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HomeMy WebLinkAboutTract Map 3552 Lot 93 Hydrology Review & Calcs I , ..r . j' .i - , ., . e e ~~ RECEIVED OCT 1 7 2002 CITY OF TEMECULA ENGINEERING DEPARTMENT H.YDROLOGY RE\!.LE\1L AND HYDRAULIC CALCULAIlONS PREPARED FOR: GUNDERSON RESIDENCE NW CNR, CABRILLO AVE. &JOHN WARNER RD. TEMECULA, CA. 92592 (wI O~\t!lli<l1\L ~\\o\'OS \ PREPARED BY: LA COSTA ENGINEERING 1950 Kellogg Avenue Car[s~CA_ 92008 ~r"", 1;'; '::~ C;;~!q,1;lI/ ~.. ..../-- '-' ~~ ... ..~.:" ..:< \:.. ,ilOiV,..'~.)." ~) r....',';::y.... ~~,,~;/ r.._: /:/v q.,. .~, e. i f -.' .-. ~_.,. ~ 1 - . 'f'...... '\::'1'\;'\ -.....- ,I t:':. :~. :Jj-': ~=-n 1 '''-I 'V -<'" r., '1 . 0-:: ,\' No. 5';~44 Ii "'. ~! J;1 \\ tN-"'~&-'}J-oW T-i-!J ~":::"- C/V\\.. ~~ . ~ ~ -'-1); "~J;?~-".~~ . ',,~': otcK\..\'t\i Engine r of ork ~ \ , I .j' e . ! i , e HYDROLOGY REVIEW The Gunderson pn?perty located on the northwest comer ofCabrillo Avenue and John Warner Road is wi~hin a 48 acre watershed area. Specifically, storm runoff from this large watershed may flow through the Gunderson property. A draft hydrology study titled Warner/Santiago Road Assessment District Improvement Project prepared by Earth Resources is attached to this document as addendum. This . draft report was pr~pared to provide hydrologic flow amounts at various basin locations and to address the lack of adequate drainage facilities in the area. Currently storm runoff in the drainage basin starts at the ends of Colver Court and La Presa Loop, south of Santiago Road and flows in a south-southwesterly direction. The drainage course is \llade up of native earthen material and directs flows through multiple culverts at road crossings downstream. Additional streamlets and draws feed the main channel until:the dr!rinage channel reaches the intersection of Jeramie Drive and John Warner Road. It appears that the ~onstruction of additional homes, subdivisions and graded road improvements hav" directly impacted the drainage courses within the watershed area. Specifically the con,struction of John Warner Road and the raising of the road across the drainage course near Jeramie Drive have caused the storm flows to abandon original downstream channels. At the point of intersection of John Warner and Jeramie Drive the entire watershed flows are directed southerly onto John Warner Road and flow southerly within the graded and ultimately paved right-of-way. Per review of the existing topographic maps l!Ild site visits to the area in question, it appears larger storm flows will crest John Warner Road and continue down the original drainage. In this area a deep channel with a 3' concrete swale exists west oOohn Warner Road. For a 100 year storm occurrence, a portion of the 107 cfs will crest John Warner Road and flow through the said channel and swale, crest a driveway, wind its way through the property directly north of the Gunderson's; flow through the Gunderson property and finally reach the rip-rap detention basin on $e northeast comer of John Warner Road and Cabrillo Avenue. Based upon reports. of multiple residents in the area, our review of the topographic maps appears to be correyt; a large percentage of storm water flow unfortunately is directed down John Warner ,Road due to previous road construction and the lack of a large culvert under road. The existing storm flow conditions detailed above are not desirable. Additionally, per the draft hydrology report, the 107 cfs flows are too great for the rip-rap detention basin and (2) 12" culverts located on the northwest corner ofCabrillo Ave. and John Warner Rd.. The two culverts ellitend under Cabrillo Ave. and exit on the south end ofCabrillo Ave. into a 5' deep drain~ge channel located west of John Warner Rd. This channel flows south-southwest through residential areas. 