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HomeMy WebLinkAbout2728 LOKER AVE W; ; CB900854; Permit.. B U I L D I N G 09/14/90 11:14 Page 1 of 1 Job Address: 2728 LOKER AV WEST Permit Type: COMMERCIAL BUILDING Parcel No: Valuation: 1,284,204 Construction Type: IIIN P E R M I T Str: Permit Project Development Fl: Ste: No: CB900854· No: A9000957 No: ::-·'-=l:;:\;T Occupancy Group: B2 Class Code: PIP86-1A cfl, f LCJ l · Status: ISSUED 05/24/90 09/14/90 CD Description: 37994 SF, TWO STORY SHELL Applied: SPRINKLERED 15198 OFFICE, 22796 WHSE Apr/Issue: OWNER CONTRACTOR *** Fees CARLSBAD CROSSROADS 5666 LA JOLLA BLVD LA JOLLA, CA 92037. ROEL CONSTRUCTION 3666 KURTZ AV SAN DIEGO, CA 92110 Required *** *** Validated By: Lie. OWNER 4597167 .Lic>.C NO 2974156 Fees, Collected & Credi ts , ', *** --------------------------------------~·-4----' -~ -. --·-------------------- Fees: Adjustments: Total Fees: 10'5,699.00 .oo 105,69'9.00 Fee description· · Total Cre<;U ts: -: Tot:al '-Payments·: ... -B.alance Du~: , Uni ts .Fe:e/Uni t .oo 2,483.00 103,216.00 Ext fee Data ---------, ------------"---~------,-0 __ ......,._~~ '~-,.~..,., ,,' .. · ,; ----/--'----------------- Building Permit 4110.00 Plan Check 2672.00 Strong Motion Fee 193.00 Enter , y' to Autoca-lc P.F.f· .. )' 44947.00 y F.M.F./G.M.F. and Zone(9~) :>. ,,:: 1-5'.l,.SB. oo 15198.00 Z-ONE Traffic Impact Fee > I , 661z:oo. 6612.00 \ (" Bridge Fee . > 9o9a~oo· 9698.00 Enter Number of EDU's > · 1s 'cfo '. . MFF > 22269 .. 00 22269,00 * BUILPING TOTAL 105,699.00 Enter nyn for Plumbing Issue Fee ) N Enter "Y" for Electric Issue Fee > N Enter , y, for Mechanical Issue Fee> N , .... :( ,,.: . . . . -'. ~ INS?o ~L _ . -~ ,9 L CLEAM~~s ~i...;;~--:=-~:r.;;.:--~ CITY OF CARLSBAD 2075 Las Palmas Dr.~ Carlsbad CA 92009 (619) 438-1161 5 l f I I I / PERMIT APPLICATION 4\ - City of Carlsbad Building Department 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 43B-1161 VALID. 1. PERMIT DATE -~:....JJ.C=t==..j'..C-'4e,------ A - 8 - C - COMMERCIAL 0 INDUSTRIAL D RESIDENTIAL QDUPLEX OAPARTMENT D DEMOL! T [ ON QMECHAN!CAL QPOOL TENANT" ·1 MPROVEMENT 0 TENANT l MPROVEMENT QCON0O QS!NGLE FAMILY 0WELL!NG QAD0ITION/ALTERAT!ON QRELOCATION QMOBILE HOME Om:CTRICAL OPLUMBING OsPA ORETA!NING WALL OsoLAR 2. PROJECT INFO ATION PLAN CHECK No. Address -z,...77,, Nearest Cross Streets BLOG. SQ. FTG. 2 Soils Re ort # OF STORIES Unit No. Phase No. 0 1 Addressed Enveto EXISTING USE PROPOSED USE 3. ~!77 VIGW/!...IOGe 9 ~ /~ '5 DAY TELEPHONE ~ 7 3 S7 5'0 SIGNATURE 4. APPLIC 1 ..-.-,-,\ ,J:J i;g)jTRACTOR NAME HClf Prrr-...t, v~S O· AGENT FOR CONTRACTOR ADDRESS OoWNER . ·-18('.AGENT FOR OWNER l,'f' 77 V/~P,J{)§&,. CITY~ l?leoo STATE Cit-ZIP CODE 9Uv"Z DAY TELEPHO,NE ~7Y S7S7J 5. PROPERTY OWNER .-:,, ~(' /:d'I') OWNER NAMECA1<.,l.S81tl) ~ss ~0rwv ...,, ,_, ADDRESS ~ t,/, 1,/:t- cm t,/t-J 0,LJ..,,,/l"f STATE ZIP CODE DAY TELEPHONE 6 • COr!TRACTOR '"' / . NAME ~ GI-CQ'YSrf-L/ c..:J7 /J/ V ADDRESS K.v ~ .f\'1/? CITY 5~ /:)/ /:!!-GO STATE C/t-z1P coDE STATE LIC. # lff"/£5/ LICENSE CLASS ____ _ DAY TELEPHONE G/... 7 7... 11 !:J~ CITY BUSINESS UC. # lfclr-r/i?l:f7'l~-S!GNATURE DESIGNER NAME TITLE w DATE ADDREss77 V/~)PGb STATE STATE LIC. # 7. 8. Workers• Compensation Declaration: hereby affirm that 1' have a certificate of consent to self·insure issued by the Director of Industrial Relatio~s, or a certificate of Workers' Compensation Insurance by an acinitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof fited with the Building Inspection Department (Section 3800, Lab. C). l NSURANCE COMPANY POLICY NO. Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, l shall not employ any person in any. manner so as to bec001e subject to the Workers• Compensation laws of California. SIGNATURE DATE OWNER-BUILDER DECLARATION Owner-Builder Declaration: l hereby affirm that I am exempt from· the Contractor's License Law for the following reason: D l as owner of the property or my employees with wages as their sole compensation, will do the work and the structu~e is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon,. and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building, or improvement is sold within. one year of completion, the owner-builder wit l have the burden of proving that he did not build or improve for the purpose of sale.). D l, as owner of the property, am exclusively contracting w1th licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). 0 l am exempt under Section ___________ Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dot tars [$500]). SIGNATURE DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: ls the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? DYES ONO ls the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYES ONO Is the fac.i l ity to be constructed within 1,000 feet of the outer boundary of a school site? DYES ONO IF AHY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES ,AND THE AIR POLLUTION CONTROL DISTRICT. 9. CONSTRUCTION LENDING AGENCY hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code). LENDER IS NAME LENDER IS ADDRESS 10. APPLICANT'S SIGNATURE l certify that l have read the application and state that the above information is correct. I agree to comply with all City ordinances and State laws relating to bui ldi.ng construction. l hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. l ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, Jl.OGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY IIAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. PINK: Finance .:. E W E R O ':J / 1 4 / 9 o ). 1 : :, ,:; 1:·,:1•.f<=' _!, ,:1f 1 ,Job .~dd.t:,:-z:::: 272.o r..o'KER f.W vJES'f l:',::!rmi't, Type: SEWER -OFFICE;WAREHO!JSE P,c1,reel N(•: t•1::•script i,x1: 272B LOKER AV WES')::' : OFFICE/WAREHOUSE Pe·:cmi:t<?<;;: H('H PJ'.~RTNERS 4877 VIE(-1RIDGE S~N DlEGO, CA 92123 P E R f1 i T 2.78':.7':iO -8088 09/:1.4/90 0001 01 C-PRi1T 02 1706().(iO ;.:,t£,tu:: i L:.SIJEI) Applied: 09/14/90 Apr/Issue: o._:i1.1.1J,/'?t1 E:q_:,irE:d: P:c<:?pare,:1 By: NNB Fees Collected & Credits . ' . -, ------------------------------------------------------------------------17,060.nti Adjustments: . .; on Total Fees: l 7,060. 1)0 Fee description · '.l'ott:tl Credi ts: · Tc,tal ·Paymi?.nts: f:alance Dwil = . . , (HJ ,00 17,()60.00 Ext f eE> Dat =t ---~------------------------~------~-~~----~--------------------------------Office Square Footaga Office Sewer fee WareHous€' Square pc, .. _,tage W.3rehc,use Sewer F't:.H:J < $1;:>Wer Credit> Enter Size 0f Lin~ 14 0t ~l ·\ SEWER TO'I'AL > ) '.l.5198.00 ' . ' 40,..00 15~0(1 CllY OF CARLSBAD LOO 1,01)· 2075 tas Palmas Dr., Carlsbad CA 92009 (619) 438-1161 8.44 10550.00 4.(:,6 5700.00 -40.00 850.00 17060,fJU ,.. CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB900854 FOR 02/08/91 DESCRIPTION: 37994 SF, TWO STORY SHELL SPRINKLERED 15198 OFFICE, 22796 WHSE TYPE: COM JOB ADDRESS: 2728 LOKER AV WEST APPLICANT: HCH PARTNERS CONTRACTOR: ROEL CONSTRUCTION OWNER: CARLSBAD CROSSROADS REMARKS: MH/RAY/431-7233 SPECIAL INSTRUCT: AM PLEASE TOTAL TIME: --RELATED PERMITS--PERMIT# SE900122 CB901542 TYPE swow SIGN PHONE: PHONE: PHONE: STATUS ISSUED ISSUED INSPECTOR AREA TP PLANCK# CB900854 OCC GRP B2 CONSTR. TYPE IIIN FL: STE: CD LVL DESCRIPTION ACT COMMENTS 19 ST Final structural Plumbing /JP ---------29 PL Final 39 EL Final Electrical 49 ME Final Mechanical t=--- ------------------ ------------------ ------------------ ***** INSPECTION HISTORY***** DATE DESCRIPTION 010491 Final Combo 121990 Rough Electric 121890 Ftg/Foundation/Piers 121190 Interior Lath/Drywall 120790 Frame/Steel/Bolting/Welding 120690 Frame/Steel/Bolting/Welding 120590 Frame/Steel/Bolting/Welding 120590 Interior Lath/Drywall 112190 Roof/Reroof 111690 Roof/Reroof 111390 Ftg/Foundation/Piers 101890 Ftg/Foundation/Piers 101590 Ftg/Foundation/Piers 101590 Shear Panels/HD's 101190 Ftg/Foundation/Piers 101090 Ftg/Foundation/Piers 092890 Ftg/Foundation/Piers 092790 Ftg/Foundation/Piers 092790 Steel/Bond Beam 092190 Sewer/Water Service 091890 Ftg/Foundation/Piers 091890 Underground/Conduit-Wiring ACT NR AP AP AP AP AP NR NR AP PI AP AP AP AP AP AP AP AP AP AP AP AP INSP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP TP COMMENTS HOUSE METER ONLY MONUMENT SIGN STAIRS & CORR. STAIRS FRM ELECT RM & STAIR CORR,STAIRS POUR STRIP & DRYPACK COLUMNS TU PANELS COMP PANELS, TU E5 AND E6 FTNS SLAB COMPLETE SLAB {l/2 BLDG) COMPLETE UFFER GRN. FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER PLAN CHECK#: CB900854 PERMIT#: CB900854 PROJECT NAME: 37994 SF, TWO STORY SHELL SPRINKLERED 15198 OFFICE, 22796 WHSE ADDRESS: ~728 LOKER AV WEST CONTACT PERSON/PHONE#: MH/RAY/431-7233 SEWER DIST: WATER DIST: DATE: 01/04/91 PERMIT TYPE: COM ======================================================t================== INSPECTED~ DATE BY: __ __.________ INSPECTED: FEB. O S 1991 APPROVED _ DISAPPROVED _ INSPECTED BY: INSPECTED BY: DATE INSPECTED: DATE INSPECTED: APPROVED DISAPPROVED APPROVED DISAPPROVED FINAL BUILDING INSPECTION RECEIVED JAN O 7 199! DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER PLAN CHECK#: CB900854 PERMIT#: CB900854 PROJECT NAME: 37994 SF, TWO STORY SHELL SPRINKLERED 15198 OFFICE, 22796 WHSE ADDRESS: 2728 LOKER-:A-V WEST' --< - CONTACT PERSON/PHONE#: MH/RAY/431-7233 SEWER DIST: WATER DIST: DATE: 01/04/91 PERMIT TYPE: COM =======================================================j================== INSPECTED -DATE lhi/q, BY: /1,~ lNSPECTED: ~ APPROVED_ DISAPPROVED_ INSPECTED BY: INSPECTED BY: DATE INSPECTED: DATE INSPECTED: APPROVED DISAPPROVED APPROVED DISAPPROVED ============================-==-==--------------------------=--==-===-======= CO:MMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER PLAN CHECK#: CB900854 PERMIT#: CB900854 PROJECT NAME: 37994 SF, TWO STORY SHELL DATE: 01/04/91 PERMIT TYPE: COM SPRINKLERED 15198 OFFICE, 22796 WHSE ADDRESS: 2728 LOKER AV WEST CONTACT PERSON/PHONE#: MH/RAY/431-7233 SEWER DIST: WATER DIST: INSPECTED BY: INSPECTED BY: DATE INSPECTED: DATE INSPECTED: DATE INSPECTED: 1lzh1 1 I APPROVED~ APPROVED APPROVED DISAPPROVED DISAPPROVED DISAPPROVED --======-==-==-===-==-===-==-==-==--==-==-===-=============================== COMMENTS: FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER PLAN CHECK#: CB900854 PERMIT#: CB900854 PROJECT NAME: 37994 SF, TWO STORY SHELL SPRINKLERED 15198 OFFICE, 22796 WHSE ADDRESS: 2728 LOKER AV WEST P;P .r~-1 A- CONTACT PERSON/PHONE#: MH/RAY/431-7233 SEWER DIST: WATER DIST: DATE: 01/04/91 PERMIT TYPE: COM Ctr i--t--/1 o .;v1J1t y INSPECTED 1/) ... / .n DATE 1 a / t / a ---7 BY: ~ d\ ,K1'wl-INSPECTED: -1:.;-lµ/ APPROVED __iL DISAPPROVED_ INSPECTED BY: INSPECTED BY: COMMENTS: DATE INSPECTED: DATE INSPECTED: APPROVED APPROVED I DISAPPROVED DISAPPROVED -r~u.. ,~ ~ '' t/J. •1 r +: i/f\,',~, / :Jr11JI. , -J ,'t ,f FINAL BUILDING INSPECTION DEPT: BUILDING ENGINEERING PLAN CHECK#: CB900854 PERMIT#: CB900854 FIRE PLANNING PROJECT NAME: 37994 SF, TWO STORY SHELL U/M SPRINKLERED 15198 OFFICE, 22796 WHSE ADDRESS: 2728 LOKER AV WEST CONTACT PERSON/PHONE#: MH/RAY/431-7233 SEWER DIST: WATER DIST: WATER DATE: 01/04/91 PERMIT TYPE: COM ============================-==-=--==--=--==--=--======-===================== INSPECTED DATE APPROVED -I-BY: INSPECTED: 1-10~°11 DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED COMMENTS: / .u--{)-9 ( / Structural Civil M&Z ENGINEERING CO. CONSULTING ENGINEERS July 24, 1990 City c:,£ Carlsbad ?'?1~ /.:!'A/2.~t,, er. Building Department 1200 Carlsbad Village Dr Carlsbad, CA Dear Sirs: Subject: Feller Remodel (90-13) 0 Code This is to acknowledge that compressive strength of concrete was designed for 2500 psi but used 3000 psi with no special inspection. If you have any questions regarding this matter, please do not hesitate to contact our office. Pr o j e__cj- 5482 complex Street, Suite 115, San Diego, CA 92123 Telephone: (619) 565-1600 ( I Field Density Tests AST M 02922 W C.H. Wood & Assoc. ,:-7-Z / l>"" /~Y.)12,(IL-er: ,:', ', ,-;--• Job /'-~lie/I J/d(;P.c/?r y Job No.____ -Date .i:.; .-~· 1 Sheet ___ Of~---Machine No._______ Hours -:;;,· 2 By: / \ Information To: , .. , ~, / .. J · 1-) < y· ,:. \, 1 r /I: Miles -.. --~ --·--. 3 TEST I I I ----I I NUMBER 4 --------HH -----------------· ---" --·-------- I t-RETEST No 5 ! I HORIZONTAL ! -I 6 : LOCATION I ' I I ----L ±t ' I ' -- VERTICAL ' ' -- LOCATION 7 I I -----,_ -~-- MOISTURE CPM f DENSITY CPM AIR GAP CPM RATIO WET DENSITY PCF WATER PCF ORV DENSITY --------H ----·-------------I PC F II ! MOISTURE I I -----I -% 9 i I ------------------'"""" I SOIL ID No 10 I -- MAX DENSITY 1· I I I I I I tti I I I I I I I I I -I I I I I --I % REQUIRED 11, I I - % COMPACTION -,,_ -r) ,'.:,}/ V-" /4-_,_' A/ ",/" Cc' Ir/ do /, ! J"' - i ,? ~/ h ~,.. / , / i..::~ ?-or:. "'""' <. -,,, ... ..,._ c/ _ /~ =-M~ --- ,', /-v~ / I ~ ~/ : / -~~~ "' C -'<?, -' ri --_,,.,, e ~> ,,-,-1 : ,< ---A,• /. , ... ·,; -s,. - ? V /1 / y / ,' / / !-, / ~ >/4,.- ,-,_. ,,? .:: /."-<. 6-< &4 "'"' ; . -~.> ~~ _..,. ,_, ~.-; ,t' / i / i ' ~-/ 61' ?. -, /( /" ,,,--;-__, ~-; /,A / L.-, k' -_,. -s l,:?Y"" , ' ,.. ,<-/;_ ./ -~ ,~/ ,._ /,. --0"' , l,t-j,. / '? ,. , / ./,-.,.;-I .(, / _, /;.,::, ! ,,;,,,_ -~-, I t -/,,., h ·~.:. ,,:,,,,, Ln.::;:;-;/-P ,._._.,.. ,r '• ,-, l/'(' V [/ /. //~ / •' r -, I i //' , ,7 / .k:2 ,--.. µ,-, !,_,,:?' (_&_ />4 0 4 ,,.., .:.A;-Fr , .. '~.::.-... ' /""-s. -:-~ ' I r ,/ / hi'/ L e1 &l ,• -/ ) //,,,~ , (-/ lJ /• 1 p ,,, '~ "" I 1.Sr. .'."'-, ,, ,; ~-"' ' ~ <A -,• ' -"' ---! -~ ?,-:; ,/ ,{ .~. /_ ':;: ,f V' I //-( --I,?~ ::>.,,,, ,.-,,.,-,,, ,. _.... ·--;, _, --_, I ---, / / V -! i:, ..I I _/,• " --I i ';L , ... J -,.,, /.~ I fV' ,,. t. ""~ ,._ ,, I~ v /,, ,, ,' .. ,. <,, ·-'• / ' / ' i f ,_JI $~ ? -I ' ~-t-<' ' I ~_< (7 '" ,/ '-? I;, '~ f -'I -, -j I i --I I ,, J -/, / ,;: / I /l' I ~ I ( I I, ' ' / I I I ,·) ' I .Ji / 94 ~o I I -I I, ' ,, ' -',,., ,,Y'{ .,-c_ ,__.,.,,_ I, _( / // JI~ /,, ' ~ -, I'' ,":( j( // -- ( ,( l-1 ,,, ,,, / , " . A/ ,A .I _,,,,., ,A ,; j -' _, I )1 /1 V'1 , - . /' \1 -I IA / ,,--,/ {' \ /· ,.,.