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Home My WebLink AboutTract Map 3552 Lot 77 Geotechnical Study . ~~2..... 1..D1' , 1 Coq~oration . Soil EngmeellngarKIConsul1ingServiC€S . Engineering Geology . Compaction fesling . Inspections. ConstructIOn Malenals Teslill{J .laboraIOf~ Tesling . Percolation Tesling . Geology. Waler Resource Studies . Phase I & II Environmental Site Assessments ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK GEOTECHNIGAL STUDY Proposed Residential Structure, Lot 77 otTract 3552 City of T emecula, County of Riverside, California Project Numb~ Tt610-GSSP March 2,1999 RECEIVED JUN 25 1999 CITY OF TEMECULA ENGINEERING DEPARTMENT Prepared for: Minegar Contracting 27705 Commerce Center Drive Temecula, California 92593 / / ~! vi ~ ,II , . -..." . ... t I. ,.U ;". .. " .. :,' \ [;;;~i\ii;,eQI1, ,~i:E ~F.@C,8-.-,'U6P~ E .ij~~"i~I;!I~:N rth';slJrii1;:r.~~~~la. CA 92590. phOM: (909) 67,6c~~95;:fax~(909) 676-3294 .,.f'..,.. ORANGE e6tfNlY 0 I!, '2!!,l5'Qra~A erue. Santa I1na. CA 92707 . phone: (714) 546-4051'. fax: (714) 546.4052 EB SITE: WWW.iNGENCORP.COM . E-MAIL: ENGENCORP@PE.NET~.!O/.;.:==;::;.:~~....-:_ . . Minegar Contiacting Project No: T1610-GSSP TABLE OF CONTENTS Section Number and Title PaQe 1.0 SITE I PROJECT DESCRiPTION..............................................................................................1 1.1 Location I Project Description ...........................................................................................1 2.0 FIELD STUDY .........................................................................................................................1 3.0 EARTHWORK RECOMMENDATIONS .................................................................................... 2 3.1 Structure Area ...... .................... ........................ ...... ......................... ..... ............. ...... ........... 2 3.2 Structural Fill........... .............................. ........ .................... ................... .................. ............ 2 4.0 FOUNDATION DESIGN RECOMMENDATlONS.....................................................................2 4.1 General . ...... .............. ........... ........ ................. ................... ........... ............. ........... ..........2 5.0 RECOMMENDATIONS .............................................................................................................. 3 5.1 Utility Trench ..............................................................................................,....................... 3 5.2 Finish Lot Drainage Recommendations ........................................................................... 3 5.3 Planter Recommendations.. ... ..... ..... ..... ... ...... ......... ... ... ..... ..... ........ ...... .... ........ ... ... ... ... .... 3 5.4 Supplemental Construction Observations and Testing ...................................................3 5.5 Plan 'Review. ... ... ... ...... ................... ................... ...................... ..... ... ..... ... ..... ... ................... 4 5.6 Pre-Bid Conference........................................................................................................... 4 5.7 Pre-Grading Conference .... ............. ............. .... ..... ... ........ ..... ... ..... ... ..... ... ....... ..... .... ... ...... 4 6.0 CLOSURE.. ............. ........ ...... ......... .......... ..... ................................................................. .......... 4 EnGEN Corporation 2-- ~.~". .!\ . . .