Loading...
595, Construct sport court, Studies & Reports-pCUVE:ri J JUL 2 fl 1999 CITY OF ROLLING HJLLS July 15, 1999 i KEITH W. EHLERT Consulting Engineering Geologist 1 Mr. Ken Johnson 29-Middleridge Lane South Rolling Hills, CA 90274 Project No. 37 SUBJECT: EXPLANATION OF LETTER PROVIDED TO OWNER OF 27 MIDDL LANE SOUTH Rolling Hills, CA The purpose of this letter is to explain to you the purpos letter dated June 15, 1999 that I prepared for your neighbc J.R. Slaught. You asked me if the letter I prepared for Mr. Slaught approval of the geology for a proposed recreational sports My letter dated June 15, 1999 is not an approval of the gec I was asked by Mr. Doug McHattie to prepare a letter f( Slaught discussing the impact construction of a sports court have on an existing ancient landslide that underlies the a the proposed sports court. The existence of the ancient lan is based on work we performed on your property (29 Middler review of published geologic maps, and review of photographs. As indicated in the letter to Mr. Slaught, it is my opinion t drainage improvements are incorporated into the construction sports court, the construction of the sports court would de the risk of the landslide becoming active. As stated letter, any increase in the amount of water entering the lan could cause it to become active. In addition, the letter ind that placing fill in the upper portion of the landslide could the factor -of -safety and result in the landslide becoming a It is my opinion that unless a complete geologic and engineering investigation of the area of the proposed sports is performed, the risk of the ancient landslide becoming act the future cannot be fully evaluated. As indicated in my let Mr. Slaught, I do not know the factor of safety of the a landslide and no guarantee is expressed or implied tha landslide will not move in the future. If you have any questions regarding the information presen; this report, please contact our office. R spectfully Submitted, cam' EFi W Ehlert Consulting Engineering Geologist 27520 Hawthorne Boulevard, #220 • Rolling Hills Estates, C (310) 544-7686 • Fax (310) 544-9332 Jul -20-99 02 40P 81f�$3 hrtsan A 07 / 2Q/ 199 9 ; ,.,,.... ,.._..... A 4 Y. 5 S' w1r 'T 4 31 65-9318 P.02 PAC4 - 02/52 JUL 2 0 1999 CITY OF ROLLING HALLS • z7 IttAil&ljg,,,L6L,...0. courk • JUL / : ' I 4,1',tquiug \ G- \J..) 17-17_,c) re\L)te.0 PDC\ 2 7 7ki-teelL,:‹dic, . . v4= 44.• 41re.•;,..., F..N.,1r.—. , - 4.- ,6,0.,—,,•-.: .47...A.,-,--- .....;,/ytw; ‘T•4.:-Aittilic,i,,,s,,,4.4,.. ,..-..-- is,-., 5 ..........,... 1 t..., ,, . ' ...:A''''"17 4,4 .r..-±,i`.4.1-'-,,'.. ' i ..1,..e.,.., NI. , ,,,,,,,, -;,:;.• 1 4,../ ..,4,,,,,,',J.:1„::-..1:1,;,%:;.,76, '';'!:"ira:LZ,,,iti \ 4.:, ii °''':',.. ..,7.Akk..k.' . ..,:.•:7 V;43;;4.:t'r • '. -, , 4 • -. 0 4 -;•.,:•• ••*.'''' ;-:. ' .. JUL 2 0 199': (70.- • - i Li) ..: '.. 41:.•'4-!'t ' .1e..$64,.. .•:....- .1 it.clti.%.7.i...1 .-.. r•-•• ''..... ,. - - .... %.... li.sr.s.":"....•‘:,,- .!,,-...,„,..:,.., , '.'‘ -..., ‘.. .. .... `:•:,,-;. '',.-•I'Z' ••• -.1:-,-1.•,••;;;;`,,:*2.,...... -,,•'j;,..: ..-'..- :'':'4- ,.,•;*,. , -ie.;,:.31.- -',.?.:.;.'• L., . 4k'. 'f, ,::1.1.:.:'?,t:,.•-:!4,;.n7*.:q,:i4Zs...,-...`i,"-',.-•- ' .---,,. ,kt 7...,..',7.0„..'N?"-:-.-4-'....t.,.-:,.- • . - ' '.= =.1,--..