\ /"/ 0 ~/ ' . , ---, . , . CITY OF SAN DIEGO • BUILDING INSPECTION DEPARTMENT CIRCUIT CARD THIS CARD MUST BE FILLED OUT AND AVAILABLE ON THE JOB SITE FOR THE ROUGH INSPECTION. ELECTRICAL PERMIT NO. I CENSUS TRACT NO. CJ O -::;-'-( ~ JOB ADDRESS ,,.., F4~'--'771~ C./. -NUMBER STREET CIRCUIT NO.1 T C B R s CIRCUIT NO. 2 T C ·B R *ROOMS • ROOMS c 11.:rs. u- fr ,.1~ II I G" -t I S 1'i ;'I)(;, J(y; ~. ',f" t: ... 11 AP/'uA,..JC.c $.. I CIRCUIT NO.3 T C B R s CIRCUIT NO. 4 T C B R *ROOMS *ROOMS ~ C /<.r s P -I:] I "1. /4 , - 'C-/,/jTJA..?(b / ! ) i. '=< ~o e U~#7},•.Jt}.. e.>t, -s CIRCUIT NO.5 T C B R s CIRCUIT NO. 6 T C B R *ROOMS *ROOMS C.tt:1" 'tl I 5 j ~ bi:iw~ S1/.' tl!!.t t..tw,.;e.... i?i·n ~ EN"11,.?."l CIRCUIT NO. 7 T C B R s CIRCUIT NO. 8 T C B R *ROOMS *ROOMS cKi-: 'ftt ;;£j IS{ ..l l:JZP~T/111:l..'.::i t -STb!'il ~I of-l11>t?J11. CIRCUIT NO.9 T C B R s CIRCUIT NO. 10 T C B R *ROOMS *ROOMS '(!_,J.f:.i -, G :J,,} ~ l5"" ~ P{.rA, iCs1 t': ;, ~,Ctt.i, ll.J:1711 CIRCUIT NO. 11 T C B R s CIRCUIT NO. 12 T C B R *ROOMS *ROOMS C.K!A ~ 8-:J.. I uP$1/JJili.'1 F'A-lil ~ f.s~-rrl fJ Co W\ HLP c--.l'lr,,J?.~ * NAME OF EACH ROOM WHERE OUTLETS ARE LOCATED. LIST OLD AND NE)ll!,.OUTLETS ON SAME CIRCUIT· MARKING OLD OUTLETS THUS (J} USE CIRCUIT SPACES ABOVE FOR GENERAL LIGHTING AND SMALL APPLIANCE CIRCUITS ONLY. s s s s s s T = TAIL C = CEILING LIGHT R = CONVENIENCE RECEP'T. OUTLET S = SWITCH B = WALL BRACKET LIGHT IN-1779 (REV. 3·81) FILL IN APPLICABLE ITEMS BELOW -USE REMARKS AS NECESSARY TO DESCRIBE WORK. NAME PL T.. WIRE SIZE BRKR AMPS--KW cu AL SIZE SERVICE ff-t9oA ~"¥ FEEDER #1 FEEDER #2 RANGE 10A :;:/ 'i! 4/ori OVEN L/-o;tf _.,,/ I'?'" ,,_;--ti, 10#f A/C J.ui.., 40.d #cg '-104 DRYER ~..oA #;o 3eJl'i - WATER HEATER COMPACTOR DISHWASHER d~~ # 1,J-:J.LJLJ LAUNDRY <PA Jl_e,/{ ,t/1 ~~ ~Au. J.12et.. ,.,£/.? #1'-J /f',4 REMARKS: / s GFCI LOCATION SERVICE GROUND/ BOND (a) Size: No. '-/ AL cu T/-fr/A..I ---- (b) Location of Clamp{s)~A'T....,_,_1 _ __,_.$"'-=£"'";,f,_.,._t(~f'----"~~e"~----- i-1, FE/<.. DATE I ' !-f _ "1_ /7 t. JOURNEYMAN--~-~,~~~-~~-~----~~----v ... ., l 1 Page 1 of .......,. ) ~!~~~~~350S~a~s?u!~~~~!}~~ o 5~!~t~JA 0 ~!~~~1enn !d~t~· San Diego, CA 92126 Corona, CA 91720 Modesto, CA 95355 Yucca Valley, CA 92284 Apple Valley, CA 92307 (619) 695-3730 (714) 272-4230 (209) 576-0813 (619) 228-1754 (519) 247-8445 INSPECTION REPORT Project#J/ttffirV~ oc;-:g-_: e,,e'.hG 9 ProjectName{perplans) CAClS~d Cfc6'f5C.t2AcJS Project Address (legal) 2 :z 2 0 J_ 0 :J(/E:. te. A ve. .. Architect _,l!-ft/'--C-'-'---'-'/l'----_._P,......,,lfL...Ll,=-<7i'--':-J14.--'~"""'.:::;'-<-~'-=5'--__________ _ Engineer _ _,_8-=-t.1_._......R_,_,..['(......:.E-1-4d~c---2-.W_;__&"--'· Al~G'-------- Contractor --~t<~o--~G._L~~·c~o~-_/v_s=~r ___ C_O_· ________ _ INSPECTION __ OSHPD _ OSA __ Specialty _ Mechanical _ Electrical _ Roofing _ Concrete _ Masonry _ Struct Steel _ Prestress Cone _ Pile Driving _ Fireproofing _ Waterproofing _ Non-Destructive _ Soils Technician _ Batch Plant Bolt Pull-Out INSPECTION DATE: it:C/f&C)r CODE MAT'L SAMPLING P11 _ Concrete Cylinders P11 _ Cement P49 _ Mortar Samples P10 _ Grout Samples P09 _ Masonry Prisms P17 _ Masonry Block P12' _ Fireproofing P13 _ Units (block or brick) P15 _ Asphaltic Concrete P14 _ Roofing P16 _ Rein!. Steel P47 _ Steel P48 _ H.S. Bolts P31 _ Tendon (PT Strands) P22 _ Other ___ _ P18 _ Other ___ _ P33 Other QTY MATERIAL DESCRIPTION _ Rini.: Rebar ________ _ _ Rini.: W.W.F. _______ _ _ Rini.: Tendons _______ _ _ Cone.: Mix #/psi _______ _ _ Cone.: Mix #/psi _______ _ -. Cone.: Mix #/psi _______ _ _ Grout: Mix #/psi _______ _ _ Mortar: Type/psi _______ _ _ Units: Block ________ _ _ Units: Brick ________ _ .ksteel ,1-.5?2l1.,... ti '1 L ___L..-.tt.S. Bolts A: -?u ± _ Metal Decking _______ _ _ l-clectrode~7' tl Y~ -,!-//.~ _ Fireproofing ________ _ _ Other _________ _ -Report No. __________ _ Bulldlng Permit No. 9'((/.-tf} 5/J"Y Plan FIie No. Ct~ tP E C:1:P..IS Mc/ Govt. Contract No.--~--------.OSA or OSHPD #--------- Other _____ --'------- U INSPECTION CHECKLIST -z;,,Plan & Specs _~(!J~/(t------- -Clearances -=t!~t(..._ _____ _ _..!:. Posllions _&""-L/-(_-+------- ~/ Sizes~IP~•'..._/{_,_ ______ _ _ Laps _________ _ _ Future Continuity #/psi _____ _ _ Consolidation _______ _ _ Mortar Batching---.------- _t!,-Efectrode Storage _d'_tf ______ _ -~· e 1£/!T/Ft'&,-/ ·(LV ,G-t,d, E-/t-5 &LV EILe . u-r~ .k:-correclive action require~~ ~rrections completed ~VE '5 CERTIFICATION OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locati.ons of the work inspected only and does not constitute engineering opinion or project control. INSPECTOR NAME 11 /J d ti k f?.ltlfA/{,;//;/ {?/5 (/ INSPECTOR COMPANY I.D. NO. ,. !} ...-t)g>,// ~ (Print Clearly) / / INSPECTOR SIGNATURE -6,-~'}1';,~-~'p!q='----.!::::::...!,~'p::;;i:¥--, CERT.# tf)? t? DATE / 2--Y-ZiP ours, 2 hour minimum for, ~ncellations. Overtime e~ective on'saturday and after I I ! I 0£[, ___ JJ.J ---~--------------------------- 1-+l--~~No~~ -k, ~ s ( J,c'L ~..;___-__ l-'--'-1------~=-'"---'~-=ou.z.-fl..___,s"'--k~ oe.kt,,Q t-'pc,o~tl-,--------- _________ 3_'' _c,_(~~ -lo ~ I ' i ' l 1 I l I . i -------------------- 1 I 1 I j . I IJ---9-~0 --· --------------- lo~c..a~ .. ------------- --------------~---- Page 1 of __ AMERICAN ENGINEERING LABORATORIES, INC. D 7940 Arjons Dr., Ste. A D 350 S. Maple St., Unit K D 515 Galaxy Way San Diego, CA 92126 Corona, CA 91720 Modesto, CA 95356 (619) 695-3730 (714) 272-4230 (209) 576-0813 o 58945 Business Ctr. Dr., Unit A Yucca Valley, CA 92284 (619) 228-1754 o 13641 John Glenn Rd., Ste. C Apple Valley, CA 92307 (619) 247-8445 INSPECTION REPORT Project # /-/ > L/.-.:J. / Project Name (per plans) ~LS t";,4--.:;> ~>""~ ~A--=P S:: Project Address (legal) ~6=--~Z~7,c~ ..... cli--~k-P~~k~tz!_-,r.e_ __ ~&-~~vr_._ --------- Architect HC-1~ 7~tE!.r!2..> Engineer ___ r/'-------------------------------- Contractor _~£===e-e.::s:,:....:=CJ,,/~---------------~---------- · INSPECTION CODE MAT'L SAMPLING QTY MA12AL DESCRIPTION _ OSHPD P11 ---c;crete Cylinders ".> ~f.: Rebar -t..1 ~ b-4:tl bD _OSA P11 _ Cement --_ Rini.: W.W.F. _ Specialty P49 _ Mortar Samples --_ Rini.: Tendons v'"'conc.: Mix #/psi &::.,12,//o /~ -_ Mechanical p10 _ Grout Samples --, _ Electrical Po9 _ Masonry Prisms --_ Cone.: Mix #/psi _ Roofing P17 _ Masonry Block --_ Cone.: Mix #/psi .LLConcrete P12 _ Fireproofing --_ Grout: Mix #/psi _ Masonry P13 _ Units (block or brick) --_ Mortar: Type/psi _ Struct Steel P15 _ Asphaltic Concrete --_ Units: Block _ Prestress Cone P14 _ Roofing --_ Units: Brick _ Pile Driving P16 _ Rein!. Steel --_Steel _ Fireproofing P47 _Steel --_ H.S.Bolts _ Waterproofing P48 _ H.S. Bolts --_ Metal Decking _ Non-Destructive P31 _ Tendon (PT Strands) --_ Electrodes _ Soils Technician P22. _ Other --_ Fireproofing _ Batch Plant P18 _Other --_ Other Bolt Pull-Out P33 Other Report No. ___________ _ Building Permit No. 9° -c'P e, 5 7'- Plan File No. __________ _ Govt. Contract No. ________ _ OSA or OSHPD #--------- Other ____________ _ INSPECTION CHECKLIST ~&Specs ~nces _-P1isitions ~ ~ _ Future Continuity #/psi _....,..... Consolidation _ Mortar Batching _ Electrode Storage _ Torque Applied _ Corrective action required Corrections completed INSPECTION DATE: /D -15-'? 0 /p?~ P-&£..£J d~C';?e:'7'e-d-,,e-: ~t-L- .f ~a,eL -r:~ ;;; < ~v::--LJ r: F 7,€ c::. £ ~ -1,. tf ?,, -? eB 7 CERTIFICATION OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This rt covers the locations of the work inspected only and does not constitute engineering opinion or project control. INSPECTOR NAME .l ~<::;,,; --~-INSPECTOR COMPANY 1.0. NO. ______________ _ ( rint Clear!~ INSPECTOR SIGNATURE _-6,-!!=-~~'E!!:.~k~------CERT.# c:;'~/ DATE /4 -/2-90 , NOTE: Inspections based on 4 1·1f1 n m nn wrpl<rf;i11c; inimum, 8 hour minimum after 4 hours, 2 hour minimum for all cancellations. Overtime effective on Saturday and after \ ' AEL AMERICAN ENGINEERING LABORATORIES San Diego Corona Modesto Yucca Valley Apple Valley ' SUMMARY OF COMPRESSION TEST RESULTS PROJECT NAME: CARLSBAD CROSSROADS AEL PROJECT NUMBER 11342 CLIENT NAME: SAMPLE LOCATION IN STRUCTURE: ROEL OONSTRUCTION mtPANY BLOO. E FOOTINGS LINE A-5 Material: Mix Design: Specified Slump Inch: Number Cast: CONCRETE 6552 5"-1" 3 ULTIMATE CXMPRESSIVE STRENGTH, P.S.I. TEST AGE: AEL OTHER: LAB DATE NO. CAST 5928 9/19/90 Remarks: · Reviewed by: Patri,ck Mc Grath Laboratory Manager : SLUMP INOIES 5" AMERICAN ENGINEERING LABORATORIES, INC. (619) 695-3730 7940 Arjons Drive, Suite A 7 14 28 DAY DAY DAY 3160 3930 3900 Report Distribution: ROEL OONSTRUCTION CXMPA HOI & ASSOC. San Diego, CA 92126 60 DAY DAY DESIGN PSI: 3000 Page 1 of --''--- AMERICAN ENGINEERING LABORATORIES, INC. o 7940 Arjons Dr., Ste. A D 350 S. Maple St., Unit K D 515 Galaxy Way San Diego, CA 92126 Corona, CA 91720 Modesto, CA 95356 (619) 695-3730 (714) 272-4230 (209) 576-0813 INSPECTION REPORT Project#.(-\-2;z/:,).., I Project Name (per plans) CA-i.L?'.e,AJ2 C.~ 'R..oA-US 2,\-,l) (p 'I f: '' Project Adaress (legal) ci21d-¥ Lo Kt:-R Avr,.., we.sr--AA~si,w , LA, Architect J:l, C.., H, Si'Ai..,: h\e:,'R.~ Engineer 'f;tJ R \(f..'Cf $ WON (:, • Contractor :?-of}-\.,. CO\\\',r, INSPECTION CODE MAT'L SAMPLING QTY MATERIAL DESCRIPTION _ OSHPD P11 _ Concrete Cylinders --$ Rini.: Rebar ~J Atel.S: - _OSA P11 _ Cement --_ Rini.: W.W.F. _ Specialty P49 _ Mortar Samples --_ Rinf.: Tendons _ Mechanical P10 _ Grout Samples --_ Cone.: Mix #/psi _ Electrical P09 _ Masonry Prisms --_ Cone.: Mix#/psi _ Roofing P17 _ Masonry Block --_ Cone.: Mix #/psi ~ Concrete P12 _ Fireproofing --_ Grout: Mix #/psi _ Masonry P13 _ Units (block or brick) --_ Mortar: Type/psi _ Struct Steel P15 _ Asphaltic Concrete --_ Units: Block _ Prestress Cone P14 _ Roofing --_ Units: Brick _ Pile Driving P16 _ Rein!. Steel --_Steel _ Fireproofing P47 _Steel --_ H.S. Bolts _ Waterproofing P48 _ H.S. Bolts --_ Metal Decking _ Non-Destructive P31 _ Tendon (PT Strands) --_ Electrodes _ Soils Technician P22: _ Other --_ Fireproofing _ Batch Plant P18 _ Other --_ Other _ Bolt Pull-Out P33 _Other -- o 58945 Business Ctr. Dr., Unit A Yucca Valley, CA 92284 (619) 228-1754 o 13641 John Glenn Rd., Ste. C Apple Valley, CA 92307 (619) 247-8445 Report No. __________ _ Cio c5 ..... J Building Permit No.4 -i=--·-=0_11..--..=--_=z_,.___ Plan File No. __________ _ Govt. Contract No. _______ _ OSAorOSHPD# _________ _ Other _____________ _ INSPE~ CHECKLIST <e,o ~ Plan & Specs -$_ Clearances V ~ Positions V: ~Sizes V _ Laps _ Future Continuity #/psi _ Consolidation _ Mortar Batching _ Electrode Storage _ Torque Applied _ Corrective action required _ Corrections completed 1NsPECT10N DATE: w l=-0, I a-1 0-C,o ~~\l) J;..t> 1-'-' h\ 'f4'£.L1 N t.;, S'f~~v \ M !?'?~<=--1"1 ob) f o R "TI kT cJ 'P '.\?f\~ ~\...- CERTIFICATION OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opinion or project control. INSPECTOR NAMfDA\/1 P k~ tc--rr£""~R \.... \ -z...:z.. l (Print Clearl INSPECTOR COMPANY I.D. NO. -~C:0~7~/ .... k~-------- INSPECTOR SIGNATURE ...c,~<Vl.LUWJ.-~!!!!C.--""--~,,t.J.~~~~fA-CERT. # 5,D, '39 ~ DATE /C2 .. JO-t:t 0 NOTE: Inspections based on 4 hour minimum, 8 hour minimum aft 3:30 p.m. on weekdays. ours, 2 hour minimum for all cancellations. Overtime effective on Saturday and after Page 1 of--'-'- AMERICAN ENGINEERING LABORATORIES, INC. }it 7940 Arjons Dr.; Ste. A D 350 S. Maple SI., Unit K D 515 Galaxy Way San Diego, CA 92126 Corona, CA 91720 Modesto, CA 95356 (619) 695-3730 (714) 272-4230 (209) 576-0813 INSPECTION REPORT D 58945 Business Ctr. Or., Unit A Yucca Valley, CA 92284 (619) 228-1754 D 13641 John Glenn Rd., Ste. C Apple Valley, CA 92307 (619) 247-8445 , Project# _ __.I..L!...,.3::..;4a.o__,,._.__....._ _______________________ _ Report No. _ _.__ _________ _ Project Name (per plans) Ca t·f& b a..d Go~!> to e:t.46 I?.~. 1 E 1 Project Address (legal) .:2. 7 '2. B Lo kt-r: 4t, Ca..1-:: 4 b,a..,-l , Architect . H. C, H , "° pai:+nel'"$ Build Ing Permit No. B. q 0-0 E S "I Plan FIie No. __________ _ Govt. Contract No. ________ _ Engineer --.!31,c,,t:/c.e--t! 4 tJf>'hrlf, Contractor £oe,l t:-C?,,vSf r. OSA or OSHPD #--------- Other ____________ _ INSPECTION CODE MAT'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST __ OSHPO P11 .JL. Concrete Cylinders -0-..JL Rini.: Rebar A~IM A .. 61~ ~ Plan & Specs _ OSA P11 _ Cement --_ Rini.: W.W.F. -IL Clearances __ Specialty P49 _ Mortar Samples --_ Rini.: Tendons _t.. Positions __ Mechanical P10 _ Grout Samples --...JL Cone.: Mix #/psi '-8 l' l f!i'..QQ.!2 t -fl-Sizes _ Electrical P09 _ Masonry Prisms --_ Cone.: Mix #/psi -L Laps _ Roofing P17 _ Masonry Block --_ Cone.: Mix #/psi _ Future Continuity #/psi -IL. Concrete P12 _ Fireproofing --_ Grout: Mix #/psi ...JI._ Consolidation _ Masonry P13 _ Units (block or brick) --_ Mortar: Type/psi _ Mortar Batching _ Struct Steel P15 _ Asphaitic Concrete --_ Units: Block ·-Electrode Storage _ Prestress Cone P14 _ Roofing --_ Units: Brick _ Torque Applied _ Pile Driving P16 _ Rein!. Steel --_Steel _ Fireproofing P47 _steel --_ H.S.Bolts _ Waterproofing P48 _ H.S. Bolts --_ Metal Decking _ Non-Destructive P31 _ Tendon (PT Strands) --_ Electrodes _ Soils Technician P22: _ Other --_ Fireproofing _ Batch Plant P18 _Other --_Other _ Corrective action required Bolt Pull-Out P33 Other Corrections completed INSPECTION DATE: la.12.-':,a. BL:11.1£.1 ".J±e..,,;_ -1,.., ..!. -:,....,_./. . .-....,,,,,_~ ~ ,m:u:,:,,;J;.., <=7!. pk« .._d 5 I/ CERTIFICATION OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opinion or project control. INSPECTOR NAME A LID.tee nc:li r INSPECTOR COMPANY I.D. NO.--------------9 (Print Clearly) INSPECTOR SIGNATURE .._,j /?, il-e e444-&e CERT. # 36~ C,4 9 f .$ ,1) . DATE / t> -{J., -I Cf O NOTE: Inspections based on 4 hour ~mum, 8 hour minimum after 4.hours, 2 hour minimum for all cancellations. Overtime effective on Saturday and after 3:30 p.m. on weekdays. ~;~-~s~~~S-~~t~it~~:1~~!~~ D~9~B!~!t!~~!~o~~len!