~-.. ".."";",,,::~GEN Corporation . Soii Engineering andConsulling Services . EnglneermgGeology' Compaction Testing -Inspections' ConstrllClionMalerials resling' Laboratoryfesling' Percolation resting . Geology' Waler Resource Studies . Phase I & II Environmental Sile Assessmefl1s ENVIRONMENTAL & GEOTECHNICAL ENGINEERING NETWORK March 2, 1999 Minegar Contracting 27705 Commerce Center Drive Temecula, California 92593 (909) 699-4898 / FAX (909) 699-3598 Attention: Mr. Pete Minegar Regarding: GEOTECHNICAL STUDY Proposed Residential Structure, Lot 77 of Tract 3552 City of Temecula, County of Riverside, California Project Number: T1610-GSSP DearMr, Minegar: Per your request and signed authorization, EnGEN Corporation has performed a Geotechnical Study for the subject development. 1,0 SITE / PROJECT DESCRIPTION 1.1 Location I Proiect Description: The subject property is located at the south corner of John Warner Road and Cabrillo Avenue and is comprised of a vacant, approximately two acre lot, known as Lot 77 of Tract 3552, in the City of Temecula, California. The proposed development is a 1 or 2 story residential structure. The remainder of the site will consist of a driveway and associated hardscape and landscape improvements. 2,0 FIELD SnJDY During the course of a seepage pit study being performed on the site, an exploratory boring was excavated into the proposed structure area (center area of lot). The exploratory boring was excavated to a depth of 16.5 feet. In-situ sarnples were retrieved at various depths and brought back to our laboratory for testing. Laboratory testing included in-situ moisture/density, maximurn dry density, expansion index testing and consolidation testing. Results of laboratory testing were used in our earthwork andJ:mgineering analysis and are attached. Earth materials encountered in the boring included alluviurn consisting of dark brown silty sand and bedrock of the Pauba Formation consisting of reddish brown silty sandstone. The alluvium was encountered from the existing groun:ct;~l!urface to a depth of four (4) feet. Pauba Formation be(jrock was encountered elow the allulli to the maxirn depth explor (16.5 feet). ~ ~ - , I - ~"'. . I U ~ d" 0_' "ili5li..' f . ~~~~~~f ~p..T.E.6~~GE?~1~ E ~i!>iis:~;,ci;c1e Nt)~sufte-i;'T';:.r.eCUla, CA~;590. ~hone: (909l~~i~.i5: fa~: (90916=;'6-3'294 .....~"''" '-'"""-',-~. ,-,,<,","~ - ~++""'. n o,*,W,_" > .,.. ..~!-~' ':-",. ,-'.' !;'QRi>.NGr:e0\JN1Y'0. I E 2615'Orange A enue, Sant'n>,na, CA 92707 . ptione: (7141546-4051'.~fax: (7141 546-4052 - I ' EB SITE: WWW.~NGENCORP.COM . E-MAIL: ENGENCORP@PE.NET _I .3 -~~ --...-~- ~'!-~.....~_..>...:<' . . Minegar Contracting Project No: T1610-GSSP March 1999 Page 2 3.0 EARTHWORK RECOMMENDATIONS 3.1 Structure 'Area: Grading and foundation plans were not available at the time of this report. When these plans become available, they should be reviewed by this office and additional recommendations should be made (if necessary). It is our understanding that relatively minor fills of up to approximately four (4) feet are proposed for the structure area. All existing vegetation should be rernoved from areas to receive fill. Removals of the existing alluvium should extend to a depth of two (2) feet below existing grades in the proposed structure area and to a horizontal distance of five (5) feet outside of the proposed perimeter footings. All rernoval bottoms should be approved by the soil engineer's representative. After approval, the removal bottoms should be scarified 12-inches, moisture conditioned to near optimurn moisture and then recompacted to a minimum of 90 percent of relative compaction before placing fill. Removals should be performed so that there is a minimum of three (3) feet of compacted fill below proposed pad grades. Other areas to receive fill and shallow cut areas (less than two (2) feet) in proposed hardscape areas need only to be scarified 12-inches, moisture conditioned to near optimum moisture and then recompacted to a minimum of 90 percent of relative compaction. Proposed hardscape areas that are in proposed cuts of greater than two (2) feet should not need any special earthwork. 