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Home My WebLink AboutHydrology & Calculations for Storm Drain ,I " I 1\ i I I I I ,. ,I, I I: I I I .1 ,I I ~I INCLUDED WITHIN ARE PRELIMINARY HYDROLOGY AND HYDRAULIC CALCULATIONS USED IN THE DESIGN OF STORM DRAIN FOR TRACT 26828 MARCH 2001 (}6N g 1,- ,.?fYIF PREPARED BY ~ Lohr + Associates Inc Land Planning 43513 Ridge Park Drive Civil Engineering Temecula, CA 92590 Surveying Ph. 909 676-6726 Fax 909 699..Q896 ATTENTION: HERMAN HOVAGIMYAN TELEPHONE: (909) 676-6726 \ -I . ,I I I I I I I I I f I I' I I I I I INCLUDED WITHI N ARE PRELlMI NARY HYDROLOGY AND HYDRAULIC CALCULATIONS USED IN THE DESIGN OF STORM DRAIN FOR TRACT 26828 . PREPARED BY: t! Lohr+Associates Inc Land Planning Civil Engineering Surveying 3720 South Susan Stree1 Suite 100 Santa Ana, CA 92704 Fax 714 557-1n2 Ph. 714 754-5714 ATTENTION: TELEPHONE: Herman Hovagimyan 714/754-5714 2- I I I :1 ,I .1 I I I ,I ,I I I I " I I I I TABLE OF CONTENTS ITEM Project Description Hydrology Calculations Off-site Methodology On-site Methodology Hydraulic Calculations Flood Plain Blue Line Stream Summary Vicinity Map Hydrology Charts and Tables Hydrology Calculations 100 Year Natural 10 Year Off-site 10 Year On-site 100 Year Off-site 100 Year On-site Hydraulics - Street Capacities Catch Basin Design Chart Catch Basin Calculations Summary Hydraulic Calculations Line "E" Line "RS" Line "I" Bend Losses Junction Losses Curb Outlet at "F-l" Structural Calculations for MH #1 V-Ditch Capacity at N'ly Property Line and Curb Outlet Capacity at Rita Way/Joseph Rd. D-Load Table PAGE i ii ii iii iii iii iv v vi 1-6 7-8 9 10-12 13 14-16 17-21 22-24 25-26 27 28-31 32 33-35 36-37 38-39 40 41 42-44 45 3 I :.1 I :1 ,I I I I I .1 I 'I f I ,I, I I I I Appendix A Tract 25004 Back-up Information Appendix B Winchester Ranch Hydrology Backup Enclosures Exhibit "A" & "B" Natural, Off-site & On-site Hydrology Maps Pocket #1 Pocket #2 -\ I ...'.....1 . I I 'I .. ,I I ,I I j ,I I I I I I I I. I TRACI' No.'s 26828-1, 26828-2 and 26828 City of Temecula PROJECT DESCRIPTION Tentative Tract No. 26828 was approved by the City of Temecula on June 12, 1992. The site includes 35.52 acres lying on the northwest boundary of the City adjacent to unincorporated territory of the County of Riverside. The project consists of 130 residential lots divided into 3 phases. Improvement plans and final maps will be prepared for each phase. It is assumed that the site will be graded in two stages (phases 1 and 2 together, and phase 3 alone) due to the current financial and housing market projections. ..- ~ -i- I II I I I I I ,I 'I I ,I I I I I I I I I HYDROLOGY CALCULATIONS Calculations performed in this report follow the methodology prescribed by the Riverside County Flood Control and Water Conservation District. All charts, figures and other aids are included in the report for reference. OFF-SITE METHODOLOGY Tract No. 26828 lies between Approved Tract No. 25004 (in the City of Temecula) and Vested Tentative Tract No. 23428 (in the County of Riverside). Tract No. 25004-1 is currently under construction. It is anticipated that Tract 23428 will commence construction after Tract No. 26828. Plans and Hydrology Reports have been prepared for both projects (and are on file with the City of Temecula/Riverside County Flood Control District) and were used as a basis for developing off-site flows for Tract