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Home My WebLink AboutHydrologyStudy Jan.8, 1992 I I I I I I I I I I I I I I I I I I I HYDROLOGY STUDY TRACT 25004 DIX DEVELOPMENT Tr,#25004-/, H/H 4fh Chk /iJ/ W/I/dfJ-11 ^~~ r 3/31/92 15 JULY 1991 REVISED 16 SEPTEMBER 1991 REVISED 08 JANUARY 1992 PREPARED BY J-C. CM ENGINE]l;RING 41593 WINCHESTER RD TEMECULA, CALIFORNIA (714) 694-6846 .. .:.. ';; APPROVED BY , CITY OF TEMECULA ~E~G~%~e 1ft \ I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS 1. METHODOLOGY STATEMENT A. RATIONAL HYDROLOGY B. REVISED 24-HOUR, 100-YEAR ISOHYETAL MAP C. OFFSITE & ONSITE METHODOLOGY D. HYDRAULIC CALCULATIONS II. DESIGN CHARTS A. HYDROLOGIC SOILS MAP FOR SITE B. CATCH ,BASIN DESIGN C. 10 & 100 YEAR STREET CAPACITY 60' R/W D. CB 110 INLET CAPACITY III.DEVELOPED 100 YEAR OFFSITE HYDROLOGY IV. DEVELOPED 10 YEAR ONSITE HYDROLOGY V. DEVELOPED 100 YEAR ONSITE HYDROLOGY VI. HYDRAULIC CALCULATIONS A. LINE A B. LINE A-1 C. LINE B D. LINE B-1 E. LINE C F. LINE C-1 G. LINE D H. LINE D-1 1. LINE E J. RITA ROAD CROSSING K. DETERMINATION OF EXISTING FLOODPLAIN @ SOUTHERN P.L. L. CONFLUENCE CALCULATIONS AT WEIR STRUCTURE M. DEPTH OF FLOW OVER WEIR N. WEIR STRUCTURE CROSS-SECTIONS O. OVER-THE SIDE DRAIN STA. 20+35.00 SERAPHINA P. TRAPEZOIDAL CHANNEL CAPACITY-DETAIL B- ROUGH GRADING PLAN Q. TRAPEZOIDAL CHANNEL CAPACITY-DETAIL F- ROUGH GRADING PLAN VII.DRAINAGE MAPS A. 200 SCALE OFFSITE HYDROLOGY MAP B. 100 SCALE ONSITE HYDROLOGY MAP C. 40 SCALE EXISTING FLOODPLAIN @ SOUTHERN P.L. PAGE 1 2 3 4 5 6-12 13-15 16-18 19-36 37-65 66-97 98-108 109-114 115-128 129-134 135-140 141-146 147-153 154-158 159-163 164-171 172-181 182 183 184 185 186 187 POCKET #1 POCKET #2 POCKET # 3 1ft 2- I I I I I I I I I I I I I I I I I I I SECTION I - METHODOLOGY STATEMENT A. RATIONAL METHOD This method of analysis is taken from the Riverside County Flood Control Hydrology Manual, Section D (Rational Method). The computer software utilized was CIVILDESIGN "Riverside County Rational Method" version 2.7, Which coincides with the above mentioned section of the flood control manual. An acetate overlay was provided by the Flood Control District showing revised 24-hour isohyetals for the 100-year storm in the Murrieta area. This new 24-hour, 100-year isohyetal map has been reproduced on the following page showing the location of the project site. The site is located closest to the 5.5" isohyetal line, so the 24-hour, 100-year intensity is taken to be 5.5". In addition to this revised map, the following ratios were given to calculate the 1, 3, and 6 hour point rainfalls: 1:24=.20 3:24=.38 6:24=.57 From the following page you can see that the 24-hour, 100-year isohyetal for the site is 5.5", If we use the above ratio of .20 for 1 hour, we obtain a 1-hour, 100-year point rainfall of 1.10". 1ft 3 .W :al a:: , . ,'~'';' Q:; >- '" Q .:: ~ a '" w .... "" 3: 6\~ :c z I 0 <:r i= ('oJ <:t I~ 0:: - q:f.d We::: >- a.. I o o " ., : :J ; :~ fl ".-.: 1.,..',,4 .~.. HI . ~ ~: I :1: ,..,," (I)' (f> '1- , , 1;,. ..~~,,:""': '. "/ w If). .~~ W N a:: , ,~'\. '" . ,. :~ft.g~. ~~i ~/;:!! "., ....~ ~. 'N- .n: l: " .~ (n ,\ G!' ..... ...... - .....\;-:. .- - - - - - - _.~ .......... '1IIIiIiiii.: .~, ......... -- '-- I I I I I I I I I I I I I I I I I I I B. OFFSITE METHODOLOGY Tract #25004 depends upon Murrieta Hot Springs Road (MHSR) for primary access and half of the water supplied to the tract, and it is assumed that MHSR is built for this report and most of the area North of MHSR will be accepted into proposed storm drains within MHSR and will not be conveyed onto the Eastern boundary of our tract. There is a single temporary storm drain that flows under MHSR and outlets approximately 118 cfs on the Southern side of MHSR. This storm drain is labeled as Line G on the SANTA GERTRUDIS VALLEY STORM DRAIN PLANS (AD#161) by Stevenson, Porto & pierce and. is shown on the offsite hydrology map. A copy of the hydrology report for AD#161 is on file with Riverside county Flood Control & Water Conservation District. The area South of MHSR tributary to the inlets for Lines A & B, will be assumed as developed in the ultimate condition. Line A tributary watershed begins approximately 1100' East of the NE corner of our tract at Node #1 of the offsite hydrology map. This is within the boundaries of the Roripaugh Specific Plan prepared by Ranpac Engineering for Leo Roripaugh Dtd. March 23, 1990 and is proposed as 1/4 Acre residential housing and has been designated as such for the hydrology. (At this time this specific plan has not been approved, however, normal practice is to assume that undeveloped offsite areas of a given watershed tributary to a project be considered either 1/4 acre residential, or bulked, therefore the designation from the Roripaugh Specific Plan is acceptable). Line B tributary watershed begins approximately 2400 I East and 550' South of the North-Eastern corner of our tract at node #3 of the offsite hydrology map. The watershed for this stream is comprised of 3 Acres of Park, 22 Acres of 1/4 Acre residential and 20 Acres of 5units per Ac Residential housing. To account for the slightly greater than 1/4 Ac. density, this watershed was designated as Condominium for a conservative estimate of potential runoff. The remainder of the offsite watershed flows North to South along the Eastern half of the site and concentrates at the South- Eastern corner of Lot #33. Flows from Line D & D-l, as well as the flows concentrating at the South-Eastern corner of Lot #33 enter a concrete weir structure at the southern property line of the site. Details of this structure are shown on the rough grading plan. Calculations showing how the existing floodplain in this area was determined, and the weir-flow characteristics of the structure are included in Section VI of this report. ~ 1ft 3 I I I I I I I I I I I I I I I I I I I C. ONSITE METHODOLOGY onsite runoff is directed along surface streets into catch- basins or over the side drains. The location of catch-basins and street profiles have been arranged to avoid drainage area diversions. Lines A, B, C & D, outlet to natural streams at the Western and Southern boundaries of the tract & the Western half of Seraphina and Line E outlet to an existing stream at the Western boundary of the tract. The change in before and after drainage areas tributary to these streams are within ~ 1 Acre. The Ql00 for the Rita Road crossing is determined as part of the Onsite Hydrology because part of the initial flow is from the Western portion of Seraphina Rd. which is included in the onsite Hydrology analysis. D. HYDRAULIC CALCULATIONS Hydraulic calculations were done with the Los Angeles County ater Surface Pressure Gradient (WSPG) program and normal depth rograms within the CIVIL-SOFT program. The hydraul ic calculations for curb inlets were based on harts LL-13 to LL-15, from Street Highway Drainage Volume 2, by he University of California, Charts LL-13 & LL-14 was used for flow-by catch basins and Chart LL-15 was used for sump catch as ins . A summary of the catch basin design calculations is rovided in section II-B. There is one non-standard catch basin structure on this roject, Line A has a standard CBllO with 4 openings. To account or 50% clogging, the ponded inlet depth is based on doubling the ormal Q,oo' so the "clogged" Ql00 is 10.5 cfs x 2=21 cfs. A chart escribingthe inlet capacities of this structure is in Sect. II-D. Chart II-E is a summary of the confluence calculations used to etermine the reduced Ql00 flows due to different peak Tc's for aterals to the mainline in the WSPG analysis of Lines A & B. ravel times and pipeflow velocities are based on Normal Depth or ull Pipe flow depending on pipe size, slope and flow-rate. Lines and D have inlets so close to each other that it is assumed that he flow is evenly split between them and no correction for Tc is equired. \ 1ft 4 I I I I I I I I I I I I I , I I I I I I CHART II-A HYDROLOGIC SOILS MAP OF SITE e 5 Be, ...",,.. 9 p~, C ~TL ll&'~' "-C ,; , II '~V[ C P ; ~~':" ~ ->:,..' "" C" : ,~~ ~~'- ~~' 1.0- .C ~"l>' /-:, C', ~'" ~ .),', . ijj~ . ' C'" ~ s;-.' ~ "'- n- .....::.. ',"lo~ " --r '-....,2:' I ~"i IAc',- '" .. ' lJ. 8- ~:{ 8 ";t.- C ( .' p., \ ,1, '~~ O',~ ~'f""f~~":C; 'll 1 "R.\ r"'~ ~',~ ~ \ I C.' '7" '_"'J/i I/~;~''',' ''':OJ''c,'' ,",-"", ,'i~~P'/ , ' i 'r.>, .,.:". .' ~ " ,,, r,'" '~" , f./, '..!c ~_::!l<F ~~~' ~ 0""", :--, ...{ C I ,~~l~tc'~:~l~~~=~,c-'......~" ",~'. ~B~ C ". " , ..""..)1,) ~,CIa,,, 0 B B ~'Ilc 'V.",. C ~,:e:i: . I 6- . ,~~ '&~:~~ '> l~:", ",,' ~ '''0 ~ ~~.. "\i "~":M?~;;~~~''''('',~ji .' '~f(J(~m~:'" "'~'t !>,."-i,.),i~~" I 0' V'O,. "P~ 'J;.~O" <.' c. ...;,/'C,; ,;"';-' . 8C ~~' q'W(~~~ ' B< C . ,.I '.".':'. . . . , "<W', v; '\l :< " . "'1 ~T: r1" C. . ( ';";"~AJ. ,,'.''';;;iI ~.!,<', ! ~ I 0 ~vg' ,',,~r~'~b\'" " ,'" ~;;~"Yc;",'f: '[)-:6 ';." i 2'~~" :.,'a"s:BI';~~'~~:r.~ """~ ~~~~~ ""V1 ~~~j'~.'. I -('c.. ,0.. :",;'~ n '--.~'U~...I ..0 B_...., .. ,~..c ....'.....J} ~ ' . ~-~, .0 .'Be-c. ~l, ~'''\il) : It::;' lie' . . '~, ,. "~-l o"Yl B ' . ; , ': Be-> ,~ fA BC'''"''''oic''_ .' , . ';~:. ' ,'." ~~~i~ . B~ 8 B "i".~. ,1 B,~ ~~~ c :c~~f,,~:;> ,0 I ~~ ". ;: , ,0< "'"._,' I ~ ' ~, " """ ~~~,~~,", ,,' ~ ~':~'~.i. '" c-<- ~,' ';~~W I. :-'~", ":8'~"" · . "1j,,:',t,,'rl>'. ~'.};:' \.,'", , ( '1"'? 8 '00 ,Of '" i.~ I ~:.:: I :;,~," ,7'~~,. ,~~" , ~~~:~j' /. ~ ~ B Be Be BC lPECHANG.I,1 BC \~ wso' I. I . o STEil} , ,..,r-iO::". C ~~c:.'Il.' . n ~~~\.~~ 'I' . ~:J .~~~"_:~'; \ \('1101' ", 0 ~:I""~'~~\f..~ ",}; D 'B~ '. ~ '~' ~~8 ..>:1 *~ ~,~"~' : ), ~)~", 11- :is > 0 t.....' ~ ,', ,- .. l'-'c:eo... ..,~ '''''' \o)hi'" ',_c ;:Sc ,\"" . ~ 8C~P. -_;0,,"'-../, a "., :' . ',r:v;:., '" . -,J~' J'C , ' ",,~; " " (j ,~~{,~ :; '-- o B ',f' If"... B D., ,,t' ", '<~L'/~. _ '~ -, ~~. ; :,;:0'"'-~ ~,-.' ,.~. <;;( 1--8 f-BC Po ,,;f-<,c 1-0 " ,,' I-a ~ .. , , , , " . ~ ... / ~ LEGEND ~ HYDROLOGIC SOILS FOR GROUP MAP - SOILS GROUP BOUNOARY A SOILS GROUP DESIGNATION RCFcaWCD I"""""I--~ o FEET 5000 BACHELOR MTN. ~ HYDRDLOGY I'IIANUAL PLATE C-I,53 : I CHART II-B I CATCH BASIN SIZING .1 ! I I I I !I I I I I I I I I I I \0 I 6 I I line A: CB 110 at Storm Drain Sta 4+18.25 Line A A standard CB 110 with 4 openings, wilt require a ponded depth of .901 (10.5 cfs doubled, to account for 50% clogging) See Chart II-C of this report, for tabled inlet capacities I of various size CB110 dimensions. I I I I I I I I I I I I I I I I 7 I line B: CB100 @ Street Sta. 8+44.75 of Suzi lane I I CALCULATE 1/2 Street Slope Depth of Flow STREET CAPACITY GIVEN: = .008900 (Ft,/Ft,) = = .550 Feet ,8900 % I ... OPEN CHANNEL FLOW - STREET FLOW *** I Street Slope (Ft./Ft,) = .0089 Hannings "n" ....alue for street = .017 Curb Height (In.) = 6. Street Halfwidth (Ft,) = 22.00 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.) = Gutter width (Ft,) = 2,000 Gutter hike from flowline (In.) = 1.900 Hennings Ilnll ....alue for gutter and sidewalk Depth of flow = ,550 (Ft.) A....erage Velocity = 2.87 (Ft./Sec.) (Ft.) = .020 .020 11.00 I I 11.00 ,020 ,015 I WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is 2.500 (Ft.) I Streetflow Hydraulics: Halfstreet Flow Width(Ft.) = 21.58 Flow Velocity(Ft./Sec.) 2.78 Depth*Veloci ty = 1.53 ........ Calculated flow rate of total street channel = ~ Flow rate in gutter = 3.22 (CFS) Velocity of flow in gutter and sidewalk area = 3.202 (Ft./Sec.) Average velocity of total street channel = 2.868 (Ft./Sec.) I 1/2 STREET CAPACITY=13.88(13,9) CFS I CB 100 at Sta 8+44.75 of Suz; Lane The 0100 from Node #3 of the onsite hydrology map is 15.7 cfs. The street slope at the CB is 0.0089 and the 0100 results in a normal depth of 0.58'. Using Chart LL-13 and the formuLa for catch basin capacity; I I Qinlet=2. 