HV CHANGED MORE THAN HVINS .19 62.00 1700.0 .0 694.2 1005.8 06 5 20 TRIALS ATTEMPTED WSEL,CWSEL 552.4 831.1 1.4 .5 51.60 .01 93 PROBABLE MINIMUM SPECIFIC ENERGY 1.26 1.21 .000 .023 .023 .000 3720 CRITICAL DEPTH ASSUMED 144.69 .000042 10. 10. 10. 3 1010.000 3.96 54.46 54.46 .00 56.44 1.99 .01 .50 56.50 1700.0 .0 1700.0 .0 .0 150.3 .0 .9 .3 57.00 .01 .00 11.31 .00 .000 .014 .000 .000 50.50 164.00 .002335 10. 10. 10. 20 11 0 .00 38.00 202.00 'SECNO 1108.000 3685 20 TRIALS ATTEMPTED WSEL,CWSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 1108.000 3.82 55.32 55.32 .00 57.24 1.92 .23 .01 63.00 1700.0 .0 1700.0 .0 .0 153.0 .0 1.2 .4 59.00 .01 .00 11.11 .00 .000 .014 .000 .000 51.50 198.00 .002314 100. 100. 100. 20 8 0 .00 40.00 238.00 1 15MAY95 13:04:23 SECNO DEPTH CWSEL CRIWS NSELK EG HV HL OLOSS L -BANK ELEV 0 GLOB OCH OROB ALOB ACH ARDS VOL TWA R -BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST CCHV= .100 CEHV= .300 'SECNO 1120.000 3301 HV CHANGED MORE THAN HVINS 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRAT10 = 7.43 1120.000 5.81 57.41 .00 .00 57.43 .02 .00 .19 62.00 1700.0 .0 694.2 1005.8 .0 552.4 831.1 1.4 .5 51.60 .01 .00 1.26 1.21 .000 .023 .023 .000 51.60 144.69 .000042 10. 10. 10. 3 0 0 .00 288.02 432.71 *SECNO 1220.000 3280 CROSS SECTION 1220.00 EXTENDED .35 FEET 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .32 1220.000 4.95 57.35 .00 .00 57.47 .12 .01 .03 58.70 1700.0 .0 1527.2 172.8 .0 536.3 107.0 3.7 1.1 55.00 .02 .00 2.85 1.62 .000 .023 .023 .000 52.40 125.63 • .000420 100. 100. 100. 2 0 0 .00 248.37 374.00 'SECNO 1320.000 PAGE 5 1 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .34 1320.000 2.77 57.17 .00 .00 57.68 .51 .09 .12 58.50 1700.0 .0 1699.8 .2 .0 295.8 .3 4.8 1.6 57.00 .03 .00 5.75 .77 .000 .023 .023 .000 54.40 124.03 .003607 100. 100. 100. 2 0 0 .00 167.32 291.35 15MAY95 13:04:23 HEC -2 WATER SURFACE PROFILES Version 4.6.0; February 1991 PAGE 6 THIS RUN EXECUTED 15MAY95 13:04:24 NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST , 1995 SUMMARY PRINTOUT TABLE 150 �1 SECNO XLCH ELTRD ELLC ELMIN 0 CWSEL CRIWS EG 10*KS ' 925.000 .00 .00 .00 47.90 1700.00 51.09 51.09 52.10 152.87 * 935.000 25.00 .00 .00 48.00 1700.00 52.64 52.64 53.64 148.56 " 945.000 12.00 .00 .00 52.00 1700.00 54.39 54.39 55.21 148.59 * 955.000 10.00 .00 .00 48.50 1700.00 55.09 .00 55.30 13.42 " 1000.000 54.00 .00 .00 50.40 1700.00 55.05 .00 55.36 3.15 * 1010.000 10.00 .00 .00 50.50 1700.00 54.46 54.46 56.44 23.35 * 1108.000 100.00 .00 .00 51.50 1700.00 55.32 55.32 57.24 23.14 * 1120.000 10.00 .00 .00 51.60 1700.00 57.41 .00 57.43 .42 * 1220.000 100.00 .00 .00 52.40 1700.00 57.35 .00 57.47 4.20 * 1320.000 100.00 .00 .00 54.40 1700.00 57.17 .00 57.68 36.07 7 15MAY95 13:04:23 • , 1995 - SUMMARY PRINTOUT TABLE 150 VCH AREA .01K 8.13 213.67 137.49 7.48 218.67 139.48 7.28 235.58 139.46 3.63 457.78 464.03 4.60 408.51 957.82 11.31 150.32 351.81 11.11 152.97 353.38 1.26 1383.53 2625.03 2.85 643.28 829.42 5.75 296.14 283.07 PAGE 7 1 SECNO 0 925.000 1700.00 * 935.000 1700.00 * 945.000 1700.00 * 955.000 1700.00 * 1000.000 1700.00 * 1010.000 1700.00 * 1108.000 1700.00 * 1120.000 1700.00 * 1220.000 1700.00 • 1320.000 1700.00 15MAY95 13:04:23 CNSEL DIFNSP DIFUSX DIFKWS TOPUID XLCH 51.09 .00 .00 -1.81 108.88 .00 52.64 .00 1.55 .00 114.96 25.00 54.39 .00 1.74 .00 141.56 12.00 55.09 .00 .70 .00 126.88 10.00 55.05 .00 -.04 .00 164.00 54.00 54.46 .00 -.59 .00 38.00 10.00 55.32 .00 .87 .00 40.00 100.00 57.41 .00 2.08 .00 288.02 10.00 57.35 .00 -.06 .00 248.37 100.00 57.17 .00 -.18 .00 167.32 100.00 •/MMARY OF ERRORS AND SPECIAL NOTES CAUTION SECNO= 925.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 935.