3.2 Structural Fill: All fill material, whether on-site material or irnport, should be approved by the Project Geotechnical Engineer and/or his representative before placement All fill should be free from vegetation, organic material, and other debris. Import fill should be no more expansive than the existing on-site material. Approved fill material should be placed in horizontal lifts not exceeding .6.0 to 8.0-inches in thickness and watered or aerated to obtain near-optimum moisture content (2.0 percent of optimum). Each lift should be spread evenly and should be thoroughly mixed to ensure uniformity of soil moisture. Structural fill should rneet a minimum relative compaction of 90 percent of maximum dry density based upon ASTM D1557-78 (90) procedures. Moisture content of fill materials should not vary rnore than 2.0 percent of optimum, unless approved by the Project Geotechnical Engineer. 4.0 FOUNDATION DESIGN RECOMMENDATIONS 4.1 General: :Foundations for the proposed structure rnay consist of conventional column footings and continuous wall footings founded upon native earth or compacted fill materials. Recommendations for foundation design and construction should be provided by the Structural Engineer in accordance with the latest edition of the UBC and should be based on geotechnical EnGEN Corporation \. . . Minegar Contracting Project No: T1610-GSSP March 1999 Page 3 characteristics for a sandy silt (ML) and a low expansion potential (EI=32) for the supporting soils and should not preclude more restrictive structural requirements. 5.0 RECOMMENDATIONS 5.1 Utility Trench Recommendations: Utility trenches within the zone of influence of foundations or under building floor slabs, hardscape, and/or pavement areas should be backfilled with properly compacted soil. It is recommended that all utility trenches excavated to depths of 5.0 feet or deeper be cut back to an inclination not steeper than 1: 1 (horizontal to vertical) or be adequately shored during construction. Where interior or exterior utility trenches are proposed parallel and/or perpendicular to any building footing, the bottom of the trench should not be located below a 1: 1 plane projected downward from the outside bottom edge of the adjacent footing unless the utility lines are designed for the footing surcharge loads. Backfill rnaterial should be placed in a lift thickness appropriate for the type of backfill material and compaction equipment used. Backfill material should be compacted to a minimum of 90 percent relative compaction by mechanical means. Jetting of the backfill material will not be considered a satisfactory rnethod for compaction. Maximum dry density and optimum moisture content for backfill material should be determined according to ASTM D1557-78(90) procedures. 5.2 Finish Lot DrainaQe Recommendations: Finish lot surface gradients in unpaved areas should be provided next to tops of slopes and buildings to direct surface water away from foundations and slabs and from flowing over the tops of slopes. The surface water should be directed toward suitable drainage facilities. Ponding of surface water should not be allowed next to structures or on pavements. In unpaved areas, a minimum positive gradient of 2.0 percent away from the structures and tops of slopes for a minimum distance of 5.0 feet and a rninimum of 1.0 percent pad drainage off the property in a non-erosive manner should be provided. 