92X(IJ,85)X(D 15) W=18' 0=.58' Oinlet(capacityj=13.9cfS O.K. I I I I I I 8 \\ I I Line C: tBl00 Q Sta. 10+28.00 and 11+32.50 of Chriselle Lane(Future St.) I CALCULATE DEPTH OF Street Slope = Given Flow Rate = FLOW GIVEN: .016200 (Ft,/Ft.) = 1.6200 % 20.80 Cubic Feet/Second I *** OPEN CHANNEL FLOW - STREET fLOW *** I Street Slope (Ft./Ft.) = .0162 Hannings "nll value for street = .017 Curb Height (In,) = 6. Street Halfwidth (Ft.) = 20.00 Distance From Crown to CrosstalL Grade Break Slope from Gutter to Grade Break (Ft./Ft.) = SLope from Grade Break to Crown (Ft./Ft.) = Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = SLope from curb to property line (Ft./Ft.) = Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Hennings IIn" value for gutter and sidewalk = Depth of flow = .445 (Ft.) Average Velocity = 3.73 (Ft./Sec.) (Ft.) = .020 .020 10.00 I 10,00 .020 I .015 I I Streetflow Hydraulics Halfstreet Flow Width(Ft.) ~ 16.35 Flow Velocity(Ft./Sec.) ~ 3.05 Depth*Velocity ~ 1.36 Calculated flow rate of total street channel = Flow rate in gutter = 4.13 (CFS) Velocity of flow in gutter and sidewalk area = Average velocity of total street channel = 20,80 (CFS) 5,634 (Ft./Sec.) 3.727 (Ft./Sec.) I CB 100 at Sta 10+28.00 and 11+32.50 of Chrishelle Lane The flow at this point is equal on both sides of the street since it is above the street centerline. Cl00 from Node #21 of the onsite hydrology map is 20.8 cfs. The street slope at this point is 0.0162 and the Cl00 results in a normal depth of .441. Using Chart LL-14 and the formula for catch basin inlet capacity; I I Cinlet=3.12X(W65)X(0 15) W~181 0=.441 Qinlet(Capacity)~10.6cfs 0,(, I I I I I I I 9 \1.- ---------- I I Line D: I I I I I I I I I I I I I I I I I CB 100 (two sumo CBIS) at 14+12.31 & 13+78.99 Jon's Place & DieQo Drive The al00 from Node #27 of the onsite hydrology map is 31.1 cfs. The maximum desired ponded depth is set at TC or .83' Using Chart LL.15 and the formula for catch basin inlet capacity; Qinlet=3. OOx( O. 67x\,1) X (\,/'13)x (00.6) W=81 0=.83' Qinlet(eapacity}=18.8cfs O.K. 10 \~ I I line E: CAPACITY OF WEST SIDE SERAPHINA AVE. @ Sta, 20+38,49 I CALCULATE CHANNEL Channel Slope = Depth of Flow = CAPACITY GIVEN: ,040000 (Ft,fFt,) .240 Feet 4,0000 % I *** OPEN CHANNEL Fl~ - STREET FLOW *** I Street Slope (Ft,fFt,) = .0400 Mannings IInll value for street = .018 Curb Height (In.) = 6. Street Halfwidth (Ft.) = 12,00 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.) = Gutter width (Ft,) = .000 Gutter hike from flowline (In.) = .000 Hennings "nil value for gutter and sidewalk. Depth of flow = ,240 (Ft.) Average Velocity = 4.02 (Ft./Sec.) (Ft.) = ,020 ,020 5.00 I 10,00 .020 I .018 I I Streetflow Hydraulics Halfstreet Flow ~idth(Ft.) = 12.00 Flow Veloc;ty(Ft./Sec.) 4.02 Depth*Velocity = .96 Calculated flow rate of total street channel 5.78 (CFS) Flow rate in gutter = 0.00 (CFS) Velocity of flow in gutter and sidewalk area .041 (Ft./Sec.) Average velocity of total street channel = 4.016 (Ft./Sec.) STREET FLOW CROSS SECTION NOTE: The following critical depth calculations are for: Channell If STREET, property line to outside edge of gutter If V-GUTTER, property line to start of V.Gutter Channel 2 STREET, outside edge of gutter to crown V-Gutter, in V-Gutter i tsel f Channel 3 V-Gutter, 2nd half of street I I I CRITICAL DEPTH NOT CALCULATED FOR CHANNEL NO. OR CHANNEL ENDING AT 10,00 FEET BECAUSE fLO~ IS AT OR NEAR ZERO IN CHANNEL SEGMENT. I CRITICAL FLOW CALCULATIONS FOR CHANNEL NO.2: Subchannel Critical Flow Top ~jdthCFt.) = 12.00 Subchannel Critical flow Velocity(Ft./Sec.) 2.494 Subchannel Critical Flow AreaCSq. Ft.) = 2.32 Froude Number Calculated = 1.000 Subchannel Critical Depth above invert elevation = .313 I Depth of flow = .24 Feet = "Wlt Calculated caoacitv= 5.8 cfs I I I I I \l\. 11 I I line E: tB100 Q Ste. 20+38.49 (Includes overfLow from West side of Seraohina) I CALCULATE DEPTH Of Channel Slope = Given Flow Rate = fLO\I GIVEN: .040000 (ft./ft,) = 4.0000 % 9.40 Cubic feetlSecond I *** OPEN CHANNEL Fl~ . STREET FLOW *** I Street Slope (Ft./Ft.) = .0400 Hennings IInll value for street = .01a 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.) = Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Hennings IIn" value for gutter and sidewalk. Depth of flow = .380 (Ft.) Average VeLocity = 5.15 (Ft./Sec.) (ft,) = .020 .020 10.00 I I 13.00 ,020 ,015 I I Streetflow Hydraulics Halfstreet Flow ~idth(Ft.) = 13.06 Flow Vetocity(Ft./Sec.) 3.80 Depth*Velocity = 1.44 Calculated flow rate of total street channeL = Flow rate in gutter 4.75 (CFS) Velocity of flow in gutter and sidewalk area = Average velocity of total street channeL = 9,40 (CfS) I 7,901 (Ft,/Sec,) 5.153 (ft./Sec.) CB 100 at Seraphina Ave. Sta. 20+38.49 I The cl00 from Node #29 of the onsite hydrology map is 7.2 Cf5, however, the West side of Seraphina is only 12' wide and can only carry 5.8 cfs of the 8.0 cfs at Node #18, which means that 2.2 cfs crosses over the centerline of Seraphina onto the East side and resulting ClOD is 9.4 cfs. The street slope at this point is .0400 and the Cl00 results in a normal depth of .38', Using Chart ll.14 and the formula for catch basin inlet capacity; I I Cinlet=3.12X(W.S5}X(01.5) w=211 0=.381 Cin1et(Capacity)=9.7cfs O,K. I I I I I I \-6 12 (;h\ .." ";" . 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DEPTH OF FLOW TO T.C., 10 YEAR STREET CAPACITY SlOPE.1% I CALCULATE CHANNEL Channel Slope = Depth of Flow = CAPACITY GIVEN: .010000 eFt./Ft.) . .500 Feet 1. 0000 % I *** OPEN CHANNEL FLOW - STREET FLOW *** I Street Slope (Ft./Ft.) . ,0100 MSMings "n" value for street = .018 Curb Helght (In.) = 6. Street Halfwidth (Ft.) = 20.00 Distance from Crown to Crossfall Grade Break Slope from Gutter to Grade Break eFt./Ft.) = Slope from Grade Break to Crown CFt./Ft.) = Number of Halfstreets Carrying Runoff = 2 Distance from curb to property line (Ft.) = SLope from curb to property line CFt./Ft.) = Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Mannings !In" value for gutter and sidewalk = Depth of flow = .500 (ft.) Average Velocity = 3.04 (Ft./Sec.) (Ft.)' 10.00 .020 .020 10.00 ,020 I I ,015 I I Streetflow Hydraulics Halfstreet Flow Width(Ft.) = 19.08 Flow Velocity(Ft./Sec.); 2.54 Oepth*Velocity = 1.27 Calculated flow rate of total street channel FLow rate in gutter = 4.03 (CFS) Velocity of flow in gutter and sidewalk area Average velocity of total street channel = 22,89 (CFS) I 4.786 (Ft./Sec.) 3,044 (Ft./Sec,) I 2 Q=l. 486 X AxR' x.[S n From Manning1s Equation: I Q=flow 1n cfs, A=cross.sectional area, R=hydraulic radius, S=slope & n=Mannings roughness coett. I The conveyance of the cross.section is described by K and for the case where the slope is 1%, the conveyance, K, is equal to 10 x the capacity. In this case 1(= 10.0 x 22.89 = 228.9 Given the K-factor for a given cross. section and depth, the capacity for !oy stope may be determined from the following: I 2 K=1.486x AxR' :.Q=Kx.[S n I I I I I 14 v:> I I STREET CAPACITY FOR 100'YEAR STORM. 60' R/W 60' WIOE R/W, DEPTH OF FLOW TO R/W. 100 YEAR STREET CAPACITY SlOPE.l% I CALCULATE CHANNEL Channel Slope = Depth of Flow = CAPACITY GIVEN: .010000 (Ft,/Ft,) . .700 Feet 1.0000 % I *** OPEN CHANNEL FLOW ~ STREET FLOW *** I Street Slope (Ft,/Ft,) . ,0100 Hannings IInll value for street = .018 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 = 2 Distance from curb to property line (Ft.) = Slope from curb to property line (Ft./Ft.) = Gutter width (Ft.) = 2.000 Gutter hike from flowline (In.) = 1.900 Mannings !lnll value for gutter and sidewalk Depth of flow = .700 (Ft.) Average Velocity = 3.92 (Ft./Sec.) (Ft,) . ,020 .020 10,00 I 10.00 ,020 I .015 I WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB Distance that curb overflow reaches into property is = 10.000 (ft.) I NOTE: DEPTH OF FLOW IS HIGHER THE STREET CROWN I Streetflow Hydraulics: Halfstreet FLow Width{Ft.) = 20.00 Flow Velocity(Ft./Sec.) = 4.19 Oepth*Velocity = 2.93 Calculated flow rate of total street channel Flow rate in gutter = 7.06 (CFS) Velocity of flow in gutter and sidewalk area = Average velocity of total street channel = 68.68 (CFS) I 3.149 (Ft./Sec.) 3,924 (Ft';Sec.) I From Manning's Equation: , Q=l, 486 X AxR '3 x,fS n I Q=flow in cfs, A=cross-sectional area, R=hydraulic radius, S=slope & n=Mannings roughness coeff. I I The conveyance of the cross-section is described by K and for the case where the slope is 1%, the conveyance, K, is equal to 10 x the capacity. In this case K= 10 x 68.68 = 686.8. 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I V)- O~~~~~~~~OO~~~OON~~~ON~~~~N~N: C~ , mu> u> -------------------------------- lil ~~.f'o~~.f'o~~.f'o~.f'o.f'o~.f'o~.f'o~~~~~~~~~~~~~IO- ~~~~~~~~~~~~NN~~OO~~~~~~~~~WW. ~ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ~N~W~~~~~~~~~N~-~O~~~~~~~N~~~I n m ~ II I I I I I I I I I I I I I I I I I I III DEVELOPED 100 YEAR OFFSITE HYDROLOGY 19 ~ I I I I I I I I I I I I I I I I I I I I Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1992 Rational Hydrology Study Date: 2/ 7/92 version 3.1 TT 25004 100 YEAR OFFSITE HYDROLOGY FN:DIXX.OUT L 115,10 08 FEB 1992 JCP ********* Hydrology Study Control Information ********** Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 100 year, 1 hour precipitation = 0.550 (Inches) 1.100 (Inches) Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.100 (in,/hr.) Slope of intensity duration curve = 0.5500 20 ~ I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 1.000 to Point/Station 1.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.929(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.858 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 93.40 User specified values are as follows: TC = 21.60 min. Rain intensity = 1.93(In/Hr) Total area = 75.60(Ac.) Total runoff = 117.90(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 1.000 to Point/Station 2.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1270.300(Ft.) End of natural channel elevation = 1258.500(Ft.) Length of natural channel = 650.000(Ft.) Estimated mean flow rate at midpoint of channel = 126.399(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6.86(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0182 Corrected/adjusted channel slope = 0.0182 Travel time = 1.58 min. TC = 23.18 min. Adding area flow to channel 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 = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Rainfall intensity = 1.856(In/Hr) for a 100.0 year storm Subarea runoff = 17.395(CFS) for 10.900(Ac.) Total runoff = 135.295(CFS) Total area = 86.500(Ac.) 21 1.-\ I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2.000 to Point/Station 2.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1258.50(Ft.) Downstream point/station elevation = 1239.00(Ft.) Pipe length = 920.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 135.295(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 135.295(CFS) Normal flow depth in pipe = 28.10(In.) Flow top width inside pipe = 47.29(In.) critical Depth = 41.59(In.) Pipe flow velocity = 17.70(Ft/s) Travel time through pipe = 0.87 min. Time of concentration (TC) = 24.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.100 **** SUBAREA FLOW ADDITION **** UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.871 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) = Time of concentration = Rainfall intensity = Subarea runoff = Total runoff = A = 0.000 B = 0,000 C = 0.000 D = 1. 000 95,60 24.04 min. 1.819(In/Hr) for a 100.0 year storm 5,543(CFS) for 3.500(Ac.) 140.838(CFS) Total area = 90.000(Ac.) 22 tp I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 2.100 to Point/Station 2.200 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1239.00(Ft.) Downstream point/station elevation = 1230.00(Ft.) Pipe length = 320.00(Ft.) Manning's N = 0.013 No, of pipes = 1 Required pipe flow = 140.838(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 140.838(CFS) Normal flow depth in pipe = 26.37(In.) Flow top width inside pipe = 47.77(In.) critical Depth = 42.19(In.) Pipe flow velocity = 19.91(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 24.