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 935.000 PROFILE= i PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= , 935.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 945.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 945.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 945.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 955.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1000.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 1010.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1010.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1010.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL CAUTION SECNO= 1108.000 PROFILE= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 1108.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 1108.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL �-RNING SECNO= 1120.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE lIARMING SECNO= 1220.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1320.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE PAGE 8 0 HYDRAULIC GRADE: LINE LATERAL •s t3`i FCS 15P PROF ILE C4A\h,� fivl :Cv L:S::\C CA'+D SEC" Cd4 eC C; ASE 'Irl hE:Chi 1 SAS- .. :R :w T(1) T(2) III) Y(-> Y(5) ye7 T(7) :0) • .C..: cC I-PE PIERS -,.:n ..—+_(ER 'J101.4 DRCP co A 150 CD 2 2 0 .CO n F 0 5 1 5 P " LATER SURFACE oROFILE TITLE CARD LISTING HEADING LINE NO 1 IS - LAT."G'I" HEADING LINE NO 2 IS FN=LATC1 HEAOING LINE NO 3 IS 1 F 0 5 1 5 P PAGE 90 2 DATER SURFACE PROFILE ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET' U/S DATA STATION INVERT SECT W S ELEV .00 1152.80 1 1154.30 ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT/ N RADIUS ANGLE AUG PT MAN X 6.67 1159.59 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A WALL ENTRANCE ' U/S DATA STATION INVERT SECT FP 6.67 1159.59 2 / .200 ELEMENT NO L IS A REACH \ U/S DATA STATION INVERT SECT N RADIUS ANGLE ANC PT MAN X 8.67 1159.59 2 .013 .00 .00 .00 0 ELEMENT NO 5 15 A SYSTEM ST ATI J - U/S DATAA STATION INVERT SECT/ W S E!EV 8.67 1159.59 2 1161.10 ............................................................................. �. ' For: Ramat Enyineerin9 Corporation, Temecula, CA - S/N 560 ' .............................................................................. .15 1.01798 .15 1152.96 .80 1.01798 .95 1153.77 .70 1.01798 1.65 1154.48 .61 1.01798 2.26 1155.10 .53 1.01798 2.79 1155.64 .47 1.01798 3.26 1156.12 .42 1.01798 3.68 1156.55 .37 1.01798 4.05 1156.92 .33 1.01798 4.38 1157.26 .29 1.01798 4.67 1157.56 .26 1.01798 .344 1153.300 .355 1154.126 .368 1154.846 .38D 1155.478 .393 1156.035 .407 1156.528 421 1156.967 436 1157.359 .451 1157.710 .467 1153.024 FG515a -Y° .-:EZ S'.ZFACE aZCF1LE L:S::NC a VEL VEL ENEZGi SCaEZ CZI-.::AL +G/ 3 -SE/ -.-•- HEAD GZD.EL. .LEV o'? TA D14 IJ 10. aIEZ / SF AVE NF NCZ.9 C9fA .......................................................................?........... 6.: ! 21 2 6.928 1160.070 .00 .978 1.50 .CO .CO 0 .0 .231753 .04 .240 .CO 6.4 20.92 6.793 1160.093 .00 .978 1.50 .00 .00 0 .0 .260661 .21 •240 .00 6.4 19.94 6.173 1160.299 .00 .978 1.50 .00 .00 0 .D .727598 .16 .240 .00 6.4 18.99 5.600 1160.446 .00 .978 1.50 .00 .00 D .0 .199355 .12 .240 .00 6.4 13.13 5.104 1160.582 .00 .918 1.50 .CO .00 0 .0 .174232 .09 .240 .00 6.4 17.30 6.646 1160.581 .00 .978 1.50 .00 .00 0 /.0 .152455 .07 .240 .00 1 6.4 16.49 4.225 1160.753 .00 .978 1.50 .00 .00 0 .0 .133432 .06 .240 .00 6.4 15.72 3.8=0 1160.807 .00 .978 1.50 .00 .00 0 .0 .116790 .D4 .240 .00 6.4 14.99 3.488 1160.847 .00 .978 1.50 .00 .00 0 .0 .102242 .03 .240 .00 6.4 X4.29 3.169 1160.379 .00 .978 1.50 .00 .00 0 .0 .089508 .03 .240 .00 6.4 13.62 2.579 1160.903 .00 .978 1.50 .00 .00 0 .0 .078370 .02 .240 .00 _T�C�,3o M L -7,^L-: • iV_LAiLI SSAT:CN INVEZT DE?TN W.S. ELEV OF FLOW ELEV L/ELEV SD .00 .152.80 .342 1:53.142 .15 1.01798 .15 1152.96 .80 1.01798 .95 1153.77 .70 1.01798 1.65 1154.48 .61 1.01798 2.26 1155.10 .53 1.01798 2.79 1155.64 .47 1.01798 3.26 1156.12 .42 1.01798 3.68 1156.55 .37 1.01798 4.05 1156.92 .33 1.01798 4.38 1157.26 .29 1.01798 4.67 1157.56 .26 1.01798 .344 1153.300 .355 1154.126 .368 1154.846 .38D 1155.478 .393 1156.035 .407 1156.528 421 1156.967 436 1157.359 .451 1157.710 .467 1153.024 FG515a -Y° .-:EZ S'.ZFACE aZCF1LE L:S::NC a VEL VEL ENEZGi SCaEZ CZI-.::AL +G/ 3 -SE/ -.-•- HEAD GZD.EL. .LEV o'? TA D14 IJ 10. aIEZ / SF AVE NF NCZ.9 C9fA .......................................................................?........... 6.: ! 21 2 6.928 1160.070 .00 .978 1.50 .CO .CO 0 .0 .231753 .04 .240 .CO 6.4 20.92 6.793 1160.093 .00 .978 1.50 .00 .00 0 .0 .260661 .21 •240 .00 6.4 19.94 6.173 1160.299 .00 .978 1.50 .00 .00 0 .D .727598 .16 .240 .00 6.4 18.99 5.600 1160.446 .00 .978 1.50 .00 .00 D .0 .199355 .12 .240 .00 6.4 13.13 5.104 1160.582 .00 .918 1.50 .CO .00 0 .0 .174232 .09 .240 .00 6.4 17.30 6.646 1160.581 .00 .978 1.50 .00 .00 0 /.0 .152455 .07 .240 .00 1 6.4 16.49 4.225 1160.753 .00 .978 1.50 .00 .00 0 .0 .133432 .06 .240 .00 6.4 15.72 3.8=0 1160.807 .00 .978 1.50 .00 .00 0 .0 .116790 .D4 .240 .00 6.4 14.99 3.488 1160.847 .00 .978 1.50 .00 .00 0 .0 .102242 .03 .240 .00 6.4 X4.29 3.169 1160.379 .00 .978 1.50 .00 .00 0 .0 .089508 .03 .240 .00 6.4 13.62 2.579 1160.903 .00 .978 1.50 .00 .00 0 .0 .078370 .02 .240 .00 _T�C�,3o M • LAI ."G'I" iN=LAiC1 CV IX`i52i CEit4 ...S. .LEV 0; ELCV ELEV L/ELEM SO ....................................... 4.93 1157.32 .433 1158.306 .24 1.01798 5.17 1158.06 .500 1158.560 .20 1.01798 5.37 1158.27 .518 1158.739 .19 1.01798 5.56 1158.46 .537 1158.995 .16 1.01798 5.72 1158.63 .556 1159.182 .15 1.01798 5.87 1158.78 .576 1159.351 .13 1.01798 6.00 1158.91 .597 1159.503 .11 1.01798 6.11 1159.02 .618 1159.641 .i0 1.01798 6,21 1159.13 .641 1159.766 .09 1.01798 6.30 1159.21 .665 1159.879 .08 1.01798 6.38 1159.29 .690 1159.981 .06 1.01798 E0515> ���- ...1E0. SC2::C_ D2CEILE US::NG D VEL V=L EVE2Ci SUP E2 C.7 IT: CIL i'S'_% MEAD G]D .5 L. ELEV DE D1A ID NC. o1E2 SE AVE XF 6'0:8 DEPTH -Z ....................................................................................... 6.: 12.98 2.617 '1160.923 .CO .978 1.50 .CO .00 0 .. .068618 .02 .240 .00 6.4 ;2,38 2.380 1160.940 .00 .978 1.50 .00 .00 0 ._ .060128 .01 ,240 .00 6.4 11.81 2.165 1160.954 .00 .978 1.50 .00 .00 0 .- .052726 .01 .240 .00 6.4 11.25 1.964 1160.959 .00 .978 1.50 .00 .00 0 .. .046236 .01 .240 .00 6.4 10.74 1.791 1i60.973 .00 .978 1.50 .00 .00 0 .• .040540 .01 .240 .00 6.4 10.24 1.628 1160.979 .00 .978 1.50 .00 .00 0 /. .035567 .00 .240 .00 1 6.4 9.76 1,478 1160.981 .00 .978 1.50 .00 .00 0 .031203 .00 ,240 .00 6.4 9.30 1.344 1160.985 .00 .978 1.50 .00 .00 0 .027388 .00 .240 Co. 6.4 8.86 1.220 1160.986 .00 .978 1.50 .00 .00 0 .024068 .00 .240 .00 6.4 11.110 1160.989 .00 .973 1.50 .00 .N 0 .021159 .00 .240 .00 6.4 8.06 1.009 1160.990 .00 .978 1.50 .00 .00 0 - .018600 .00 •240 .00 6 LAT."D':.. • i\-LA:G7 STATISM INVE;T DEPTH V.S. °LEV OF FLDV _4EV L/FLEX 50 • 0 6.4- 1159.36 .715 1160.07. .06 1.01798 6.50 1159.-2 .713 1160.159 .05 1.01798 6.55 1159.46 .771 1160.235 .04 1.01798 6.59 1159.50 .801 1160.305 .03 1.017,98 6.62 1159.54 .832 1160.368 .02 1.01798 6.64 1159.56 .865 1160.425 .02 1.01798 6.66 1159.58 .900 1160.477 .01 1.01798 6.67 1159.59 .937 1160.524 .00 1.01798 6.67 1159.59 .978 1160.568 ['ALL ENTRANCE 6.67 1159.59 1.191 1161.081 2.00 .00000 8.67 1159.59 1.491 1161.C51 1 1 F0515a ..TF1 SCZFACE %RUF:L- 0 VEL VEL ENE�uuT SUPS C:III CLL n0:/ EASE/ CL 'C -. HEAD CRD .