5.3 Planter Recommendations: Planters around the perimeter of the structure should be designed with proper surface slope to ensure that adequate drainage is maintained and minimal irrigation water is allowed to percolate into the soils underlying the building. 5,4 Supplemental Construction Observations and TestinQ: Any subsequent grading for developrnent of the subject property should be performed under engineering observation and testing performed by EnGEN Corporation. Subsequent grading includes, but is not limited to, any additionaloverexcavation of cut and/or cuVfill transitions, fill placement, and excavation of temporary and permanent cut and fill slopes. In addition, EnGEN Corporation, should observe all foundation excavations. Observations should be rnade prior to installation of concrete forms EnGEN Corporation ;5 . . Minegar Contracting Project No: T1610-GSSP March 1999 Page 4 and/or reinforcing steel so as to verify and/or modify, if necessary, the conclusions and recommendations in this report. Observations of overexcavation cuts, fill placement, finish grading, utility or other trench backfill, pavement subgrade and base course, retaining wall backfill, slab presaturation, or other earthwork completed for the development of subject property should be performed by EnGEN Corporation If any of the observations and testing to verify site geotechnical conditions are not performed by EnGEN Corporation, liability for the safety and performance of the development is limited to the actual portions of the project observed and/or tested by EnGEN Corporation. 5.5 Plan Review: Subsequent to formulation of final plans and specifications for the project but before bids for construction are requested, grading plans for the proposed development should be reviewed by EnGEN Corporation to verify compatibility with site geotechnical conditions and conformance with the recornmendations contained in this report. if EnGEN Corporation is not accorded the opportunity to make the recommended review, we will assume no responsibility for misinterpretation of the recommendations presented in this report. 5.6 Pre-Bid Conference: It is recommended that a pre-bid conference be held with the owner or an authorized representative, the Project Architect, the Project Civil Engineer, the Project Geotechnical Engineer and the proposed contractors present. This conference will provide continuity in the bidding process and clarify questions relative to the supplernental grading and construction requirements of the project. 5.7 Pre-GradinQ Conference: Before the start of any grading, a conference should be held with the owner or an authorized representative, the contractor, the Project Architect, the Project Civil Engineer, and the Project Geotechnical Engineer present. The purpose of this meeting should be to clarify questions relating to the intent of the supplemental grading recommendations and to verify that the project specifications comply with the recommendations of this geotechnical engineering report. Any special grading procedures and/or difficulties proposed by the contractor can also be discussed at that time. 6.0 CLOSURE This report has been prepared for use by the parties or project named or described in this document. It mayor may not contain sufficient information for other parties or purposes. In the event that.changes in the assumed nature, design, or location of the proposed structure and/or project as described in this report, are planned, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed and the conclusions and recommendations of this report modified or verified in writing. This study