*,•k, .rii,•,;;-.."-_-«...--'''. -0:•s.".1,04 . ...., ••• 6' V.) 1%41 •-• .. • rye ‘<•.•- " • J.--.—.:‘,;• ,, 1.• 1.: , .. ..._ . ; ..0,00.., ' • - - '- *:'.,'. - '.: . 4„-% .- ...45. „ 1,..... ', ".., • W.Lt'll' . '. .1,, .1 .,..----),;; P..3'.0 t-•• ' - 4 JUL 2 0 1999 C1Tvr1cortI l W �iL o 1M N\� Sia_ 9,e9 tZo r�M £es61-0 z7sr-hd.;`Icg, • SI,} f-.• w _4, ,•-•,—., .,. ...., *'_,.-,....-- ' ', -N-,..::' ,,,,,,,' - 1.r, :-...,•-••1•::- ' - --.. .,,,.. + ,A, ,.. ...,,-4-..t64,.. 7.' .•.--,,„•..t4I-_,IS-Y.,,,,j. - •• - -•-•'' -- - ... ' ' ". ' -• ;.. ..--, .."-4•‘‘•••.1,.I,i ''';'",1•: ;;.,. it: ', •'-.-..... • . ..,04t..-: - -'''';'1-q-',...1..1•41.;,,,,,-,,.--r.4.,,,,,,..‘4,••••'!,..„1„gr ,' . . ' - ..P.s- '-,....4,-% ,'-t-,- , AI* • ': 4i. ,,- -- , - . . M- .. -, ' - , , - -- ..,, - - ,-..,....: ., ,,-.' s . • ...,-, ---. ? . .., • -, ' t . ' -, --1,- -4I-•- - --1,-.,,„,,fot-:•-:,-;...,:-N, ,,,,---; - --'------.'.-.-':- ..„..-„,,,,.,„ ; - .„-, . . ,,..I ........_ „.. .,.. ,...-:= ,. ;•1- w,- -,;,,... - - - :'lli! • ,'''..- ''' " ''.. Ci"" , • 4417:-- • ,...5".. 1... :-;,....-. I; --;..0,,,--- '" -. it,--`•."."°- . • ''' Y'•-• ,- -,e , • ,'..",:e .1 t-,-.• ." ... ---• • -- - --AI, . •- .-.".?;:,-,- ,. . :-.....„“, ...r ...:,,*,,, ' .--..- . ' -- - JUL 2 0 1999 'Pe.° q," r2)ev'tz-00%-AS LP' :4‘ ;44 t.44030bpik , t?"' '`!"";--410, A' • " " JLLu 1999 -• • -•-•• • 14"‘":-.1-ck" "Ar''' • Itt`• •."Z _ .., -•'..,...•;,....•, ..... , C''''- - .• = ` :• r•— .- ki le w r-17-c> crcti-e 0 _ • 0(4•2,,,f_E-vu=k, lr otP5.. • "r• 47"1"" , J'OL 2 cm( OF ROLLING Vi4LLS • - • • - -^* • -1".3P ot4 • ; f.dg. • t•./ et • • f a••,;•..d1'...'412.%.- 44" --•,/ ke\j4 GV-01A r--'( 72-c)c)tAl 1.-vci• asti, ti • 765 574V - 12/74 4111, iOILS ENGINEERING REVIEW SI011 COUNTY OF LOS ANGELES DEPARTMENT OF COUNTY ENGINEER Design Division SHEET / OF SOILS ENGINEERING SECTION Dist 12.02 N,i, 27 Middleride Lane aoutL. DISTRIBUTION Location Lot 2, Traci- 26113, Rolling Him 0 Plan Check - Building and Safety Developer/Owner Paver Construction ❑ Site Engineer Engineer 0 Geologist Geologist 0 Soils Engineer Soils Engineer AM Gentanhni nal Erlginaeri rig ❑ Geology Section (Job 3841—F1--83) P. Geology Section_ 0 distribution (PLAN CHECK NO. OR DATE OF REPORT(S)) REVIEW OF: O Grading Plan No. ❑ Geologic Report Dated ❑ Other ❑ Refer to references in review dated ACTION: O Plans and Reports are approved; REMARKS: ❑ Building Plan No. Soils Report Dated 29 November 1983 ❑ Before approval the following lklmionet. Reports are approved information is required: subject to conditions below. The gross stability calculations of the lower pad area are approved. However, as recommended by the soils engineer, this area is unsuitable for support of any structures and should be used for non—structural purposes only. The soils engineer also should evaluate the nature of any hazards created by (a) the soft fill slopes descending from the lower pad and (b) the driveway fill wedge between the house and lower pad. Hazards should be removed as recommended by the soils engineer and approved by the City and County. Prepared by Reviewed by c/L, 3 JUN 1 5 1999 CITY OF ROLLING HILLS qv Date 19 Dcuet&tuer r. ss, Engineer Geologist Soils Engineer • • .r•r. PLAN CHECK NO. OR DATE OF REPORT(S) Site Address .7'7. -. ; Location ..,•i•.