7--- . e e The Grading Plan for the Gunderson property addresses much of these concerns. Refer to the grading plaI1 on file with the City for topographic data and site design. The drainage channel is designed through the property to accept the full watershed basin drainage flows. Two detention basins on-site will handle a large portion of the sediment drive for the. basin.' Refer to the attached hydraulic analysis sheets for flow capacities at various cross-secti9ns through the Gunderson channel. If the City decides at any future date to reroute the. full watershed flows under John Warner Road near Jeramie Dr., the. Gunderson property will adequately direct the flows to the existing rip-rap detention basin at the northwest comer ofCabrillo Ave. and John Warner Road. There are visible minor drainage plumes through the Gunderson property that reach Cabrillo Ave. The,topography is such that water along the north side ofCabrillo Ave. along the Gunderson property flows easterly at 0.4% to a curb inlet opening at the rip-rap basin. The existing water flows on the property and the subsequent Gunderson drainage improvements will 'not direct any additional water toward Cabrillo Ave. The Gunderson drainage improvements will actually decrease the overall local sheet flow that currently is collected and routed easterly along the north side of Cabrillo Avenue. An additional site visit revealed the following information of concern to the City of Temecula regarding directed flows across Cabrillo. Per the aerial topography by Archer Engineering, 100 year storm flows will crest the rip-rap detention basin due to the inadequate sized (~)" 12" culverts and continue directly across the intersection of Cabrillo Avenue and John 'Yarner Road. The crested flows will either flow southerly on John Warner Road or ilI!ffiediately sheet flow over Cabrillo Ave. and enter the 5' deep channel on the south.side ofCabrillo Ave. The residence directly across from the Gunderson property on the sOl;lth side of Cabrillo Ave. has built up a I' high landscape berm across the entire property.' The driveway entrances are also built up. The 100 year storm flows will follow the path ofleast resistance and lower elevation and will flow to the east of this residence. For: additional protection, the City may want to extend in height and in length the AC bel1l).located on the south side ofCabrillo Ave. so as to more purposely direct any crested flows into the 5' deep drainage channel south of Cabrillo Avenue. The Gunderson Gr~ding Plan will be a great enhancement to the overall drainage design of SantiagofWarner Watershed Basin. With the Gunderson improvements in place, the City may turn its sights on providing the design and construction of a large culvert and large detention basin design in the John Warner Road /Jeramie Drive area or any additional upstream detention basins as a part of the Assessment District currently pursued. After approval and construction of the Gunderson Grading Plan, the design of the John Warner Road/Jeramie Drive drainage improvement will become the key to drainage control for the whole watershed basin. .3 I .~ ' "t e e Triangular Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Drainage @ Steep Sl Comment: 1 solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge...... .. Computed Results: Depth. . . . . . . . . . . . Velocity. . . . , . . . . Flow Area.... .... Flow Top'Width... Wetted Perimeter. CriticaliDepth... Critical;Slope... Froude Number.... 2.40: 1 (H: V) 2.40:1 (H:V) 0.018 0.2140 ft/ft 200.00 cfs ( 1'2' W\~l? ~1~11 J "l.~ I ".,...,." J ./ 'Z.s I ./' 1.63 ft ... 31.53 fps 6.34 sf 7.80 ft 8.45 ft 3.36 ft 0.0044 ft/ft 6.16 (flow is Supercritical) Open Channel Flow Module, Version 3.12 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 '\ e e Tri~ngular Channel Analysis & Design 9pen Channel - Uniform flow Worksheet Name: Drain. @ Bot. of Sl Gomment: 2 Solve For Depth Given Input Data: Left Sid~ Slope.. Right Side Slope. Manning's n...... Channel 91ope.... Discharge........ Computed Results: Depth...,........ Velocity........ . Flow Area... ..... Flow Top I Width. .. Wetted Perimeter. CriticaliDepth. .. Critical:Slope... Froude Number. ... 8.00:1 (H:V) 8.00:1 (H:V) 0.018 0.1333 ft/ft 200.00 cfs , L.. I. .z.& 1.11 ft 20.26 fps 9.87 sf 17.77 ft 17.91 ft 2.08 ft 0.0047 ft/ft 4.79 (flow is (LO' \J'\W' ~i~U~J Vz.:s't>6'1>I') / Supercritical) ~ . .f. , I e e Triangular Channel Analysis & Design Open Channel - Uniform flow .Worksheet Name: ~rainage @ Back Yard Comment: 3 Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge...... .. Computed Results: Depth. . . . . . . . . . . . Veloci ty, , . . . . . . . Flow Area........ Flow Top ,Width. .. Wetted Perimeter. Critical:Depth.. . Critical:Slope.. . Froude Number.... 25.00:1 (H:V) 25.00:1 (H:V) 0.002 0.0250 ft/ft 200.00 cfs (';O'''J\~ 1>1"''')\'~) ~ ,I V- 0.43 ft 42.42 fps 4.71 sf 21. 71 ft 21. 73 ft 1. 32 ft 0.0001 ft/ft 16.04 (flow is Supercritical) '" I .1. i i e e Triangular Channel Analysis & Design ppen Channel ' Uniform flow Worksheet Name: prainage @ Det.Basin <;:omment: 4 Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n. ..... Channel Slope.... Discharge........ ~omputed Results: Depth. . ... . . . . . . . . Velocity. . . . . . . . . Flow Area..... ... Flow Top' Width... Wetted Perimeter. Critical, Depth... Critical; Slope... Froude N~mber. . . . 5.00:1 (H:V) 5.00:1 (H:V) 0.002 0.0440 ft/ft 200.00 cfs (?>-O'W\,*,\)\'tt:~\l '3'~) 0.72 ft ~ 3' / 77.67 fps 2.57 sf 7.18 ft 7.32 ft 2.51 ft 0.0001 ft/ft 22.85 (flow is Supercritical) 1 I . .,. I e e Circular Channel Analysis & Design SQlved with Manning's Equation Qpen Channel - Uniform flow worksheet Name: Gunderson Property Comment: Pipe under driveway i 5 Solve For Actual iDepth . Given Input Data: Diameter. . . . . . . . . . Slope............ . Manning's n....... Discharge......... Computed Results: Depth. . . . . . . . . . . . . Velocity. . . . . , . . . . Flow Area......... Critica~ Depth.... Critical Slope.... Percent IFull.. ..,. Full Capacity..... QMAX @.~4D.. ...... Froude ~umber..... 3.00 ft 0.0570 ft/ft 0.013 112.00 cfs (O'(t 1J':/5 ....,1\"1 't':)" O\MI-) ~ ~"'flT'\ s ,~i' 1. 86 ft 24,40 fps 4.59 sf 2.93 ft 0.0251 ft/ft 61. 85 % 159.24 cfs 171.30 cfs 3.43 (flow is Supercritical) IOpen Channel Flow Module, Version 3.12 (c) 1990 I Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 B , .! i I . . e e Triangular Channel Analysis & Design Open Channel - Uniform flow , Worksheet Name: prain. @ Front Yard Comment: 6 Solve For Depth Given Input Data: Left Side Slope.. Right Side Slope. Manning's n...... Channel Slope.... Discharge........ Computed Results: Depth. . . . . . . . . . . . Velocity. ........ Flow Area. ....... Flow Top: Width. . . Wett,ed P~rimeter. Critical: Depth. . . Critical; Slope. . . Froude Number. . . . 10.00:1 (H:V) (30'''''I>.i>I~Cl\J I.S'''~'I'J 10.00:1 (H:V) 0.002 0.0500 ft/ft 112.00 cfs o . 43ft ~ 1,6' v' 59 . 71 fps 1. 88 sf 8.66 ft 8.70 ft 1. 51 ft 0.0001 ft/ft 22.61 (flow is Supercritical) .Open Channel Flow Module, Version 3.12 (c) 1990 .Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 '\ I. . 09/~9120Q2 12:27 FAX 909 694 . I l ; ~ - CITY OF TEMECULA PUB_ ~f:::r'~J"-'G ~~(Z,--~ @003/008 I IH CEIVED WARNER / SANTIlAGO ROAD IAUG 1 9 2002 ASSE SMENT DISTRICT IMPROVEMIENT PROJECT . . I CITY OF TEMECULA .. HYDROLOGY STUDY ENGINEERING DEPARTMENT i I I INTRODUCTION IFrom approximately 1975 to the middle 1980's, the area around John Warner Road between l1eramie Drive land S~tiago Road was subdivided into large parcels. The subdivisions reflect the ; development patterns established during earlier land divisions along Ynez Road in the i southeastern portion;ofthe City ofTemecula. i This region of the Cjty of characterized by small ranches on parcels of land typically no smaller . than 5 acres. Public improvement are sparse and generally include water and power and : communications facilities and, in some locations, paved traveled ways. However, while the area : under consideration enjoys improved water and power and communications systems, the . roadways which are private have been left unimproved. ; ~tudy Purpose : Currently, the,homeowners along John Warner Road, the La Presa Loop, Colver Court, Lolita : Road and Paulita Ro!ld have banded together in pllISuit of various improvements that will upgrade . traveling conditions !llld storm water conveyance dnring wet weather. The analyzes contemplated : herein will establish the basis for the renovation of existing drainage facilities necesSllI)' to protect : private property and proposed roadway construction. Further, the anal)'7..es will result in 'recommendations for the construction of new flood control facilities capable of reduction the . impacts of sedimentation on downstream properties. IThe final Engineer'~ Report will include a written