was conducted in EnGEN Corporation '- . . Minegar Contracting Project No: T1610-GSSP March 1999 Page 5 general accordance with the applicable standards of our profession and the accepted soil and foundation engineering principles and practices at the time this report was prepared. No other warranty, implied or expressed beyond the representations of this report, is made. Although every effort has been made to obtain information regarding the geotechnical and subsurface conditions of the site,. limitations exist with respect to the knowledge of unknown regional or localized off-site conditions that may have an impact at the site. The recommendations presented in this report are valid as of the date of the report. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or to the works of man on this and/or adjacent properties, If conditions are observed or information becomes available during the design and construction process that are not reflected in this report, EnGEN Corporation should be 'notified so that supplemental evaluations can be performed and the conclusions and recommendations presented in this report can be modified or verified in writing. Changes in applicable .or appropriate standards of care or practice occur, whether they result from legislation or the broadening of knowledge and experience. Accordingly, the conclusions and recommendations presented in this report may be invalidated, wholly or in part, by changes outside of the control of EnGEN Corporation which occur in the future. Thank you for the opportunity to provide our services. Often, because of design and construction details which occur on a project, questions arise concerning the geotechnical conditions on the site. If we can be of further service or you should have questions regarding this report, please do not hesitate to contact this office at your convenience. Because of our involvement in the project to date, we would be pleased to discuss engineering testing and observation services that may be applicable on the project. Respectfully submitted, ~~v= Thomas Dewey, CEG 1975 Senior Engineering Geologist Expires 11-30-99 TD/OB:ch 8istribution: (4) Addressee rilLE: EnGENIReportinglGSIT1610GSSP Minegar, Geotechnical Study EnGEN Corporation 1 . . . EnGEN Corporation GEOTECHNICAL BORING LOG Proj ectNumber: T1610-GSSP Project: Minegar Contracting Bori ng Number: B-3 Surface Elev.: Oat e: 02-02-1999 Logged By: T.O. ~ In-Situ Optimum Soil 0. Sample Blow Dry Maximum Gra phic Description E Depth USCS Count Density Moisture Density Moisture . Content Content '" ,AIIIJVIlJM ML ,Sandy silt. dark brown, slightly moist to moist, stiff. slightly . .. 'porous. ML 6-8-12 124.3 to:<\- 7.8 126.2 jAFOROCK (Pauba Formation) .Sil~ sandstone, reddish brown, 5 12-15-21 108.9 11.7 slig t1y moist, dense. 11-13-18 115.0 14.6 10 11-15-17 115,6 13.3 15 11-13-19 112.5 14.7 _Iot~ ueptn at 16.0 reet No Groundwater -20 -25 -30 -35 Not as: B EnGEN Corporation . . COMPACTION TEST REP T 134 I I , I r-.. i , I I I I I I i I I I I I I , I '\ i I 1 I I \j I I I I 1\1 I I I I I I 1-. I I I I I I I I I I I I i I'J. I I I I I I I I i , , i I ! I '\1 ! I I I I , , I I I 1 i I ! I i\ , , I I I I I I I ! I I 1 I I -LLLL I , , I I I I I , i I I . ! I , I , , I t I I I , \.;. : I I , I I I I i I I I I I I ' , -++++- i i , I I I 1/ i :'x ! I\; , I I I I , I I ! , I I , , , , I I! I , I , I I III ! ,\i I I , I I I I , , , - ! 1 I I I I i I 1 , t I 1'-1 i I ! i , , I I ! 1/1 I i1. I i , I I , , I I ! I I I 11 , I ! I 1-" I I I I , I I i : I ! I I I 1/1 I I ! I '\[ I I , , , I I 1 i I i I , I I'\J I I I I , , I /1 1 I i I i I 1 I'\.! I , I I I I I I I , I , ! , I I I I ]\. i i , i , ! I I ! 