No. 26828. Offsite flows onto the site consists of street flows on Seraphina ,Road at the Northeast corner of the project, storm drain discharge at two locations along Seraphina Road from Tract No. 25004 and some ,minor slope drainage along the north and west boundaries of the proj ect. The off-site tributary area to Seraphina Road consists of medium density single family housing and therefore considered as t acre residential for this report. The entire tributary area includes approximately 0.9 acres and develops Q100 = 2.6 cfs. This off-site area as well as the discharge from line "c" of Tract 25004 (Q100 = 20.8 cfs.) contribute to Line "I". The second storm drain outlet discharges Q100 = 9.4 cfs. from Tract No. 25004-1 near Jons Place at the southeastern boundary of the site and is picked up by line 'IRS" . Tract 25004 was required to place four (4) 24" R.C.P. pipes under Rita Way to allow flows to continue in the natural direction in ~ -ii- I I, ,I. 'I I I an "unconcentrated" state. This report identifies th'e area tributary to these pipes in a natural condition in order to determine the original flow (Q100 ~ 53.0 cfs.) is not adversely affected by this development. Lines "E" and "RS" to be constructed by this project discharge at this point and do not increase the flow. ON-SITE METHODOLOGY I I I II I I I I I I I Onsite runoff is directed along surface streets into catch basins. The location of catch basins and design of street profiles have been arranged to avoid drainage area diversions and allow for the most effective and economical drainage solution. Line "E" and "RS" outlet to a natural drainage course south of the site. As noted in the off-site portion of this discussion care was taken not to increase the Q discharged at this point. Line "I" will eventually connect to a storm drain proposed by Tract No. 23428 to the west which has been sized to accept flows larger than those anticipated. A temporary outlet and rip-rap energy dissipator will be constructed in the interim time. Tributary areas to these discharge areas were not altered appreciably. Appendix B shows the Q10 to be accepted by Winchester Ranch at the Willows Ave. and North General Kearny intersection for the off-site subarea was a developed Q, and that pipe sizes where determined to accept the projected runnoff. HYDRAULIC CALCULATIONS I I Hydraulic calculations were performed manually using standard procedures and formulas. Diagrams are provided as an aid to following the calculations. Street capacities have been calculated to determine catch basin locations. The hydraulic calculations for catch basins were based on charts LL-13, LL-14 and LL-15 from Bureau of Engineering - City of Los Angeles Storm Drain Design Section. Confluence calculations are included for all manhole and junction structures as required. \. -iii- I I I I FLOOD PLAIN I The site exists in Zone C on the Flood Insurance Rate Map (FIRM) as shown in Exhibit "A". This area is not in the 100 year flood area but is described as "areas of minimal flooding". It was therefore concluded that no special FEMA regulations would need to be complied with and that no measures would need to'be taken to determine the flood plain elevation via HEC-2 calculations. I BLUE LINE STREAMS I '. I One unnamed blue line stream is designated on the United States Geological Survey Map, Bachelor Mountain Quadrangle (see Exhibit "B"). Appropriate