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 610.000(Ft.) Top (of initial area) elevation = 1350.500(Ft.) Bottom (of initial area) elevation = 1319.500(Ft.) Difference in elevation = 31.000(Ft.) Slope = 0.05082 s(percent)= 5.08 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.732 min. Rainfall intensity = 3.175(In/Hr) for a 100.0 CONDOMINIUM subarea type Runoff Coefficient = 0.876 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) = Initial subarea runoff = Total initial stream area = Pervious area fraction = 0.350 year storm A = 0.000 B = 0.400 C = 0.000 D = 0.600 83.44 30.031(CFS) 10. 800 (Ac. ) 23 <JJ".- I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 100.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1319.800(Ft.) End of natural channel elevation = 1290.000(Ft.) Length of natural channel = 1600.000(Ft.) Estimated mean flow rate at midpoint of channel = 55.057(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 5.43(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0186 Corrected/adjusted channel slope = 0.0186 Travel time = 4.91 min. TC = 13.64 min. Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient = 0.879 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Rainfall intensity = Subarea runoff = Total runoff = A = 0.000 B = 0.000 C = 0.000 D = 1.000 88.00 2.484(In/Hr) for a 100.0 year storm 39.284(CFS) for 18,OOO(Ac.) 69.315(CFS) Total area = 28.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/station 100.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 28,800(Ac.) Runoff from this stream = 69.315(CFS) Time of concentration = 13.64 min. Rainfall intensity = 2,484(In/Hr) 24 ~ I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 5.000 to Point/Station 6.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 1346.000(Ft.) Bottom (of initial area) elevation = 1313.000(Ft.) Difference in elevation = 33.000(Ft.) Slope = 0.04125 s (percent) = 4.13 TC = k(0.370)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.147 min. Rainfall intensity = 2.923(In/Hr) for a 100.0 year storm CONDOMINIUM subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.100 Decimal fraction soil group C = 0.100 Decimal fraction soil group D = 0.800 RI index for soil(AMC 3) = 86.50 Initial subarea runoff = 13.363(CFS) Total initial stream area = 5.200(Ac.) Pervious area fraction = 0.350 25 ~y II I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ IProcess from Point/station 6.000 to point/station 100.000 ,**** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1312.000(Ft.) End of natural channel elevation = 1290.000(Ft.) Length of natural channel = 740.000(Ft.) ,Estimated mean flow rate at midpoint of channel = 21.972(CFS) INatural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 5.30(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0297 corrected/adjusted channel slope = 0.0297 Travel time = 2.33 min. TC = 12,47 min. Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A = 0,000 Decimal fraction soil group B = 0.150 Decimal fraction soil group C = 0.150 Decimal fraction soil group D = 0.700 RI index for soil(AMC 3) = 85.75 Rainfall intensity = 2.610(In/Hr) for a 100.0 year storm Subarea runoff = 15.304(CFS) for 6.700(Ac.) Total runoff = 28.668(CFS) Total area = 11.900(Ac.) 26 ~ I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 6.000 to Point/Station 100.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.900(Ac.) Runoff from this stream = 28.668(CFS) Time of concentration = 12.47 min. Rainfall intensity = 2.610(In/Hr) Summary of stream data: stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 69.315 13.64 28.668 12.47 stream flow has longer 69.315 + sum of Qb Ia/lb 28,668 * 0,952 = 96,606 2.484 2.610 time of concentration 27,291 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 69.315 28.668 Area of streams before confluence: 28.800 11.900 Results of confluence: Total flow rate = 96,606(CFS) Time of concentration = 13.642 min. Effective stream area after confluence = 40. 700(Ac.) 27 ~'? I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 7.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1290.000(Ft.) End of natural channel elevation = 1260.000(Ft.) Length of natural channel = 620.000(Ft.) Estimated mean flow rate at midpoint of channel = 106.338(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 10.64(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0484 Corrected/adjusted channel slope = 0.0484 Travel time = 0,97 min. TC = 14.61 min. Adding area flow to channel CONDOMINIUM subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Rainfall intensity = 2.392(In/Hr) for a 100.0 year storm Subarea runoff = 17.216(CFS) for 8.200(Ac.) Total runoff = 113.823(CFS) Total area = 48.900(Ac.) 28 ~ I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 101.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1264,50(Ft.) Downstream point/station elevation = 1257.00(Ft.) Pipe length = 430.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 113.823(CFS) Given pipe size = 48,OO(In.) Calculated individual pipe flow = 113.823(CFS) Normal flow depth in pipe = 26.81(In.) Flow top width inside pipe = 47.67(In.) Critical Depth = 38.66(In.) Pipe flow velocity = 15.78(Ft/s) Travel time through pipe = 0.45 min, Time of concentration (TC) = 15.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 101.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 48.900(Ac,) Runoff from this stream = 113.823(CFS) Time of concentration = 15.07 min. Rainfall intensity = 2.352(In/Hr) 29 ~ I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 101.000 to Point/station 101.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.703(In/Hr) for a SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 User specified values are as follows: TC = 11.70 min. Rain intensity = Total area = 5.50(Ac.) Total 100.0 year storm 2.70(In/Hr~ runoff = .~_~ , -- .. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 101.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.500(Ac,) Runoff from this stream = 13.900(CFS) Time of concentration = 11.70 min. Rainfall intensity = 2.703(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 113.823 15.07 13.900 11.70 stream flow has longer 113.823 + sum of Qb Ia/Ib 13.900 * 0.870 = 125.917 2.352 2.703 time of concentration 12.095 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 113.823 13,900 Area of streams before confluence: 48.900 5.500 Results of confluence: Total flow rate = 125.917(CFS) Time of concentration = 15.068 min. Effective stream area after confluence = 54.400(Ac.) 30 ~ I I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 101.000 to Point/Station 7.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 1257.00(Ft.) Downstream point/station elevation = 1230.00(Ft.) Pipe length = 500.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 125.917(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 125.917(CFS) Normal flow depth in pipe = 20.44(In.) Flow top width inside pipe = 47.47(In.) critical Depth = 40.39(In.) Pipe flow velocity = 24.70(Ft/s) Travel time through pipe = 0.34 min. Time of concentration (TC) = 15.40 min. 31 ~ I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1313.000(Ft.) Bottom (of initial area) elevation = 1211.000(Ft.) Difference in elevation = 102.000(Ft.) Slope = 0.10200 s(percent)= 10.20 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.758 min. Rainfall intensity = 2.987(In/Hr) for a 100.0 SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.852 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) = Initial subarea runoff = Total initial stream area = Pervious area fraction = 0.500 year storm A = 0.000 B = 0.600 C = 0.400 D = 0.000 78,96 19.854(CFS) 7.800(Ac.) 32 ~ I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 200.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1212.000(Ft.) End of natural channel elevation = 1168.000(Ft.) Length of natural channel = 980.000(Ft.) Estimated mean flow rate at midpoint of channel = 31.945(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 7.22(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0449 corrected/adjusted channel slope = 0.0449 Travel time = 2.26 min. TC = 12.02 min. Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.847 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group RI index for soil(AMC 3) Rainfall intensity = Subarea runoff = Total runoff = A = 0.000 B = 0.600 C = 0.400 D = 0.000 78.96 2,663(In/Hr) for a 100,0 year storm 21.432(CFS) for 9.500(AC.) 41.286(CFS) Total area = 17.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 200.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 stream flow area = 17.300(Ac,) Runoff from this stream = 41,286(CFS) Time of concentration = 12.02 min. Rainfall intensity = 2.663(In/Hr) 33 ?j\ I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 10.000 to Point/station 11.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 1305.000(Ft.) Bottom (of initial area) elevation = 1213.000(Ft.) Difference in elevation = 92.000(Ft.) Slope = 0.09200 s(percent)= 9.20 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 13.537 min. Rainfall intensity = 2.495(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.872 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 3) = 94.40 Initial subarea runoff = 3.700(CFS) Total initial stream area = l,700(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 200.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1213.000(Ft.) End of natural channel elevation = 1168.000(Ft.) Length of natural channel = 900.000(Ft.) Estimated mean flow rate at midpoint of channel = 8.052(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 5.29(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0500 Corrected/adjusted channel slope = 0.0500 Travel time = 2.83 min. TC = 16.37 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.854 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.600 Decimal fraction soil group C = 0.400 Decimal fraction soil group D = 0.000 RI index for soil(AMC 3) = 91.72 Rainfall intensity = 2.247(In/Hr) for a 100.0 year storm Subarea runoff = 7.679(CFS) for 4.000(Ac.) Total runoff = 11.378(CFS) Total area = 5.700(Ac.) 34 A,O I I I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 200.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.700(Ac.) Runoff from this stream = 11.378(CFS) Time of concentration = 16.37 min. Rainfall intensity = 2.247(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 41. 286 12.02 11. 378 16,37 stream flow has longer or 41. 286 + sum of Qa Tb/Ta 11.378 * 0.734 49.640 2.663 2.247 shorter time of concentration 8.354 Qp = Total of 2 streams to confluence: Flow rates before confluence point: 41.286 11.378 Area of streams before confluence: 17.300 5.700 Results of confluence: Total flow rate = 49.640(CFS) Time of concentration = 12.020 min. Effective stream area after confluence = 23.000 (Ac.) 35 />...\ I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/station 200.000 to Point/station 12.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1168.000(Ft.) End of natural channel elevation = 1154.000(Ft.) Length of natural channel = 540.000(Ft.) Estimated mean flow rate at midpoint of channel = 51.043(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352) (slope^0.5) Velocity using mean channel flow = 6.27(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0259 Corrected/adjusted channel slope = 0.0259 Travel time = 1,44 min. TC = 13.46 min. Adding area flow to channel UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0,872 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 3) = 94.40 Rainfall intensity = 2.503(In/Hr) Subarea runoff = 2.839(CFS) for Total runoff = 52.479(CFS) Total End of computations, total study area The following figures may be used for a unit hydrograph study of the for a 100.0 year storm 1.300(Ac.) area = 24.300(Ac.) = 168.70 (Ac.) same area. Area averaged pervious area fraction(Ap) = 0.712 Area averaged RI index number = 77.5 b.1/ 36 I I IV 10 YEAR ONSUE HYDROLOGY I I I I I I I I I I I I I I I I I 37 A,"? I I Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1990 Version 2.7 Rational Hydrology Study Date: 11 6/92 I TT 25004 10 YEAR ONSITE HYDROLOGY FN: JCDDIX.OUT l'15,10 07 JAN 1992 JCP PC#3 I ********* Hydrology Study Control Information ****.