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HomeMy WebLinkAboutHydrology & Calculations I I '. I I II I I I I I I J I I I I I I \~ z.c.~ze, INCLUDED WITHIN ARE PRELIMINARY HYDROLOGY AND HYDRAULIC CALCULATIONS USED IN THE DESIGN OF STORM DRAIN FOR TRACT 26828 MARCH 2001 PREPARED BY ~ . Lohr + Associates Inc Land Planning 43513 Ridge Park Drive Civil Engineering Temecula, CA 92590 Surveying Ph. 909 676-6726 Fax 909699-0896 ATTENTION: HERMAN HOVAGIMYAN TELEPHONE: (909) 676-6726 \ I I I I I I I I I I I I' I I I I I I I INCLUDED WITHIN ARE PRELIMINARY HYDROLOGY AND HYDRAULIC CALCULATIONS USED IN THE DESIGN OF STORM DRAIN FOR TRACT 26828 . . PREPARED BY: l! Lohr+Associates Inc Land Planning CMI Engir-mg Surlleying 3720 South Susan Slraet 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 I I I I 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 Summar V Hydraulic Calculations Line "E" Line "RS" Line "I" Bend ,Losses Junction Losses Curb Outlet at "F-I" 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 I " I I I I I I I I I I I I 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 4. I I I I I I I I I I I I I I I I I I I I TRACT 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- D 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 METIlODOLOGY 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 "RS". I I 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- c. I I I I I I I I I I I I I I I I I I I an "unconcentrated" state. This report identifies the 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 MErHODOLOGY 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 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-I3, LL-I4 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- 1 I I I I I I I I I I I I I I I I I FLOOD PLAIN 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. BLUE LINE STREAMS 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 -iv- 8 I I I I I I I I I I I I I I I I I 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 10Q-year storm event. I I -v- q II I : I I I I I I I I I I II I I I I I I It) .. l i kUlIIlIeT A 110 T SPRINGS b ~OA ~ ... ~ ~ ... '"' .:" MURRIETA I10T ' )'~ <'liof ~ ,-0-+'1> '9of-k -+,\v ~ CITY OF TEMECUlA BOUNDARY SERAPHINA ROAD RITA HAY JOSEPH ROAD VICINITY MAP NOT TO SCALE .-..... -vi- \0 Lohr+Associates Inc LarcI PIIrving 3720 SouI'l &..'l an. Ciwi~ SlatOO ~ __CAll27Ol Fu 114l 557.1772 Ph. 7'W 7$C-571. 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Ul.> Side Slope ::;::: <i> Created Revised 04--Mar~93 04-Mat~-93 F~ec./Tr'.;::J.p/Tr' 1.9. f-i~-'eB (-=-q f t ) .:" Velocity (ftfSj ::;::: Ft....ou.de Nu.mbE?T Critical Depth (ft) NDt~mal Depth (ft) Hydraulic Radius (ft) := Depth to Centroid(ft)= Top lLHdth (ft) ~':) 10~ 5-6 0< '::;;'6 5~63 1.42 1" .1. ..::' O.S:'8 0.35 0= 3.3 = 1" 96 ~ , I, i . , I I I I I , , . , , .I t t , I J Created Revised 04-Mat~-93 04-Mar-93 MANNING~S EQUATION Rec/Tt"ap/!Tt-. i a. Units (-{:+.;) Depth {ft) Dis:,char'S2 (cfs) -, j''{anning'l"s n :31.ope (dec ima.l ) == FEET f..)f' e .;3. v~::' '4 f t ) -- < ~ 08> Ve IDe i. tv (i: t/s) Ft"ou.de Nu.mber" ." .