„ //,'„, ......e .I., ' 1 i — Developer/Owner 'i ! ''‘'':.; ',.),-,.... . ,-- ,••••• -..$ ,- t..1 ..i— , ! . .. „ 2 ii I , .. .. - • I--; kiv:,........,. .../.. .. '-'7 - ; . , ',..,. Review of: 11 Action: Remarks: GEOLOGIC REVIEW SHEET. COUNTY OF LOS ANGELES DEPARTMENT OF ENGINEER -FACILITIES Environmental Development Division ENGINEERING GEOLOGY,SECTION 738-2161 / i-- :7 6,1/',..."3 ; 71 • • Grading Plan No. Building Plan No Geologic Report Dated Soils Report Dated Other Plan is approved fl Plan approved subject to conditions below .1.." C.-- ! "t Ve7 v / • r I • c ;'. r —.'• • .4 F NF SHEET OF DISTRIBUTION: El Plan Check g Dist. Engineer LI D• eveloper -Owner CI Site Engineer 1:3 G• eologist Li S• oils Engineer LTI Geol. Sect. File O Grading Section 1] Plan is not approved for reasons below El Submit plans for recheck _i_ t f i • - '' '-' t CI , 7 .:r d ; P.1 C' 1 f 4" i i I C ..... 1-" ••, '. ;." :.* • • • .•'' 1 ! I ':: f...* V ''... ...- 1 ••• : • I el i• 1 e 1-1 ^ . is' l (.-, —1- i r ,.- i ci, •1 (.-__ :-.:.; v e, c, \.,-, n ' <'-' •Y r•-1- ,,.______ f ' —' . , .. 9 \..j 9 • : I . 1 •, I ; f.'s ..• --. 17 —• • ._ j.,' .1,. •1)—r 1 c, , r.-i-.- .,- ...;- ) e...1/' '''''' • ' '' .' ' —. I i."1 r ti .:.'.. C:lr 1:-.) .'': ‘• ,.— ' • '• • t t ...i c.• Prepared lo;” Reviewed blr -4— j I.:, c., 1.1 5;2 r • Site Address Location Developer/Owner Engineer Geologist Soils Engineer Review of: ❑ Action: Remarks: ':GEOLOGIC REVIEW•SH•EET • COUNTY OF• LOS ANGELES DEPARTMENT OF ENGINEER -FACILITIES Environmental Development Division ENGINEERING GEOLOGY SECTION 974-7338 Ain i/., e7 H J PLAN CHECK NO. OR DATE OF REPORT(S) Grading Plan No. Building Plan No. Geologic Report Dated Soils Report Date4 Other /1t7/t r'/ 2.0 r T .96 //.? ❑ Plan is approved 4oz4 ❑ Plan approved subject to conditions below f ., /0P7 /9.70, /�' C. • J ,./ c....GI-7.-; t!/i-c�c. /I Ctrfc'c-/C.et'. • r/ %0/ f't1 1 SHEET / OF f DISTRIBUTION: ❑ Plan Check [1] Dist. Engineer ❑ Developer -Owner ❑ S• ite Engineer • Geologist © S• oils Engineer ® Geol. Sect. File Grading Section Plan is not approved for reasons below ®' Submit plans for recheck ! / .� i !' t/:/ F l�jr't'G� ca 1.7'7/ (5.7 :j•;'r�'Ve- 1 C.J /'7 fir/ L•' / I v !'"r C' / /: [` fr f'' ! 1 /7‘) u/ t; C./ /.12r'CV4:•/ r,C _.-/.'r . - re"1-7 �f/!%'V / -7 /c� 1-1•r: C //: ? r/C.- ?A:, t./ r.: / n 1 c / /7/ 1•r/ r' ,`,7' 4'tv C/ 67c c /O C, C./ /1;' •_) n .. Slcr c. /IA/ o c A cr ,-; r.// c v'r rr`,_7 1.) ,./ %' if'?e_ %fir // f� Ci Liz/ % c- v .S J �' .''' r ci / /:-/ r. / i ry r . V n � sn, l5 i, ei / Al M-e1-i,-Iel' /1ie't/,r'1b' �' '`'c•7 r! -r 1 /- Prepared b. Reviewed by--' J r cl 'GIEfIi41,! DEC 0 7 1903 • • CONSULTANTS, GEOTECHNICAL �: 5 ei AAKO ENGINEERING CONSULTANTS, INC. 1818 E. BALL ROAD / ANAHEIM, CA 92805-5977 / (714) 635-6570 Toll Free: (800) 422-4117 Job #3841-F1-83 November 29, 1983 Faver Construction 1600 Cabrillo Avenue Torrance, California 90501 Subject: Evaluatio wer Graded Pad Downslope from Existing Residenc- g-3"M ddleridge Lane South, Rolling Hills Los Angele .unty, California. 2-1midaIcv;d References: 1. South Bay Engineering Corp., "As -Built Grading Plan," dated August 14-, 1981. 2. Young & Associates, "Building Plans, Sheets 1-18," date printed January 22, 1981. 