-I. _LEV DEPTH ]:A C. >{EG SF AVE NF .NC:d DEPTH 22 ........................................................................................ 6.4 7.69 .919 1160.993 .00 .978 1.50 .00 .00 0 .. .016365 .00 .240 .00 6.4 7.33 .835 1160.994 .00 .978 1.50 .00 .00 0 .0 .DILL i5 .00 .240 .00 6.4 6.99 .758 1160.993 .00 .978 1.50 .00 .00 0 .0 .012699 .00 .240 .00 6.4 6.67 .690 1160.995 .00 .978 1.50 .00 .00 0 .D .011200 .00 .240 .00 6.4 6.36 .627 1160.995 .00 .978 1.50 x.00 .00 0 .0 .009885 .00 .240 .00 6.4 6.06 .570 1160.995 .00 .978 1.50 .CC .00 0 .0 .008737 .00 .240 .00 j 6.4 5.78 .518 1160.995 .00 .978 1.50 .00 .00 0 .0 .007733 .00 .240 .00 6.4 5.51 .471 1160.995 .00 .978 1.50 .00 .00 0 .0 .006848 .00 .20 .00 6.4 5.25 .427 1160.995 .00 .978 1.50 .00 .00 0 .0 .00 6.L .61 .006 1161.057 .00 .296 4.00 7.00 .00 0 .0 .000027 .00 .000 .00 6.L .61 .006 1161.087 .70 .296 4.00 7.00 .00 0 .0 T1 LAT."G-1" T2 FN=LATG1 T3 so .001152.50 1 1154.30 E 6.671159.59 1 .013 4E 6.671159.59 2 .200 x 8.671159.59 2 .013 SN 8.671159.59 2 1161.10 co 1 4 0 .00 1.50 .00 .CO .00 .00 CO 2 2 0 .DO 4.00 7.00 .CO .00 .00 0 6.4 .0 00 .00 0 I�is 0 HYDRAULIC GRADE LINE LATERAL �G_2" F05 15P VATER SURFACE PROFILE LISTING LAT. "G. 2" • FN -LA TG2 STATION INVERT DEPTH V. S. a VEL ELEV OF FLOW ELEV L/ELEM SO 18.46 1159.59 2.390 1161.980 12.5 .75 2.00 .00000 20.46 1159.59 2.390 1161.980 12.5 .75 1 1 T1 LAT. "G-2" VEL ENERGT SUPER CRITICAL NGT/ BASE/ ZL 9- -•S. HEAD CRO.EL. ELEV DEPTH DIA I0 NO. PIER SF AVE NF NORM DEPTH ZR .......................................................................... .009 1161.989 .00 .463 4.00 7.00 .00 0 .0 000027 .00 .000 .00 .009 1161.989 .00 .463 4.00 7.00 .00 0 .0 T2 FN=LAT62 / T3 So .001153.20 1 1154.70 R 18.461159.59 1/ .013 ' .00 .00 0 VE 18.461159.59 2 .200 / R 20.461159.59 2 .013 SN 20.46 159.59 2 / 1161.10 co 1 4 0 .00).50 . .00 .00 .00 .00 ` co2 2 0 .00 /4.00 7.00 /.00 .00 .00 0 12.5 '.0 0. ►'fib 4 F0515P "- WATER SURFACE - PROFILE LISTING ® =.. L.2 FHLA fN=l Ai G2 STATION INVERT DEPTH L'.S. 0 VEL VEL ENERGY SUPER CRITICAL M01/ IASE/ 2L N7 ...a- ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA ID N0. PIEA /EL`-N 50 Sf AVE Hf NGRM DEPTH 2R 15.59 1158.59 .848 1159.443 12.5 12.14 2.287 1161.730 .00 1.334 1.50 .00 .00 0 .0 .56 .34615 .035567 .02 .460 .00 16.15 1158.79 .882 1159.671 12.5 11.56 2.076 1161.747 .00 1.334 1.50 .00 .00 0 .0 .48 .34615 .031459 .02 .460 .00 16.63 1158.96 .918 1159.875 12.5 11.03 1.890 1161.765 .00 1.334 1.50 .00 .00 0 .0 .42 .34615 .027865 .01 .660 .00 17.05 1159.10 .956 1160.059 12.5 10.51 1.716 1161.775 .00 1.334 1.50 .00 .00, 0 .0 .36 .34615 .024717 .01 .460 .00 17.41 1159.23 .996 1160.224 12.5 10.02 1.560 1161.784 .00 1.334 1.50 .00 .00 0 .0 .31 .34615 -021977 .01 .460 .00 17.72 1159.33 1.040 1160.312 12.5 9.56 1.418 1161.790 .00 1.334 1.50 .00 .00 0 .0 ' .25 .34615 .019594 .00 .460 .00 •-1 1.50 0 17.97 1159.42 1.086 1160.506 12.5 9.12 1.291 1161.797 .00 1.334 , .00 .00 .0 .20 .34615 .017526 .00 .460 .00 18.17 1159.49 1.137 1160.627 12.5 8.69 1.1,73 1161.800 .00 1.334 1.50 .00 .00 0 .. .15 .34615 .015767 .00 .460 .00 . 18.32 1159.54 1.194 1160.736 12.5 8.28 1.066 1161.802 .00 1.334 1.50 .00 .00 0 .- .10 .34615 .014284 .00 .460 .00 18.42 1159.56 1.257 1160.834 12.5 7.90 .969 1161.803 .00 1.33- 1.50 .00 .00 0 .