~sS· , San Diego, CA 92126 Corona, CA 91720 Modesto, CA 95351 Yucca Valley, CA 92284 Apple Valley, CA 92307 (619) 695-3730 (714) 272-4230 (209) 576-0813 (619) 228-1754 . (619) 247-8445 D 42-240 Green Way, Sle. C Palm Desert, CA 92260 {619) 341-5790 D 2920 Wear St. Bakersfield, CA 93308 (805) 589-8090 D Rte. 12 South, H.C. 31, Box 68-A Watertown, NY 13601 (315) 788-7755 INSPECTION REPORT D 200 Repetto Ave., Ste. D Pleasantville,.NJ 08232 (609) 641-0344 Project# ___ /_/_3_.l._Y'."-':L"'--, _}__________________ Page 1 of _ _.,.1 __ _ .,I. , I )t ,, r 6 ....,J Project Name (per plans) ~ /2 /2J... .S r/3/JO c .. J2, <1 ss/ZLJ /!).a,::; l]J,1. £. Building Permit No. r 6 -6 fl .sz· , Project Address (legal) J..? 2 ll L<l k:'<c'r It~ Cu .,-/""kL,4--j Plan File No. _________ _ Architect Govt. Contract No. ________ _ Engineer -------------------------------OSA or OSHPD # Contractor _...,.(L=t,.......,,e=--l-<£__,.co.b.,..L!I=-$_.. _________________ _ Other ____________ _ INSPECTION CODE MA T'L SAMPLING QTY MATERIAL DESCRIPTION INSPECTION CHECKLIST _OSHPD P11 _ Concrete Cylinders --2ainl.: Rebar 't, f~·~· _OSA P11 _Cement --_ Rini.: W.W.F. Clearances ~-k _specialty .P49 _ Mortar Samples --_ Rini.: Tendons Positions _ Mechanical P10 _ Grout Samples --_ Cone.: Mix II/psi Sizes _ Electrical ,P09 __ Masonry Prisms --_ Cone.: Mix II/psi _Laps /4ooling P17 _ Masonry Block --_ Cone.: Mix II/psi _ Future Continuity II/psi oncrete P12 _ Fireproofing --_ Grout: Mix II/psi _ Consolidation _Masonry P13 _ Units (block or brick) --_ Mortar: Type{psi _ Mortar Batching _ Struct Steel P15 _ Asphalt Concrete --_ Units: Block _ Electrode Storage _ Prestress Cone P14 _Roofing --_ Units: Brick _ Torque Applied _ Pile Driving P16 _ Rein!. Steel --_steel _ 'Fireproofing ·p47 _Steel --_H.S.Bolts _ Waterproofing P48 _H,S.Bolts --_ Metal Decking _ Non-Destructive P31 _ Tendon (PT Strands) --_ Electrodes _ Soils Technician P22 _Other --_ Fireproofing _ Batch Plant P18 _Other --_Other _ Corrective action required _ Bolt Pull-Out P33 _Oiher --_ Corrections completed CERTIFICATION OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opinion or project control. INSPECTOR NAME d kt 0-teltt C::-&_ .(?t:......\;,*('.$ INSPECTOR COMPANY I.D. NO. ~ 9 I '2.., (Print-Clearly) INSPECTOR SIGNATURE 1'1t.t,.A..L40 ~ -\,t)A,..uA NOTE: Inspections based on 4 hour minimum, 8 hour minimum after 4 hours, 2 hour minimum for all cancellations. Overtime effective on Saturday and after 3:30 p.m. on weekdays. AMERICAN &{;940 Arjons Dr., Ste. A /\ San Diego, CA 92126 ENGINEERING Page 1 of_1_ LABORATORIES, INC. D 350 S. Maple St., Unit K D 515 Galaxy Way Corona, CA 91720 Modesto, CA 95356 (619) 695-3730 (714) 272-4230 (209) 576-0813 D 58945 Business Ctr. Dr., Unit A Yucca Valley, CA 92284 (619) 228-1754 D 13641 John Glenn Rd., Ste. C Apple Valley, CA 92307 (619) 247-8445 INSPECTION REPORT Project# __ -+)_--+)_·-_,_--;,,_?)"-'f,""'.,:)_< _________ -----________ _ f I Project Name (per plans) _-'lcc-:r-+-A,,...A~~S~&b~· -"-~--~C<½~---.l-5>'-'-'-i2..o:kJ2..--__,__.~~------- Project Address (legal) -~RZ~1-&~f2>~~k-o--...... ~~__,__-:A...__1~,~~Q-½-R..L .......... ~S~BA::0~.....,__. ___ (!\__,__ Report No. __________ _ Building Permit No. _C/ ... O~g3___..~5=-1=-t------- Plan File No. __________ _ Architect ____ --..J+ll,....L..!...c~,H .......... _@!½:_;__...1..;JJ .... ~=-"--------------Govt. Contract No. ________ _ 4\ ,, Engineer ______________________________ _ OSAorOSHPD# ________ _ Contractor _____ Qo __ E"\-_..a,_~_;;-1'.)_·$\=---_._• _Co_·'""---'.'-------------Other ____________ _ INSPECTION CODE MAT'L SAMPLING QTY MATERIAL DESCRIPTION /oo INSPECTION CHECKLIST __ OSHPD P11 _ Concrete Cylinders --~ Rini.: Rebar -~ b 1 r; b. U. h Plan & Specs _ OSA P11 _ Cement --_ Rini.: W.W.F. 4 Clearances __ Specialty P49 _ Mortar Samples --_ Rini.: Tendons i "''"'"' . __ Mechanical P10 _ Grout Samples --_ Cone.: Mix #/psi Sizes __ Electrical P09 _ Masonry Prisms --_ Cone.: Mix #/psi Laps _ Roofing P17 _ Masonry Block --_ Cone.: Mix #/psi ~Future Continuity #/psi -.:X-Concrete !ll.. ___ Fireproofing --_ Grout: Mix #/psi _ Consolidation _ Masonry P13 _ Units (block or brick) --_ Mortar: Type/psi _ Mortar Batching _ Struct Steel P15 _ Asphaltic Concrete --_ Units: Block _ Electrode Storage _ Prestress Cone P14 _ Roofing --_ Units: Brick _ Torque Applied _ Pile Driving P16 _ Reinf. Steel --_Steel _ Fireproofing P47 _Steel --. _ H.S.Bolts _ Waterproofing P48 _ H.S. Bolts --_ Metal Decking _ Non-Destructive P31 _ Tendon (PT Strands) --_ Electrodes _ Soils Technician P22 _ Other --_ Fireproofing _ Batch Plant P18 _Other --_ Other _ Corrective action required Bolt Pull-Out P33 Other ~ Corrections completed INSPECTION DATE\S.t::trr -\ 7-'l 0 \ I CERTIFICATION OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans, specifications and apr.licable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opinion or project contro . INSPECTOR NAME f'(\ ~l N 1-kt:r: INSPECTOR COMPANY 1.D. NO. ____________ _ {Print Clearly) D . c ~ <a e 1 INSPECTORSIGNATURE /YVlaA/JVV\ lW¾ CERT.# --:t:. c.JBC 1~649DATE Se:pr-11··9Q NOTE: Inspections based on 4 hour minimum, 8 hour minimum after 4 hours, 2 hour minimum for all cancellations. Overtime effective on Saturday and after 3:30 p.m. on weekdays. •. Page 1 of--=---- AMERICAN ENGINEERING LABORATORIES, INC. D 7940 Arjons Dr., Ste. A D 350 S. Maple St., Unit K D 515 Galaxy Way San Diego, CA 92126 Corona, CA 91720 Modesto, CA 95356 1$ (619) 695-3730 (714) 272-4230 (209) 576-0813 INSPECTION REPORT Project# f-1-341., I Project Name (per plans) U'\l.\..','.t,A.-0 lRe2~S eoA-0 ~ Y, kD 6:; ,, t." ProjectAddress(legal) ~J ':).$ I..C2~€-g, AVf, W~f· CA-R~2'h~P J Architect H , C I I:\ '.PA'.\ll'N~R? Engineer ~ u:e.t<~t{ ~ WON, (:r Contractor <R.ot;:l-(' P~Sl", INSPECTION CODE MAT'L SAMPLING QTY CA, D 58945 Business Ctr. Dr., Unit A Yucca Valley, CA 92284 (619) 228-1754 Report No. Building Permit No. Plan FIie No. Govt. Contract No. OSA or OSHPD # Other D 13641 John Glenn Rd., Ste. C Apple Valley, CA 92307 (619) 247-8445 q t)-C:, 'ff5'-f ---- MATERIAL DESCRIPTr INSPE'°N CHECKLIST _ OSHPD P11 _ Concrete Cylinders --..X Rini.: RebarA5:fM /M.o.( Y.0·'10 ..X Plan & Specs _ OSA P11 _ Cement --_ Rini.: W.W.F. _ Clearances L _ Specialty P49 _ Mortar Samples --_ Rini.: Tendons -$; Positions · Z _ Mechanical P10 _ Grout Samples --_ Cone.: Mix #/psi ~ Sizes ,/', _ Electrical P09 _ Masonry Prisms --_ Cone.: Mix #/psi ~Laps Z _._ Roofing P17 _ Masonry Block --_ Cone.: Mix #/psi _ Future Continuity #/psi $t. Concrete P12 _ Fireproofing --_ Grout: Mix #/psi _ Consolidation _ Masonry P13 _ Units (block or brick) --_ Mortar: Type/psi _ Mortar Batching _ Struct Steel P15 _ Asphaltic Concrete --_ Units: Block _ Electrode Storage _ Prestress Cone P14 _ Roofing --_ Units: Brick _ Torque Applied _ Pile Driving P16 _ Rein!. Steel --_Steel _ Fireproofing P47 _Steel --_ H.S.Bolts _ Waterproofing P48 _ H.S. Bolts --_ Metal Decking _ Non-Destructive P31 _. Tendon (PT Strands) --_ Electrodes _ Soils Technician P22 _ Other --_ Fireproofing _ Batch Plant P18 _ Other --_ Other _ Corr~ctive action required Bolt Pull-Out P33 Other Corrections completed INSPECTION DATE: 1}4-UK~., C( -1.1-9, 0 'Pf1....oi, 0 (P f{t:, N fee' :&,c_ I N ~ '5~1=-\c ·l N Sr~ £c-+ I oH p>' & 5 kA-S Pl'I G, i2. AJ) G ~t'.-:~A:'\l, l > c:O~ G,,'.Rouw Q M'Q \A.J\\A...-B~ -5'--T uv SN, '0013,G.-$ A-$ 'T'KMs,T i"'lt i, ~Ru~ k.7 Uf'\ \.,0&1). <:::'.e,1'-(4 f::-'f( ~ 'Ek~ fll-A?E-t> 0"{ 'f"Al L---G--~1€ , 'B?A.2-? A1lf: hluf 7+A.Cel.E--R.E..Q. I 'TA\..\<..'-D '-"'f:TH --r,M,_TttY of 61.112.l<E..,"T $uJ¢:li<... ::n:1 \ !> 'D A'(f:-A ~ 1> A-L E.-:r'f"E.-12--1 ~ fe R::r \:\ C<Q\J\!'} ' N \e VE-:kf:.tO N t. -n..\. I 2 f?A.t&~ KI\~ H· ~ e&A.-'.& VIN'-' "-5TAG "G-R 11\\ ~, '5i 0L1 c'-'71 t N s LA-$. d' r--\ Cell A. o ~ · lJ CERTIFICATION OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opinion or project control. INSPECTORNAM(J)A;'\p LlS'E: ~~-g k\-Z.:LI INSPECTORCOMPANYI.D. NO._C5>=-t_,_,_I (p.::w:::;_ _____ _ ~ . (Prinfoearly) INSPECTOR SIGNATURE ~~t.AU.C'U-~i.t:-1~._..~~~~;,fL-1 NOTE: Inspections based on 4 hour minimum, 8 hour minim 3:30 p.m. on weekdays. DATE C(-d-1-C(O a er 4 hours, 2 hour minimum for all cancellations. Overtime effective on Saturday and after •, Page 1 of __ _ 1 • ..., AMERICAN ENGINEERING LABORATORIES, INC. D 7940 Arjons Dr., Ste. A D 350 S. Maple St., Unit K D 515 Galaxy Way San Diego, CA 92126 Corona, CA 91720 Modesto, CA 95356 (619) 695-3730 (714) 272-4230 (209) 576-0813 INSPECTION REPORT Project# I-\-.3<.f-:l. • \ Project Name (per plans) ~AR\.7 2,~D ct2.o,s 'Rl:A'D 7 '.B,\..j)(p' 11 e ,, o 58945 Business Ctr. Dr., Unit A Yucca Valley, CA 92284 (619) 228-1754 D 13641 John Glenn Rd., Ste. C Apple Valley, CA 92307 (619) 247-8445 Report No. _________ _ Building Permit No. qp. 0 fr~'f Project Address (legal) 11 d-'<j kO \( ~g A'lf:, we..s-r -CA~\?->&~ 1 cA, Architect H,C., If. ?A~7 Plan File No. _________ _ Govt. Contract No. _______ _ Engineer P.,uRK~f'CA~S> uJb),\lo. Contractor ~t!'E:=:-L eoM·~f[ INSPECTION CODE MAT'L SAMPLING _ OSHPD P11 _ Concrete Cylinders _OSA P11 _ Cement _ Specialty P49 _ Mortar Samples _ Mechanical P10 _ Grout Samples ~ Electrical P09 _ Masonry Prisms _ Roofing P17 _ Masonry Block ~ Concrete P12 _ Fireproofing _ Masonry P13 _ Units (block or brick) _ Struct Steel P15 _ Asphaltic Concrete _ Prestress Cone P14 _ Roofing _ Pile Driving P16 _ Reinf. Steel _ Fireproofing P47 _Steel _ Waterproofing P48 _ H.S. Bolts _ Non-Destructive P31 _ Tendon (PT Strands) _ Soils Technician P22: _ Other _ Batch Plant P18 _ Other _ Bolt Pull-Out P33 _ Other OSAorOSHPD# _______ _ Other ___________ _ QTY MATML DESCRIPTION INSP~N CHECKLIST --.j._ Rini.: Rebar !NJ t\:t,I~ l:b.·l,o -i.-Plan & Specs .., --_ Rini.: W.W.F. .$ Clearance.s I"_ --_ Rini.: Tendons .:i. Positions ~ --_ Cone.: Mix #/psi .$,sizes JT;, --_ Cone.: Mix #/psi -$ Laps Y --_ Cone.: Mix #/psi _ Future Continuity #/psi --_ Grout: Mix #/psi _ Consolidation --_ Mortar: Type/psi _ Mortar Batching --_ Units: Block _ Electrode Storage --_ Units: Brick _ Torque Applied --_Steel --_ H.S.Bolts --_ Metal Decking --_ Electrodes --_ Fireproofing --_ Other _ Corrective action required --_ Corrections completed 1NsPEcT10N DATE: EB\, .q-do~-~o 2\2»~1 D~O ~t=-\1'\ fe'KclNb ,s,:-~v \ N7p~'ftoh fc'~ :>\-.AB, oh\ G(2Ao,;,, ,a~~lR , s. <,M G?@LJ"-\t> A~ D w, kv tbr: ~~ c..Jp """ t?2~1E:.7 A~ · /412,A--l-\ $ ':C M 'ri1l-u <..k.7 u l\ kt> A.t> , . CERTIFICATION OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans, specifications and applicable sections of the building codes. This report covers the locations of the work inspected only and does not constitute engineering opinion or project control. INSPECTOR-NAME Y~i, 9 \..E-t--n c::-:i2.. t..., -z.-.,_, INSPECTOR coMPANY 1.0. No. _ ..... sC--a7L..:''-'&"""'---------1Mrt~1y) INSPECTOR SIGNATURE ~..E(.,.ILJl..tl.-!114---!:~~~~~~~~:,.f/-CERT. #~I) "3Cf fl1' DATE q.,. 12'-90 NOTE: Inspections based on 4 hour minimum, 8 hour minimum 3:30 p.m. on weekdays. hours, 2 hour minimum for all cancellations. Overtime 13ffective qn Saturday and after . . United States Testing Company, Inca Engineering & Support Services 3467 KURTZ STREET SAN DIEGO, CALIFORNIA 92110 (619) 225-9641 July 2 6, 19 90 Job No. 7942 HCH Partners FAX (619) 224-8950 4877 Viewridge Avenue San Diego, CA 92123-1667 Attention: Subject: Samara ·Larson Foundation and Grading Plan Review Building "E" Carlsbad Crossroads Carlsbad, California Dear Ms. Larson: NEW YORK MEMPHIS ORLANDO MODESTO SAN DIEGO PENNSYLVANIA ATLANTIC CITY HOBOKEN As you requested we have reviewed the Final Grading Plan Sheet Cl Carlsbad Crossroads, Building "E" prepared by HCH, dated May 22, 1990 and the Foundation Plan sheet No. 6 Carlsbad Crossroads, Building "E" prepared by HCH, dated May 23, 1990. These plans have incorporated the recommendations contained in the soils investigation that we prepared for the subject site. We appreciate the opportunity to be of service to you on this project. If you have any questions regarding this report, please contact our office. Very t Manager cc: St. Croix Capitol File ref. (7942L.jw) FORMERLY TESTING ENGINEERS-SAN DIEGO , . "' 1 ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-14-68 DA'I'E: <1)·'6 -2-:J Q ;I A:e T 7, ~m 1 JURISDIC7l 11 L.J PLAN CHECKER CFILE COPY nuPs JDRISDICTION: C(S" o): (a.r lsb&d ?LAN CHECK NO: Ce, -qo _ ;£6::f: SET: ':I! ; -DESIG!~ER :,._, PROJECT ADDRESS: .;)J;J 8 lo k.ef' a.w uJe-s--C - ?~GJECT l~AME: 9:Jj:l~~-1 ·u)a.1re.hous(.. ~-S"9n Tilt 1J(' (~he.((o'cl:))- D ,-1 LJ D The plans transmitted herewith have been corrected where necessary and substantially comply wit~ the j~risdiction's building coces. The plans transmitted herewith will substantially comply with the j~risdiction's building codes when minor deficien- cies identified~-~-------~~-~ are resolved and checked by buildi~g department sta~f. The pla~s tra~smitted herewith ~a~e sisnifica~t deficiencies identifiec on t~e enclosed c~eck list a~a s~ould be corrected and resub~ittea :or a com?lete rec~eck. T~e check list transmitted here~it~ is for your i~forma~ion. The plans are being held at ~ssil Corp . ...Jl.f,til corrected plans are su:imi t"ted for recheck. ~~\~d.. n T:-ie applica:-:t Is copy of t.l-:e c:-:eck list is e::.close:3. for the LJ jur isdict:..on to ret·..:t:!:'n to the ap;:,l i cant co::;tact per son. II The applicant's copy of the check list has been sent to: II 0 He H J?crTne.rS ·. Esgil staff did not advise the plan check has been completed. applicant contact person that the plan check has Esgil staff did advise applicant that been completed. Person contacted: -------------- Date contacted: ----------Telephone# ________ _ 0 REMARKS: __________________________ _ By: ~f\.QtL ESGIL CORPORATION 7-31 ~ D·AA Dvw 001-1 Enclosures: __ N.-r~-o~n-"-""~"-------- <--- I ' ~ (13; __.... ~ ~ I &:r I/ .)31-f'• c:)3'-{ CR:> q6,.'5764 1::r 'SA.d-r<- ?0 f-~-qo Pema,n,n"' / ~ ( 6,...,.. ...... /\.,,,1,,..._;_5 l,s-C -V . b 1rt... , I d ,sTt:n u.. -r:;-5ov-n::;' re Csh-r (i)) 6 Pee 1 ~"' E . -'-,) '-..J -- .:Jn d, u_;:;-'. ha..