3. Lockwood -Singh & Associates, "Proposed Residential Construction, Lot 2,.Tract 26113, Middleridge Lane South, Rolling Hills, California," dated September 29 & December 30, 1980, Project.Reference 2178-02. 4. Lockwood -Singh & Associates, "Soil Creep, Lot 2, Tract 26113; ...," dated February 5, 1979, Project Reference 936-72. Lockwood S.i.ngh & Associates, "Report of Geotechnical I.nvesti.gation, Lot 2,. Tract 26113, , .. ," dated December 21, 1979, Project Reference 936-72. Gentlemen: Presented herewith. are the results of our evaluation of the lower as -graded pad downslope from the existing residence. Our findings and conclusions are presented based on a field investigation, laboratory testing, and engineering analysis. The subject property was graded and the residential structure constructed in 1981, The grading consisted of cut and fill grading to construct two level pad areas. The upper pad in the eastern end of the property had the residential structure and driveway constructed upon it. The structure is reportedly supported on a caissons and grade beam::-* .- foundation founded into competent bedrock. -6/)L- 2 JUN 1 51999 CITY OF ROLLING HILLS Rv #3841- F1-83• -2- Based on our review of the referenced reports, there was no 'engineering supervision done during the grading of the site. Therefore, none of the fill soil placement was supervised or certified and all structures were required to be supported through all fill soils and into competent bedrock. A field investigation consisting of a site inspection and subsurface exploration was conducted on November 10, 1983 and November 15, 1983. Two exploratory trenches were excavated using a rubber tire backhoe. The soils were logged by our field geologist. The approximate locations of th.e trenches are shown on the plot plan. The trench logs are presented in Appendix A. The trenches were backfilled upon completion of our investigation. Disturbed and undisturbed samples were obtained at frequent intervals. Undisturbed samples were obtained using a drive tube in accordance with ASTM Test Method'D-.2937-71 (76). In -place density tests were also taken using the Sand Cone Method in accordance with ASTM D-1556-64 (74). All -soil s'ampTos were.transported:to,:our...laboratory. See Appendix B for laboratory test results. Based on the referenced preliminary geotechnical report (reference no. 5), the original natural earth material conditions• consisted of a clay topsoil and subsoil that overlaid the bedrock to depths of 2 to 17 feet. Underlying bedrock consists of'siltstone and shale, slightly bentonitic. Grading in 1980 added a maximum of 20 feet of fill in the lower graded pad area. Based on our review of the referenced reports and our subsurface exploration, proper keys and benches were not cut into competent bedrock prior to fill placement. Fill soils were apparently placed directly on Yd the. original topsoil. Relative compaction of the fill soils were found to t be 85 to 88% of maximum density. The original topsoil underlying the (?