- .04 .34615 .013105 .00 .460 .00 18.46 1159.59 1.334 1160.924 12.5 7.53 .830 1161.804 .00 1.334 1.50 .00 .00 0 .. WALL ENTRANCE .00 4 .As LAT ."G'2" FN=LATG2 STATION INVERT DEPTH U.S. ELEV OF FLOW ELEV L/ELEM SO ....................................... .00 1153.20 .568 1153.768 2.51 .34615 2.51 1154.07 .586 1154.654 2.36 .34615 6.87 1154.89 .607 1155.494 2.00 .34615 6.87 1155.58 .629 1156.207 1.70 .34615 8.57 1156.17 .652 1156.820 1.47 .34615 10.04 1156.68 .676 1157.351 1,27 .34615 11.31 1157.11 .702 1157.815 1.10 .34615 12.41 1157.50 .728 1158.224 .96 .34615 13.37 1157.83 .756 1158.584 .84 .34615 14.21 1158.12 .735 1158.904 .73 .34615 14.94 1158.37 .816 1159.189 .65 .34615 F0515P PAGE WATER SURFACE PROFILE LISTING 0 VEL VEL ENERGT SUPER CRI T I C.L HG--/ ;AS:/ __ 40 A1.15; HEAD GRO.EL. ELEV DEPTH DIA ID N0. PIER SF AVE MF NORM DEPTH 2R ......................................................................................... 12.5 20.39 6.457 1160.225 .00 1.334 1.50 .00 .00 0 .D .144230 .36 .460 .00 12.5 19.53 5.923 1160.577; .00 1.334 1.50 .00 .00 0 .0 ,127481 .30 .460 .00 12.5 18.63 5.389 1160.883 .00 1.334 1.50 .00 .00 0 .0 .111869 .22 .460 .00 12.5 1.7.76 4.895 1161.102 .00 1.334 1.50 .00 .00 0 .0 .096221 .17 .460 .00 12.5 16.96 4.455 1161.275 .00 1.334 1.50 .00 .00 0 .0 .086282 .13 .460 .00 12.5 16.15 4.050 1161.401 .00 1.334 1.50 .00 .00 0 .0 .075871 .10 .460 .00 112.5 15.39 3.680 1161.495 .00 1.334 1.50 .00 .00 0 .0 .066750 .07 .460 .00 12.5 14.67 3.342 1161.566 .00 1.334 1.50 .00 .00 0 .. .058744 .06 .460 .00 12.5 14.00 3.043 1161.626 .00 1.334 1.50 .00 .00 0 .0 .051750 .00 .460 .00 12.5 13.34 2.763 1161.667 .00 1.334 1.50 .00 .00 0 .- .045628 .03 .460 .00 12.5 12.113 2.516 1161.705 .00 1.334 1.50 .00 .00 0 .- .040268 .03 .460 .00 • y 10 FOS 15P WATER SURFACE PROFILE - CHANNEL OEi INIT1CM LIST. ING PACE -I ZL ZR IMV Y(1) T(2) Y(3) T(L) Y(5) T(6) T(i) .;E) Y(�7 CARD SECT CNN NO OF AVE PIER A DHT 1 SASE • COOE NO TYPE PIERS 'WIDTH O;AMET'AR VIOTH DROP CO 1 4 1.50 CD 2 2 0 .00 4.00 7.00 .00 P,."° NO F 0 5 1 5 P VATER SURFACE PROFILE TITLE CARD LISTING HEADING LINE NO 1 IS - .. LAT.' -G-2" HEADING LINE NO 2 IS - FN-LATC2 HEADING LINE NO 3 IS - PACE NO 2 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 / V S ELEV .00 1.153.20 1 1154.10 ELEMENT NO 2 IS A REACH RADIUS ANGLE AUG PT MAN U/S DATA STATION INVERT SECT ( N 0 18.46 1159.59 1 .013 .00 .00 .00 ELEMENT NO 3 IS A WALL ENTRANCE �� U/S DATA STATION INVERT SECT FP 18.46 1159:59 2 .200 ` ELEMENT NO 4 IS A REACH 0.A0 ANGLE ANG PT MAN U/S DATA STATION INVERT CT / SECT N 20.46 1159.59 2 / .013 .00 .00 .00 .00 C ELEMENT NO 5 IS A SYSTEM HEADVORKS ' / U/S DATA STATION IAERT SECT V S ELEV 20.46 1159.59 1 2 1161.10 ••.F For:•RanPac Engineering ""'""'................................................................... • Corporation, Te cula•CA S/N 560 • y 10 Ll HYDRAUUC LINE GRADE LINE IT F 1T M F0515P WATER SURFACE PROFILE - CHANNEL DEFINITION LISIIN'G ;A -- CARD SECT CRN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV T(1) Y(2) Y(3) T(4) YC5) Y(6) Y(%) Y(e) Y(;) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CO 1 4 2.00 CD 2 2 0 .00 4-00 14.00 .00 1 F 0 5 1 5 P PACE 1.10 1 WATER SURFACE PROFILE - TITLE CARD LISTING HEADING LINE NO 1 IS - _ T23064 REDXAW'K HEADING LINE NO 2 IS - H.G.L. ON LINE "F" HEADING LINE NO 3 IS - F.N.