--.-d I ~ A /lh ... d (i'i:1, r b vi--< IC CJ .. :r:;,"' ;,.e.., .:,,-, SJ..,-CllJ ). re..4 To l'"'lcl.w b~ -s,p_ 1 . ~ -I ~ .,..,,..,_ -cl~ VPdA....,,-:;:; If r.d, on ..;;,(\,,,... S , JO f' urn!'.-"'C e,,.,,.-1.p ( /.~. A-t' I 518-~-I .; . I A.<.-r;::;; _1t!'"f eTc: ' ) I / - -PI~ I J .<.,.. ct, = o.~ , n .:s-,:;;,,_ d ol £"),'i ( Su: ~1,,~,s -·(' -3-A) . A }So .:S P-e c, ~ ~ -,.._, Pier 7ii:J 6'.r.e @l lo'' o L, MA-,< { 6/..'"C.t:J) ( 'ofu~ Ac,ck. "Su. s-€-'8 qo ed. ) -, ~ , .klsb sJ-,~i,J The.,,., 7ii.s ('~,,,T,,,,u mA a ho.,te t< .... d b~/o,,,.rtr:;,_ r:>Pe vi,.., A·" .e.A ,J, .fl~ ck VLI<> I', bA--~ { d;)CP~<S-e._4-F-) I../ l/ !en ~n /2 ,,,,.,.. a, • ..., ./ V I'-/:; No~ rJ...,\e..s~ "L)e...\~e.A Y-u-::.,., Co...,..,o\,~....:>I AsTµ.. A_,,...,,, tA. 1--"' \ ~~,,. .r -.:: r I '-J , 1~6,\1-c..~'"C -•AA 'h,.. ,t,,A ... ~:reA h-i ~> In-Sf'..,,.. r::;-.,.. • I\\~ '5 Pe c d~."" E~~ xx IU I \<!.t,U -{) I -..,; I... ,1,-c,il,. 4'.\"'I e\e$"o0.e., le 'o, 11.::ed v'.J/ Cl"' c,r.>l'lr..,PY\1..-C: £lr-c. '-'-u.."'t . ( ~ec.. ~ u~JS -C...-~ J 15"T.;d ~to-I./) I ... -... _, I .:'.I 2,1.\ L<:.. I ::: -STru C. • \ Y\ i;;::-,._ .. .r:::-,-,~ I 1\0-..A Yl.~ ,<T-° ..... 'I. 0(;..... p A. k"l I l I dePe,,,.A o"~",..,. ~ Lh ""'""'~ -"---J -i. ~ <. ~t,/1,.. ~e.c. e\e"""e...--\c e,,...._ 'r"""' ",....-e_A -r.:;-1,,,a,,,, ~ '$c,.....,. ("',::r,-,..e tt. "',C:::-v: '"\a o_ 0 ( ""\'"'o \ Ii -A u ._ F•IJ • (i')) • ~~.c_,\-,, ~ ,e_, !) \....tl OY 'Cr-.o :t r\ ~Y ::l -"'-.r. rJ....J.. ';°)c""'-t' ~u. \ r .... t-~\..) "'::lui::,h !'Y-n~uffi C·-r<. Ct\H>.,\i:-\o\e. ~OV<l..h TY-€.w.C-" I '"'"-' 'C ... 'b~ e. l!>'I" "'"''" I"-~ (;> ' el/ . ....., .. -7' ~ 0...~ t \. • A ~ 6.,..-c l'\l!J.A•1 1 \~m<. '-J ,., { /1 - JURISDICIION:. __ {;:...::A.;.:..:..:.t?-=1..=,5 .... t:3"""""'"A...:;...;.;:.a_-,--__ _ 8 -/ -9o DAl'.K:._-=~=~i"---------~ GI.EH ADAMEK PLAN CBEClQiJ{: D GARY ANGE[. PLAN CHECK NOMBF.X:._...:..7'_0 __ -_8=---:::~:;....~..:....-.---::....;....:._ D----- ,,tC /4.J a r; c,_ ~ (21 No7tS ON IHa' l'.r-1A /'a4 ~-l_k:j'J" ¼if '-"" /1_ O~ e)1 TN,;..J/£4 A/?tJ:'A IS • ~-v LJe;,.. r~ "° 7o Ae L .,p--; ~ /HAl't1 :?C~ ti 1::-fi urc. ,o /~ , ,,_ hc;o,I( AACA-0~ PA() 1 ) 1rJt:. ~A.)~~c. y h,/1.'"t:: ,I(; "'-J fl.A~ c. ,1~ ~ A-ri-o '-J -; ..... 1-~r1.. rrla A_<:..~(-'. """1 s;::, tE' ;..J tJ: ;f' G ,,._ (:.A(.,. e, t.,( (. A '7' I' D.1t ,..('. (31 -r1-1 (£ (;,~-/ 4 011. 01--1/j ro~.-i /vi (.I. <; ,r /3c5 ......_,,, tJ O -.. ,,& 1.. (.£ / (ff .t'J s,~,.._le":.J::J ,4,,,.,....., / ;A,,,t ~ ~ / l',.J.,,.., tC Ci ON '77-lrl A.A--.u .s, r I -J ;::-.\,1 (,.(_ ,t-/AtJ~ A,.,y l)p(t<,.?'/0111..)"' 0;1., · r,4££ ~J '--1"f'?C.... y .P~,4,A) (1_ ~ {£(!,./C ~ ,rA-<.. cC /'JA'-<-{] ~<.C'-.J A....,,A,.,,,,tt:.1<: A7' ,r-'"_,:;. CJ(.. (I~~~-{c;) r,. /9 ,~~o -l¥6R . . . . ' k, ~ r ' . ,i ';-;:.-_., --~~-· .:-.: ... : --: -' ': - ~v --·- .t• ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-14-68 DATE: ~ICANT ~RISDIC~ JURISDICTION: j AN CHE PLAN CHECK NO: LO ~ D -&7;2'-f SET:( ::r> QFILE COPY QUPS 1:DESIGNER :....., PROJECT ADDRESS:_,~~'~d~8..._ ___ ~-0~k=e~Y-'--~O..,__,._y~=-·---'-'~=)~s~~~::C------ D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified _____________ are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck . .Im' The check list transmitted herewith is for your information. ail The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. .0 The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. II The applicant's copy-of the check list has been sent to: H c. H 'PaJ;,c;; 4-817 ,/iuiJ r,qje. ""S'.'D.1 C, · C\~1~;, l9 Esg.il staff did not advise the applicant contact person that plan check has been completed. -0 Esgil staff did advise applicant.that the plan check has been completed. Person contacted: ------------- Date contacted: _________ Telephone# ________ _ D REMARKS: ________________________ _ By : ':)Mrg. Enclosures: _ __,W~o~n~~------- ESGIL CORPORATION 0GA o,;Ovw .DM PLAN CHECK NO. _C=·c.;..::F.::,~-'--q:..::o::;.._-___;:;9_5_t..-t __ (,_1..--'-)_ JURISDICTION: __ C,a=,f.:-:.::b::::.-;.,\.;,~o...c=g_..-"""------ ~~-,6-. PROJEcr DATA OCCOPANCY: __ 'E:, __ -_.2-::;_ __________ _ BUilJ)ING USE: 0 0"&' CL-, l B ).q re bq, 1;;, t (,5::> \-.etQ. ~ TYPE OF CONSTROCTION:_....,l,IL-=~=-..,_,-J=------- mABLE AREA: ~ ,~ c)OO 'f.. '5 :: $,lJ 000 I \\r • \;l..<to o ,c.z.. ,c. 7\-= '+'S,ooo (_~....£) STORIES: .l. ~ t-~ :S1onc..!, HEIGHT: _ _....,__,_\/ ____________ _ SPRINKLERS:_......,._-e_~-------------- OCCOPAN:r :µ>AD:_--'-,-J~.....,_ __________ _ PLAN CORRECTION SHEET GENERAL~ Date plans received by jurisdiction: 5 -~ ~ _.qc, Date plans received by Esgil Corp.: 5 -~ 9 q C Date initial plan check completed: Applicant contact person: FOR™ORD: PLEASE RF.AD Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical code and state laws regulating energy conservation, noise attenuation and access for the disabled. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Present California law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1988 UBC. The circled items listed need clarification, modification or change. All items nrust be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1988 Uniform Building Code, the approval of the.plans does not permit the violation of any state, county or city law. To speed ·up the recheck process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. NO'IE: PAGE NilHBKRS ARE NO'I IN SEQUENCE AS PAGES HAVING NO ITEMS NEEDING CORRECTIONS WERK DKLE:IE>. List No. 50, GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS (1988 UBC) A. .0 B. / 0 0 I 0 Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (619) 560-1468. Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building·department. Provide the site address and a vicinity sketch on the Title Sheet. Provide the names, addresses and telephone 11umbers of the owner and the responsible desie;n professionals on the Title Sheet. ,-e..6'll'V'~ /Mc.c,\-., e.\(.cX;°', --• . All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. n--.cl 1td ,...,5 Pl""'-fu,. e,\<.µ . .,,~ Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. 0 Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. Indicate on the Title Sheet whether or not a grading permit is required for this project • .:... ~ _Provide a statement on the Title Sheet of the V plans that this project shall comply with f· 0 c. 0 Title 24 and 1988 UBC, UMC and UPC and 1987 NEC. --a ':ll!IS9 ===- Provide a note on the plans indicating if any hazardous materials will be stored and/or used within the building which exceed the quantities listed in UBC Tables 9-A and 9-B. S~eci§e uses of all rooms or areas. ;~ ~y(.. 6"¾1 LL f 1-Qtl.r<Yl<>u~ Provide a fully dimensioned site plan drawn to scale. _$_hgw north arrow, property ~tn.~, easements, streets, existing" .. and proposed buildings and structures.~4::>\.,.,«J ,...,-re0 ,,r ~ a.n -si.-.-c@ • 'Aa---~ . . Provide a' s tem nt on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. Clearly designate any side yards used to justify increases in allowable area based on Section 506. Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. Provide construction details if a part of this permit. Provide a Building Code Data Legend on the 0 8 • Title Sheet. Include the following code information for each building proposed: °S \-, ,::-I :r:' ~learly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. ~h"t (D V Occupancy Group c,k..~S "'" T:!:;d, ~ Description · of Use 1.c o~, c.... Ii<,) r '-':; ~hdCD:-6> v Type of Construction Ok:. 4 s noJ'+.d,--, v Sprinklers: Yes or No 11 ~ Stories ____ oi.'--, __ _ ~ Height 31 1 ~ Floor Area g ui'iirc.. M:V~ -.. k'!'\.-~ ... Jus~ff i~t~Iz:t., exceed allowable area in ~le 5-C. (if applicable) Justification to exceed allowable height or stories in Table 5-D. (if applicable) 2/15/90 2 ~·· j D. Show and dimension on the site plan all building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of ·cut or fill slopes. Show dimensioned parking layout including any· required di~bled access spaces. ,S\...JZ (.I...! Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. LOCATION ON PROPERTY 23/ When two or more buildings are on the same / property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and_ opening protection and roof cover requirements, per Section 504 (c). An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building. If this exception is used, show how the building(s) will comply with Section 505. f 17.· When a new building is to be erected on the same property as an existing building, the location of the assumed property line with relation to the existing building shall be such that the exterior wall and opening protection of the existing building meet the criteria of Table 5-A and Part IV. Section 504 (c). Buildings over one story and containing courts shall have an assumed property line for the purpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made to comply with Section 504 (c). . The·exterior walls less than feet to a property line or an assumed property line, shall be fire-rated construction. Section _____ 03. Exterior walls shall have a 30 inch parapet when less than ---,--~feet to a property line or an assumed property line. The uppermost 1811 of such parapets shall be noncombustible. (see exception, Section 1709.) The exterior wall shall have protected openings (3/4 hour) when closer than _,,_._feet to a property line or an assumed property line. Section ___ 03. 2/14/90 f- -.f· f· I· l· f. ,A. The exterior walls shall have no openings when closer than-,----feet to a property line or an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section. ____ 03. Eaves over required windows shall be not less .than 30 inches from side and rear property lines. Section 504 (a). Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1710. Projections may not extend more than 12 inches into areas where openings are not allowed. Section 1710. Projections over public property must comply with Chapter 45. Projections may not extend more than one-third the distance from the exterior wall to the property line or one-third the distance from an assumed vertical plane located where fire- resistive protection of openings is first required, whichever is least restrictive. Section 504 (b). Fire-resistive exterior wall construction shall be maintained through attic areas. Section 4304 (c). When openings are required to be protected due to location on property, the sum of openings shall not exceed 50 percent of the total area of the wall in each story. Section 504 (b). . A covered pedestrian walkway must comply with the requirements in Section 509. Exterior exit balconies cannot be located in an area where openings are required to be protected. Section 3305 (i), Exterior stairways shall not project into yards where protection of openings is required. Section 3306 (n). Yards or courts serving as required exits for 10 or more occupants must be at least 10 feet wide or have walls of one-hour construction for a height of 10 feet above the court or yard grade. Openings shall be protected by fire-assemblies having a rating of not less than three-fourths-hour. Section 3301 (b) definition and Section 3_311 (d). 3 -0 Structural elements e osed in walls re uired sy. If area separation walls do not extend to the to e 1re-res1st1ve construction due to / outer edge of horizontal projections, location on property must have the same fire-{balconies, roof overhangs, canopies, marquees resistive rated rotection as , or as and architectural projections), and the required or e structural frame for the type projecting elements contain concealed spaces, of construction, whichever is greater. the wall shall extend through the concealed Table 17-A footnote 1, and Section 1702. t--e.... "$~6eA=$ aces to the outer edge of the projecting "'e.~\fn oY ·' YS Yale rov',6~ L ~~=5-ents. The exterior walls, and projecting 4. ical equipmen elements above, must be of one-hour I and similar openings construction on each side of the area where openings are ~eparation wall for a distance equal to the depth of the projecting elements. Walls supporting the exterior walls must be one- hour. Openings in the one-hour walls must be E. I· f· 4/ F. t BUILDING AREA When a building has more than one occupancy, the area shall be such that the sum of the ratios of the actual area divided by the allowable area for each occupancy shall not exceed one. Section 503 (a). As shown, the building(s) is/are over area for the Type of Construction shown. Table 5-C. No single story can exceed the basic area allowed by Table 5-C plus the increases allowed by Section 506. Unless considered a separate area of a mezzanine shall calculating the area of the is located. Section 505 (c). story,the floor be included in story in which it A basement need not be included in the total allowable area, provided such a basement does not exceed the area permitted for a one story building. Section 505 (d). ARF.A SEPARATION WALLS Area separation walls may separate portions of a building and allow each portion to be considered a separate building; however, the area separation wall must be four-hour in Type- I, II-F.R., III and IV buildings; and two-hour in Type II-one-hour, Type II-N and Type V buildings. Section 505 (e) 1. Openings in four-hour area·separation walls are required to be protected with three-hour fire- resistive assemblies, and 1-1/2 hour fire- assemblies in two-hour area separation walls. Section 505 (e) 1. Openings in area separation walls are limited to 25 percent of the length of the wall in each story. Section 505 (e). 