***** I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 3 I 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.100 (Inches) I Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.776 (in./hr.) Slope of intensity duration curve = 0.5500 I I I I I I I I I I I I 38 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 470.000(Ft.) Top cof initial area) elevation = 1302.00Q(Ft.) Bottom (of initial area) elevation = 1280.0QQ(Ft.) Difference in elevation = 22.000(Ft.) Slope' 0.04681 >(percent). 4,68 Te . k(0.390)*[(length'3)/(elevation change)] '0.2 Initial area time of concentration = 8.430 min. Rainfall intensity = 2.284Cln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.867 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soilCAMC 3) 88.00 Initial subarea runoff = 4.555CCFS) Total initial stream area = 2.300CAc.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I 39 ~-5 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to point/Station 3.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I Top of street segment elevation = 1280.000(Ft.) End of street segment elevation = 1269.000CFt.) length of street segment = 800.000CFt.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 22.00QCFt.> Distance from crown to crossfall grade break = 12.00Q(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 = 11.00QCFt.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 8.416(CFS) Depth of flow = Q,417(Ft.) Average velocity = 3.777(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.497(Ft.) Flow velocity = 3.78(Ft/s) Travel time = 3.53 min. TC = 11.96 min. Adding area flow to street SINGLE FAMILY (1/4 Acre lot) Runoff Coefficient = 0.860 Oecimal fraction soil group A: 0.000 Decimal fraction soil group B : 0.000 Decimal fraction soil group C : 0.000 Oecimal fraction soil group D : 1.000 RI index for soil(AMC 3) = 88.00 Rainfall intensity = 1.885(ln/Hr) for a 10.0 year storm Subarea runoff = 6,324(CFS) for 3,900(Ac,) Total runoff = 10.879(CFS) Total area = 6.200(Ac.) Street flow at end of street: 10.879(CFS) Half street flow at end of street: 10.879(CFS) Depth of flow = O,448(Ft.) Average velocity: 4.012(Ft/S) Flow width (from curb towards crown): 16.079(Ft.) I I I I I I I I I I I I I I I 40 1\(, I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 ***- INITIAL AREA EVALUATION **** I Initial area flow distance = 10S0.00Q(Ft.) Top (of initial area) elevation = 1309.00Q(Ft.) Bottom (of initial area) elevation = 1268.00QCFt.) Difference in elevation = 41.000(Ft.) Slope: 0,03905 s(percent): 3.90 TC : k(O.300)*[(length^3)/(elevotion chonge))^0.2 Jnitial area time of concentration = 9.274 min. Rainfall intensity = 2.168(ln/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) = 88.00 Initial subarea runoff = 2.129(CFS) Total initial stream area 1.100(Ac.) Pervious area fraction = 0.100 I I I I I I I I I I I I I I I 41 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **tW I Top of street segment elevation = 1267.00QCFt.) End of street segment elevation = 1256.000(Ft.) Length of street segment = 620.00QCFt.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.00QCFt.) Distance from crown to crossfall grade break = 10.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.00QCft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2,OOO(Ft.) Gutter hike from flowline = 2.000(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 = 6.291(CFS) Depth of flow = O,309(Ft,) Average velocity = 3.288(ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.111(Ft.) Flow velocity = 3.29(Ft/s) Travel time = 3.14 min. TC = 12.42 min. Adding area flow to street SINGLE FAMILY (1/4 Acre lot) Runoff Coefficient = 0.860 Oecimal fractlon soil group A 0.000 Oecimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) = 88.00 Rainfall intensity = 1.846(ln/Hr) for a 10.0 year storm Subarea runoff = 6.82S(CFS) for 4.300(Ac.) Total runoff = 8.954(CFS) Total area = 5.400(Ac.) Street flow at end of street = 8.954(CFS) Half street flow at end of street = 4.477(CFS) Depth of flow = O,340(Ft,) Average velocity = 3.547(Ft/s) Flow width (from curb towards crown)= 10.656(Ft.) I I I I I I I I I I I I I I ~ I 42 I I I Process from Point/Station 7.000 to Point/Station **** INITIAL AREA EVALUATION **** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 8,000 I Initial area flow distance = 400.00QCFt.) Top (of initial area) elevation = 1269.00QCft.) Bottom (of initial area) elevation = 1266.000CFt.) Difference in elevation = 3.00QCFt.) Slope = 0.00750 s(percent)= 0.75 Te = k(O.390)*[(length^3)/(elevation change))^O.2 Initial area time of concentration = 11.399 min. Rainfall intensity = 1.935Cln/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre lot) Runoff Coefficient = 0.861 OecimaL fraction soil group A = 0.000 Oecimal fraction soil group B 0.000 Decimal fraction soil group C = 0,000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Initial subarea runoff = 2.667CCFS) Total initial stream area 1.600CAc.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I 43 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 1296.000(Ft.) Bottom (of initial area) elevation = 1248.00QCft.) Difference in elevation = 48.00Q(Ft.) Slope = 0,15000 s(percent)= 15.00 Te = k(O.530)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 7.782 min. Rainfall intensity = 2.387(ln/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.877 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RJ index for soil(AMC 3) = 95.60 Initial subarea runoff = 7.331(CFS) Total initial stream area 3.50QCAC.) Pervious area fraction = 1.000 I I I I I I I I I I I I I I I I 44 ~ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station .... INITIAL AREA EVALUATION .... 16,000 Initial area flow distance = 670.000(Ft.) Top (of initial area) elevation = 1266.500(Ft.) Bottom (of initial area) elevation = 1235.000(Ft.) Difference in elevation = 31.500(Ft.) Slope = 0.04701 s(percent)= 4.70 TC = k(O.300)*[(length^3)/(elevation change))^0.2 Initial area time of concentration = 7.466 min. Rainfall intensity = 2.442(ln/Hr) for a 10.0 COMMERCIAL subarea type Runoff Coefficient = 0.894 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Oecimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) = 88.00 Initial subarea runoff = 1.310(CFS) Total initial stream area = 0.60Q(Ac.) Pervious area fraction = 0.100 year storm 45 5\ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 17.000 **.. STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1235.00Q(Ft.) End of street segment elevation = 1211.500(Ft.) Length of street segment = 460.00Q(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of helf street (curb to crown) = 12.000(ft,) Distance from crown to crossfall grade break = 10.00Q(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 = 10.00Q(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = O.OOO(ft,) Gutter hike from flowline = O.OOO(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 = 1.746(CFS) Depth of flow = 0.131(ft,) Average velocity = 4.056(Ft/s) Streetflow hydraulics at midpoint of street travel: Helfstreet flow width = 6.561(ft.) Flow velocity = 4.06(Ft/s) Travel time = 1.89 min. TC = 9.36 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.893 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) = 88.00 Rainfall intensity = 2.157(In/Hr) for a 10.0 year storm Subarea runoff O.771(CFS) for O.400CAc.) Totel runoff = 2.0BO(CfS) Total erea = 1.000(Ac,) Street flow at end of street = 2.0aOCCFS) Half street flow at end of street 2.0aO(CFS) Depth of flow = O,140(ft.) Average velocity = 4.224(Ft/s) Flow width (from curb towards crown)= 7.017(Ft.) I I I I I I I I I I I I I I I I 46 "':-v ? I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 ..** STREET FLOW TRAVEL TIME + SUBAREA FL~ ADDITION .... I Top of street segment elevation = 1211.S00(Ft,) End of street segment elevation = 1168.00Q(Ft.) Length of street segment = 1100.00Q(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 12.00Q(Ft.) Distance from c~own to crossfall grade break = 10.00DeFt.) 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 = 11.00Q(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = O.OOQ(Ft.) Gutter hike from flowline = O.OOOCIn.) 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 = 4.369(CFS) Depth of flow = 0.196(Ft,) Average velocity = 4.546CFt/S) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.803(Ft.) Flow velocity = 4.55(Ft/s) Travel time = 4.03 min. TC = 13.39 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.892 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) = 88.00 Rainfall intensity = 1.771Cln/Hr) for a 10.0 year storm Subarea runoff = 3.474(CFS) for 2.200CAc.) Total runoff = 5.555(CFS) Total area = 3.200CAc.) Street flow at end of street = 5.555CCFS) Half street flow at end of street = 5.555(CFS) Depth of flow = 0.21S(Ft,) Average velocity = 4.807(Ft/s) Flow width (from curb towards crown)= 10.749CFt.) I I I I I I I I I I I I I I I 47 ~~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I I II Process from Point/Station 17.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 18,000 Along Main Stream number: 1 in normal stream number Stream flow area = 3.200CAc.) Runoff from this stream = S.555CCFS) Time of concentration = 13.39 min. Rainfall intensity = 1.771Cln/Hr) I I I I I I I I I I I I I I I 48 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 1030.00Q(ft.) Top (of initial area) elevation = 1208.000(Ft.) Bottom (of initial area) elevation = 1170.00Q(Ft.) Difference in elevation = 38.000CFt.) Slope: 0.03689 sCpercenl): 3.69 TC = k(O.390)*[(length^3)/Celevation change)]^O.2 Initial area time of concentration = 12.101 min. Rainfall intensity = 1.873(ln/Hr) for a 10.0 year storm SINGLE FAMILY C1/4 Acre Lol) Runoff Coefficient = 0.860 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soillAMC 3) : 88.00 Initial subarea runoff = 4.993(CFS) Total initial stream area = 3.100(Ac.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I I 49 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 28.000 to Point/Station 29.000 .... CONFLUENCE OF MINOR STREAMS .... I Along Main Stream number: 1 in normat stream number 2 Stream flow area = 3.100CAc.) Runoff from this stream = 4.993(CFS) Time of concentration = 12.10 min. Rainfall intensity = 1.873(In/Hr) Summary of stream data: II I I Stream No, Flow rate (CFS) TC emin) Rainfall Intensity (In/Hr) 1 2 Largest Qp = 5.555 13.39 4.993 12.10 stream flow has longer 5.555 + SlIIl of Qb la/lb 4.993 * 0.946 = 10.278 1. 771 1.873 time of concentration 4,723 I Qp = I Total of 2 streams to confluence: Flow rates before confluence point: 5,555 4,993 Area of streams before confluence: 3.200 3,100 Resutts of confluence: TotaL flow rate = 10.278(CFS) Time of concentration = 13.389 min. Effective stream area after confluence 6.300(AC,) I I I I I I I I I I I 50 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 18.000 to Point/Station **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** 300,000 Depth of flow = O,546CFt,) Average velocity = 3.453(Ft/s) ******* Irregular Channel Data *********** I Information entered tor subchannel Point number 'X' coordinate 1 0,00 2 50.00 3 80.00 Manningls 'N' friction factor = n<.mbe r 1 : 'V' coordinate 4.00 0.00 4.00 I 0.030 I Sub-Channel flow = 10.278(CFS) flow top width = 10.912(Ft.l velocity= 3.453(Ft/s) area = 2.977CSq.Ft) Froude number = 1.165 I Upstream point elevation = 1166.000{Ft.) Downstream point elevation = 1153.00Q(ft.) Flow length = 470,OOOCFt,) Travel time 2.27 min. Time of concentration = 15.66 min. Oepth of flow = 0.546CFt.) Average velocity = 3.453(ft/s) Total irregular channel flow = Irregular channel normal depth Average velocity of channel(s) 10.278CCFS) above invert elev. = 3.453CFt/s) O,546(Ft. ) I I Sub-Channel No. Critical depth = Critical flow Critical flow Critical flow 0.578CFt. ) top width velocity= area = 11.563CFt. ) 3.075CFt/s) 3.342CSq.Ft) I I I I I I I I I I 51 C:;'\ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 300.000 **** CONFLUENCE OF MINOR STREAMS **** I Along Main Stream number: 1 in normal stream number Stream flow area = 6.30QCAc.) Runoff from this stream = 10.278(CFS) Time of concentration = 15.66 min. Rainfall intensity = 1.62SCln/Hr) I I I I I I I I I I I I I I I I 52 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 13.500 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 12S1.500(Ft.) Bottom (of initial area) elevation = 1167.000(Ft.) Difference in elevation = 84.50Q(Ft.) Slope = 0.08450 s(percent,= 8.45 TC = k(O.390)*[(lengthA3)/(elevation change)] AO.2 Initial area time of concentration = 10.132 min. Rainfall ;ntensity = 2.065(ln/Hr) for a 10.0 year storm SINGLE FAMilY (1/4 Acre lot) Runoff Coefficient = 0.864 Decimal traction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 1.000 RJ index for soil(AMC 3) = 88.00 Initial subarea runoff = 16.939(CFS) Total initial stream area 9.500(Ac.