`") fill soils was: found to be moist to wet and soft to slightly firm, indicating insuffi:ci.ent reworking of the topsoil prior to fill placement and questionable competency. The fill slope descending along the west end of the pad is finished at an inclination as steep as 1.7 to 1 (horizontal:vertical). The slope surface areas are soft to depths of at least 18 inches and do not have good surface compaction. A stability analysis was performed on the existing fill conditions ^� to determine the degree of stability. Calculations were performed based on results of direct shear tests presented in Appendix B and the laboratory test results in the referenced reports. The stability analysis indicates that the lower pad area is grossly stable with a safety factor of.1.90- and1.13 for static and seismic conditions, respectively. AAKO GEOTECHNICAL ENGINEERING CONSULTANTS. INC. #3841- F1-83• - 3- Although the lower pad is determined to be grossly stable, there is a potential for some minor downhill creep of the fill soils due to the low relative compaction of the fill soils, the 1.7:1 steepness of the . fill slope, and the soft soil conditions in the fi11 slope face. Based on these aforementioned_conditions and the incompetency of the original topsoi_1 s_ underl yi nq the fill so iT . he_1ower pad area is dete-_ mined to be '.Insuitable� forJhe support of_apy S.,tructur_es,. This lower pad area may be safely used for non-structural purposes such as horse corrals or landscape areas without detrimental effects or safety hazards. To increase the overall stability of this lower pad area, the following recommendations may be followed: 1. The fill slope surface should be overexcavated to a depth of 3 to 4 feet, properly benched, backfilled and recompacted to at least 90%.of maximum density. The slope surface should be compacted by either overfilling and cutting back to expose the compacted core or by suitable mechanical methods. 2. The pad drainage should be properly designed to ensure surface drainage away from th.e slopes and off the pad in a non- erodable manner. 3. The slopes should be planted with a suitable deep rooted, drought resistant ground cover type vegetation to enhance the surficial stability of the slope. Additionally, we recommend the use of deep rooted trees and bushes to enhance the surficial stability at greate.r depths. To obtain a structural pad suitable for the support of a structure, I all th.e fill soils would have to be.removed and the original topsoil over - excavated down to competent bedrock:, which would result in excavations as ". great as 28 feet in depth.. A keyway and benches would have to be excavated into th.e bedrock prior to fill placement and fill soils would have to be placed in horizontal lifts of 6 to 8 inches, properly watered or aerated to achieve optimum moisture content and compacted to at Least 90% of maximum density. The fill slope must be finished at an inclination not steeper than 2:1 (.horizontal:vertical). Our findings andconclusions are based on generally accepted engineering practices and principles. No further warranties are implied nor made. AAKO GEOTECHNICAL ENGINEERING CONKI II TA m- mor • # 3841- F1- 83III/ -4- This opportunity to be of service is appreciated. If you have any further questions regarding this,matter, please contact this office. Respectfully submitted, AAKO GEOTECNNICAL ENGINEERING CONSULTANTS, INC. ERY,.R.C.E. 24711 A AKGEOTECHNICAL O EPKINEE F739, vr. • #3841-F1-83 -5- APPENDIX A TRENCH LOGS A AKO GEOTECHNICAL EENGGINEERI^N �^� • 413841-F1-83 • -6- Logged By: RW TRENCH LOG NO, T-1 Trench Orientation. N58°W Client Faver Construction MATERIALS 2 H cc W siltstone/sandstone clasts, w N N rcs V c) O N b S _• S- •r N 4- 3 b >, AQ...