plans and fees have been submitted for review and approval to the State of California, Department of Fish and Game. A copy of the agreement will be forwarded to the City of Temecula prior to the issuance of grading permits. I I I I I I I' I I ~ I' -iv- I I ,I ,I I I I I I I I I I ,I I 1:1 :1 SUMMARY The following report demonstrates that adequate measures have been taken to protect Tract No. 26828 (all units) from the storm runoff generated in a 100 year event. Data from other contiguous projects have been utilized to design the improvements designated by this project. The methods of calculation follow the Riverside County Flood Control and Water Conservation District's standards and practices. The project designates the construction of three mainline storm drains to handle the projected flows. Plans for Tract No. 26828-1 (phase 1) pick up off-site flows through Line "RS" and on-site flow through Line "E" and outlet south of Rita Way at the position approved by the City of Temecula for Tract No. 25004. Calculations in this report show that there is not a significant increase of runoff at this point. The third storm drain, Line "I", traverses the north part of the site in Tract No. 26828 (phase 3). Off-site and on-site drainage is conveyed to a point where the storm drain system within Vested Tract No. 23428 has agreed to accept the flows. All required drainage easements are shown on the final map. It is concluded through the following calculations and supporting documentation that the development of Tract 26828 as shown on the rough grading plan, street and storm drain improvement plans and Final Maps prepared by Lohr + Associates Inc will be free of any foreseeable adverse affects from a 100-year storm event. I II q -v- I I II II I I I I I ,I I I I I ,I I ,I I I !!l :" ...1 kUIlIlIEr" liar SPfllNGS flo" IE en !f ~ '"' "N" DRIVE (T~. 23428) MURRIETA Hor . CITY OF TEHECULA BOUNDARY SERAPHINA ROAD SUBJECT PROJECT RITA WAY JOSEPH ROAD CITY OF TEMECULA BOUNDARY VICINITY MAP NOT TO SCALE ., '. i \0 -vi- I: I I I "I I I I 'I I I I I I I I I I I lohr+Associates Inc l.linll-.g COoo-.o ~ :mo _ s...._ s..1QO __CA!IZ7lM Fa 714 557.1772 Ph. 7,. 754-571. (~. U8?& HYDROLOGY JOB. NO, 1201/ BY rlt?lt!'m#-W DATE t:-/ Z hz . SHT, / OF_ \\ I '2 Ji ~ LIMITATIONS: L tOO I. MOlimum Ilnoth = 1000' Tc - , 90 2. Maximum aria = 10 Aer.. & I 1000 - 900 80 C - . - I 70 ~ 6 ~ 800 _ u ~ c - . 700 60 r j 7 (, I - ~ - - c .. - c o 0. c . N j .. E &0 .. 8 E 600 t 0 ... ... I - 0 0 .. Ii .. -;; > ,. E ... .. . 0 9 ... t - 0 &00 (/) 'i ~ ~ I c; ~i 10 - .~ 3& E .. t . {f .. K M.., II .... 400 30 .. I .. Uncll""opld c;. .5 0 0 ... Good Covtf .5 '" 350 J 25 1.0 f UMln.lop.d .. I '" '" Fair eo- .8 0 c :1 ... c; 'il .. "; 300 Undr.IID~ .3 / .. 20 - :s .5 Poor eo_ .2 :> t 19 c: .... - 18 SiflQle FOl'IIllr E 0 '.u 17 2&0 F (1M Acre) c .- ~ 16 .-1 I ~ 15 - c CQIllfMf'Cio ~ . &. .S! . - - 14 7 u ~ ... 2 Ii c c 200 13 .. - .. ~ I -I c .. - .. 12 ... t! ~ ... 0 - II c 25 . u ... c 'I 0 KEY 0 u 150 ~ 9 L~-Te--K-Te' - 0 i= 30 .. I 8 E EXAMPLE: i= 7 (I) L =5&o',.H =5.0~ K = SinOIe Fomily(1/4 Ac.) 35 I Olvllopment , Tc = 12.6 min. 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"'.Wl.Wl _____ _____ "''''''''N''''' ..."'......... ......WI. ......... HYDROLOGY z O~ -.. ~~ ." !~ oz o v " o z " ~ a. U aw Z _~ W " a w " " a. .. _w ~ i!~ -w . ~~ ." !