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I 53 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.500 to Point/Station 300.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1167.000(Ft.) End of natural channeL elevation = '1S3.000(Ft.) Length of naturaL channel = 350.000(Ft.> Estimated mean flow rate at midpoint of channel = 19.168(CFS} I I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope"0.5) Velocity using mean channel flow = 5.9Z(Ft/s) I correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channeL slope = 0.0400 Corrected/adjusted channel slope = 0.0400 TraveL time ::: 0.98 min. TC::: 11.12 min. I Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient::: 0.862 Oecimal fraction soil group A::: 0.000 Oecimal fraction soil group B 0.000 Decimal fraction soil group C ::: 0.000 Decimal fraction soil group D ::: 1.000 RI index for soil(AMC 3) = 88.00 Rainfall intensity::: 1.962(Jn/Hr) Subarea runoff::: 4.227(CFS) for Total runoff::: 21.167(CFS) Total for a 10.0 year storm 2.500(Ac.) area::: 12.00Q(Ac.) I I I I I I I I I I I I 54 ~o I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.500 to Point/Station 300.000 .... CONFLUENCE OF MINOR STREAMS .... Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.00Q(Ac.) Runoff from this stream = 21.167CCFS) Time of concentration = 11.12 min. Rainfall intensity = 1.962(In/Hr) I I I I I I I I II I I I I I I I I ~ I 55 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 14.500 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 1000,OOOCFt.) Top (of initial area) elevation = 1249.000CFt.) Bottom (of initial area) elevation = 1178.00QCFt.) Difference in elevation = 71.000(Ft.) Slope: 0.07100 .(percent): 7.10 Te = kCO.390)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 10.491 min. Rainfall intensity = 2.026(In/Hr) tor a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.863 Decimal fraction soil group A = 0.000 Oecimal fraction soil group B = 0.000 Oecimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) = 88.00 Initial subarea runoff = 15.906(CFS) Total initial stream area = 9.100(Ac.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I 56 ~ I 'I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.500 to Point/Station 300.000 **.. NATURAL CHANNEL TIME + SUBAREA FL~ ADDITION **** I Top of natural channel elevation = 1178.00Q(Ft.) End of natural channel elevation = "S3.DOO(Ft.) Length of natural channel = 555.000(Ft.l Estimated mean flow rate at midpoint of channel = 19.577(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 6.32(Ft/s) I Correction to map slope used on extremely rugged channels with drops end waterfalls (Plate 0-6.2) Normal channel slope = 0.0450 Corrected/adjusted channel slope = 0.0450 Travel time = 1.46 min. TC = 11.95 min. I Adding area flow to channel 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 = 0.000 Decimal fraction soil group 0 1.000 RI index for so; l(AMe 3) = 88,00 Rainfall intensity = 1.88SCln/Hr) Subarea runoff = 6.813(CFS) for Total runoff = 22.719CCFS) Total for a 10.0 year storm 4,200(Ac,l area = 13.300(Ac.) I I I I I I I I I I I I 57 fp'? I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 14.500 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 300,000 I Along Main Stream number: 1 in normal stream number 3 Stream flow area = 13.300(Ac.) Runoff from this stream = 22.719(CFS) Time of concentration = 11.95 min. Rainfall intensity = 1.885(ln/Hr) Summary of stream data: I Stream No, Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) I 1 2 3 Largest Qp = 10,278 15.66 21.167 11.12 22.719 11.95 stream flow has longer 22.719 + sun of Qs Tb/Ta 10.278 * 0.763 Qb la/lb 21.167 * 0.961 50.904 1.625 1.962 1,885 or shorter time of concentration I 7,847 20,338 Qp = I Total of 3 streams to confluence: Flow rates before confluence point: 10.278 21,167 22.719 Area of streams before confluence: 6.300 12.000 13,300 Results of confluence: Total flow rate = 50,904CCFS) Time of concentration 11.954 min. Effective stream area after confluence = 31,600CAC. ) I I I I I I I I I I I ' II 58 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 19.000 to Point/Station **** INITIAL AREA EVALUATION **** 20,000 Initial area flow distance = 1100.00QCFt.> Top (of initial area) elevation = 1269.000(Ft.) Bottom (of initial area) elevation = 1232.00Q(Ft.) Difference in elevation = 37.00QCFt.) Slope: 0.03364 slpercen'): 3.36 TC : klO.390)*[lleng'h^3)/leleva';on change)]^O,2 Initial area time of concentration = 12.655 min. Rainfall intensity = 1.827(ln/Hr) for a 10.0 year storm SINGLE fAMILY 11/4 Acre La') Runoff Coefficient = 0.859 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RJ index for soilCAMC 3) 88.00 Initial subarea runoff = 11.461CCFS) Total initial stream area = 7.300CAc.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I I 59 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 20.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 21.000 Top of street segment elevation = 1232.000(Ft.) End of street segment elevation = 1227.00QCFt.) Length of street segment = 270.000CFt.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.00QeFt.) 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 (2) side(s) of the street Distance from curb to property line = lO.OODeft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.> Gutter hike from flowline = 2.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Hanning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 13.031(CFS) Depth of flow = O.371(Ft.) Average velocity = 4.023(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.218(Ft.) Flow velocity = 4.02(Ft/s) Travel time = 1.12 min. TC = 13.77 min. Adding area flow to street SINGLE FAMILY (1/4 Acre lot) Runoff Coefficient = 0.858 Oecimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 1.000 RI index for soi l(AMC 3) = 88.00 Rainfall intensity = 1.744(In/Hr) for a 10.0 year storm Subarea runoff 2.991(CFS) for 2.000(Ac.) Total runoff = 14.452(CFS) Total area = 9.300(Ac.) Street flow at end of street = 14.4S2(CFS) Half street flow at end of street = 7.226(CFS) Depth of flow = O,382(ft,) Average velocity = 4.115(Ft/s) Flow width (from curb towards crown)= 12.764(Ft.) I I I I I I I I I I I I I I I I 60 ~Cc I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 750.00QCFt.> Top (of initial area) elevation = 1269.00Q(Ft.) Bottom (of initial area) elevation = 1235.000(Ft.) Difference in elevation = 34.0DO(Ft.) Slope: 0.04533 s(percent): 4.53 Tt = k(O.390)*[(length~3)/(elevation change)]^O.2 Initial area time of concentration = 10.228 min. Rainfall intensity = 2.054(Jn/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.863 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 DecimaL fraction soil group C 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) 88.00 Initial subarea runoff = 4.966(CFS) Total initial stream area = 2.800(Ac.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I 61 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 23.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 24,000 I Top of street segment elevation = 1235.00Q(Ft.) End of street segment elevation = 1213.000(Ft.) Length of street segment = 430.000CFt.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 22.000CFt.> Distance from crown to crossfall grade break = 10.0aOeFt.) Slope from gutter to grade break (vthz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Oistance from curb to property line = 11.000CFt.) Slope tromcurb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000Cln.) Manning1s N in gutter = 0.0150 Manning1s N from gutter to grade break = 0.0150 Manning1s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.320CCFS) Depth of flow = 0.309(Ft,) Average velocity = 5.579(Ft/s) Streetflow hydrauLics at midpoint of street travel: Halfstreet flow width = 9.094(Ft.) Flow velocity = 5.58(Ft/s) Travel time = 1.28 min. TC = 11.51 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.892 Oecimal fraction soiL group A = 0.000 Decimal fraction soil group B : 0.000 Decimal fraction soiL group C : 0.000 Oecimal fraction soil group 0 1.000 RI index for soilCAMC 3) : 88.00 Rainfall intensity: 1.925Cln/Hr) for a 10.0 year storm Subarea runoff 0.687(CFS) for 0.400CAc.) Total runoff = 5.653(CFS) Total area: 3.200(Ac.) Street flow at end of street: 5.653(CFS) Half street flow at end of street = 5.653(CFS) Oepth of flow = O,314(Ft,) Average velocity = 5.634(Ft/s) Flow width Cfrom curb towards crown): 9.363(Ft.) I I I I I I I I I I I I I I I 62 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** STREET fLOW TRAVEL TIME + SUBAREA Fl~ ADDITION **** I Top of street segment elevation = 1213.000(Ft.) End of street segment elevation = 1204.000(Ft.) Length of street segment = 300.000CFt.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.00QCft.) Distance from crown to crossfall grade break = 10.00QCFt.) Slope from gutter to grade break (v/hz) = 0.020 stope from grade break to crown (v/hz) = 0.020 Street flow is on [2] sideCs) of the street Distance from curb to property line = 10.00QCFt.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000eFt.) Gutter hike from flowline = 2.000eln.) Manning's N in gutter = 0.0150 Manning1s N from gutter to grade break = 0.0150 Manning1s N from grade break to crown: 0.0150 Estimated mean flow rate at midpoint of street : 8.037eCFS) Depth of flow = O,307(Ft,) Average velocity = 4.263(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.033eFt.) Flow velocity: 4.26eFt/s) Travel time: 1.17 min. TC = 12.69 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.859 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group 0 1.000 RI index for soil(AMC 3) = 88.00 Rainfalt intensity = 1.825eIn/Hr) for a 10.0 year storm Subarea runoff 4,233(CFS) for 2,700(Ac,) Total runoff = 9.886(CFS) Total area = 5.900(Ac.) Street flow at end of street = 9.886CCFS) Half street flow at end of street = 4.943(CfS) Depth of flow = Q,326(Ft,) Average velocity: 4.4"CFt/s) Flow width (from curb towards crown): 9.969(Ft.) I I I I I I I I I I I I I I I 63 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **** STREET Fl~ TRAVEL TIME + SUBAREA FL~ ADDITION **** I I Top of street segment elevation = 1204.00QCFt.) End of street segment elevation = 1177.500(Ft.) Length of street segment = 620.DOQCFt.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.00Q(Ft.) Distance from crown to crossfall grade break = l0.0aQeFt.) 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 = 10.0aOeFt.) Slope from curb to property line (v/hz) 0.020 Gutter width = 2.0QQ(Ft.) Gutter hike from flowline = 2.000(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 = 13.237(CFS) Depth of flow = 0.404('t.) Average velocity = 6.480(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.842(Ft.) Flow velocity = 6.48(Ft/s) Travel time = 1.59 min. TC = 14.28 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.857 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soi l(AMC 3) = 88.00 Rainfall intensity = 1.710(ln/Hr) for a 10.0 year storm Subarea runoff = S.859(CFS) for 4.00Q(Ac.) Total runoff = 15.744(C'5) Total area = 9.900(Ac.) Street flow at end of street = 15.744(CFS) Half street flow at end of street 15.744(CFS) Depth of flow = 0.424(Ft.) Average velocity = 6.7S3(Ft/s) Flow width (from curb towards crown)= 14.84B(Ft.) I I I I I I I I I I I I I I I 64 10 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 26.