2/14/90 protected with three-fourths-hour assemblies. Section 505 (e) 2. All area separation walls must extend in a continuous straight vertical plane (no horizontal offsets) from the foundation to a point 30 inches above the roof, but may terminate at the underside of the roof sheathing if the roof/ceiling is two-hour construction. Two-hour area separation walls may terminate at roofs of entirely noncombustible construction. Section 505 (e) 3. Two-hour area separation walls may terminate at the roof sheathing provided that: a. b. c. d. Where the roof/ceiling framing elements are parallel to the walls, such framing and elements supporting such framing shall be of not less than one-hour fire- resistive construction for a width of not less than 5 feet on each side of the wall. Where roof/ceiling framing elements are perpendicular to the wall, the entire span of such framing and elements supporting such framing shall be of not less than one-hour fire-resistive construction. Openings in the roof shall not be located within 5 feet of the area separation wall. The entire building shall have a Class B roof covering or a Special Purpose roof. Section 505 (e) 3. 4 :!1· r· N. One-hour corridors shall not be used as an integral part of a duct system. This includes the space above a dropped ceiling within the one-hour corridor. UMC Section 706 (b). Provide a complete architectural section of the corridor, and exterior exit balcony, showing all fire-resistive materials and details of construction for all floor, walls, roof and all penetrations. Section 3305 (g). Ceilings of combustible materials cannot be suspended below the one-hour corridor ceiling. In types III or V construction fire retardant treated wood may be used. Section 3305 (g). Corridor walls may terminate at the ceiling only if the ceiling is an element of a one- hour fire-resistive floor or roof system. Section 3305 (g). When two exits are required, dead end corridors and exit balconies are limited to 20 feet. Section 3305 (e). If a room with an exhaust fan has a door opening into a rated corridor, show how make- up air will be provided to the room. The door cannot be undercut, nor can a louver in the door be provided. Section 3305(h)l. EXIT SIGHS 1yf. Exit signs are required since the occupant load exceeds fifty. Show all required exit sign locations. Section 3314 (a). ~ Show two sources of power for the lamps at exit '-:J signs. Section 3314(d). C\ Show that exits are lighted with at least a one V foot candle at floor level. Section 3313 (a). ~ Show separate sources of power for exit CJ illumination. (Occupant load exceeds 100) Section 3313 (b). The exit adequate. 0. ELEVATORS sign locations as shown are not Elevators shall be enclosed in a one-hour shaft except in Type I and Type II F.R. construction where the elevator shall be in a two hour shaft. Section 1706. Every opening into an elevator shaft enclosure shall be protected by a self-closing fire assembly having a one-hour fire rating in one- hour shafts and one and one-half hours in two hour shafts. Section 1706. 2/14/90 Elevator shafts extending through more than two floor levels shall be vented to the outside. The area of vent shall be not less than 3 1/2% of the shaft area and· a minimum of 3 square feet per elevator. Section 5104. Elevators in·high rise buildings shall comply with Section 1807(b). 1)1-· -Every elevator lobby or entrance area shall be provided with an approved smoke detector as required by Section 5103(b). 173". Revise the . number of elevator cars per / hoistway enclosure to comply with Section 5103(a). Provide clear inside as required by U.B.C. Title 24 2-5103(d.l). elevator Section car dimensions 5103(d) · 6 and a. At least one elevator in buildings 4 or more stories in height: 80" by 54", with a 42-inch side slide door. Applies only to: high-rise buildings, A/E/I occupancies, State-owned buildings, residential care homes, hotels, motels, apartments and condominiums. b. Elevator in buildings more than two stories or buildings where disabled access is required to upper level(s): 6811 by 5411 , with a minimum clear door width of 3611 • c. Elevators other than in (b) above serving less than 50 occupants shall have a minimum inside platform of 4 feet 6 inches by 4 feet 6 inches and a minimum clear door width of 36 inches. Provide notes, details or specifications to show the elevator will comply with UBC Sections 5102-5106 and Title 24 Section 2-5102 through 2-5105. Doors other than the hoistway door and the elevator car door are prohibited at the point of access to elevator car, except doors readily openable from the car side. Section 5106. P. GLASS AND GLAZING ~ Specify on the window schedule the glass type ~ and thickness tQ show compliance with Table· 54-A and B. "-10\L ~ , "i"';;;-o I'"' c...\ ud,"' \o ¼Y>S azi g, must be safety glazing door and less surface, unless the glazing is fa~eted glass. Section 5406 (d) 6. 11 ------""'-'.u..---t ...... -~ · .. _.• _____ ,. __ ..... .-.. .. ---···-----·---·· ___ .. __ ·---· - ~ Glass in excess of 9 sq. ft. with the lowest V edge less the 18 inches above a walking surface shall be safety glazing or shall have a horizontal member not less than 1-1/2 inches in width and located between 24 and 36 inches above:\the·walking surface. Section 5406 (d) 7. \~111~'1 ROOF ' A Class __ roof covering is required. 32-A. Specify roof pitch. Table Roof pitch specified. is· not adequate for roof covering Specify minimum pitch of ____ _ Specify roof material and application. Chapter 32. Specify ICBO, UL or other recognized listing approval number for roof materials not covered in UBC, e.g., tile, etc. Specify minimum 1/4 inch per foot roof slope for drainage or design to support accumulated water. Section 3207 (a) and Section 2305 (f). Show roof drains and overflows. Size ·drains per Appendix D of UPC. Section 3207 (a). Show the legal basis to allow roof drainage to flow onto the adjacent property. B-2 and B-4 occupancies with over 50,000 sq. ft. of undivided area and H-1,2,3,4 or 5 occupancies over 15,000 sq. ft, of single floor area shall have smoke and heat vents per Section 3206. Plastic skylights must be separated from each other by at least 4 feet. Section 5207 (a) 6. ·19(r. Plastic skylights shall not be installed within / that portion of a roof located within a distance to property line where openings in exterior walls aie prohibited or required to be protected. Section 5207 (a) 7. Provide skylight details to show compliance with Chapter 34 and Section 5207 or provide ICBO or other recognized approval listing. Provide plastic roof panel details to show compliance with Section 5206 or provide ICBO or other recognized approval listing. Show attic ventilation. Minimum vent area is 1/150 of attic area or 1/300 of attic area if at least 50 percent of the required vent is at least 3 feet above eave or cornice vents. Section 3205 (c), 2/14/90 f R. Provide a minimum 2211 x 3011 attic access opening (or 30" x 3011 if equipment is in attic), Section 3205 (c). FIRE EXTINGOISHING Fire sprinklers are required for any story or basement when the floor area exceeds 1,500 sq. ft. and there is not provided at least 20 sq. ft. of opening entirely above the adjoining -ground in each 50 lineal feet or fraction thereof of exterior wall on at least one side, or when openings are provided on only one side and the opposite side is more than 75 feet away. Section 3802 (b). Fire sprinklers are required in a basement if any portion of a basement is more than 75 feet from openings in an exterior wall. Sec~ion 3~02 (b). 19..1. Fire sprinklers are required at the top of / rubbish and linen chutes and in their terminal rooms. Chutes extending through three or more floor shall have additional sprinkler heads installed within such chutes at alternate floors. Sprinkler heads shall be accessible · .for.servicing. Section 3802 (b). 19i. Fire sprinklers are required in retail sales 7· rooms where the floor area exceeds 12,000 sq. ft. on any floor or 24,000 sq. ft. on all floors or in B-2 retail sales occupancies more than three stories in height. Section 3802. 199. Fire sprinklers are required in H occupancies when exceeding the areas in Section 3802 (f). 396· 2pt. Provide fire sprinklers in rooms used by the occupants for the consumption of alcoholic beverages when the total area of unseparated rooms exceeds 5000 square feet. For uses to be considered as separated, a one-hour occupancy separation is ~equired. Section 3802 (c). Provide fire sprinklers _________ _ Section 506, 507, 508 or 3802. jurisdiction ordinance. See also Note on the plans: "When serving more than 100 sprinkler heads, automatic sprinkler systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location." Section 3803. 12 s. Provide class ___ standpipes per Section 3807. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required. Section 3806. FOUNDATION Provide a copy of the project soil report prepared by a california licensed architect or civil engineer. The report shall include foundation design reco1IDDendations based on the engineer's findings and shall comply with UBC Section 2905. ~ Specify on, the foundation plan or structural v specifications sheet the soil classification, the soils expansion index .s!!.SL. the design bearin~ capacity of the foundation. ·section 2905(c ·, i-e.. NoTt.. 'So,\ 1$ ':>,\ ~ $e,"' d. 1 4 Pan s,ve., ~ ~b;i'a; ~a"'t ~£t[rfJ5 from the soil: engineer CJ confirming that the foundation p.lan, grading plan and specifications have been reviewed and that it has been determined that the reco1IDDendations in the soil report are properly incorporated into the l:lans. (When required by the soil report). re'('"-,. 2-\ co.\ ~~....-"c; t::;\The foundation plan does not comply with the V following soil report reco1IDDendation(s) for this project • ";:>hoN Min•~" -en,louime..;c. ..r - ~-Provide notes on the foundation plan listing the soils report recoIIDDendations for foundation slab and building pad preparation. . The soils engineer recommend.ed that he/ she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: 1. The building pad was prepared in accordance with the soils report, 2. The utility trenches have been properly backfilled and compacted, and 3. The foundation excavations comply with the intent of the soils report11 • Provide spread footings for concentrated loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or architect. Chapter 29. Show height of all foundation walls. 23. Chapter Show height of retained earth on all foundation walls. Chapter 23. 2/14/90 :/· Show distance from foundation to edge of cut or fill slopes and show slope and heights of cuts and fills. Chapter 29. Note on the plans that wood shall be 6 inches above finish grade. Section 2907(a). Note on plans that surface water will drain away from building and show drainage pattern ?nd key elevations. Section 2905 (f). ~-Dimension foundations per Table 29-A. Floors Thickness of Supported,'' Stemwal 1 Width --iz,, Depth Footing 6" 1 611 1211 2 811 1511 1811 '2411 711 3 1011 1811 8" · *Foundations may support a roof in addition to the floors. Where only a roof is supported, use foundation for one floor. zr· For buildings adjacent to slopes steeper than 3:1, note· on the plans: 110n graded sites, the top of any exterior foundation shall extend above the elevations of the street gutter at point of discharge or the inlet of an approved drainage device a minimum of 12 inches plus 2 percent.11 Provide elevations on the site·p1an to show compliance. Section 2907 (d) 5. Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3 • Show foundation bolt size and spacing. Foundation bolt size and spacing for shear walls must be clearly shown on the foundation plan. Se~tion 2907 (e). Specify size, ICBO number and manufacturer of power driven pins. Show edge and end distance and spacing. Section 306 (f). Show size, embedment and location of hold down anchors on foundation plan. Section 2303(b) 4. Note on the plans that hold down anchors must be tied in place prior to foundation inspection. Show adequate footings under all bearing walls and shear walls. Section 2907 (b). Show stepped footings for slopes steeper than 1:10. Section 2907 (c). Show minimum 18 inch clearance from grade to bottom of floor joists and minimum 12 inch clearance to bottom of girders. Section 2516 (c) 2. Show pier size, spacing and depth into undisturbed soil. Table 29-A. 13 Show minimum· under floor access of 18 inches by 24 inches. Section 2516 (c) 2. Show minimum under floor ventilation equal to a 1 sq. ft. for each 150 sq. ft. of under floor area. Openings shall be as close to corners as practicable and shall provide cross ventilation on at least two approximately opposite sides. Section 2516 (c) 6. T. MASONRY Show veneer support and connections in Seismic Zones 3 and 4, comply with Section 3002, 4, 5, 6 and Section 2515 (a) regarding ties and #9 wire in horizontal joints. Show height and construction details of all masonry walls. Chapter 24. Show floor and roof connections to masonry walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension-or bending in wood ledgers is not permitted. Section 2310. · Provide details for damp proofing the foundation walls, below . finish grade, where usable space exists on the interior side of the walls. Section 1707 (d). Show a minimum 211 air space and flashing between planter and building walls. Section 2516 (c) 7. U. FRAMING ~ Provide complete structural details on the 'v plans with cross referencing as needed to show the structural framing will comply with the design calculations and building code requirements. '.;:2Jc,k£Jo~ Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. :~ On the cover sheet of the plans, specify any ~ items requiring special inspection, in a format similar to that shown below or sticky back. ~· P· 3¢· REQUIRED SPECIAL INSPECTIONS In addition . to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 306 of the Uniform Building Code. ITEM SOILS COMPLIANCE PRIOR IO FOUNDATION INSP. SIRUCTIJRAL CONCRETE OVER 2500 PSI REQ. IF CHECKED M: -= ~"'' ~ .. uJ,c.'s.. TRESSED STEEL FIELD WELDING HIGH STRENGTH BOLTS EXPANSION ANCHORS SPECIAL MASONRY SPRAYED ON FIRE PROOFING PILES/CAISSONS DESIGNER-SPECIFIED OTHER ./ REMARKS Where special inspection is required for masonry, note on the plans that prism tests shall be performed in accordance with Section 2405. Section 2406(c)l. · Show wall bracing. Every exterior wood stud wall and main cross partition shall be braced at each end and at least every 25 feet of length with 1 x 4 diagonal let-in braces or equivalent. Section 2517 (g) 3. Note cross bridging or blocking. Floor joists and rafters 12" or more in depth shall be supported laterally by bridging at intervals not exceeding 8 feet, unless both edges are held in line. Section 2506(h), 2517. Show blocking at end and at supports of floor joists, and for rafters at exterior walls. Section 2517 (d) 3. 