-LINEF 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 1153.00 1 1155.00 ' ELEMENT NO 2 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN - 1015.00 1153.05 1 .013 .00 .00 .00 C ELEMENT NO 3 IS A REACH ' .. U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1020.00 1153-06 1 .013 .00 .00 Co. C ELEMENT NO 6 IS A REACH ' " U/S DATA STATION INV -ART SECT N RADIUS ANGLE AMC PT MAN - - 1051.00 1166-96 1 .013 .00 65.50 .00 0 ' ELEMENT NO 5 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1060.00 1171.00 1 .013 .00 .00 .00 C •z ELEMENT NO 6 IS A REACH U/S DATA STATION INVERT ' SECT N RADIUS ANGLE AUG PT MAN 1170.00 1183.80 1 .013 .00 .OD .00 C ELEMENT NO 7 IS A REACH ' U/S DATA STATION INV -ERT SECT N RADIUS ANGLE ANG PT MAN 1189-00 1184.48 1 .013 .00 -00 -00 - - ELEMENT NO 8 IS A REACH ` U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN 1208.45 1185.17 1 .013 .00 49.31 .00 C ELEMENT NO 9 IS A REACH ' U/S DATA STATION INVERT SECT N RADIUS ANGLE AUG PT MAN 1240.13 1186.30 1 .013 .00 .00 .00 C ELEMENT NO 10 IS A WALL ENTRANCE U/S DATA STATION INVERT SECT FP 1240.13 1186.30 2 .200 ELEMENT NO 11 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AN. PT MAN 1242.13 1186.30 2 .0 i< .00 -00 .00 C ELEMENT NO 12 IS A SYSTEM XEAOWORKS U/S DATA STATION INVERT SECT W S ELEV 1242.13 1186.30 2 1186.30 .. - - • T1 T23064 REDRAWK T2 H.C.L. ON LINE ''F'- •F"T3 T3F-N.=LINEF 50 1000.001153-00 1 1155.00 ' R 1015.001153.05 1 .013 .00 .00 0 R 1020.001153.06 1 .013 .00 .00 0 R 1051.001166.96 1 -013 45-50 .CO 0 R 1060.001171.00 1 .013 .00 .00 0 R 1170.001183.80 1 .00 .00 0 R 1189.001184.48 .013 1 .013 .00 .00 0-�� R 1208.451185.17 1 .013 49.31 .00 0 f �J R 12.3.131196.30 1 .013 .GO .00 0 WE 12:0.131156.30 2 .200 z 12:2.131196.30 2 • SH 1212.131186.30 2 1186.30 CO 1 : 0 .00 2.00 .00 .00 .00 .00 co 2 2 0 .00 :.00 1:.00 .00 .00 .00 0 20.2 .0 Far: Raniac Engineering Corporation, ie cula, CA - S/N 560 .......•.......• ............................................................. ELEVATION GIVEN 1S LESS THAN OR EQUALS INVERT ELEVATION IN HDUKOS, U.S.ELEV = IHV - OC ."., WARNING N0. 2 '• - WATER SURFACE • FOS 15P PACE ...TER SURFACE PROFILE LISTINC 23064 REDXAWK X.G.L. CN LINE "F" F.N.=L I MEF STATION INVERT DEPTH V.S. 0 VEL VEL ENERGI SUPER CRITICAL XGi/ 'e ASE/ ZL NO AVE; ELEV OF FLOW ELEV HEAD GRO.EL. ELEV DEPTH DIA 10 NO. PIER SF AVE HF NORM CEPTX ZR L/ELEM ................................................................................................................................... SO . ,. 1000.00 1153.00 .614 1153.614 20.2 24.66 9.446 1163.D60 .00 1.614 2.00 .00 .00 0 .0 1.81 .00334 .194368 .35 2.000 .00 1001.81 1153.01 .606 1153.612 20.2 25.09 9.777 1163.389 .00 1.614 2.00 .00 .00 0 .0 4.56 .00334 .213094 .97 2.000 .00 1006.37 1153.02 .586 1153.607 20.2 26.30 10.742 1164.349 .00 1.614 2.00 .00 .00 0 .0 4.40 .00334 .243457 1.07 2.000 .00 1010.77 1153.04 .566 1153.602 20.2 27.60 11.825 1165.427 .00 1.614 2.00 .00 .00 0 .0 - 4.23 .00334 .278233 1.18 2.000 .00 - 1015.00 1153.05 .548 1153.598 20.2 28.94 13.005 1166.603 .00 1.614 2.00 .00 .00 0 .0 .9B .00200 .301589 .30 2.000 .00 1015.96 1153.05 -543 1153.595 20.2 29.28 13.308 1166.903 .00 1.614 2.00 .00 .00 0 .0 4.02 .00200 .328250 1.32 2.000 .00 •� .i 1020.00 1153.06 .525 1153.585 20.2 30.70 14.634 1168.219 .00 1.614 2-00 .00 .00 0 .G . -. 9.68 .44838 .330630 3.20 .490 .00 ,.. c- .. .7 1029.68 1157.40 .540 1157.942 20.2 29.45 13.464 11.71.406 .00 1.614 2.00 .00 .00 0 .0 7.69 .44838 .291690 2.24 .490 .00 .037.37 1160.85 .559 1161.408 20.2 28.06 12.222 1173.630 .00 1.614 2.00 .00 .00 0 .0 5.66 .44838 .255396 1.45 .490 .00 1043.03 1163.39 .579 1163.967 20.2 26.75 11.115 1175.082 .00 1.614 2.00 .00 .00 0 .0 4.41 .44838 .2236D2 .99 .490 .00 10.7.44 1165.37 .599 1165.965 20.2 25.54 10.127 1176.092 .00 1.6i4 2.00 .00 .00 0 .. 3.56 .44838 .195758 .70 .490 .00 • 0 rwg' F05 15P FACE 2 CATER SURFACE PROFILE LISTING T23064 REOHAUK M.G.L. ON LINE " • F.N.=LINEi 0 VEL VEL ENERGY SUPER CRITICAL NGT/ EASE/ ZL KO AV 51 STATION INVERT DEPTH U.S. HEAD GRO.EL. ELEV DEPTH OIA ID 90. PIER ' ELEV OF FLOW ELEV ZR SF AVE HF NORM DEPTH l/FLEX ............................................................................. 