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOU ADDITION **** 27,000 I Top of street segment elevation = 1177.500(Ft.) End of street segment elevation = 1159.000(Ft.) length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) 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) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2,OOOCFt.) Gutter hike from flowline = 2.000(ln.) Manning1s 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 = 19.004(CFS) Depth of flow = O,365(Ft,) Average velocity = 6.152(Ft/S) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.908(Ft.) Flow velocity = 6.15(Ft/s) Travel time = 1.08 min. TC = 15.36 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.855 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soil(AMC 3) = 88.00 Rainfall intensity: 1.642(ln/Hr) for a 10.0 year storm Subarea runoff = 5.758(CFS) for 4.100CAc.) Total runoff = 21.502CCFS) TotaL area: 14.00QCAc.) Street fLow at end of street = 21.502CCFS) Half street flow at end of street: 10.751CCFS) Depth of flow = 0.377(Ft,) Average veLocity = 6.346(Ft/s) Flow width (from curb towards crown): 12.520CFt.) End of computations, total study area 71.60 (Ac.) The following figures may be used for a unit hydrograph study of the same area. I I I I I I I I I Area averaged pervious area fraction(Ap) : 0.498 Area averaged RI index number = 75.7 I I I I I I 65 ~ I I : I y. 100 YEAR ONSITE HYDROLOGY I I I I I I I I I I I I I I I I I 66 ~V I I Riverside County Rational Hydrology Program CIVILCAOD/CIVIlOESIGN Engineering Software, ee) 1990 Version 2.7 Rational Hydrology Study Date: 1/ 6/92 I TT 25004 100 YEAR ONSITE HYDROLOGY FN:JCPDIX.OUT L 115,10 07 JAN 1992 PC#3 I ...****** Hydrology Study Control Information ********** I Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual I Storm event (year) = 100.00 Antecedent Moisture Condition = 3 2 year, 1 hour precipitation = 0.550 (Inches) 100 year, 1 hour precipitation = 1.100 (Inches) I Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.100 (in./hr.) Slope of intensity duration curve = 0.5500 I I I I I I I I I I I I 67 ~~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** INITIAL AREA EVALUATION **** I I Initial area flow distance = 470.00QCFt.) Top (of initial area) elevation = 1302.000CFt.) Bottom (of initial area) elevation = 1280.000CFt.) Difference in elevation = 22.000(Ft.) Slope' 0.04681 s(percent). 4,68 TC = k(O.390)*[(length^3)/Celevation change)]^O.2 Initial area time of concentration = 8.430 min. Rainfall intensity = 3.237(In/Hr) for a 100.0 year storm SINGLE FAMilY (1/4 Acre lot) Runoff Coefficient = 0.876 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) = 88.00 Initial subarea runoff = 6.523CCFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I 68 1A, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station **** STREET FL~ TRAVEL TIME + SUBAREA FLOW ADDITION **** 3,000 TOp of street segment elevation; 1280.000(Ft.) End of street segment elevation; 1269.000(Ft.) length of street segment ; 800.000(Ft.) Height of curb above gutter flowline; 6.0(In.) Width of half street (curb to crown) = 22.000(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 = 11.0QQ(Ft.) SLope from curb to property line (v/hz) = 0.020 Gutter width; 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 12.053(CFS) Oepth of flow = O,462(Ft,) Average velocity; 4.108(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.755(Ft.) Flow velocity; 4.11(Ft/s) Travel time; 3.25 min. TC = 11.68 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Oecimal fraction soil group C : 0.000 Decimal fraction soit group D : 1.000 RJ index for soil(AMC 3) = 88,00 Rainfall intensity = 2.706(In/Hr) for a 100.0 year storm Subarea runoff = 9.200(CFS) for 3.900(Ac,) Total runoff = 15.723(CFS) Total area = 6.20Q(Ac.) Street flow at end of street: 15.723(CFS) Half street flow at end of street: 1S.723(CFS) Depth of flow = O.499(Ft.) Average velocity = 4.366(Ft/s) Flow width (from curb towards crown): 18.640(Ft.) 69 1-6 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 4.000 to Point/Station 5.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 1050.000(Ft.) Top (of initial area) elevation = 1309.000(Ft.) Bottom (of initial area) elevation = 1268.00Q(Ft.) Difference in elevation = 41.000(Ft.) Slope: 0.03905 s(percent): 3.90 Te = k(O.300)*[(len9th~3)/(elevation change)]AO.2 Initial area time of concentration = 9.274 min. Rainfall intensity = 3.072(ln/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soilCAMC 3) = 88.00 Initial subarea runoff = 3.024CCFS) Total initial stream area 1.100CAc.) Pervious area fraction = 0.100 I I I I I I I I I I I I I I I 70 1" I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 4.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS ***. 5,000 Along Main Stream number: 1 in normal stream number Stream flow area = 1.1DOCAc.) Runoff from this stream = 3.024(CFS) Time of concentration = 9.27 min. Rainfall intensity = 3.072(In/Hr) I I I I I I I I I I I I I I I I 71 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 3.000 to Point/Station **** USER DEFINED FLOW INFORMATION AT A POINT .... 3.000 I Rainfall intensity = 2.706CJn/Hr) SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group 8 = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for soilCAMC 3) = 88.00 User specified values are as follows: TC = 11.68 min. Rain intensity = Total area = O.71CAc.) Total I I I I I I I I I I I I I I I for a 100.0 year storm 2,71(ln/Hr) runoff = 1.80CCFS) 72 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 3.000 to Point/Station **** CONFLUENCE OF "INOR STREAMS **** 3,000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = O.710(Ac.) Runoff from this stream 1.800(CFS) Time of concentration = 11.68 min. Rainfall intensity = 2.706(In/Hr) Summary of stream data: I I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity C In/Hr) I 1 2 Largest Qp = 3.024 9.27 1.800 11.68 stream flow has longer 3.024 + SlITl of Qa Tb/Ta 1.800 * 0.794 4,453 3.072 2.706 or shorter time of concentration I 1.429 Qp = I Total of 2 streams to confluence: Flow rates before confluence point: 3,024 1.800 Area of streams before confluence: 1.100 0,710 Results of confluence: Total flow rate = Time of concentration Effective stream area 4,453CCFS) = 9.274 min. after confluence 1.810CAc, ) I I I I I I I I I I I 73 1/\ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW AODITJON **** I Top of street segment elevation = 1267.000(Ft.) End of street segment elevation = 1256.000(Ft.) length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 10.000eFt.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2) side(s) of the street Distance from curb to property line = 10.00Q(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000CFt.) Gutter hike from flowline = 2.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street: 9.743(CFS) Depth of flow = Q,347CFt,) Average velocity = 3.628(Ft/S) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11,027CFt,) Flow velocity = 3.63(Ft/s) Travel time = 2.85 min. TC = 12.12 min. Adding area flow to street SINGLE FAMilY C1/4 Acre Lot) Runoff Coefficient = 0.871 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 1.000 RI index for so; lCAMe 3) = 88.00 Rainfall intensity = 2.651(ln/Hr) for a 100.0 year storm Subarea runoff 9.930(CFS) for 4.300CAc.) Total runoff = 14.383(CFS) Total area = 6.110(Ac.) Street flow at end of street = 14.383CCFS) Half street flow at end of street = 7.192(CFS) Depth of flow = Q.385CFt,) Average velocity = 4.006(Ft/s) Flow width (from curb towards crown): 12.918(Ft.) I I I I I I I I I I I I I I I 74 '60 I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 1269.000(Ft.) Bottom (of initial area) elevation = 1266.0QQ(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00750 s(percent)= 0.75 Te = kCO.390)*[Clength^3)/celevation change)]^O.2 Initial area time of concentration = 11.399 min. Rainfall intensity = 2.742Cln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.872 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 1.000 RI index for soil(AMC 3) = 88.00 Initial subarea runoff = 3.826(CFS) Total initial stream area 1.60Q(Ac.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I 75 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 10.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 320.000(Ft.) Top (of initial area) elevation = 1296.000CFt.) Bottom (of initial area) elevation = 1248.000(Ft.) Difference in elevation = 48.000(Ft.) Slope = 0.15000 s(percent)= 15.00 TC = kCO.530)*[(length^3)f(elevation change))^O.2 Initial area time of concentration = 7.782 min. Rainfall intensity = 3.383(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.884 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) = 95.60 Initial subarea runoff = 10.466CCFS) Total initial stream area 3.500(Ac.) Pervious area fraction = 1.000 I I I I I I I I I I I I I I I 76 '61/ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **** INITIAL AREA EVALUATION **** I Initial area flow distance = 670.000(Ft.) Top (of initial area) elevation = 1266.50Q(Ft.) Bottom (of initial area) elevation = 1235.000(Ft.) Difference in elevation = 31.50Q(Ft.) Slope' 0.04701 s(percent). 4,70 TC . k(0.300l*[(length^3l/(elevat;on changel]^0.2 Initial area time of concentration = 7.466 min. Rainfall intensity = 3.461(Jn/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.896 Decimal fraction soil group A = 0.000 Oecimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 1.000 RI index for soi l(AMe 3) = 88.00 Initial subarea runoff = 1.859(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.100 I I I I I I I I I I I I I I I 77 ~? I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 17.000 **** STREET Fl~ TRAVEL TIME + SUBAREA Fl~ ADDITION **** I TOp of street segment elevation = 1235.000(Ft.) End of street segment elevation = 1211.500(Ft.) length of street segment = 460.00Q(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 10.000(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) = 0.020 Gutter width = O.OOO(Ft.) Gutter hike from flowline = O.OOO(In.) Manning'S N in gutter = 0.0150 Manning1s N from gutter to grade break = 0.0150 Manningls N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.479(CfS) Depth of flow = O,150(Ft,) Average velocity = 4.399(ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.507(ft.) Flow velocity = 4.40(Ft/s) Travel time = 1.74 min. TC = 9.21 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.895 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soi l(AMC 3) = 88.00 Rainfall intensity 3.084(ln/Hr) for a 100.0 year storm Subarea runoff 1.104(CFS) for O.400(Ac.) Total runoff = 2.963(CFS) Total area = 1.000(Ac.) Street flow at end of street = 2.963(CFS) Half street flow at end of street = 2.963(CFS) Depth of flow = 0.161(ft.) Average velocity = 4.584(Ft/s) Flow width (from curb towards crown)= 8.040(ft.) I I I I I I I I I I I ,I I I I 78 'bA.. I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 17.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .*** 18,000 I Top of street segment elevation = 1211.500CFt.) End of street segment elevation = 1168.000CFt.) Length of street segment = '100.000(Ft.) Height of curb above gutter flowline = 6.0(ln,) ~idth of half street (curb to crown) = 12.000CFt.) Distance from crown to crossfall grade break = 10.000Cft.) 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 = 11.00QCFt.} Slope from curb to property line (v/hz) = 0.020 Gutter width = O.OOOCFt.) Gutter hike from flowline = O.OOOCIn.) 