24{. Show solid blocking at ridge line and at / exterior walls on trussed roofs. Section 2506 (h), Section 2517 (h). # {~.34--A.,f ~ ~.l ~a o_,,U YH. CM-C lr4nW 1or Thvm\:, o\ G. .... c,. ~ s'\4..c,,,"'--5 'Z)\ re., ... ~. r-Lcf ";:,~(,.,~ ll\'S~e.Q-or-• l~!-l(t.5e WAit PrtnrLna£,1r1 ,, SbC.J.i_ t<L{or4•rdb) • Pn '5:\0. ".)S I Q-( d el rr.... . =ft= I .331.f-C. I: UP~ 4M Tiv, t~\· on ::,&1".s;..1,s. Toco..,.-<1:,., C:200 (i-"', ~P,W. ffi.) · 2/14/90 I 14 ' .. 2/s. Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, beams, walls or partitions, more than the depth of the joists. Section 2517 {d) 5. Show rafter ties. Rafter ties shall be spaced not more than 4 feet on center and be just above the ceiling joists, where rafters and ceiling joists are not parallel. Section 2517 (h) 4. -if· Show rafter purlin braces to be not less than 45 degrees to the horizontal. Section 2517(h)5. 215· Show 1/211 minimum clearance between top plate of interior partitions ·and bottom chord of trusses. (To ensure loading will be as designed). 24-6. Show or note fire stops at the following / locations per Section 2516 (f): a. b. in concealed spaces of stud walls and partitions, including furred spaces, at the ceiling and floor levels and at 10 foot intervals along the length of the wall. at all interconnections vertical and horizontal occur at soffits, drop ceilings; between concealed spaces such as ceilings and cove c. in concealed spaces between stair stringers at the top and bottom of the nm and between studs along and in line with the nm of stairs if the walls under the stairs are unfinished;. and d. in openings around vents, pipes, ducts, chimneys, fireplaces and similar openings which afford a passage for fire at ceiling and floor levels, with noncombustible materials. In buildings having floors and roofs of wood frame construction, other than dwelling or' hotel occupancies, draft stop the area between the ceiling and floor above so that no· concealed space exceeds 1,000 s.f. and no horizontal ~imension exceeds 60 L.F. (if space has sprinklers, then 3,000 s.f. and 100 L.F.). Section 2516(f). In buildings having floors and roofs of wood frame construction, other than dwelling or hotel occupancies, draft stop the area between the ceiling and roof above so that no concealed space exceeds 3,000 s.f. and no horizontal dimension exceeds 60 L.F. (if space has sprinklers, then 9,000 s.f. and 100 L.F.). Section 2516(f). Show double top plate with minimum 4811 lap splice. Section 2517 (g) 2. Show nailing will be in compliance with Table 25-Q • 1i'1 Show stud size and spacing. Maximum allowable 7· · stud heights; bearing wall: 2 x 4 and 2 x 6 max. 10'; non-bearing: 2 x 4 max. 14', 2 x 6 max. 20 1 • Table 25-R-3. ;72· 'f53. 2)4· Studs supporting ceiling must be 3 Table 25-R-3. two floors, x 4 or 2 x 6 a roof and at 1611 o.c. Note an A.I.T.C. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation. Section 2505. Detail all post to beam and post to footing connections and reference the detail to the plan. Section 2516 (m). 2~ Detail shear transfer connections, including roof and floor diaphragms, to shear walls. Section 2513. ~-Specify nail size and spacing for all shear- walls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables 25 I, J, K) and Section 4714 (d). ~ Provide truss details and truss calculations V for this project. Specify on the plans the truss 1dent1£1cation numbers. 2~. Provide roof framing plan and floor framing 7-plan. Section 302 (d). 2;,ef. Provide framing sections through 21· Section 302 (d). Specify all header sizes for opening over 41 wide. Section 2517 (g) 5. Provide calculations for main vertical and horizontal framing members and post footings. Section 302 (d). Provide calculations for lateral loads, shear panels, shear transfer and related. Section 302 (a) 7. 26": In Seismic Zones 3 and 4, the allowabie shear 7-· values for drywall in Table 47-I must be reduced 50% for earthquake loading. This does not apply to wind loading. .. :i:i.ld,2 '-l -d :: ~ f e C 1 4::) ct<: ffi o\ 6'{'e,d.'--\o U.,,...., ( !, ""' C... Sr) 1 "::>\-\7:". ~ ' # L,H5c.l-~ J ~ ~~<els. d~'t · 2l.k (\w "S"S4,v \T"..S,·, Y-~~. \)'"' ~-c@? • I _,. .;).3 -~ ~7 ¢Y-5 • O\o\ ~cl..O._ C,..\\c,.., ~ --·~-.--~-----.. ~--- ' .. 7 2ff[J. Show on the· plans all structural requirements developed in the structural calculations. Columns and posts .located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treat wood is used. Section 2516 (c) 4. Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. ~ Specify plywood grade and panel identification index. Table 25-S-l. 2d. When roof pitch is less than 3:12, design ridge 7-as a beam. Section 2517 (h). 2d. If foundation cripple wall studs are less than 7· · 1411 , framing shall be solid blocking or the · ·cripple studs sheathed with plywood. Section 2517 (g) 4. Cripple wall studs exceeding 4 feet in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section ·2517 (g) 4. Show plywood sheathing over exposed eaves, or other weather exposed areas, is "bonded with exterior glue.11 Plywood used for exterior wall covering shall be the exterior type. Section 2516 (g)3, 2516(i). f2· Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. v. ~- In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). MISCELLAiiHOUS Parking garages shall have an unobstructed headroom clearance of not less than 71-011 above the finish floor to any ceiling, beam, pipe·or similar construction. Section 702 (b). '· ... Provide details of restrooms to show compliance with Section 510 (b), regarding floors, walls and showers. If both sexes will be employed and the number of employees exceeds four, provide separate toilet facilities for men and women. If "both sexes will be employed and the total number of employees will not exceed four11 , and only one restroom is provided, note the words in quotation above on the floor plan. Section 705 277./Show unenclosed floor and roof ope~ings, open 7· and glazed sides of landings and ramps, balconies or porches more than 3011 above grade or floor, and roofs used for other than service to the building have 4211 minimum height guardrail, through which a 611 sphere cannot pass, and designed for 20 lbs. per lin. ft. applied horizontally at top rail (50 lbs. for exit facilities serving more than 50). Section 1711, Table 23-B. Provide platform and stage construction, including occupancy separations and roof vents, as per Chapter 39. Provide at least one drinking each floor level in Group A Section 605. fountain for occupancies. Show that aisles and Sections 3315 and 3316. seats. comply with Buildings housing Group A Occupancies shall front directly upon or have access to a public street not less than 20 feet in width. The access to the public street shall be a minimum 20-foot-wide right-of-way, unobstructed and maintained only as access to the public street. The main entrance to the building shall be located on a public street or on the access way. Section 603. 2s/ Pedestrian walkway shall comply with Section 7· 509. Lateral bracing for suspended ceiling must be provided. (UBC Table 23-P) Where ceiling is not supporting interior partitions, ceiling bracing shall be provided by four No. 12 gauge wires secured to the main runner within 2 inches of the cross runner intersection and splayed 90 degrees from each other at an angle not exceeding 45 degrees from the plane of the ceiling. A strut (adequate to resist the vertical component from lateral loads) fastened to the main runner shall be extended to and fastened to the structural members of the roof or floor above. These horizontal restraint points shall be placed 12 feet o.c. in both directions with the first point within 6 feet of each wall. Attachment of restraint wires to the structure above shall be adequate for the load imposed. UBC Standard 47-18. W. TITI.E 24 HANDICAPPED ACCESS -~ Provide note and details on the plans to show \Q· compliance with the enclosed Handicapped Access Check List. Handicapped access -' requirements may be more restrictive than the UBC. 7 ) -= ~"C '~O ~e.. \\..,c,,\c.. "'e.-5.S 6~ :3Ec..\,l..t.--e4, laj_Q \rt.x, ,_g_ Qnc;\ax \eQ.-..,~ (~'5t <a)) / 16 - ------------------~---...... . .. X. ENERGY CONSERVATION t Provide mechanical plans, plan details, calculations and completed forms to show compliance with state regulations for energy conservation. Provide electrical plans, plan details, calculations and the completed Form 5 or CF-5 to show compliance with state regulations for energy conservation. · Incorporate in·the plans or. specifications the attached "Title 24 Mandatory Requirements11 and the "Title 24 Construction Compliance Statement Requirements11 • Y. ADDITIONAL ,(::\Please see additional corrections, or remarks, ~ on the following page. f::::\ To speed up the recheck process., note on this 'J list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. ~ Please indicate here if any changes have been V made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describle them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please check. ___ Yes ___ .No NO'IE: The following provisions are contained in Title 24, Part 2, california Building Code, as adopted and enforced by the State Fire Marshall. They are provided here as a courtesy to assist designers in developing the project documents. All applicable provisions may not necessarily be included. Please· direct any questions regarding interpretations of these provisions to the local Fire Department. 7'· Walls of corridors and exterior exit balconies in Groups A,E,I,R-1 and C Occupancies having an occupant load of more than six persons and in all other occupancies having an occupant load of 30 or more shall be not less than one-hour fire-resistive construction. Section 3305(g)l. ·-·--·-·'·--.'-·--~ ~---··· .... ~L Where exit signs are required by Section 7-· 3314(a), approved and listed internally, externally or self-illuminated low-level exit signs complying with Section 3314 shall be required. The bottom of the sign shall be not less than 6 inches nor more than 8 inches above the floor level. For exit way doors, the sign shail be on the door with the closest edge of the sign with 4 inches of the door frame or adjacent to the door. Such signs ·shall be of a type which is perceptible to the sense of touch. Secti~n 3314(e). 0· s;£. 17· r6· Where exit signs are required by Section 3314(a), all exit corridors shall be provided with continuous low-level exit path marking. Approved and listed internally or self- illuminated marking shall be installed at floor level or no higher than 8 inches above the floor level. Such marking shall be of a type which is perceptible to the sense of touch. Section 3314(f). Area separation walls shall not be considered to create separate buildings for the purpose of automatic fire-sprinkler system requirements as set forth in Chapter 38. Section 505(e)6. EXCEP'IION: Buildings separated by continuous area separation walls of four-hour fire- resistive. construction without openings. Buildings required to have automatic fire- sprinkler protection as set forth iri Section 13113 of the Health and Safety Code (homes for children or the aged) are prohibited from using area separation walls in lieu of automatic fire-sprinkler protection. In educational occupancies, storage and janitor closets shall be of one-hour fire- resistive construction with openings protected by assemblies having at least a three-fourths- hour fire-resistive rating. Section 802(c). Section 1807 should be reviewed for all high- rise buildings. The exception in Section 3318 of the UBC has been revised so as to allow the omission of panic hardware at the main exit in churches (by using signage), only when the occupant load of the church is less than 300. If emergency warning systems are required, they shall activate a means of warning the hearing impaired. Flashing visual warnings shall have a frequency of not more than 60 flashes per minute. Section 7204. _-#..\it-.~~--: ;\,~ __ 2e~.c,1;~_bo\:t d,~n::" . '::o\k, 01'\ cut: ~ 17 l l;i ' (.,oY' re\ ->a ~ d,I:::) • _=eL..1?~'::\-?\ :. U";;lc--5/>--=-.:?...:.(,L. ..... J,:;;,.$.~_3.-~-c -:!.-A-) _blP7i:...:IF:'"4A¢ -o.u$'3er .dw,;..Ji:!+ HAf0 nr:y M© -&c.:l ~ o be. a. C-<..~.J>\;;:'I:) \_-<. (__tn Sle.<t-d. ~o-1 .....a,s.._~~~>:>~)J.-,...,-h.A.:i!~WA.34~l!ff?!llhLCC:AiSJ::,6aJI, ~.,...._ ____________ _ # Q3'-I -A1 ~ MA,~,n :! b-e1 c,, .... cl :n:;-e a~le ,,,., J..;:C. 18/1'1 (Tyf,r...J<. }7 P4-5:!.e,.,c{Ifu._ r<.b~-r (J~.e.. --' ,, ,, ( H I r, A :JoJA.£. /?oc,JC..4-\,,,. ~,!.'T'S= \ \-+ 12.. = -Z.. I ~._LM )11~. J:>-\•~-7 --tt /c)34-YI:. ~t?:ecc\\\ o.J .. , '"~\:.,:,...-To \o.e ~Llc;uA t,,,),\\ fAm\rk v.J/ A~Tf-1 A -"'1;)lP ~ ~exio,g,, av =::::1 1 1 ' 4 f-1,11 <:;u"'\t~, u,:;;:: "'! a...-bl\lX'"'l"i°"';,:C: rnt:)b~ ~wd 't:>'1\C. '"':5{>!:&~Y (.?4-..5_ ~-'2) #: 1. e?3 '-' -'5 I ~ ""::i \-,OI-Q ,a.o.,.~'<S· Y'A.T.t.-4 '.J>a,n J :';;,;<A,\.-.. '.? (i .. c... Prov,4c,, a"' 14';:,t> O.f>Rrov.J ,tt %or Toe jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan check for your project. If you have any questions regarding these plan check items, please contact _____________ _ ~~ at Esgil Corporation. Thank you. Enclosures: 2. 3. 3/28/90 #@) ~ ~ho<-0 i~o ruR% , ..... 0-~· 1.lJ.a.. I 18 ~· ---~ -·. -•• '_ .. _,___,, .... T~_,-) ,_,._-;,' • ... ,,-................ , p JURISDICTION __ LA __ vt~-'-'--=b~¼=-=--- PLAN CHECK NO. Cb q G -<3S ~ (J:..) DATE ~-\:5 -"O BUILDING AREA, HEIGHT AND STORIES DATA SHEET TYPE OF CONSTRUCTIOtl/ALLOW>.BLE ARE>. >.Nl\T. YSIS . Building Designation ,f 'E.,, Type Construction Shown :ar; ,J Number of Stories and Height TtiJtJ _-:2, I , .. Basic Allowable Area /c}o,c, - Increases For Multi-Stories A'll For Yards Feet On Sides - For Sprinklers ( 3"' I~"';;.'\) Ci,-(. Total Allowable Area 4?;- Actual Area Total ,..:,U.54L..l ..;.13 L Ga== .37 'it\ y -I (J$'? (.~ !'0) Area Separation Walls Yes ~ Yes No Yes No Yes '---' Over Area Yes iio1 Yes No Yes No Yes !?Ver Height Yes ~ol Yes No Yes No Yes over Stories Yes (N~ Yes No Yes No Yes Buildinq Use o"ii-'\ \ c...,( uJ Me \'\c\3~t. l ~ \..e.(Q) Occupant Load ~ iJ IA Occupancy 13-.i ---.. . No Yes No No Yes No No Yes No No Yes No 0S987 , --------------·· ~~~--~--'...--. __:_ _ ___ __, ___ _._,__;______,_,__,_,__ •.. __ ,, ___ ,::_._ }~,__;:_ ~ '· .. ·---.. ,. /?t..u,._,,~,,~ c; (; ?/cD VI r.:;t£' \Al A-1' ~ I"< I. IN (3 -.'i/°Z/AJC. r!A,G,{!.ut..A-~ON C: .....___,,. .<;°';,-to'4.)/A.JC: P~t.{"55 u~t.r P/?&CS.S'-t/l_(S" IJ/?4'~ WA7tJJ< ,,, A1J,:, A S.s ~ .....,/_r ia lJ47~~-LJ1&;....r,4,ua AAJ ,o /Jr.!.vc!.. t.o~e:J<> Pi"' t.! A~ I.JC. H "1', ~~..;czde.: r.1 -. - (~; /0110(..)1,:)e ..._ c:; J-f(.!(. '-ICst.tJ'--""' I"'\ I' /.>"",u ,~I'? ~ .,.,, ,()(?<,. I'~ A J .....___,,. (I_ A-t.. C.G-1 l-14-7/0 ,u .5. I ,P, ,4,J S S,4'n w . C, "-> "rH-it -r;..,,G' 4 c; c:. ~ -,,r ;.-i ·/',,.,.,, l"'Jt"'7/l'l~c.t.a ~OOA 4a r.:!'4, (:;:') I?;:---; A 01'{ ~~-/ ~ hi'?.-. .1-1 ~_t, r .l:56 -(I 6 JA-o /.)1,.. a; 7 tJ: t.:, S,c.,.1i:ro A"u e; I r..-1 LJ/@; .. u -r,,~ o 0 v..) -;-M!:;; A4~1 ~ . I _-•,,....,-·--~-}, ~-~~-. -_ -._ .....------• .-....... -.--..•'•~I, •• __.~·.,..,._~·--w..-• . .--~.l .... 1" ......... /,..',.. • -• ,_ ... " r....~ .... . =, Co~ +:t ~ 9o PAGEJ/-J_ 'JURISDICIION: CAR,ISP::,Ab PLAN CHECK mmER: q O -854 SET_I_ D VOLLIX WAGGONER PLAN cmx.:KER: D ~ DILLON ~To speed up the recheck process,note on this list addressed, i.e., plan sheet, specification, etc. the revised plans. /. Submit complete electrical plans and specifications. Submit . plan services. showing location of all /. Submit complete one-line diagram of service and feeders. ~ DARRELL K>RRISON (or a copy) where each correction item has been Be sure to enclose the marked up list when you submit ~-~Provide overcurrent protection on the secondary side of transformers. NEC 240- 21/384-16(d). _y-Submit plan panels. showing location /submit panel schedules. of all 8 0 Indicate the grounding system to be installed for building service. ll[;J-f:! 1 NEC.. 2.SD -So ; 8 I Cc. J ~gi~~~ ?111::, ~Specify conduit and wire sizes. r-specify aluminum or copper conductors and I· 0 0 Indicate ampere interrupting capacities (AIC) of service ail l 1 WN;it! equipment. NEC 230-65/110-9. ISC = ~s~) )-1DUSE. METf:111AltJ 'f1 LJC..PS. 1 SEe. ATTr.c-de.D Indicate sizes of fuses and/or circuit breakers. Indicate fuse symbols to show fault currents are limited to 10,000 amps on branch circuits, i.e. JJN, LCL. If fuses are not used to limit fault currents on branch· circuits to 10,000 amps, specify method to be used. /. Submit plan showing location of all switchboards. / Indicate dimension of switchboards and control panels rated 1200 amperes or more. NEC 110-16(c). ;a:: Submit plan showing location of all transformers. /4 Indicate the grounding system to be installed for · transformers. NEC 250- 26( c). ''NEAR.C:S.T e.L.ECT~DE" (1,e_ 'BU)G 6TEELJ UFE.R1COL.1) WATt:R ?IPE,) type of insulation. ~ Show approximate length of feeders. V N £ c. 240 -2. I i:-X 2. @specify electrode conductor size and type wire. (aluminum or copper) ~ Submit electrical load calculations. ,;;;r:. Indicate existing main service size. ;p,:-: Indicate existing main service load. ,Ji5-Indicate new additional loads. 0 Indicate wiring method, i.e. EMT, metal flex. GJ3NIEf:'£)L WI /?.I tJ G-y/&11-i~ D @~ aairt ~ ,.. .l!h,a si:1:i izai iigl,limg pi:e:n<Es). As per Sec. 3313 am 391-of the 1988 UBC, provide two sources of power to exit illumination. lN STA\i::.W.Q'(S 1 Al...~ ~ 4-TT,(},CrliE,D ~Provide receptacle(s) within 25 1 of the HVAC A/C units. UMC Section 509. y'-Provide multiple switch lighting controls per CAC, Title 24, 2-5319. Any questions on electrical please contact the plan checker shown above, at Esgil Corporation at (619) ~560-1468. Thank you. ~.:PIZOV\i)E.. $1G-N C..\1?,C.D\T )our, r-T 1 ~' :?t,0'6,l UAD ?e.e. N!;C.. (pCO-(,,,(b)~(c.) I ' @:?f?Qy, pe:. A 1/4 11 $(:ALE. PbA:N 01= e.LEC-T . @t1 TO V E:e\\=Y WC>t2:.~/ NG, C~e!5 Wll..1-M 11:AINT4INE;D fO& E'-;)TU!::E l1EI"E.R ~TIOf\lS {'Je.c. I 10-J(p(c.,)EX2._ 009 1-1-90 GENERAL INFORMATION SECONDARY SHORT CIRCUIT CURRENT Local building inspection authorities require that customers install service equipment with over-current protective devices which have a short circuit rating equal to or not less than the available short circuit current provided by the utility. The Company's contribution to short circuit current will be as follows: 1. Residential: The utility's contribution to the available short circuit current at the point of conn~ction of SDG&E's service conductors to the Customer's facilities will not exceed 10,000 amperes for individually metered single family dwellings, duplexes or mobilehomes, with service entrance ampacities of 200 amperes or less; which are served by a separate single-phase 120/240 volt service drop or lateral. 2. -Residential Units with Grouped Meters (three or more), Commercial and Industrial: The utility's contribution to the available short circuit_ current at the point of connection of SDG&E's service conductors to the customer's facilities will not exceed the values listed in the following table: Utility's Contribu Service Entrance To Fault Current~ Phase Serving Voltage Ampacity Not Exceed 1¢ 120/240 600 amps or less 42,000 amps 120/208 or 240 2500 amps or less 42,000 amps 65,000 480 600 amps or less 30,000 amps 3¢ 277/480 2000 amps or less 30,000 amps 3¢ 277/480 2001 -2500 amps 45,000 amps 3¢ 277/480 2501 -4000 amps 56,000 amps. 3. All installations with service entrance ampacities larger than those stated in Items 1 and 2 above will be handled as individual cases and referred to the nearest Regional Office for determination of the Company's contribution to the available short circuit current. 4. Available fault current for high voltage services will be calculated on an individual basis, and will be quoted for both three-phase and line-to-ground faults. I: .. I ! -· • UNIFORM BUILDING CODE 1988 EDITION Exit lllumlnatlon Sec. 3313. (a) General. Except within individual dwelling units, guest rooms and sleeping rooms, exits shall be illuminated at any time the building is occupied with light having intensity of not less than 1 footcandle at floor level. · EXCEPTION: In auditoriums, theaters, concert or opera halls and similar as- . sembly uses, the illumination at floor level may be reduced during performances to not less than 0.2 footcandle. Futures required for exit illumination shall be supplied from separate sources of power where required by Subsection (b). (b) Separate sources of power. The power supp·ty for exit illumination shall normally be provided by the premises' wiring system. I~ the event of its failure, illumination shall be automatically provided. from an *emergency system. for Group I, Division 1 Occupancies and for all other occupancies where the exitinsr system serves an occupant load of 100 or more. For high-rise buildings, see Section 1807. For smoke proof enclosures, ~ee Section 3310 (g) 9. . *°Emen?ency systems shall be supplied from stora~e batteries or an on-site generator set and the system shall be installed in accordance with the requirements of the Electrical Code. Exit SI ans Sec. 3314. (a) Where Required. Exit signs shall be installed at require·d ex.it doorways and where otherwise necessary to clearly indicate the direction of egress when the exit serves an occuoant load of 50 or more. · EXCEPTIO~: Main exterior exit doors which obviously and clearly are identi- fiable as exits need .not be signed when approved by the building official. (b) Graphics. Tne color and design of:lettering, arrows and other symbols on exit si2ns shall be in hi2h contrast with their backsrround. Words on the sisrn shall be in block letters 6 in;hes in height with a strok; of not less than 3/4 inch. (c) Illumination. Signs shall be internally or ex.ternally illuminated bv two electric lamps or shall be of an approved self-luminous tvpe. When the luminance on the face of an exit sign is from an external source, it shall have an intensity of not less than 5.0 footcandles from either lamp. Internally illuminated signs shall provide equivalent luminance. (d) Power SupEly. Current supply to one of the lamps for exit signs shall be I provided by the premises' wirin2 svstem. -~ to the other lamo sh~l be fro:11 stora2e batteries or an on-site generator set and the system shall be installed m accordance with the Electrical Code. For high-rise buildings, see Section 1807.; TITLE 24 HANDICAPPED ACCESS CORRECTION LIST Jur isdi°ction __ c.=...;~~''.;..~~\::.=M ....... __________ _ Plan Check No. Ll';;, _ qC)_ $:::\ References to section numbers with prefix 11211 are to Title 24, California Code of Regulations, Part 2 (California Building Code). Prefix 11311 is for Part 3 {California Electrical Code). Prefix "S" is for Part 5 (California Plumbing Code). Exemptions claimed for any item shall be requested in writing and shall include all data needed to determine "unreasonable hardship" as described in Section 2-422. 1/)-t-z "fh,-ov"-h 1Tt~ © .:>I'\ t'11tl'\SQ,-e, C,.i,J-\.or ~F'-"1.> • • . SITE DEVELOPMENT, o 1"'" v e. Surface is to be slip resistant and a 0 lnrSt:5 c,., GiAJ-i ~ ,., C,n-id'lv"ti:.) contrasting finish from adjacent HANDICAPPED PARKING SPACES . · · sidewalk. 2-7103(£) 0 Provide.....,.. ___ han.dicapped spaces. f. Border markings shall be 12" wide of 2-7102(b) '&~?\A"' l/411xl/4" grooves, 3/411 apart, located at top and sides. 2-7103{h) y: j Space shall be so located that handicapped persons are not compelled to wheel or walk behind parked cars other than his/her own. 2-7102(c) Parking space shall be a minimum of 9 ft.xl8 ft. with adjacent marked 5 ft. loading zone. Double space shall be 23 ft. wide. Where a single space is provided, the loading/unloading zone shall be on the passenger side of the vehicle. 2-7102(c). Maximum slope of parking surface in any direction shall not exceed 1/4" per foot. 2-7102(e). Parking space(s) shall be identified with the International Symbol of Accessibility on reflectorized sign affixed to post or wall, and also duplicated on parking surface (symbol to be 36"x36" and painted at the back of the parking stal,l.}. 2-7102(f) ,cw Y':'.?i ,To ' ,:kc: , 0"' ~ht($ Entrance to parRing area (or at each stall) shall have a sign stating that unauthorized vehiqle(s) parking in handicapped space(s) may be. subject to tow-away. 2-7102{f) · · Entrance to and vertical clearance within accessible level of parking structure shall be 8 ft. 2 in. to any structural member, duct or pipe. 2-7102(g) ~ CURB RAMPS l_ '~""""f) Y a. Curb ramps shall be located wherever pedestrian path crosses curb. (2- 7103(a)) b. Curb ramp shall be 4811 min. width (2- 7103{b)) with maximum slope of 1 in 12. 2-7103{d) c. A level 4811 min. depth. landing is required at top of curb ramps over entire curb ramp width. 2-7103(d) d. If no landing is provided, the slope of flared sides shall not exceed 1 in 12. 2-7103{d) (7-')WALKS (__l~~"''f) ,-~o ..... sf'-'"\ Ya. Site development and grading shall be designed to provide access to primary entrances and access to normal paths of travel and where necessary to provide access shall incorporate pedestrian ramps, curb ramps, etc. 2-710l(a) b. Walks sloping greater than 5% (1 in 20) lllllSt comply with ramp requirements of Sec. 2-3307. 2-332S{c) c. Walk width shall be 48" minimum, and shall have slip-resistant surfaces. 2-332S(a) d. The maximum cross slope shall not exceed 1/411 per foot. 2-3325(a)3 e. Gratings are not possible. ·2-332S(b) allowed whenever f. At each gate or door a 6011x6011 level area is required when the gate swings toward the walk. 2-3325(e) g. A 48"x44" deep level area is required when the gate swings away from the walk. 2-3325(e) h. A 2411 clear space is required at strike side of gate or door. 2-3325(e) ~ PEDESTRIAN RAMPS ?f:.,~v..f li-e...o.,... ~~ Y a. A path of travel with a slope greater than l in 20 shall be considered a ramp. 2-3307(a) · b. The maximum slope shall be 1 in 12. · 2-3307(c.1) c. The width shall be 4811 minimum. A minimum width of 6011 is required where a ramp serves as a primary entrance to buildings having an occupant load of 300 or more. Group R Occupancies may be 3611 when the occupant load is 50 or less. 2- 3307(b.1) ~:¼~}f~f~fd'~~~~~,:.~;.~j: :<:••.:~~~~..U-~~.J<.~J .... ~ .. u ... 'f--=. ~_, .... 4•J ,--•• , ~ • _ .. /··:.~~-----~ ..... L •::,.,-•. ,. ' /· ). d. Toe surface of ramps resistant. 2-3307(g) shall be slip- e. A 6011 intermediate landing is required at maximum elevation change of 3011 and 7211 landing at each change of direction (over 30 degrees). 2-3307(d.l) f. Landings are required at top and bottom of ramps. 2-3307(d.l) g. Bottom landing shall.be minimum of 7211 in the direction of travel. Fig. 2-33- llA h. Top landing shall be 60" X 6011 minimum. 2-3307{d.l) i. When· door swings onto top landing, minimum depth of landing required is door width plus 4211 • 2-3307{d.l.) j. Top landing shall have 6011 min. width when door swings onto-the landing, with 2411 on strike side of door at exterior ramp, or 1811 at interior ramp. 2-3307{d.l) k. Ramp handrails are required on each side of ramp, when slope exceeds 1 in 15. 2- 3307(e.l) 1. Ramp handrails shall be continuous, located 3011-3411 in height above ramp surface, with 1211 extensions beyond top and bottom, and the ends returned. 2-3307(e.1) m. Handrails shall be 1-1/4" to 211 cross section, spaced minimum of 1-1/211 from wall. 2-3307(e.l) n. A 211 high curb or wheel guide rail centered 311 ± 111 above ramp surface is required on both sides where not otherwise bounded.by walls when the ramp exceeds 10 feet in length. 