history of project development and system I altemates, a detailed: analysis of each alternate, calculations and other documentation supporting . t\1e analysis and reco.mmendations. Construction cost estimates, developed during the analysis of .the alternates, willlinclude costs for construction, right-of-way acquisition and other items ; incidental to the construction of the recommended facilities. I IHydrologic Analysis 'An analysis of the Vfatershed will determine the impact of certain storm events within the area .tributary to the int~ection of John Warner Road and Jeramie Drive. To insure accurate ; modeling of the tributary area, subarea boundaries have been identified on the most current tOpography available and verified by field evaluation. When complete, the hydrologic : calculations predict IUIloff at key points throughout the watershed. , I :M:ethodology : I1Iydrologic methods. used to determine the peak discharges for the study area are based upon :driteria set forth in the Riverside County Flood Control District Hydrology Manual, dated 1978, ,4s incorporated in the CivilcaddlCivildesign rational method software package (copyright 1989- I ~ 999). Runoff calcu,lations have been prepared for multiple storm events including lO-year and , .!W I 'Augusl6, 200i City ofTemecula Pagel I ~~A19/;~~2.12:27 FAX 909 694 ~ CITY OF TEMECULA PUB _ I4J 004/008 W ARNE1R I SANTIAGO ROAD . ASSESSMENT DISTRICT liMP1ROVEMENT PROJECT HYDROLOGY STUDY I ]OO-year return frequency storms. Runoff quantities and storm volumes for the stated storms : have been estimated using the Rational Method and the Synthetic Unit Hydrograph Method, : respectively. I Watershed Description . , iWatershed boundaries and the limits of subareas within the watershed were determined using . topography developed by the Riverside County Flood Control and Water Conservation District in I June 1982. Althougll this topography does not depict the current level of development within the [ study area, field veri,fication has shown that current development activities have not significantly , 3Itered drainage pan~ms through the area. : Overall the watershed encompasses approximately 48-acres south of Santiago Road and east of I Vallejo Avenue (See hydrology map for more details). Previous land divisions have divided the : area into five acre p'!I'Cels which typically developed as small horse ranches. In general, the area . is built out : Terrain within the study area consists of steep hills partially covered with sage scrub and native ! grasses. The :main I drainage course is steep and well defined throughout the study area. : Originating near the end of Lolita Road, this natural conveyance flows westerly and ! southwesterly:crossip.g Paulita Road south of Lolita Road and John Warner Road twice south of : q;olver Court. Downstream of the second crossing, the watercourse begin to broaden taking the : dharacteristics of ancj. alluvial fan as it crosses J eramie Drive. I Watershed ifiydrology 'Watershed models lhave been developed using previously described methods. .As noted, : calculations have b~ prepared for 10- and 1000year return frequency storms. Table X-I ! summarizes the moc!el outcomes at various concentration points throughout the watershed. Conce~tration point 10-Year Runoff 1 DO-year Runoff , John Womer Rqad S/O Colver Coun (6) 34 cfs 53 cfs I JoOO Warner Road 1>elWeen La l'resa Loop and 56 cfs 90 cfs Colver Coun (7) JoOO Warner RQad at Jenunie Drive (8) 66 cfs 107 cfs . ljIydrology calculations supporting the runoff values cited above are provided in Appendices "B" 4nd "C", respectively. \\ Augus/6. 