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 = 6.223CCFS) Depth of flow = O,225(Ft.) Average velocity = 4.936CFt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.228CFt.) Flow velocity = 4.94CFt/s) Travel time = 3.71 min. TC = 12.92 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.894 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 1.000 RJ index for soilCAMC 3) = 88.00 Rainfall intensity = Z.559Cln/Hr) for a 100.0 year storm Subarea runoff = 5.034CCFS) for 2.200CAc.) Total runoff = 7.997(CFS) Total area = 3.200CAc.) Street flow at end of street = 7.997(CFS) Half street flow at end of street 7.997CCFS) Depth of flow = 0.246(Ft.) Average velocity 5.282CFt/s) . Note: depth of flow exceeds top of street crown. Flow width Cfrom curb towards crown)= 12.000(Ft.) I I I I I I I I I I I I I I I 79 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 17.000 to Point/Station 18.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number Stream flow area ~ 3.200(Ac.) Runoff from this stream = 7.997(CFS) Time of concentration = 12.92 min. RainfaLL intensity = 2.559(ln/Hr) I I I I I I I I I I I I I I I I 80 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 .... INITIAL AREA EVALUATION **** I Initial area flow distance = 1030.000(Ft.) Top (of initial area) elevation = 1208.00Q(Ft.) Bottom (of initial area) elevation = 1170.00QCFt.) Difference in elevation = 38.00Q(Ft.) Slope = 0.03689 s(percent)= 3.69 Te = k(O.390)*((length^3)/celevation change))^O.2 Initial area time of concentration = 12.101 min. RainfalL intensity = 2.654(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.871 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Oecimal fraction soil group 0 = 1.000 Rl index tor soil(AMC 3) = 88.00 Initial subarea runoff = 7.166(CFS) Total initial stream area 3.100(Ac.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I 81 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 28.000 to Point/Station .*** CONFLUENCE OF MINOR STREAMS **** 29,000 I Along Main Stream number: 1 in normal stream number 2 Stream flow area; 3.100(Ac.) Runoff from this stream; 7.166(CFS) Time of concentration; 12.10 min. RainfaLL intensity; 2.654(ln/Hr) Summary of stream data: I Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) I 1 2 Largest Qp = 7.997 12.92 7.166 12,10 stream flow has longer 7.997 + SLlTl of Qb lalIb 7,166* 0.964 14,909 2.559 2.654 time of concentration I 6.912 Qp = I Total of 2 streams to confluence: Flow rates before confluence point: 7.997 7.166 Area of streams ,before confluence: 3.200 3.100 Results of confLuence: Total flow rate = 14.909(CFS) Time of concentration = 12.923 min. Effective stream area after confluence = 6,300(Ac,) I I I I I I I I I I I 82 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 18.000 to Point/Station **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** 300,000 Depth of flow = 0.627(Ft,) Average velocity = 3.789(Ft/s) ******* Irregular Channel Data *********** I Information entered for subchannel Point number IXI coordinate 1 0.00 2 50.00 3 80,00 Manningls INI friction factor rn.mbe r 1 : IVI coordinate 4,00 0.00 4.00 I 0.030 I Sub-Channel flow = 14.909(CFS) flow top width = 12,545(Ft.) velocity= 3.789(Ft/s) area = 3.934(Sq.Ft) Froude nt.Jlfber = 1.192 I Upstream point elevation = 1166.000(Ft.) Downstream point elevation = 1153.00Q(Ft.) FLow length = 470.00Q(Ft.) TraveL time 2.07 min. Time of concentration = 14.99 min. Depth of flow = 0.627(Ft,) Average velocity = 3.789CFt/s) Total irregular channel flow = 14.909(CFS) Irregular channel normal depth above invert elev. = O.627CFt.) Average velocity of channelCs) 3.789CFt/s) I I Sub-ChanneL No. Critical depth = Critical flow Critical flow Critical flow 0.672(Ft. ) top width velocity= area = 13,438(Ft. ) 3,303(Ft/.) 4,514(Sq.Ft) I I I I I I I I I I 83 tt>o... I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 18.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 300.000 I Along Main Stream number: 1 in normal stream number Stream flow area = 6.300(Ac.) Runoff from this stream 14.909(CFS) Time of concentration = 14.99 min. Rainfall intensity = 2.359(In/Hr) I I I I I I I I I I I I I I I 84 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 13.000 to Point/Station .*** INITIAL AREA EVALUATION **** 13,500 Initial area flow distance = l000.0aO(Ft.) Top (of initial erea) elevation = 1251.50QCFt.) Bottom (of initial area) elevation = 1167.DOQ(Ft.) Difference in elevation = 84.S00eFt.) Slope: 0.08450 ,(percent): 8.45 Te : k(O,390)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.132 min. Rainfall intensity = 2.926(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index tor soilCAMC 3) 88.00 Initial subarea runoff = 24.284{CFS) Total initial stream area 9.500(Ac.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I I 85 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 13.500 to Point/Station **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** 300,000 I Top of natural channel elevation = 1167.000CFt.) End of natural channel elevation = 1153.000CFt.) length of natural channeL = 350.000(Ft.) Estimated mean flow rate at midpoint of channel = 27,479(CFS) I Natural valley channel type used L.A. County flood control district formuLa for channel velocity: Velocity. (7 + 8(q'.352)(slope'0.5) Velocity using mean channel flow = 6.54(Ft/s) I correction to map slope used on extremely rugged channels with drops and waterfalls (Plate 0-6.2) Normal channel slope = 0.0400 Corrected/adjusted channel slope = 0.0400 Travel time = 0.89 min. TC = '1.02 min. I Adding area flow to channel SINGLE FAMILY (1/4 Acre lot) Runoff Coefficient = 0.872 Decimat fraction soil group A = 0.000 Decimat fraction soil group B = 0.000 Decimat fraction soit group C = 0.000 Decimal fraction soil group 0 1.000 RI index for soi lCAMC 3) = 88.00 Rainfall intensity 2.793CIn/Hr) Subarea runoff = 6.092CCFS) for Total runoff = 30.376CCFS) Total for a 100.0 year storm 2,500(Ac, ) area = 12.000(Ac.) I I I I I I I I I I I I G..'V 86 I I ++++++++++++++++T+++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 13.500 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 300,000 I Along Main Stream number: 1 in normal stream number 2 Stream flow area; 12.000CAC.) Runoff from this stream; 30.376CCFS) Time of concentration; 11.02 min. Rainfall intensity; 2.793Cln/Hr) I I I I I I I I I I I I I I I 87 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station 14.500 .**. INITIAL AREA EVALUATION **** I Initial area flow distance = 1000.000CFt.) Top (of initial area) elevation = 1249.000CFt.) Bottom (of initial area) elevation = "78.000(Ft.) Difference in elevation = 71.000(Ft.> Slope = 0.07100 s(percent)= 7.10 TC = k(O.390)*[(length^3)/Celevation change)]~O.2 Initial area time of concentration = 10.491 min. Rainfall intensity = 2.870(ln/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.873 Decimal fraction soiL group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soiL group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) 88.00 Initial subarea runoff = 22.808(CFS) Total initial stream area = 9.100(Ac.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I 88 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.500 to Point/Station 300.000 .... NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION *.*. I Top of natural channel elevation = 1178.000(Ft.> End of natural channel elevation = 1153.000(Ft.) Length of natural channel = 555.00Q(Ft.) Estimated mean flow rate at midpoint of channel = 28.071(CFS) I Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity = (7 + 8(q^.352)(slope^0.5) Velocity using mean channel flow = 6.98(Ft/s) I correction to map slope used on extremely rugged channels with drops and waterfaLls (Plate 0-6.2) Normal channel slope = 0.0450 Corrected/adjusted channel slope = 0.0450 Travel time = 1.33 min. TC = 11.82 min. I Adding area flow to channel SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.871 Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D 1.000 RI index for soiL(AMC 3) = 88.00 Rainfall intensity = 2.688(ln/Hr) Subarea runoff = 9.841(CFS) for Total runoff = 32.648(CFS) TotaL for a 100.0 year storm 4,200(Ac.) area = 13.300(Ac.) I I I I I I I I I I I I 89 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 14.500 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 300,000 I Along Main Stream number: 1 in normal stream number 3 Stream flow area = 13.30QCAc.) Runoff from this stream = 32.648(CFS) Time of concentration = 11.82 min. Rainfall intensity = 2.688(ln/Hr) Summary of stream data: I Stream Flow rate TC Rainfall I ntens i ty No. (CFS) (m;n) (In/Hr) 1 14.909 14.99 2.359 2 30.376 11.02 2,793 3 32.648 11.82 2,688 largest stream fLow has longer or shorter time of concentration Qp = 32.648 + sum of Qa Tb/Ta 14,909 . 0.788 = 11.752 Qb I_lIb 30,376 . 0.963 29.239 Qp = 73.639 I I I Total of 3 streams to confluence: Flow rates before confluence point: 14,909 30,376 32.648 Area of streams before confluence: 6,300 12.000 13,300 Results of confluence: Total flow rate = 73.639(CFS) Time of concentration 11.817 min. Effective stream area after confluence 31.600(Ac, ) I I I I I I I I I I I 90 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 19.000 to Point/Station **** INITIAL AREA EVALUATION **** 20,000 I Initial area fLow distance = 1100.000CFt.) Top (of initial area) elevation = lZ69.000CFt.) Bottom (of initial area) elevation = 1232.000CFt.) Difference in elevation = 37.00QCFt.) Slope = 0.03364 s(percent)= 3.36 Te = k(O.390)*[(length~3)/(elevation change)J~O.2 Initial area time of concentration = 12.655 min. Rainfall intensity = 2.S89(In/Hr) for a 100.0 year storm SINGLE fAMILY (1/4 Acre Lot) Runoff Coefficient = 0.870 Oecimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 1.000 RI index for soil(AMC 3) = 88.00 Initial subarea runoff = 16.452(CFS) Total initial stream area = 7.300(Ac.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I 91 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 20.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 21.000 I Top of street segment elevation; 1232.000(Ft.) End of street segment elevation; 1227.000CFt.) Length of street segment ; 270.000(Ft.) Height of curb above gutter flowline = 6.0Cln.) Width of half street (curb to crown) ; 20.000(Ft.) Distance from crown to crossfall grade break = 12.00QCft.) Slope from gutter to grade break (v/hz); 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line ; 10.000CFt.) Slope from curb to property line (v/hz): 0.020 Gutter width; 2.000(Ft.) Gutter hike from flowline: 2.000(1n.) 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 = 18.705(CFS) Depth of flow = O,411(Ft,) Average velocity = 4.352(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.221(Ft.) Flow velocity = 4.35(Ft/s) Travel time = 1.03 min. TC = 13.69 min. Adding area flow to street SINGLE FAMILY (1/4 Acre lot) Runoff Coefficient = 0.869 Decimal fraction soil group A: 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) = 88.00 Rainfall intensity 2.480(ln/Hr) for a 100.0 year storm Subarea runoff: 4.311CCFS) for 2.000CAc.) Total runoff = 20.762CCFS) Total area: 9.300CAc.) Street flow at end of street = 20.762CCFS) Half street flow at end of street: 10.381CCFS) Depth of fLow = O,424(Ft.) Average velocity = 4.452CFt/s) Flow width (from curb towards crown): 14.850Cft.) I I I I I I I I I I I I I I I 92 ~ I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 23.000 **** INITIAL AREA EVALUATION *... I Initial area flow distance = lSD.OaQeFt.) Top (of initial area) elevation = 1269.000(Ft.) Bottom (of initial area) elevation = 1235.00Q(Ft.) Difference in elevation = 34.000(Ft.) Slope = 0.04533 s(percent)= 4.53 TC = k(O.390)*[(length^3)/(elevation change)]^O.2 Initial area time of concentration = 10.228 min. Rainfall intensity = 2.911(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.874 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 1.000 RI index for soil(AMC 3) = 88.00 Initial subarea runoff = 7.119(CFS) Total initial stream area = 2.800(Ac.) Pervious area fraction = 0.500 I I I I I I I I I I I I I I I 93 ~ I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 23.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 24.000 I TOp of street segment elevation = 123S.000(Ft.> End of street segment elevation = 1Z13.000(Ft.) Length of street segment = 430.