-- co y 4-1 r -= U t Q) +-) •- +'+ a) • •3 N •e- 0 >f O N O MS 4..1 '0 r O U +3 Or •>,O S- c) 4-1 N .(34-1 r 4-3 S- t/) 4-) rnv c 3 •- o 3 J E 0 L . , w .a ✓ U) ..NC t/) r •r s- • - ti E o 1 I" 4 m a) a)Cl. CL M F� 1- oGa • . GRAPHIC REPRESENTATION Job No.: Date: 11/15/R1 SitP• Middleridqe Lane South, Rollins Hills Sample Depth • I I I Logged By: RW • #3841-F1-8 TRENCH LOG NO. T-2. Trench Orientation. N65°W Client. Faver Construction EARTH MATERIALS silts tone/sandstone clasts, SCALE:1"= S' GRAPHIC REPRESENTATION - 7- Job No.. Date- 11/15/83 Site: Middleridae Lane South. Rollina Hills . . . r— N •r- C -O r— .--. C U +4 •r- 3 >> 9-- cn or— S- a) +r N C .t] +r r— (O .r- w 0 1 1 I ( . rn'l7 C 3 m N N •.- 0 3 >> J E O O (Ct 5- +> L. 1w +�.10 +� E 0 r— N Y V) Y r— •r L .r- S- Sa O O (0 o b <L E E 0 IS 4E* Q� Cq 1 1 1 o o ezt m c./ a) m a) o_ a o_ m.. • • #3841-F1-83 -8- APPENDIX B LABORATORY TESTS GEOTECHNICAL A AKO ENGINEERING • • • #3841-F1-83 Job #: -9- Client: Fent./424,-, Technician: _.„4//- DIRECT SHEAR TEST Site: Rr111rr Hr/IS Date: i / —/L, ` 53 soil: </ L1 ' tt_ i Sample: T% /2 r Roptv,V4E/ Test Method: ASTM D-3080-72 Sample Dimensions: Diameter: r2,v5: Height: 1,10 '~ Initial Dry Density: 746 oc f Initial Moisture Content: /' ( °" Ultimate Value: 0: C: Peak Value: 0: Z�° C: `3io ns,:- Residual: 0: 2 l ° C: .22o ,,s� r 2500 2000' 150r 100r 50C 0 Pe"-• VAL.0 ROSthutt, VA LAIC 500 1000 1500 2000 2500 3000 Normal Bearing Pressure (Pounds Per Sq. Ft.) o Indicates soil sample at field moisture condition. •Indicates soil sample at saturated moisture condition. w n Ir♦ ^ GEOTECHNICAL • • #3841-F1-83 APPENDIX C SLOPE STABILITY -10- AAKOGEorEcrI NEERNICAL ENGIING i-r�� ,ter Ito— 756 — 74° —� 130 — Section A Slice ORICtHr1NL 3C .1 'B'A ABB'A RcG'Q'B CDc'c_ 4(1 1 r1Cr ORAVF Surcharge Area p.s.f. Ft_ 2 240 LCo ‘CO FILL 3ORIGINAL. D 6Epi oc K. ogIGINA�. soli/BE�KoC.►�- IN1 Rf A - - S5C flo N. A -A ScP►L.E 1'z_.3O'._...... SLOPE STABILITY ANALYSIS W - lb. t A C WSin D( Cosa p.c.f. l0o 24.000 100 LC.o00 Ioo (2L000 isg Da el IS° 13° 27o Iq° 13° .z. IV 2247 7440 /5490 /12-90 34:47-a ES-TA-Tb8£T "A55u04f.1)_ Sett-. PARAikAPIEUJ 1 Psest-; 0 = 13*' G It- .2- p4 • .....� �, Ao p.... . Safety Factor WCos201 Tan $ L ::LCosd a F=Ma Ft. Static Seismic 4 / /214o 41 Si o 43 9 3 3092c .15.k 23700 1, 90 1.(3 543o .143, o /4790 -845La • #3841-F1-83 -12- APPENDIX D PLOT PLAN GEOTENEERINCHNICAL A A KO ENGIG .. ExlsTl tier ORAPF, ORIGrINAL !' &I APE . FILL ------- ._— OR Ir/r A L. ToPSoIL 66p2ocic oRIGrfAL soIE-/CEPKoG$- INiERFAC-e- Title 5C,TIo N. A -A SCALE; 1 30' St C1?Oc) A -A AAKO GEOTECHNICAL ENGINEERING CONSULTANTS. INC. Client Site 1818 E. Ball Road FAV.112.. Coo rRuc'rlorl 13 t toin- .RIPGe LAr6 S•%Pt64 Anaheim, CA 92805 1Zo�. e_►rt a 14 �rr�S e4IrA-re-S, CA . (714) 635-6570 { Job No. IDwg. No. -w� r h • Client FAV6(L Cor-isT2u(,1i r' Scale. j'I % 30' Site 13 MiaPUeRi'o4i, LANC Sovrii • 2o�.0 ri l N st.%-s rsrATes, CA • Date ft•2943 • 90, AAKOGEOTECHNICAL ENGINEERING CONSULTANTS. INC. 1818 E. Ball Road Anaheim, CA 92805 (714) 635-6570 Job No. Ian. No. 3844-F1-93 I/0‘z