~. ~ -.. -- ';" = lj 1.::', .:. Ct"'itica.l Depth \Tt) ;;;:: _. .; 11.'-;' Normal Depth (ft) - Hydt"au)ic Radius eft)= Bot'tom Wi,dthCft)= <1=33> Depth to CentroidCft)= Sol de Slope- == <0> Top LLJidth (ft) 4#~ 10~5i ().. ....:. ::. ;:::;0 ~ 1..74 0" 12 0..08 0.07 O~04 = 1 ~ ..::...::' (j~ I PIPE OEPTU OF COVER IN FEET PIPE SIZE . 1.1.5 1.5 j 1.75 , , , . i , , I 7 . 9 '0 SIZE 12 2~_L?O.~ . 1500 I l~O I 1500 ~112~ 1500 17~O ;>t;IJO 2;>"iO 2~":ii -~ t5 CON~ll~!L _~-CONCR'ET.E- 1000 -'-, 1500 1/50 2000 17:',0 IS I. BACKFILL .eA.C~F-liL 1250 I .000 1250 I ' 20::xJ I. 21 1S00 , I I 1750 ,. ,. 1S00 :~OO .000 'SOO ,. "n '000 1750 I 12SO Z7 3D 1750 '0 33 17$0 15CO I "00 33 3. '2~') i .000 3. 39 1500 'SCO 1.:r'1) ,::~t:I 110C 1100 1300 '600 39 ., 1S00 1.<:00 tjCC 1O'CO , "00 ., '5 14(,0 1300 1,,00 1100 '000 1200 '5 .. 1300 1S00 .. 51 "00 1100 .000 1300 51 54 '200 1100 I 1000 54 57 '000 I , 57 .. 900 '00 BOO I .00 BOO '00 1100 ..00 .. n 9SO 850 850 12SO n .. 1150 10$0 9SO .. .9 '2SO 12GO 13SO .. 72 1300 1200 "eD 1050 72 7. 1350 1000 7S 7B 12SO 1300 7. ., "00 1ISO .. .. "50 .00 900 .. 87 14$0 1300 1000 .7 90 12SO 90 93 .200 '050 .00 93 9. "00 1350 1100 os 10' 1550 '0' '0. '.:Cu , 121oiO '0' I I I ,I I I I Projection Condition UnreSlricted TrenCft WiClth I PIPE DEPTH OF COVER IN FEET PIPE SIZE 11 12 13 .. IS .. I 17 I " , '9 '0 , 21 Z2 23, 24 " SIZE 12 17SO 2000 I '000 I '000 2250 I 22$0 j 2250 I 22~O I 2250 I 2250 I 2250 2250 2~CO 2500 2500 1Z .. 1750 17$0 i 2CCO I 2000 2000 ! 2000 I 22SO 22SO 2250 IS I. 1000 1750 1750 , i 2OUO '000 I " 21 1S00 1750 1750 2000 2000 2000 " ,. 1S00 1750 2000 ,. Z7 I 1500 1750 2000 Z7 3D 1250 1500 30 33 1750 33 3G 1250 I 3. 39 1200 '300 1300 "00 "00 1600 1700 1 1100 1800 i lBOO 1900 1900 '900 39 ., I .600 1800 .z '5 1200 1700 .. .. ..00 .. ., 1100 " 5' 5' 57 57 '0 j 1300 I 1500 .0 n 11 SO "SO "SO 1650 17S0 1850 1950 n .. .. .. 69 72 1550 72 75 1050 1350 75 ' 7. 1200 ,7. ., '''''0 .. .. 1:;50 .. .7 87 90 90 93 1900 93 .. 9. '0' 10:! ,oa 1100 1850 loa I I I I I I I 14 Trench COndiliton Tttncn WiOth = 0.0. + 20 incnes ~ 4il 4-S ,I ORANGE COUNTY FLOOD CONTROL DISTRICT DATA: DESIGN DENSITY: 110 pet lOAD FACTOR: 1.8 D - LOAD TABLE fOR REINFORCED ,CONCRETE PIPE I LIVE LOAD - H20 - S IS - 44 T'RUCK I 1972 I OF I OOl.".."COU"" f:\.ooo Co.nOlo,- 0"'01'<' 5T-29 5"- ~ - - - - I I I .+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++ Process from Point/Station 17.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **_. 18.000 Along Hain Stream number: 1 in normal stream number 1 Stream flow area = 3.200(Ac.) Runoff fram this stream ~ 7. 