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 22.00Q(Ft.) Distance from crown to crossfall grade break = 10.000(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 = 11.000(Ft.) Slope from curb to property line (v/hz) 0.020 Gutter width: 2.000(Ft.) Gutter hike from flowline; 2.000(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 = 7.628(CFS) Depth of flow = O.342(Ft.) Average velocity = 5.931(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.768CFt.) Flow velocity = 5.93(Ft/s} Travel time = 1.21 min. Te = 11.44 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.894 Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 DecimaL fraction soil group C 0.000 Decimal fraction soil group 0 = 1.000 RI index for soil(AMC 3) = 88.00 Rainfall intensity 2.737(In/Hr) for a 100.0 year storm Subarea runoff = D.979(CFS) for O.400(Ac.) Total runoff = 8.098(CFS) Total area = 3.20Q(Ac.) Street flow at end of street = 8.098(CFS) Half street flow at end of street = B.09B(CFS) Depth of flow: 0.348(Ft.) Average velocity = 5.99S(Ft/s) Flow width (from curb towards crown)= 11.064(Ft.) I I I I I I I I I I I I I I I 94 a..\ ---- I I I I I I I I I I I I I I I I I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 ..** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION .*** TOp of street segment elevation = 1213.000(Ft.) End of street segment elevation = 1204.000CFt.) length of street segment = 300.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) 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) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property Line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 11.515(CFS) Depth of flow = 0.339(Ft.) Average velocity = 4.599(Ft/s) Streetflow hydrauLics at midpoint of street travel: Halfstreet flow width = 10.608(Ft.) Flow velocity = 4.60(Ft/s) Travel time = 1.09 min. TC = 12.52 min. Adding area flow to street SINGLE FAMILY (1/4 Acre lot) Runoff Coefficient = 0.871 Decimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group 0 1.000 Rl index for soil(AMC 3) = 88.00 Rainfall intensity = 2.604(In/Hr) for a 100.0 year storm Subarea runoff = 6.121(CFS) for 2.700(Ac.) Total runoff = 14.219(CFS) TotaL area = 5.900(Ac.) Street flow at end of street = 14.219(CFS) Half street flow at end of street = 7.110CCFS) Depth of flow = 0.358(Ft.) Average velocity = 4.862(Ft/s) Flow width (from curb towards crown)= 11.557(Ft.) 95 vP I I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 26.000 **.* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I TOp of street segment elevation = 1204.000(Ft.) End of street segment elevation = 1177.500(Ft.) Length of street segment = 620.00Q(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 10.00Q(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 = 10.00Q(Ft.) SLope from curb to property line (v/hz) = 0.020 Gutter width: 2.000(Ft.) Gutter hike from flowline: 2.000(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 = 19.039(CFS) Depth of flow = 0.447(Ft.) Average velocity = 7.061(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.031(Ft.) Flow velocity = 7.06(Ft/s) Travel time = 1.46 min. TC = 13.99 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.869 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 RI index for soi l(AMC 3) = 88.00 Ralnfall intensity: 2.450(ln/Hr) for a 100.0 year storm Subarea runoff = 8.516(CFS) for 4.000(Ac.) Total runoff = 22.736(CFS) Total area = 9.900(Ac.) Street flow at end of street = 22.736(CFS) Half street flow at end of street = 22.736(CFS) Depth of flow = D.471(Ft.) Average velocity = 7.356(Ft/s) Flow width (from curb towards crown): 17.216(Ft.) I I I I I I I I I I I I I I \0\ I 96 I I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 27.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I I Top of street segment elevation = 1177.500(Ft.) End of street segment elevation = 1159.000(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 10.000eFt.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) 0.020 Street flow is on (2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line ev/hz) = 0.020 Gutter width = 2.000eFt.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Manning1s N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.403(Ft.) Average velocity = 6.735(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.823(Ft.) Flow velocity = 6.74(Ft/s) Travel time = 0.99 min. Adding area flow to street SINGLE FAMilY C1/4 Acre Lot) Runoff Coefficient = 0.868 Oecimal fraction soil group A 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 RI index for so;l(AMC 3) = 88.00 Rainfatl intensity 2.360CIn/Hr) for a 100.0 year storm Subarea runoff = 8.396(CFS) for 4.100CAc.) Total runoff = 31.132<CFS) Total area = 14.000CAc.) Street flow at end of street = 31.132(CFS) Half street flow at end of street 15.566CCFS) Depth of flow = 0.41B(Ft.) Average velocity = 6.941CFt/s) Flow width (from curb towards crown)= "End of computations, total study area = The following figures may be used for a unit hydrograph study of the same area. 27.443(CFS) I I I I TC = 14.98 min. I I I I 14.546(Ft.) 72.31 (Ac.) I Area averaged pervious area fraction(Ap) = 0.498 Area averaged RI index number = 75.7 I I I I I I 97 ~ I I VI-A LINE A I I I I I I I I I I I I I I I I I 98 \O'? I ~\ I I I I I I I I I I I I I I I nnnn nn 0000 8;; mo '" zm ~v.lN"'" on ~ ~n .-:--~.... <% "Oz m "Oz -0 0 0 m ~o "'~ ,. e< _m 0 " " ~"O Z _ '" '" m ~ 0% _m ,.- .t"-.....:--o :J"'~ m:l:....c OVlOO .............> 0000 m ~ ~ ;lQI......m ~ eo> '" ... '" _>r-C: " O(l)_;llJ .... -lmz..., '" ~ % ,.,. n em '" N - N"O"O " r ~ ~ 0 '" '" ~ "'- ~r N - ~6.m '" ~ -< ' ~ '" '" '" on~ O-QJ:lI;- X1Z"";>>OV\ O<ftlZ"tl 0 '" "0 .. Z '" 0 m r <- _'0 m ....~:: -oz <N- - ~ N ~~o _. Z ~~= '" '" ~ - -0- .. z <...'" _N ..... 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" ~ . -. : n M .. 0;:0 .. . . . ... m_ IV N N N N.."t7..... .... -0 ..0 ..0 ..0 -0......- V1 J:'- .t- .t- .;-. J:'-..:z:n .. . .. . ~ '" .z '0 ~ ." - ." N tv IV N .. VI Vl VI Vl ..0 "" J:- J:-. J:-. .m ." .- .Z . v.l l".o,I \A UI l.H.. 0% . -C> o 0 0 0 0.. >-1 000<:) 0....... . . . N N N tv N"_to o 0 <:) <:) o. O:J:o. . . . . ... (I) o 0 0 <:) 0" zm o 0 0 <:) o. 0...... . . N N N N N IV N N N It . . . . . . . . . .. o 0 0 0 0 0 0 0 0 "N N o 0 0 0 0 0 0 0 0 ..:::u ,... . " . .. .. "'C:z: c;1 o 0 0 0 0.. -0 m . m . " . .. . < . . . ... CD ~ o 0 0 0 0" ~ . " .... ..., .... I I I I I I I I I I I I I I I I I I I I I I VI-K DETERMINATION OF EXISTING FLOODPLAIN FOR WEIR STRUCTURE @ SOUTHERN P.L. The objective of the weir design is to approximate the 100 Year flow conditions at the Southern PL of TT #25004, so that offsite easements or letters of permission are not required. The natural area tributary to the Southern PL is 39 Ac., and in the developed condition the area is 38.3 Ac. which is within 1 ACI. The existing 100 Year flow width and depth was determined from WSPG analysis for cross-sections from surveyed field shots of the topography in the area of the Southern PL. The proposed weir structure will closely match this approximated 100 Year flow width. 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' 0> : m (I) .t.t~ .. r-c:>z It m"'Or-O .. <m%> It ;:om,., . ~ ~ . . n . 0 ~ . m_ . ~ ~ . ~- . z n . > . ~ .z '0 n, ." . .0 .m .~ .~ .z . . 0 z . -0 . > ~ . , . . . . -0> . 0> . ~ . zm . 0' . ' . . . 'N N .~ ~ . . . ~z . -0 . m . ~ . > . < . 0> . "0 . ~ '" 0() N O:i '" '" ~ '" ... '" 0() o '" 0() '" '" ... o N ... '" 0() '" 0() '" o o '" ... o o '" ... ~ ... ~ ... 0> o ... '" :-' ~ ~ ... 0> o '" '" ... 0() 0> o 0() ~ 0() o o o '" Ol 0> o ... '" '" 0() " ... 0() '" ... !1l '" :::! ... 0> ,.... 0> ,.... I '" o o I I I I I I I I I I I I I I I I I I I I I LINE Q 31.1 NODE Q 52.5 VI-L CONFLUENCE CALCULATIONS AT WEIR STRUCTURE D (NODE #27) Tc 14.98 #12 Tc 13.46 AT WEIR STRUCTURE Intensity 2.36 AT WEIR STRUCTURE Intensity 2.50 Q confluence= 52.5 + 31.1 x (13.46+14.98) = 80.4 CFS 182 ,9>\ I I I I I I I I I I I I I I I I I I I VI-MDEPTH OF FLOW FOR WEIR Chapter 5 of King's Handbook deals with weir flow, and the formula for Broad-crested weir flow is; Where: Q=CxLXH3/2 Q=Weir flow in CFS. C=Coefficient for the given weir condition, in this case from Table 5-3. L=Length of weir in Ft. H=Head or depth of flow. Normal depth analysis showed that the existing 100 Year flow width is 130 ':t at the Southern PL. The flow rate is the confluenced Q from Section VI.L of this report and is 80.4 CFS. The Coefficient is based on a breadth of 2' and H between .2' and .4'. Try H=.38', C=2.57 Q=2. 57x130x. 383/2 Q=78.3 CFS Try H=.39', C=2.57 Q=2. 57x130x. 393/2 Q=81. 4 CFS Depth of flow at the Southern PL is approximately .39' deep. 183 \9>r;; I I I I I I I I I I I I I I I I I I I ,~:L9'I", E){~S'I", E){~S'X" l!\)<:LS'I" ' 3' SPLASW WALL Gl'-O VI-N P.L. C.L. CHANNEL .... 5' 3 ' 3 . STA. 2,"'6'5.00 P.L. C.L. CHANNEL VARIES 2; .75' 9" , ~.. , , , , ,'Y <? ,,' :L.5 ,,' ,-3" pee wI 10x10x12x12 W.W.H. GRO~ S-J..4!l: S'I'A. 2"'30.00 P.L. C.L. CHANNEL '0 . 2.75' , , , :q , , , ", o 9" G1'lomW STA.. 1-t50.00 ,"" ~/ 'Y' P.L. C.L. CHANNEL 6' ItET. WALL 2.75' 9" , , , ~,. :L.5 SEE DETA~L SHEET :1. OF 6 GRADJ:NG P:t...AN GRO STA. 184 ~,~ y /CALTltANS D89 (MODXP7:ED) ,roo..... I I I I I I I I I I I I I I I I I I I VI-O OVER THE SIDE DRAIN STA. 20+35.00 SERAPHINA ******** ******** *** *** *** : <-------------( 1.49')-------------->: *** ***^^^^^^^^ Water Depth ( O.37')^^^^^^^^*** *** *** *** *** *** *** ***:<-----( 0.75')---->:*** ************************ ******************** Trapezoidal Channel Trapezoidal Channel Flowrate .................. Veloci ty .................. Depth of Flow............. critical Depth ............ Freeboard ................. Total Depth ............... width at Water Surface .... Top width ................. Slope of Channel.......... Left Side Slope ........... Right Side Slope .......... Base Width ................ X-sectional Area .......... Wetted Perimeter ..... ..... AR^(2/3) .................. Mannings 'n' .............. 5.800 13.919 0.372 0.850 0.000 0.372 1. 493 1. 493 20.000 1. 000 1. 000 0.750 0.417 1. 801 0.157 0.018 185 CFS fps feet feet feet feet feet feet % : 1 : 1 feet sq. ft. feet \0.{) I I I I I I I I I I I I I I I I I I I VI-P TAPEZOIDAL CHANNEL CAPACITY-DETAIL B-ROUGH GRADING PLAN ******** ******** *** *** *** i<-------------( 6.12')-------------->: *** ***^^^^^^^^ Water Depth ( 1.04r)^^^^^^^^*** *** *** *** *** *** *** ***i<-----( 3.00')---->1*** ************************ ******************** Trapezoidal Channel Trapezoidal Channel F10wrate .................. Velocity................. . Depth of Flow............. critical Depth ............ Freeboard ................. Total Depth .. ............. Width at Water Surface .... Top width ................. Slope of Channel.......... Left Side Slope ........... Right Side Slope .......... Base Width ................ X-Sectional Area .......... Wetted Perimeter .......... AR^ (2/3) .................. Mannings 'n' .............. 52.500 11.072 1. 040 1. 618 0.000 1. 040 6.120 6.120 2.000 1.500 1.500 3.000 4.742 6.749 3.747 0.015 186 CFS fps feet feet feet feet feet feet % : 1 : 1 feet sq. ft. feet \<>-1\ II I I I I I I I I I I I I I I I I I I VI-O TAPEZOIDAL CHANNEL CAPACITY-DETAIL F-ROUGH GRADING PLAN ******** ******** *** *** *** i<-------------( 9.29')-------------->: *** ***^^^^^^^^ Water Depth ( O.761)^^^^^^^^*** *** *** *** *** *** *** ***:<-----( 7.00')---->1*** ************************ ******************** Trapezoidal Channel Trapezoidal Channel Flowrate .................. Veloci ty .................. Depth of Flow............. critical Depth ............ Freeboard ................. Total Depth ............... Width at Water Surface .... Top Width ................. Slope of Channel.......... Left Side Slope ........... Right Side Slope .......... Base Width ~............... X-Sectional Area .......... Wetted Perimeter .......... AR^ (2/3) .................. Mannings 1 n 1 .............. 52.500 8.460 0.762 1.108 0.000 0.762 9.286 9.286 1. 000 1. 500 1.500 7.000 6.206 9.748 4.593 0.013 187 CFS fps feet feet feet feet feet feet % ; 1 ; 1 feet sq. fto' feet \o"V