~ c.. , .0 -,- :". V" wO Z.. w_ ~-' . .V .0 _z wv _z ". ". i.. " ~ a. U ow Z _~ W " a w . . a. .. _w ~ I.. _w ~- 0" !~ cz . .. c -' . . " ~ a. v aw Z _~ .. " a w .. . a. ~ _w ~ i!~ a -w ~- ." H MANUAL :3 a . . . . ... ~ o .. .. a a WI . . w ~ o .. ~ D D WI . . .. ~ C .. ... o WI .. . , w .. o .. WI .. " ~ . . w ~ o -' ~ STANDARD INTENSITY - DURATION CURVES DATA \"? PLATE D-'''' (~ of 6) I 4 I I_ I I I I I I f /B - Be I I I I I 'I I I \. I ,ABABBC BC I RCFcaWCD HYDROLOGY MANUAL ~ HYDROLOGIC SOILS GROUP MAP FOR BACHELOR MTN. \t\ LEGEND - SOilS GROUP BOUNDARY A SOILS GROUP DESIGNATION ~-~ o FEET 5000 PLATE C-1.53 I 5 0 2 3 4 5 6 1.0 . HIt] t ll~j II 1.0 I I ' .I. , - .9 .9 I I .8 .8 I I .7 .7 -+- LL I LL 0 Z .6 ::l .6 0::: I LL 0 I ~ 1.5 Z .5 W I u - p u i:i: LL W I 0 '.4 U .4 C I I '.3 .3 RCFC a WCD I HYDROLOGY ~JJANUAL - .2 .2 I RUNOFF COEFFICIENT CURVES SOIL GROUP-B COVER TYPE -URBAN LANDSCAPING I AMc-n .1 (RUNOFF INDEX NUMBER 56) .I , r5 I . R.AINFALL INTENSITY IN INCHES PER HOUR :00 2 3 4 5 6 0 PLATE 0-5.2 I - :1 I I I I I I I I I I I I I I I I 5<:1 . RllNClPF INDEX NllMIlERS a!' HYDROLOGIC SOIL-COIIEll COMPLEXES FOR PERVIOIlS lUlEAS-AM: II Cover Type (3) Quality of Soil Group Cover (2) A B C 0 . . NA'l'UJUU. COYEJlS - Barren 78 86 91 93 (JlocItland , eroded and graded land) Chaparzel, Broadleaf POor 53 70 80 85 ("-nzoni.ta, ceanothus and scrub oak) Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Harrowleaf POor 71 82 88 91 (Olaain and redlohanlt) Fair 55 72 81 86 Grass, Annual or Perennial POor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or CieneC]as POor 63 77 85 88 (Are.. with seuonally high water table, Fair 51 70 80 84 principal veC]etation 18 sod fOnW1C] C]rus) Good 30 58 72 78 Open Brush POor 62 76 84 88 (Soft wood. shrubs - buckwheat, sa<]e, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland POor 45 66 77 83 (Coniferous or broadleaf trees predoainate. Fair 36 60 73 79 c.nopy density is at l_t SO percent) Good 28 55 70 77 Woodland, Grass POor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density frOll 20 to SO percent) Good 33 58 72 79 URIWi COVERS - Residential or eo..ercial Landscaping Good 32 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (IrriC]ated" and JnOWed grus) Fair 44 65 77 82 Good 33 58 72 79 AGRICUL'l'UJUU. COVERS - Fallow 76 85 90 92 (Land pl-owed but not tilled or seeded) RCFC . WCD HYDROLOGY l-JlANUAL RUNOFF INDEX FOR PERVIOUS AREA NUMBERS \Ce> PLATE 0-5.5 {I of 21 ;.C.- I I I I I I I I I I I I I I I I I ... .. . - z n '" ~ .. , '" l! .. .. .... ...... .. .... .... ..................., '" ..~~~&~.~~.~......... .. oo....>>...~~~~~~.~~~~ 0 '" .. ................................ .. ..................... oo......~~~~...~~~... - ~ .. .. z o . ,. c: z o .. .. n o .. .. .. n - .. z ... '" .. o ,. .. - - z ... .. z '" - ... .. 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I , . , ;t .:. ,"J , . .. . , , . I '__ .1. ....-.'.-.-.-'.,.,.""'-.-" "._.':;.~c, -"'-'1'" C~"~,,"'~',iEi"'~_, i'1r,1,NN-I Ur: i t.s D\'?p l_ft} D i ==,.ch.:3.r'8E' (c:i:s) r1anJ~1 S ioe S~'ope '--' E!JU~,)T I ON -. <~ '78> - <5:4> - <..0 i ~.:;> -- ". _ LJ: "> (-;::t) ;:;;: = .:: _".--'_"''''''~ ,- >:';:,i,-.~"tit_:c'- '- Rec:/Tt~2'F"/Tf-' i-::-i Ct~eated Revised 04-Mar-93 04-Mat~-9: f.:w-e.;:3. (~"=i ft) .( -~-~- Velocity (ft/sJ = Ft"'ou.de NumbE:t-. Ct-.itica.l Depth (~;:t) - Normal Depth (ft) _ Hydr-aul ie Radi~.(s (it):= De~th toCentro'id(ft)= Top l!Jidth ,+'! ~' ~~ iO~56 0"96 l::" !"7 ....: ~ c...:' = 1 _ 4.'