1 , , ! , I I I , I I , I I 'l\, I I i ! ! , I , I I I I 1 I I i I I I i 1 I i I I I I ! I i , , t , , I ! I I I I , I i I I :- I I I I I I I 2 I I , I ! I I , ! , I i I I I I I , , 1 ! I , , i , I I i I , I I I I I ! I I I I I i . , I , , t I I I I 1 I I , 1 1 I I I , 1 I ! I I ! ZAVfor Sp.G. = .70 130 J26 - u a. ~ 'in <: <ll '0 ~ CI J22 118 114 4 6 8 10 Water content. % 12 14 16 Test specification: ASTM D 1557-91 Procedure A Modified Elev/ Depth Classification USCS AASHTO Nat. Moist. Sp.G. LL PI %> No.4 %< No.200 10.0 TEST RESULTS Maximum dry density = 126.2 pcf Optimum moisture = 10.4 % Project No. Tl610-GSSP Client: MINEGAR Project: MINEGAR MATERIAL DESCRIPTION SANDY SILT, BROWN ~....<e:.... -..,.:....,j;?;.j..::~... _~~f~.ili' ;" "0," .,- I .... ,.... ,..\ ""'1 -I' ., J '- , d~" ";';:";"~~2!>1ll)<'~;'~~ Remarks: SAMPLE # B B3 @ 0-5 CaLL. BY TD CaLL. ON (212/99) . Location: TEMECULA Environmental and Geotechnical Engineering Network Corporation q Plate .' . . UBC Laboratory Expansion Test Results Job Number: T1610-GSSP Job Name: MINEGAR Location: TEMECULA Sample Source: 83@ 0-5 Sampled by: T.D. (212/99) Lab Technician: D.R. Sample Descr: SANDY, SILT, BROWN 2f24/99 Wet Compacted 'Nt.: 607.5 Ring 'Nt.: 192.4 Net Wet 'Nt.: 415.1 Wet O>ensity: 125.4 Wet Soil: 194.1 Dry Soil: 176.5 Initial.Moisture (%): 10.0% Initial Dry Density: 114.0 % Saturation: 56.3% Final 'Nt. & Ring WI.: 635.4 Net Final 'Nt.: 443.0 DryWl.: 377.5 Loss: 65.5 Net Dry 'Nt.: 373.7 Final Density: 112.9 Saturated Moisture: 17.5% Dial Change Time Reading 1: 0.100 NIA 2:45 Reading 2: 0.109 0.009 3:00 Reading 3: 0.114 0.014 3:15 Reading 4: 0.128 0.028 16-Feb Expansion Index: 28 Adjusted Index: 31.6 (ASTM 0 482910.1.2) EnGEN Corporation 41607 Enterprise Circle North Temecula, CA 92590 (909) 676-3095 Fax: (909) 676-3294 \0 .' .~ o I , I_I I 1 ' I I I I ...~- I .___ WATER ADDED I ............ RT CONSOLIDATION TEST RE I I , I i I' ......., I"'.. I ........" i I I I i I I I I I , I I , I I I I I i i i , , 4 I " .~ I 1i5 i I C 5 , OJ , U , ~ I OJ i c.. I , i3 I , , I 7 I , i I B , I , , I , 9 , , I i I i 10 .1 I I I I I I I I I I I I i I I I I : ! 2 , I , I r I , ! ; , I , i , I I i ! ! i ! I I I I I I PI Sp. Gr. ~ 1 Applied Pressure - ksf Overburden Pc (ksf) (ksf) 1.53 2 5 .2 I Natural Sat. Moist. 7.8% Dry Dens. LL (pcf) Cc Cr Swell Press. (ksf) Swell % eo MATERIAL DESCRIPTION USCS AASHTO SILTY, SAND, BROWN SM Project No. TI6IO-GSSP Client: MINEGAR Project: MINEGAR Remarks: SAMPLE B3@ 2.5 COLLECTED BY TD. COLLECTED ON (2/2/99) Location: TEMECULA :J.i"_;"". . .' ~_~i\>iA <.._~.::,3;.-;.~~ I : ,l :-:1' I ~,-' : ,- , , ".1,.',,' .' _':.~,.. """"""'!"'lmd!i1~m.~7; ~ Environmental and Geotechnical Engineering Network Corporation Plate \\ ,. . . Ii} 11'.-05/ &;R. MARKHAM & ASSOCIATES Development Consultants RECE\VED JUN 1 7 1999 CITY OF TEMECULA - ENGINEER1NG DEPARTMEN I Hydrology Study For Minegar Residence Lot 77 of Tract no. 3552, M.B. 56/63-66 A.P.N.922-150-022 LD-99-051 GR Prepared for: Pete & Chris Minegar P.O. Box 879 Temecula, CA 92593 Tel: (909) 699-4898 Ext.: 207 Prepared u er the supervision of: L R Markham, PE RC.E. No. 30657 Expires: 03-31- \ "Z-- 41750 Winchester Road, Suite L . Temecula, California 92590 . (909) 676-6672 . FAX (909) 699-1848 DRAINAGE BASIN.AP FOR: MINE GAR RESIDENCE LOT 77 OF TRACT NO. 3552, M.B. 56/63-66 A.P.N. 922-150-022 LD-99-051 GR o NOTES: 1) TOPO SOURCE USED WAS R.C.F.C. & WC.D. (1 "=200') TOPOGRAPHY MAP. 2) SOILS MAP USED: C-1.60 & C-I.61. J) FREQUANCY: 10 YR. & lOa YR. STORMS. 6.965 ACRES L~ 716.13' H~ 85.5' S= 0.1194 8.600 ACRES L~ 472.94' H~ 25.0' S= 0.0550 ,. 149 ACRES L= 292.89' H~ 4.1' S~ 0.0140 5.787 ACRES L~ 630.88' H~ 25.6' '5= 0.0406 200 0 100 200 400 800 ~ I I I I I SCALE: 1"= 200' \~ 06 16 99 J.N. 942 -- 2/~ un .