2002 City of Temecula Page 2 I 09/19/2002 12:28 FAX 909 694 _ '1' :. . . . , , CITY OF TEMECULA PUB _ I4J 005/008 WARNER / SANTIAGO ROAD .ASSESSMENT DISTRICT IMPROVEMENT PROJECT HYDROLOGY STUDY 'Sediment Analysis Sediment yield from, a watershed, is the quantity of sediment moving past a particular point, is sometimes mistakenly assumed to be synonymous with erosion. Within a channel, material e.t<>ded from the lanq slope combined with materials from the banks and channel bed can be a significant co~ponent of the sediment transported past a point of the stream. Eroded material may be deposited back to the channel bed, on a flood plain or other locations within the watershed when the sediment lo.ad exceeds the transport capacity of the runoff. Methodology Sediment yield from a watershed is a function of several factors including vegetative cover-, rainfall intensity, slope of the watershed, geology, soil type and size of the drainage basin. As noted above, sediment yield is the rate at which sediment passes a particular point and is typically estimated as a volumetric rate per year. Methods of estimatirlg erosion and sediment yield from rangelands are based primarily on principles developed,in areas where cultivated agricultural activities are prevalent. Techniques incorporatirlg disturb,ance of the soil be tillage are not gener-ally applicable to rangelands, so erosion estimating ~echniques must be adjusted to reflect these land use differences for rangelands. , I In June 1982, the u.S. Department of Agriculture published proceeding from the Workshop on amnating Erosion and Sediment Yield on Rangelands, This symposium evaluated numerous methods of estimating erosion and sediment yield in semi-arid regions of the southwest. After revieVJing the proc~gs and evaluating the methods presented, we have determined the most !lPplicable methods tq area under consideration include: ~ The Pacific S<;luthwest Interagency Committee Method (pSIAC); and, The Dendy/Bqulton Method. ~' Piacific Southwes~ Interagency Committee Method The Pacific Southwest Interagency Committee Method was originally intended fur use on watersheds on 10 square miles or more. However, when tested on sma11 watersheds the method demonstrated ., highllevel of accuracy when compared to field measurements. The method requires using nine ~tors to determine the sediment yield classification for a watershed. TjIe nine factors req~ include geology, soils type, climate runoff, topography, ground cover, land use, upland erosion and channel erosion. Each factor is assigned a numerical value from a dting chart. Summjng the rating chart values for the nine factors defines a sediment yield classification. which In turn can be converted to the average annual sediment yield. i , , \1- August 6, 2002 City ofTemecula Page J I ,~9(V/2002 12:28 FAX 909 694 __ CITY OF TEMECULA PUB _ IaJ 006/008 WARNER /.SANTIAGO ROAD ASS~SSMENT D[STRICT IMPROVEMENT PROJECT HYDROLOGY STUDY !Atter evaluating the ,watershed factors required to determine the sediment yield classification, a ,Value of75 has been Petennined to most representative of the study area. Using this classification 'Value, the annual sed,iment yield for the watershed is estimated at 3,764 cubic feet.. IThe DendylBoulton Method Dendy and Boulton derived sediment yield equations having widespread applicability using data ifrom approximately 1800 reservoirs throughout the United States to obtain measured sediment yjeld values. The data acquired have been segregated into two areas where runoff was either less ithan or greater:than 2, inches per year. .Because of widely varying local factors, this method may not have been intended for use at a :specific location. However, the method does express a rational relationship for sediment yield ;that seems realistic for conditions encountered in the southwestern United States. Using the DendylBoulton Method, it is estimated that the watershed under consideration will .:0,eld 3,405 cubic fee~ of sediment on an annual basis. IWbile other methods of estimating annual sediment yield were tested on the study area, the 'PSIAC Method and fhe DendylBoulton Method provided outcomes within reasonable tolerance qf each other. 'Th~fore,an average annual sediment yield of 3,764 cubic feet will be employed during the design of ~ediment removal structures for the John Warner Road Improvement Project. Development of Alternatives. 