~) 1~ 13 o~ C;'E; o ~ 3~} o~ 3-3 = i ~ 96 5<0 , I ~ r-:I It , ,~~_:,oo..,o b , r iI r.:"";o " ,. 'I , , . J! .'e J ' , I t I I I I ".J: ." _ l'lj;NN:ING7 E: - Un i-t'S:; (~F ). Ih'~pl:h Di '3chat"g-2 t"!annif!}3;''''S El.cp(::,;( EQUATION Created Revised 04~-1:"1ar' --':;:'3 04--M.:?r-'?~:; ~ Rec/Tr--ap/Tt-. ia. 10; .51 :;t. =: FEET Ar'e.3. (sCj f t;. = o ~ i i <=OB> \../elocity (ft/sJ = 2~80 / ., -". "'. ~ '-'.' Fr'cu.de NL\mber~' 1~74 <: ~.Oi3> Ct-.itica.l Depth (ft) :;;:; () - ! .;, Normal Depth (ft) - O.OE Hydr-au.l Radius (it)::::: O~07 Depth Centt"'oid (ft):::;; 0:04 ::::: .~:[,<":. Top tlJidth Lft) 1. .,::..:;. 5\ I '1 :,1 I I I I I I "1 I I I I I I I I I PIPE OEPTU OF COVER IN FEET PIPE SIZE I '-'-5 I.S i 1.75 , J , . i S , , 7 . 9 10 SIZE " 2~ -I.. ?O.~ . ,~~__! '.~ I 1500 ~'2~ 1500 l17~O 2iJfJl1 '2~~,() :?~":n -~ .. CONCllETE -Ii CONCRE1f~- 1000 --r -- ; 1500 1750 'COO n~o IS I. BAC-K#~U BACKFILl.. 1250 I 1000 1250 I : 2000 I. " 1500 I I I I 1750 " ,. 1500 ~500 '000 15CO ,. 27 2000 1750 I 1250 27 30 1750 '0 J3 1750 lseD 1500 J3 3. l:?~:j i .000 '5 39 1600 'SCO 1.:00 1~;';t) 1100 1100 1300 '500 ,. ., 1500 1.:00 1.1C-0 12CO , 1<00 42 '5 '4[.0 1300 ';:CO 1100 .000 1200 '5 '0 1300 '500 .. 51 12CO 1100 .coo 1300 51 54 1200 1100 , 1000 54 57 .000 I , $7 .0 .00 900 800 I .co 800 .CO 1100 "00 50 53 '50 .50 I .50 1250 53 .. 1150 10SO .50 - .. .. .250 '200 1350 .. 7. 1JCO 1200 l1CO 1050 7' 7S 1350 '000 7S 70 I2SO 13CO 78 II "00 1150 81 O. 1150 OCO '00 .. 07 1450 .300 'OCO 07 .0 '250 .0 '3 '2CO '050 .00 .. .. '50!) 1350 1100 .. 10, 1550 '02 100 ue;) , 12~O 100 4iI 4-5 Projection Condillon Unrestrictea Trencn Wicllh PIPE OEPTH OF COVER IN FEET PIPE SIZE 11 " " .. 15 ,. I 17 I " , .. I 20 " 22 23 " 25 SIZE " 17SO 2000 I 2000 I 2000 2250 I 2250 t 2250 I 22S0 I 2250 I 2250 I 2250 2250 2~CO 2500 12500 12 .. 1750 1150 j 2CCO I 2000 2000 , 2000 2250 22SO 2250 IS '0 1500 1750 I 1750 I I 2000 2000 10 " 1500 1750 1750 2000 2000 2000 " ,. 1500 1750 2000 ,. 27 I 1500 1750 2000 27 '0 1250 '500 30 33 1750 33 36 I 1250 I 3. 3. 1200 1300 1300 "00 1500 1500 1700 ! 1700 1800 i 1800 1900 ,.00 ..00 3' .. I 1600 1800 .. .. 1200 1700 .. .. "00 .. .. 1100 51 54 50 57 57 .0 j 1300 I 1500 .0 63 1150 '250 "SO 1650 1750 '850 1950 53 .. .5 5. .. 72 1550 72 75 1050 1350 75 ' 70 1200 ,7' 01 2 0 0' .. 1;50 o. 07 07 .0 .0 93 '900 93 go .5 102 10:::! loa "00 18S0 loa ,.. Trench COl\Clillc.n Tr.ncn Wioth = 0.0. .. 20 incnes u:-i DATA: DESIGN DENSITY: II0pcf LOAD FACTOR: 1.8 ORANGE COUNTY FLOOD CONTROL OISTRICT LIVE LOAD - H20 - S 16 - 44 TRUCK D - LOAD TABLE FOR REINFORCED CON CRETE P fp E ~ 1972 I OF I 5T-29 O....G. COU"'T Fl"OOO CO"'.0l" 0"".'(1 I . I. I I I I I I I I I I I I 'I I I I APPENDIX A 5\ II ill '~ i~ 1~ iJ ~ - II II ........+++.....++...+....++....++..+++....+....++++......+...++++++++ Process from Point/Statlon 17.000 to Point/Station .... CONfLUENCE OF MINOR STREAMS ...* 18.000 Along Main Streem nunber: 1 in normal stream nunber Stream flow area = 3.200CAc.) Runoff t~ thisstre.. . 7.997(CFS) Time of concentration:l 12.92 min. Rainfall intensity :I 2.S59(ln/Hr) II II III I II II I . I ~ 80 [I II II (I I- I ~ ~ II ~ ~ ~ ~ ~ ~ ~ - , , ,J .+.++++++++++++++++++++++++++++++++++++++++++++++++.......++++++++++++ Process trom Point/Station 28.000 to Point/Station .... INITIAL AREA EVALUATION .