---.. ~ "- l~ I I ~lo .... ~ 0... I '.0 .... ~\.t~' ~~ '" I ~ lV)'c ~ ~ \; _~ "'I" ~ l"t o I I en I I . :!II: '" { ~ ~ I a: d I ~ Z S I 2i - I W . -;i , .. I a: '" . If> , . '"' '"' D ,D ... ~ . - '... W .. '. '" ,-" U ,U ~! ,. " ,'" U ,U :a .-: -'... N~ 1/1 ~~ "0- ... II Z -l::E 0 ~ <1;0:: V /if ~f2 U) .; z \ :l- i -0 u '~ ..., ~ :II "-" fu<t Iol ou) 0-1 :;) ... 0 --.1 :J Iol "'u Ou CI!: lS..J ... 01/1 <( >-u ~... :r:: u 0 ICO u 10 J: .:; 3:1- ~ ' \oJ , ::E -'- IdS -I .! .. IU~ . cf Ii il&. 0 ~ :U !ci 0- c: : a: 0:: III I -J - .. " .. U) . 0 ~ u w , w 0 (!)~ a: ~w ------ Q. ~a: ~~ a: \~ 0 PLATE 0-2 . -- 3 /~ , .Is:. LIMITATIONS: ..b... 100 I. Maximum length = 1000' .!f... 1000 90 2. Maximum area = 10 Acres 5 '-"" - 900 80 ~ ~ .. .l:L ! 70 ~ 6 800 - (,) !500 u '" 0 400 <( - .. .. 300 ~ :0'6" :> ~ 60 l? 0 200 .-:: c: ~ 7 .2 - - 0 .. " c: Q, :!;: .. .. E 50 ~ 600 0 ... ... - 0 0 c: . .. .. 8- - c: " .. 500 (/) ! .. '0 ~ Ii! 'u ~5 l - .. , . Q, . .. ~ .&~ ... 400 ~ 30 UndeY810ped " 2 -0 GOOd Cover 0 .. e 350 l!! 25 Undeveloped 0 0 " Fair Cover c: :2 'E / .. 300 .. - - .5 .5 " co ... - ./ E 0 ~, .5 ,-/ :J - - ~ ~ Commercia .. - - 7 u 01 " c: " .. .!! .. ~ .. - ..J ... f! - i5 - c 25 .. u c 0 KEY u 9 - , ... .. L~.Tc--K-Tc E 0 i= 30 .. 8 EXAMPLE: e i= 7 (I) L = 550', H =5.0: K = Single Family (1/4 Ac.) 35 Development. Tc = 12.6 min. 6 (2) L =550', H =5.0', K = Commercial 40 100 Development, Tc = 9.7 inin. 5 4 Reference: Bibliography item No. 35. RCFC 8 WCD TIME OF CONCENTRATION '- HYDROLOGY MANUAL FOR INITIAL SUBAREA - PLATE 0-3 \~ --- -- --- --- ,:~ . '...."m'----- --.-- C -:- AS C 1/9 .~ l.$; -:I \Al, l~,".' C " 'fJ;gJ:,~~,.'<\1~- . .:tJ3[.l1I<.c '.. ~ ~ Ii;:" '" " Sl ItHv;!4., ~~~i'(j ,_ ;~~// .~.,..~~> 0. eo is :J~ '-". ~".. ('c'W~'!;~ . rLo o~.-.... I\~~~ ..... ""'7j)jJ:~ B ~:. .~1','bh":j;:~9_~:V\::?rZi' "'I~ O,~l~ I. co :\~~~ ".' ~~'\~::BC ~.1:;J~'C""" 1D, 'l;,j~~0'~~' '. ,~I,\, .,~ ~'~fi: .;;B ~~,:?j "~-\L\: ?~'i "Zii,iktld ~/ke ' ~XJ~ft~ :'A;,;\," ~" '." : /" ~d,'. . Yr '~~hC-~~ ~'}L~ ~1' ~l~,l~Wx'\\t, Bri>>l~ 6l ".. ',,". !; JBC 0 "\~~I,,~/o..r;;}~t'iff# " _~~~a,J.4v~~~I\ "1~~ 'N "... 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'V."rS..': ..,;C.....V~'!2 ~<,i\.;.. ~ .~.t2i~~.:J" ~.l~'~h~..~ I~ ;:-(.'~' ..r\:Ji;"'i'~) 1&.<'~:,:r) ~~~.~.~ ~ . .~~ J ,~i'''S~(1 ,1:.f':;YE;~;t'.~~\3h~ci;) ~'f 'p,::]t~"l~"i'?>/~,,~t~'~S~0"!,,!:r*;;-r-: 0'03 iti.:bulhH4r{~~,) L,. ~ HI )!<jt, l~l~.~.Y~~~ ~1f1f~~~~jJ~:_ !~i ~-~$rl;i'(l~}\JjL\t~~l'~JjJ;~~~:~ ~~,;~i~W@$~~"~~U($lJJWd; i ~r!:I~ RCFC 8,WCD HYDROLOGY JVIANUAL ~ HYDROLOGIC SOILS GROUP MAP FOR LEGEND - SOILS GROUP BOUNDARY A SOILS GROUP DESIGNATION ~-............, o FEET 5000 TEMECULA \0 PI ATF r.-I ~() -8 B RCFcaWCD HYDROLOGY iYlANUAL ~ HYDROLOGIC SOILS GROUP FOR MAP LEGEND SOiLS GROUP BOUNDARY ; A SOILS GROUP DESIGNATION \\\- :; 100 PECHANGA \\ ~-~ o FEET 5000 PI AT-=- r_l':;'l . :.,,~l . * a:: ::> o :x:: ~ Cl..,......... GO....... -...eN'" N"In..t"I "'fUCl...o ....N....'" ....c:o,...... . oe ":~":c:~ .0........'" "!"':~~~ ..Cl,..... ":":~~~ '":~~-:-: 000". u 0" ';NNNN '" .. .... . 2 -.. "~~""N I\1l't.lNN_ ..._--.... ...-......... ----- --- . 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III .o"'CCJl ~::::::: ~~:;~~ O",..oOCl 0"'''00. o....oono Ifl,o '" 0'" M e" "'I\INNN """Ml"lMrot ....,..11\'" "'........C ~z :OM 0% '-.../ a:: w a. en w :x:: u z I >- ~ - CJ) Z W ~ Z ..