1;he development of alternatives for proposed drainage facilities is dependent of several factors. Factors affecting alt~tive development include, but are not limited to topography, point of Concentration, underground and overhead utilities, existing flood control facilities, environmental ooncerns, public safety and available right-of-way. The primary concerns related to the development of alternatives for the John Warner Road mprovement Projec~ include the use of existing road culverts, underground utilities and available ~ght-of-way. ,Eachj alternative presented will require consideration of one or all of these <;oncerns. iExisting Flo,od Cpntrol Facilities 'linfrastructure systems within the study area are limited to those necessary to meet the minimum rtlquirements fur development. Roadway construction within the area is limited to graded, earthen. traveled ways. For various reasons, this type of roadway is typically protected from ;Jj!ooding by road cuI'\(erts as opposed to m~;n1ine storm drains. r~ I l1ugu.st 6. 2002 City ofTemecula Page 4 I ..~~/!~9<20P2 12: 29 FAX 909 694 __ CITY OF TEMECULA PUB _ Ii!I 007/008 WARNER / SANTIAGO ROAD ASS,ESSMENT DISTRICT IMPROVEMENT PROJECT HYDROLOGY STUDY : Existing road culverts of significant size within the study area include: , .. 48 inch reinforced concrete pipe crossing John Warner Road west of La Presa Loop; , .. 36 inch reinforced concrete pipe crossing John Warner Road between La Presa Loop and Colver Court; , .. 36 inch reinforced concrete pipe crossing John Warner Road west at Colver Court; , .. 30 inch rein1i;n'ced concrete pipe crossing Paulita Road south Lolita Road; I Existing Utilities I Within the area under consideration, there are multiple underground utilities that could interfere : with the construction of new drainage facilities. Underground utility systems known to exist : within the study area, include water, power, telephone and cable television. , Utility companies ccm.tacted during the development and analysis of drainage alternatives for the I Jphn Warner Road Il;nprovement Project include: , ,~ Adelphia Eastern Municipal Water District Metropolitan. Water District of Southern California Rancho California Water District Southern California Edison Company Southern California Gas Company Verizon '. '.. ,~ I~ ... ... ,lJtility locations sho\VI1 on record drawings provided by the noted ntilities are Sllmm..rized on an . Existing Utilities Map provided in Appendix "E". I Development of -i\,lternatives IThe primary focus .of the analysis related to the John Warner Road Improvements is the : quantification and m,itigation of sediment generated in the watershed. Considering this goal and ,various constraints,; the alternatives being considered for further evaluation are generally , described as: '. ALTERNATIVENo.l-"DoNothing" . Construction: drawings for improvements to John Warner Road show the installation of catch basins !IDd the extension of existing road culverts. Alternate No. 12 considers these improvemen~ only_ , '" ALTERNATIVE No.2 - Single Basin Concept , : ~ ,J!ugu.st 6. 2002 City ofTemecllla Page 5 _~~(~9~20~~ 12:29 FAX 909 694 6~ I , i CITY OF TEMECULA PUB . IaI 008/008 WARNER / SANTIAGO ROAD .ASSESSMENT DISTRICT IMPROVEMENT PROJECT HYDROLOGY STUDY Sediment removal through the construction of a single desilting basin on the south side of , John Warner;Road at La Presa Loop. Other improvement include catch basins, culvert extensions, b~ outlet structure and outlet piping. , ~ AL 'fERNA'FIVE No.3 - Multiple Basin Concept Sediment removal through the construction of desilting basins south of John Warner Road at La Presa Loop and Colver Court. Other improvement include catch basins, culvert extensions, b<,!Sin outlet structures and outlet piping. /' \? ,A;'gusr 6,2002 City ofTemecula Page 6 , ,,; ~. ......,/~. :, f' U\ CO,--,^ ENGINEER-lIN.G f\ \ / RECEIVED OCT 1 7 2002 CITY OF TEMECULA E ING DEPARTMENT 1950 KElLOGG AVE. CARLSBAO, CALIFORNIA 92008 TEl760-9Jl-0290 FAX 438-S251 EMAIL: IcenQr@connectnet.(om CIVil. STRUCTURAL MECHANICAL- PETROLEUM ~",o f ~..,\~ 5''\)..'''" C.A'C~\L\...O I LOO'L,IJu. ~\..U~&\ ..- " ~ ~ -::t'."o- ."",,:.i:::-,~ .' f' so"l\"\ €.\bC- cA'&.'Z.\LLO I UOO'LIlh. ~\ .~ 1 \~ (~\ LA CO,- ..A ENGINURtN€h C\ 1950 KEllOGG AVE. CARLSBAD, CALIFORNIA 92008 TEL 760-931-0290 FAX 436-5251 EMAll: IcenQr@conneclnel.com CIVil. STRUCTURAL MECHANICAL- PETROLEUM '?W' '\'0 &-)<. t\- \ ~I T c.. ,hev.> LElO\t..\tJi\>.. /.X>dU'~ at!- SO","'" c~, It\P-11M' t>eT9"i\O~ M!>tt-J $'" /oX> ~~\l,\III~' eNi.. o'f- C~fo!,j(II.lO . "< I'I/J'I> .)1!)\ttU IJ.>MJuIfl\. 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