*** 29.000 Initial area fLow distance = 1030.000CFt.) Top (of initial area) elevation = 1208.000(Ft.) Bottom (of initial area) elevation s 1170.0aOeFt.) Difference in elevation = 38.00QCFt.) SLope = :0.03689 scpercent)= 3.69 TC = kI0.390)'(lleng'h'3'/lele.a'ion change)]'0.2 Initial_.rea_ti~ of concentration. 12.101 min. R.infall intensity = 2.654(In/Hr) for I 100.0 year stonm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.871 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 0 = 1.000 RJ index for soil(AMC 3) = 88.00 Ini:t-1al~-sut.r-..'runoU=- 7. 166CCFSo) Total initial stream area = 3.100CAc.) Pervious area fraction = 0.500 ~\ 81 , , , , .. ,. .. . c: c: c: c: c: c: c: <D ,. > ,. C ,. .. ,. ... ,. '~ 0_ ,. 0 eo eo eo o. eo eo -, ZQ. ,. :C ,. ,Q. ,. eo eo eo eo eo eo eo eo ~ "',. ~ ~ 0 g eo N N,' c: c: c: c: c: c: c: c: c: c: .. . . . , '0 . eo eo eo eo eo eo eo "'Z . c: " " " " " " '" . CO . N N <D- . . . . , . '" '" '" '" '" '" '" _C . ~ ~ ~ ~ ~ " '" , "'- . zeo . ... ... . z. -. ... .... eo eo eo eo ;:: ... '" eo '" .. . "' "' ~ ~ ~ :E' C> f!i: "' z. '" ~ . '" C . Uz . "' "' "' "' "' ... ~ ~ -- . :2 :2 :2 :2 :2 :2 -Q. . -... . ~ .... . ,~ U . .!: . . M - .. . 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N '" ... .., ..... . ~ ~ ... ~ .., .., ... . ..... . N N 0 . . II . - . .. "' "' "' .., '" ..> . "' ~ .., ~ .., ... ...... . ": '" eo '" eo '" N N "' N > -' O. "' "' "' "' '" z wen.. "' '" "' '" ~ '" :8 '" ~ ... ~ '" :8 . :e " '" " " " U " . Z . - - - .. - - - . .. . - Z . '" "' "' ;! !!: '" ... C> '" Z '" ... '" 0 :E' '" " " .., ~ .. ... ... ... ~ '" .... 0- - ~. '" N N ... "' "' .., .. .... := := N .., "' ~ "' "' - ,. - - ~ - - '" ~. C . :3 I lD7.->- II , I , , ~, , ~ , - - II II II - II Process from Point/Station 20.000 'to Point/Station .... STREET FL~TRAVEL TIME + SUBAREA flOW ADDITION .... .................++...+++...++++..++++...++++.............++++........ 21.000 Top of street segment elevation = 1232.000(Ft.) End of street segment elevation = 1227.000(Ft.) Length of street segment = 270.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to croNn) = 20.000(Ft.) Distance from crown to crassfalt grade break 8 12.000(Ft.) 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] sidees) of the street Oistance from curb to property line = 10.000CFt.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000eFt.) Gutter hike from flowline = 2.000(ln.) Manning's;N in gutter = 0.0150 Mannjng'SIN 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(CF5) Oepth of flow = 0.411(Ft.) Average velocity = 4.352(Ft/s) 5treetflow'hydrau!ics 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 5JNGLE 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 Oecimal fraction soil group D = 1.000 RI index for soi l(AMe 3) = 88.00 Rainfall intensity = 2.4SQ(ln/Hr) for a 100.0 yeer storm Subarea runoff = 4.311(CF5) for 2.000(Ac.) Total runoff = 20.762(CFS) Total area = 9.300(Ac.) Street flow at end of street: 20.762(CF5) Half street flow at end of Street = 10.381(CF5) Depth of How = O.424( Ft.) Aversge velocity = 4.452(Ft/S) Flow width (from curb towards crown)= 14.850(Ft.) I I . I (p'? 92 , , LI ., 1-' III II II - ~ II II II II I II II . II l!l ~ . . . . . . . . . . . ~ ... N N' . . . . . . . . . . . . . . . . . =. ~. ... ~. "... . Z. "'. O. ,.. . . . . . . . . . . . . . . . . . . ~. . <>~ . a:: l.&oI """.. W .:c. "0 . ~'" . <> . . 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