-... -...../ ...J ...J ~ Z <t a::: RCFC 8 WCD HYDROLOGY MANUAL STANDARD INTENSITY - DURATION CURVES DATA '-" \e> PLATE 0-4.1 (4 of 61 . . ~ TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION June 17, 1999 Proposed 440+/- L.F. of Trapezoidal Earthen Channel @ S=0.0040 (0.40%) Q10= 32.81 cfs / ~OO= 52.10 cfs -------------------------------------------------------------------- -------------------------------------------------------------------- PROG~I INPUT DATA: DESCRIPTION VALUE Flow Rate (cubic feet per second) .............. ...... .~/A~ 52.1 Channel Bottom Slope (feet per foot)...................J. 0.0040 Manning's Roughness Coefficient (n-value). ...s:-#.tf.17.<r~/I;I/~-ru- 0.0270 Channel Side Slope - Left Side (horizontal/vertical)... 72. '/ 2.00 Channel Side Slope - Right Side (horizontal/vertical) ..J2o 2.00 Channel Bottom Width (feet) ............................. 3.0 -------------------------------------------------------------------- -------------------------------------------------------------------- PROGRAM RESULTS: DESCRIPTION VALUE ;~~i-~~~~~-(~~~~)~~~~~~~~~~~~~~~~~~~~~~~~~;~~~~~------i~;~-- Flow Velocity (feet per second) . . . . . . . . . . . . . . . . . . . . . . . . . 3.83 Froude .Number (Flow is Sub-Critical) .................... 0.602 Velocity Head (feet).................................... 0.23 Energy ,Head (feet)...................................... 2.19 Cross-Sectional Area of Flow (square feet) .............. 13.61 Top Width of Flow (feet)................................ 10.86 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. \\ . . ~ c..? T"""i LD 0 I m m ~ t--=l r Ci) V) -2- ~ - f-.,.: a ::i 1--1 f'r) ~ - C'\J co C'\J ~ ~ ~ Ol LC) ~ II r::il a 0... a ~ a - 0::: ~I > 6 K' ~ ''A ~ /" ,fl ~ U 0 - 8: :( ~ Lr) ,'-., - a - >/'<;f- - - - (0 /',,< co - C::3J a Ol >::.::." ~ C'\J Lr) - .-. /0 Lr) '-.,- - ,,:--.;: ~ It ~'> a ~ 0 ,","/' - :-1 0 vi &3 - =s: ,fl C'\J \n. 0 Ol a - Lr) n., co C".j - a f'r) C) g: C'\J It a - - -:--.. 0 0<: ~ ......:~ '-...:... M/tj dJ ... - a <: Gs ::::J 0 0::: (.') zo q,o := qfQO ?- . . PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE June 17, 1999 Proposed 55.,,-:<F. of 36" R.C.P. Storm Drain Pipe @ S= 0.0080 (0.80%) ,9h ==================================================================== PROGRAM INPUT DATA: DESCRIPTION Culvert. Diameter (feet)................................. FHWA Chart Number (1, 2 or 3) . . . . . . . . . . . . . . . . . . . . . . . . . . . . Scale Number on Chart (Type of Culvert Entrance)........ Manning's Roughness Coefficient (n-value) ............... Entrance Loss Coefficient of Culvert Opening............ Culvert. Length (feet)................................... Culvert Slope (feet per foot) ........................... VALUE 3.00 1 3 0.0130 0.50 5.ii..oQ', 0.0080 -------------------------------------------------------------------- -------------------------------------------------------------------- PROGRAM RESULTS: Flow Tailwater Rate Depth (cfs) (ft.) 32.8 32.8 32.8 32.8 32.8 32.8 32.8 52.1 52.1 52.1 5~.1 5~.1 5~.1 52.1 52.1 0.00 0.50 1. 00 2.00 2.75 3.75 4.75 0.00 0.50 1.00 2.00 3.00 t~~ 5.79 Headwater (ft) Inlet Outlet Control Control 2.75 2.75 2.75 2.75 2.75 2.75 2.75 3.79 3.79 3.79 3.79 3.79 3.79 3.1~ 3.79 2.62 2.62 2.62 2.62 2.94 3.94 4.94 3.83 3.83 3.83 3.83 4.16 4.95 5.I:lS 6. gg. Normal Depth (ft) Critical Depth (ft) Depth at Outlet (ft) Outlet Velocity (fps) 8.66 8.66 8.66 8.66 4.83 4.64 4.64 8.78 8.78 8.78 8.78 7.37 7.37 7.37 - 1.37 =============~==~============z====~================================= PIPE CULVE~~ ANALYSIS COMPUTER PROGRAM Version 1.7 Copyright (c)1986 Dodson & Associates, Inc., 7015 W. Tidwell, #107, Houston, TX 77092 (713) 895:'8322. All Rights Reserved. 1.58 1.58 1.58 1.58 1.58 1.58 1.58 2.17 2.17 2.17 2.17 2.17 2.17 2.17 2.17 1. 86 1. 86 1. 86 1. 86 1.86 1.86 1. 86 2.35 2.35 2.35 2.35 2.35 2.35 2.JS 2.3'5 1.58 1.58 1.58 1.58 2.75 3.00 3.00 2.35 2.35 2.35 2.35 3.00 3.00 3-.00 3.00 2-\