80 ............................... ,. ,. 1051.00 1166"96 .620 1167"580 20.2 24,34 9.197 1176.777 .00 1.614 2.00 .00 .00 0 .0 2.46 .44889 .173092 .43 .490 .00 1053.46 1168.06 .638 1168.703 20.2 23.38 8.488 1177.191 .00 1.614 2.00 .00 .00 0 .0 •. 2.53 .44889 .153291 .39 .490 .00 1055.99 1169.20 .661 1169.863 20.2 22.30 7.719 1177.582 .00 1"614 2.00 .00 .00 0 .0 2.16 .44889 .134308 .29 .490 .00 1058.15 1170.17 .684 1170.853 20"2 21.24 7.006 1177"859 .00 1"614 2.00 .00 .00 0 .0 1"85 .44889 .117695 .22 .490 .OD -. 1060.00 1171.GO .709 1171.709 20"2 20.26 6.374 1178"083 .00 1.614 2.00 .00 .OD 0 .0 ' 15.38 .11636 .108472 1"67 .700 .00 ' 1075.38 1172"79 .714 1173.504 20.2 20.06 6.248 1179.752 .00 1"614 2.00 .70 .00 0 .0 33.92 .11636 .100352 3.40 .700 .00 1109.30 1176.74 .739 1177.476 20.2 19.13 5"682 1183.158 .00 1.614 2.00 .00 .00 0 .0 17.25 .11636 "087993 1.52 .700 .00 ... 1126.55 1178.7< .766 1179.510 20.2 18.23 5.161 118:.671 .00 1.614 2.00 .00 .00 0 .0 11.30 .11636 .077183 .87 .700 .00 1137.85 1180"06 .793 1180.851 20"2 17"38 4.693 1185.543 .00 1"614 2.00 .00 .00 0 .0 8.17 .11636 .067713 "55 .700 .00 1146"02 1181.01 .822 1181"832 20.2 16.58 4"271 1186"103 .00 1.614 2.00 y00 .00 0 "D 6.29 .11636 .059450 .37 •700 '00 1152"31 1181.74 .852 1182,594 20"2 15"51 3.879 1186.473 "00 1.614 2.00 .00 .00 0 .0 5.00 .11636 .052228 .26 .700 .00 0 rwg' 11 • F 723064 REJNA'-C R.G.L. CN LINE "F" I.N.=LINEF STATION INVERT DEPTH W.S. 0 ELEV OF FLO ELEV L/ELEH SO ........................................... 1157.31 1182.32 .884 1183.208 20 4.09 .11636 1161.40 1182.50 .917 1183.716 2 3.39 .11636 11 E 1164.79 3.19 .951 1184.144 2 2.83 .11636 ' 1167.62 1183.52 .987 1184.510 2 2.38 .11636 1170.00 1183.80 1.025 1184.525 19.00 .03579 1189.00 1184.48 1.057 1185.537 6.49 .03548 1195.49 1184.71 1.072 1185.782 12.96 .03548 1208.45 1185.17 1.115 1186.295 5.93 .03567 1216.38 1185.38 1.142 1186.524 7.47 .03567 1221.85 1185.65 1.188 1186.836 5.63 .D3567 1227.48 1185.55 1.236 1187.055 4.23 .03567 F0515P P_.c CATER SURFACE PROFILE LISTING VEL VEL ENERGY SUPER CRITICAL NGT/ EASE/ _. NC MEAD GRO.EL. -LEV DEPTH DIA ID NO. PIER SF AVE HF NORM DEPTH 2R ........................................................................................ .2 15.07 3.529 1186.737 .00 1.614 2.00 .DO .00 0 .0 .045914 .19 .700 .00 0.2 14.37 3.205 1186.921 .00 1.614 2.00 .00 .00 0 .0 .040367 .14 .700 .00 0.2 13.70 2.916 1187.060 .00 1.614 2.00 .00 .00 0 .0 .035511 .10 .700 .00 0.2 13.07 2.651 1187.161 .00 1.614 2.00 .00 .00 0 .0 .031273 .07 .700 .00 20.2 12.45 2.408 1187.233 .00 1.614 2.00 ` .00 .00 0 .0 .027887 .53 .964 .00 20.2 11.99 2.232 1187.769 .00 1.614 2.00 .00 .00 0 .0 .025830 .17 .970 .00 20.2 11.76 2.149 1187.931 .00 1.614 2.00 .00 .00 0 .0 .023713 .31 .970 .00 20.2 11.22 1.956 1188.241 .00 1.614 2.00 .00 .00 0 .0 .021418 .13 .970 .00 20.2 10.90 1.843 1188.367 .00 1.614 2.00 .00 .00 0 .- .019402 .I4 .970 .00 20.2 10.39 1.675 1188.511 .00 1.614 2.00 .00 .00 0 .0 .017163 .10 .970 .00 20.2 9.90 1.522 1188.608 .00 1.614 2.00 .00 .00 0 .- .015207 .06 .970 .00 IY9 • 12306= REDXAVK X.G.L. ON LINE "F" F.N.=LINEF STATION INVERT DEPTH V. S. 0 ELEV OF FLOW ELEV L/ELEM SO ............................................ 