997CCFS) Time of concentration = 12.92 min. Rainfall intensity = 2.559(In/Hr) I I I I I I , I . I . 80 ~ ~ I I ~ ~ ~ ~ ~ ~ ~ ~, ~ - ++++++++++....++++++++++++++++++++++++++++.+++++++++++++++++.++++++... Process from Point/Station 28.000 to Point/Station .... INITIAL AREA EVALUATION ...* Z9.000 Initial area flow distance = l030.000CFt.) Top (of initial area) elevation = 1208.0aD(Ft.) Bottom (of initial area) elevation = 1170.000(Ft.) Difference in elevation = 38.000(Ft.) Slope = 0.03689 s(percent)D 3.69 it = k(O.390)*[(lengthA3)/Celevation change)].O.2 Initial area time of concentration = 12.101 min. Rainfall intensity = 2.654(ln/Hr) for 8 100.0 year stanm 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 RI index for soil(AHC 3) = 88.00 Ini~iat subarea runoff ~ 7.166(CF5) Total initial stream area = 3.100(Ac.) Pervious area fraction = OaSOO ~, - , - - " ill Ce\ 81 i i c . ,. .~ '" - ~ ~ - ;:; c; c; ., - ~ ~ ~ ~ N .m > ~ - - - ~ ~ - '" N N 0 .~ - 0 v. .. .. c. v. '" 0 0 0 .m 0 m :0 - .,. 0 ~ '" " '" '" .... ... ~ ~ ~ 0 . " - . ~ . - ,. - - - . 0 " 0 0 g: 0 0: 0 0: . g: g: n g: g: . 0 m 0 0 0 ~ 0 '" ..cnmz ;", '" ;", '" ~ 0 '" :0 '" :0 .0'- < '" N 0 - 0 0 0 . mm ~ 0 ~ ~ '" ~ '" ~ '" ... ~ .... . <~ . - . . - . 0 N N - - - - . ~O '" '" .. .. . m ... N e;; . ~.. ... ~ '" - N ~ . ~- '" '" 0 '" 0 .... ~ . 2=,...,....... . -- . -,. - - - - - . _m", g; 0: 0: 0: 0: . '" '" g; ... . =0 .... ... ... ... ... . me....me:) V. V. V. 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Slope from gutter to grade break (v/hZ) = 0.020 Slope from grade break to crown (v/hz) . 0.020 Street flow ;s on [2] slde(S) of the street Distance from curb to property line = lO.DOOeFt.) Slope from curb to property line (v/hz) = 0.020 Gutter Nidth = Z.ODDCft.) Gutter hike from flowline = 2.000(10.) 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 = 18.705CCFS) Depth of flow = 0.411CFt.) Average veloc;ty = 4.352(Ft/S) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.221CFt.) Flow velocity = 4.35CFt/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 Rl index for soilCAMC 3) = 88.00 Rainfall intensity = Z.480Cln/Hr) for a 100.0 year storm Subarea runoff = 4.311CCFS) for 2.000CAc.) Total runoff = 20.762CCFS) Total area = 9.30DCAc.) Street flow at end of street = 20.762CCFS) HaLf street flow at end of street = 10.381CCFS) Oepth of flow = 0.424CFt.) Average velocity = 4.452CFt/s) Flow width (from curb towards crown)= 14.850(Ft.) II II I II II II II ~ 92 II II . I I I I I I I I I I I , t I I I 0 ~ ~ c: li: .. . z ,. .~ ~ ~ ~ ~ ~ n ~ ~ ~ ~ ~ ~ ~ Z N ., ~ :: ~ ;;; ~ ~ '" '" ~ '" ::: '" N ~ ~ ;; Q ~ Q ~ '" .m ,. Q '" ~ ~ N Q Q ~ - Q ~ ~ ~ ~ .~ - :0 " 0- " 0- :0 ~ 0- .... .... :0 :0 :0 " m " ~ " .m ~ g: ~ Cl? '" ~ ... 0 - '" CD '" N '" .. ~ N '" ~ CD ~ ~ Q X Q .. Q . 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