1231.71 1186.00 1.288 1187.288 20 3.20 .03567 1234.91 1186.11 1.343 1187.457 20 2.34 .03567 1237.25 1186.20 1.402 1187.599 20 1.60 .03567 1238.85 1186.26 1.466 1187.721 20 .98 .03567 1239.83 1186.29 1.535 1187.824 2 .30 .03567 1240.13 1186.30 1.614 1187.914 2 WALL ENTRANCE 44 1240.13 1186.30 2.6 1188.9" 2.00 .00000 1242.13 1186.30 2.644 1188.944 1 1 Fa51sP WATER SURFACE 7;0; 1',E L:STING PACE VEL VEL EN -c RCT SUPER CRITICAL NOT/ EASE/ .. NO AYc' HEAD GRD.EL. ELEV DEPTH DIA ID 90. PIER SF AVE HF NORM DEPTH 2R ....................................................................................... .2 9.44 1.385 1188.673 .00 1.616 2.00 .00 .00 0 .0 .013503 .04 .970 .00 .2 9.00 1.258 1188.715 .00 1.614 2.00 .00 .00 0 .012014 .03 .970 .00 .2 8.58 1.144 1188.743 .00 1.614 2.00 .00 .00 0 .0 .010722 .02 .970 .00 .2 B.18 1.040 1188.761 .00 1.614 2.00 .00 .00 0 .0 .OD9604 .01 .970 .00 0.2 7.80 .945 1188.769 .00 1.614 2.00 .00 .00 0 .0 .008645 .00 .970 .00 0.2 7.43 .858 1188.772 .00 1.614 2.00 .00 .00 0 .0 .00 4.00 14.00 .OD 0 .0 .000 .00 4.00 14.00 .00 0 .0 20.2 .55 .005 1188.949 .00 .401 .000011 .00 20.2 .55 .005 118.9.949 .00 .401 'So s F0515P PAGE 1 WATER SURFACE PROFILE LISTING �IA"r1 � !s� TRACT 23064-F HGL CALCS FOR LINE H FN=644H 2-26-91 STATION INVERT DEPTH W.S. 0 VEL VEL ENERGY SUPER CRITICAL NGT/ BASE/ ZL NO AVSK ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR ......... ........... ........... ....................... ........... ............. ........ -.............................. ........«... 1000.00 1153.26 3.390 1156.650 26.1 3.69 .212 1156.862 .00 1.650 3.00 .00 .00 0 .0 27.27 .01583 .001520 .04 1.150 .00 1027.27 1153.69 3.000 1156.692 26.1 3.69 .212 1156.904 .00 1.650 3.00 .00 .00 0 .0 17.81 .01583 .001424 .03 1.150 .00 1045.08 1153.97 2.721 1156.695 26.1 3.87 .233 1156.928 .DO 1.650 3.DO .00 .00 0 .0 9.54 .D1583 .001386 .01 1.150 .00 1054.62 1154.13 2.560 1156.685 26.1 4.06 .256 1156.941 .00 1.650 3.00 .00 .00 0 .0 7.49 .01583 1.150 • 1062.11 1154.24 2.427 1156.670 26.1 4.26 .001500 .01 1156.952 1.650 3.00 .00 0 .282 .00 .00 .00 .0 6.26 .01583 .001651 .01 1.150 .00 1068.37 1154.34 2.310 1156.653 26.1 4.47 .310 1156.963 .00 1.650 3.OD .00 .00 0 .0 3.63 .01583 .001799 .01 1.150 .00 1072.00 1154.40 2.239 1156.639 26.1 4.61 .330 1156.969 .00 1.650 3.00 .00 .00 0 .0 WALL ENTRANCE .00 1072.00 1154.40 2.707 1157.107 26.1 1.61 .040 1157.147 .00 .838 4.00 6.00 .00 0 .0 2.00 .00000 .OJ0173 .DO .000 .00 1074.00 1154.40 2.707 1157.107 26.1 1.61 .040 1157.147 .00 .838 4.DD 6.00 .00 0 .0 1 1 �IA"r1 � !s� F0515P NATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE CARO SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) T(2) T(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) YC10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 1 4 3.00 CD 2 3 0 .00 4.00 6.00 .00 .00 .00 1 F 0 5 1 5 P PAGE NO 1 WATER SURFACE PROFILE • TITLE URD LISTING HEADING LINE NO 1 IS - TRACT 23064-F HEADING LINE NO 2 IS - HGL CALLS FOR LINE H HEADING LINE NO 3 IS - FN=644H 2-26.91 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 1153.26 1 1156.65 ELEMENT NO 2 IS A REACH ` U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1072.00 1154.40 1 .013 .00 .00 .00 0 ELEMENT NO 3 IS A WALL ENTRANCE ' U/S DATA STATION INVERT SECT FP • 1072.00 1154.40• 2 .500 S ELEMENT NO 4 IS A REACH U/S DATA STATION INVERT SECT N RADIUS ANGLE AND PT MAN H 1074.00 1154.40 2 .D13 .00 .00 .00 0 ELEMENT NO 5 IS A SYSTEM HEADWORKS • ' U/S DATA STATION INVERT SECT W S ELEV 1074.00 1154.40 2 1154,40 T1 TRACT 23064-F T2 NGL CALCS FOR LINE H T3 FN=644H 2-26.91 SO 1000.001153.26 1 1156.65 - R 1072.001154.40 1 .013 .00 .00 0 WE 1072.001154.40 2 .500 R 1074.001154.40 2 .013 .00 .00 0 SH 1074.001154.40 2 1154.40 CD 1 4 0 .00 3.00 .00 .00 .00 .00 CD 2 3 0 .00 4.00 6.00 .00 .00 .OD D 26.1 .0 For: RanPac Engineering Corporacion, Te uta, CA S/N 560 ............................................................................. •• WARNING NO. 2 •• - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN MDWKDS, W.S.ELEV = INV . 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