2-3307{h.1) SPECIAL ACCESS LIFTS . a. Lifts may be provided between levels, in lieu of elevator, when the vertical distance between landings, structural elevator, structural design and safeguards are as allowed by the State of California, Department of Industrial Relations, Division of Occupational Safety and Health. 2-5107(a) b. The lift platform shall be of sufficient size to accommodate a wheelchair (3011x48"). 2-5107(a) c. There shall be a level and clear floor area or landing (6011x60") at each level for access to the lift. 2-5107{a) HAZARDS a. Provide 8011 headroom from walkway surface.to any overhanging obstruction. 2-3326(b) ,__,, • -.i.--· b. Headroom of maintained for etc. 2-522-(f) 861i minimum shal 1 be walks, corridors, aisles, c. Protruding objects with leading edges between 27 11 and 8011 above finished floor shall not protrude more than 411 into walks, corridors, etc. 2-522(f) d. Free standing objects mounted on posts between 2711 and 8011 above the floor may project a maximum of 1211• 2-522(f) e. Abrupt changes in level exceeding 411 adjacent to walks, except between walks and adjacent streets or drives, shall be identified by 611 high warning curbs aJ,ove walk surface. 2-3326(a) 0 ENTRANCES, DOORS, VESTIBULES AND CORRIDORS I· Y· f I f f All primary entrances to buildings shall be accessible to the handicapped. 2-330l(f) All required passage doors shall have 3211 clear opening at 90 degrees (3611 door~. 2-3304(£) At least one of a pair of doors shall meet the minimum 3211 clear entrance width requirement. 2-3304(f) Threshold shall be no higher than 1/211 above the floor. Edge to be beveled with a slope no greater than 1 in 2, if more than 1/411 • 3304(i.l) Exterior level landing may slope up to 1/411 per. foot in any direction for surface drainage. 2-413 Door hardware shall be of the lever or push type, mounted 30" to 4411 above the floor and be operable with a maximum effort of 8.5 lbs. for exterior doors and 5 lbs. for interior doors. 2-3304(c), 2- 3304(i.2) The lower 1011 of the door shall be of smooth, plane surface (no recess or trap) except at automatic and sliding doors. 2-3304(i.3) @ Building entrance( s) shall be identified by sign with the International Symbol of Accessibility. Show location on plan. The symbol shall be a white figure on blue background. 2-522(b) I At turnstile, provide an access gate, 3211 clear width opening, within 30 feet of turnstile. 2-3304(i.4) There shall be a clear area on each side of door, 6011 deep in direction of door swing and 4411 deep in opposite direction of door swing. 2-3304(i.1) \ • 1"'' ' ,-.-_____ , .:~._ ..... -,.:.1:. ·--,.p·-'''" _-;; ~·· .• .,· . .,,,,. ... .., ____ .. _. ·---· .... · ..... , -_.,_ - . :-_ ----~ . ':::,-. ..... ~~ ----- I Dates ~-15-,o _Prepared by 1- 6M«::: Jurisdiction LA..,.\~\;;,~ VALUATION AND PLAN CHECK FEE t PLAN CHECK NO, ~ -5'o-'8s~t:t~ BUILDING ADDRESS <:i7st9· b2 ¼ ~w... i,qes"l:. q Bldg. Dept. (r""'Esgil APPLICANT/CONTACT ~c,.~ 3:a,,"'t"-~-' PHONE NO, ~J 3-517 0 BUILDING OCCUPANCY ~-.). DESIGNER PHONE ------ TYPE OF CONSTRUCTION m -1-J 'CONTRACTOR PHONE - BUILDING PORTION 0 \-U..- Air Conditionin~ Commercial Residential Res. or Comm. Fire Snrinklers Total Value BUILDING AREA . - VALUATION MULTIPLIER } , /.p VALUE SHEET (0 OF (i) 12/87 ~ :j w [} • I u <.iJ (I) { - G3 Ci 1 2 S N T D 3 R D C C C H H H E E E C C C K K K D0D 00D D0D FRMOOlO.DH BUILDING PLANCHECK ENGINEERitiG CHECKLIST DATE: 21 Al IC:: 90 PLANCHECK NO. -q:3-'2,S,~J. ITEM COMPLETE ITEM INCOMPLETE - NEEDS YOUR ACTION _X_ITEM SELECTED PROJECT ID: ___________ _ LEGAL REQUIREMENTS Site Pl an 1. Provide a fully dimensioned site plan drawn to scale. Show: north arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width and dimensioned setbacks. 2. Show on site plan: Finish floor elevations, pad elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway with percent (%) grade and drainage patterns. 3. Provide legal description and Assessors Parcel Number. Discretionary Approval Compliance __ 4. No Discretionary approvals were required. __ 5. Project complies with all Engineering Conditions of Approval )( 6. for Project No. ________ _ Project does not comply with the following Engineering ) tond_itions of Approval for Project No.a..,-1 A ±t 14,-2-5 -_ _______/ Conditions complied with by:_S:-=--=-.~-=----"----Date: }4SEPCJO Field Review NIA 7. Field review completed. No issues raised. __ 8. -Field Review completed. The following issues or discrepancies with the site plan were found: __ A. __ B. __ c. __ D. Site lacks adequate public improvements. Existing drainage improvements not shown or in conflict with site plan. Site is served by overhead power lines. Grading is required to access site, create pad or provide for ultimate street improvement. 08/29/89 FRMOOlO.DH ---E. Site access visibility problems exist. Provide onsite turnaround· or engineered solution to problem. __ F. Other: _________________ _ Dedication Requirements ./ 9. No dedication required. ___ 10. Dedication required. Please have a registered Civil Engineer or Land Surveyor prepare the appropriate 1 egal description together with an 8½" x 11" plat map and submit with a title report and the required processing fee. Al 1 easement documents must be approved and signed by owner(s) prior to issuance of Building Permit. The description of the dedication is as follows: _______________________ _ Dedication completed, Date: ____ _ By: _____ _ Improvement Requirements / 11. . 12. --- No public improvements required. SPECIAL NOTE: Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City inspector prior to occupancy. Public improvements required. This project requires construction of public improvements pursuant to Section 18.40 of the City Code. Please have a registered Civil Engineer prepare appropriate improvement plans and submit. for separate plancheck process through the Engineering Department. Improvement p 1 ans must be approved, appropriate securities posted and fees paid prior to issuance of permit. The required improvements are: _________________ _ Improvement plans signed, Date: ____ _ By: ____ _ 08/29/89 FRMOOlO.OH ___ 13. Improvements are required. Construction of the public improvements may be deferred in accordance with Section 18.40 of the City Code. Please submit a letter requesting deferral of the required improvements together with a recent t; t 1 e report on the property and the appropriate processing fee so we may prepare the necessary Future Improvement Agreement. The Future Improvement Agreement must be signed, notarized and approved by the City prior to issuance of a Building Permit. Future Improvement Agreement completed, Date ______ _ By: ______ _ Grading Requirements ___ 13a. I 14. __ 15. Inadequate information available on site plan to make a determination on grading requirements. Please provide more detailed proposed and existing elevations and contours. Include accurate estimates of the grading quantities (cut, fill, import, export). No grading required as determined by the information provided on the site plan. Grading Permit required. A separate grading plan prepared by a registered Civil Engineer must be submitted for separate plan check and approval through the Engineering Department. NOTE: The Grading Permit must be issued and grading substantially complete and found acceptable to the City Inspector prior to issuance of Building Permits. Grading Inspector sign off. Date: _____ By: ___ _ Miscellaneous Permits Lis. __ 17 .. __ 18. ~19. __ 20. Right-of-Way Permit not required. Right-of-Way Permit required. A separate Right-of-Way Permit issued by the Engineering Department is required for the following: · Sewer Permit is not required. Sewer Permit is required. A Sewer Permit is required concurrent with Building Permit issuance. The fee required is noted below in the fees section. Industrial Waste Permit is not required. 08/29/89 FRMOOlO.OH L21. Industrial Waste Permit is required. Applicant must complete Industrial Waste Permit Applicantion Form and submit for City approval prior to issuance of Building Permits. Permits must be issued prior to occupancy. Indu~~ri~l/·~aste Per~it accepted - Date. '<lie) -:t) By ..... D='=r __ .'"""'M.....__. ---. ; Fees Required NIA 22. Park-in-Lieu Fee I Quadrant: __ Fee per Unit: _____ Total Fee: __ _ X 23. X 24. ~25. X-_26. --.:::£_27. X. 28. Traffic Impact Fee J t ~~, 2... Fee Per Unit: r:,=:,_ Total Feef9075. Sri dge and Thoroughfare Fee ~ °'ta<:, ca F~e per Unit: __ 2;;;..;;2. ____ • ___ Total Fee: 13:.319- Public Facilities Fee required. Facilities Management Fee Zone: 5 Feef. IS. 1913 ., Sewer Fees Pf);mit N~ 16Df'2-"L-EDU' s ]J;tb,.,. } 3 Fee:~5_()• / &>. ZS-D Sewer Lateral required: _____________ _ Fee: RIO ENGINEERING AUTHORIZATION TO ISSUE PERMIT 0 <..v 1 , 1 ,;;-r r-· · L BY: ---::>e~'-1-n::.~. L~ - ht. , J/,,l., -(o~ 12. IS. -9015 = S)to98. 1..:-,,-,11a;:.,.,,_ .::::: T~/'.;';)t IJ 08/29/89 ., ., ., .., "' "' "' ~Q 0 I >-.0 .0 .0 .-N ,., 'II: 'II: 'II: .,, .,, .,, u u u ., ., ., ,C ,C ,C u u u C ~ 0.. PLANNING CHECKLIST Plan Check No. ?/0---Z§-/ Address APN: c§(pj--0$/~~ Planner /12.& ~ Phone 438-1161 -~--=..::--=--::. ___ _ (Name)A J. I / Type of Project and Use _.....,[./f2.,...._A...,_ ._7 _4#-1~ ..... aiSfrl---~0~ ... .,_-___________ _ Zone J'[l/Yl Facilities Management Zone ---.::,S-: _____ _ Legend [Z] Item Complete @ Item Incomplete -Needs your action 1, 2, 3 Number in circle indicates plancheck number that deficiency was identified . Environmental Review Required: YES __ NO __ TYPE _____ _ DATE OF COMPLETION: Compliance·with conditions of approval? If not, state conditions which require action. Conditions of Approval Discretionary Action Required: YES L NO --TYPE APPROVAL/RESO. NO. DATE: ________ _ PROJECT NO.· _____ _ OTHER RELATED CASES: Compliance with conditions of approval? If no:, state conditions whith require action. c?::ditJi~s of Appro){al , ..J-. U2tri:_-!f:::. $Y:8{z mv/4r o.f3 51£ .oi11~·'----------r , .. Coastal: YES __ NO __ DATE OF APPROVAL: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval l ' I j \ ,, .1 I. , •.·. ,, ' DOD ,[][] tJ : ' i 0[] 0- ···od] o D[JD D:ClO ! .. DOD 00,D. Landscap~-Pl an-Requir.ed:. _YE_S L No· __ __,.....,. See attached submittal requ i remerits for ·1 ands cape p 1 ans · Sit.e Plan:: . :, ~ - 1.. Provide a. fully di·mens0,i·,oned si-te plan drawn to Sc.ale. Show:: North arrow, property Tines~ .·ea·sements, existing and proposed struc:ture·s_, +tr.e.ets., , exist i,h9 street i'mprovements, ri g,ht :-0,f-·way .wid,~·h ari-d ~:i~~,n:~toned .s:et.b_acks.~ · · · · ::. · 2. · Show on Site Plan~ · Fini.sh f:loor· el~-vati.on-s, elevati.on-s of fin{~-h :>, grade, adjacent to bui,ldi.JJ.9,· ·exfsti:-ng topographical ·tines, ·existing' 3. 4. . Zon--i ng: l - and proposed slopes and driveway. · . · Provid~ legal description 6f properti~ · Prov-j de assess.or's parcel number. .Setbacks: -Front: Int. Side: Street Side: :·"·Rear: --··· Required _ ... _· ·..,..' _ s·hown __ _ Required . :Sh·own __ _ Requ'i'r~d . .. · .Shown ....,.....,....,. ....... ·· .. Requ.i red Shown ..,.....,.-.,.... , : 1' : , ., . Req.ufred · .Shbwri ·,....,.·------ 3. .. .Height: ... Requjjed Shown ..,......_,___ 4. . P.arki ng·: ~paces R~quited _. __ Shown--~ , . {.; ·;; .. __ .., ·,' t •, \\ 1. \, • ' • \ ~ Guest Spaces Requlred: Shown __ _ . \ ,,: DOD ~~ ,I,, ;I'•• · . Add it fonal co11111ent's 1:md ,~b11c1rks have been mad£:! on the buil qing pl c1ns. These markecf-up ·plans ttay be picked -up at the 8tri 1 ding Department. These marked- up plans must be-resu_bm-iited, with. the revi;sed' .plans for this project. Have plans been ·r~ar-ked up?, YES..,.....,...,,,__ NO __ _ Ado i ti anal Comments· . __ .. _ . t,_ ·----------..,.,.----,---,.--,,.,---• ..-... -;,, .. -....;--;-----__,...-----....,.....a..,..,.....-.,,... .,,:'' ', .... QI( ro, IS-SUE /\-A . ~ . -\" \ (( .. ~t() f "\ ~(.,._ . -pATE' l . 5: . -----'---,--------- .PLNCK.fRM 2560 ORION WAY CARLSBAD, CA 92008 <ttitp of ~arl~bab FIRE DEPARTMENT PAGE 1 OF_j_ I TELEPHONE (619) 931-2121 APPROVED \,( DISAPPROVED PLAN CH ECK REPORT PLAN CHECK# 90-Rs--<..1 PROJECT ~RLSi¼i\ (Ros.c; HrA2>~ ?:/.iJ. E: ADDRESS ;) 7(;). ia Lot<c-R.. Au-t" ARCHITECT He H i?At2r1ut::t?S::, ADDRESS ~ ,D, 1=:-_Gc:, PHONE ').7~-575'0 PHONE ~/../59-lD/::-,] STORIES 7Zuu owNER /%1 Pt <.2.At\ c'f<n<;<:. Ro41_) ~ LnJ ADDRESS LA :Jb( t. fl OCCUPAN~Y 82... CONST. TlT Ai TOTAL SQ. FT. 31 9CJ l./ / ' 1?'1~SPRINKLERED D TENANT IMP. ______________________ __,_ ____ _ APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: .PLANS, SPECIFICATIONS, AND PER-MITS __ 1. Provide one copy of: floor plan(s); site plan; sheets -----------~-------- --2. Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project. __ 3. Provide .specifications for the following: -------,-, ------,,-------------- \,/_ 4. · Permits are required for the installation of all fire protection system~, stand pipes, dry ch,emical, halon, CO2, alarms, hydrants). Plan must be approved by the fire departmenfpfior to installation. , __ 5, ~ 6. 'i--7. The business owner shall complete a building information letter and return it to the fire department. FIRE PROTECTION SYSTEMS AND EQUIPMENT The following fire protection systems are required: ~~Automatic fire sprinklers (Design Criteria: _,~3_'3"-+--/-3=0 ........ l~J <,,_._) _______________ _ D Dry Chemical, Halon, CO2 (Location: -----·--------------.------- 0 Stand Pipes (Type: ------------------------------0 Fire Alarm (Type/Location: ___________________________ _ Fire Extinguisher Requirements: ~One 2A rated ABC extinguisher for each hon(,; sq. ft. or portion thereof with a travel distance to the nearest ' extinguisher not to ex9eed 75 feet of travel. D An extinguisher with a minimliiii"fafing of;-, ___ to be located: __ , ______ · ______ _ D Other: __________________________________ _ __ 8. Additional fire hydrant(s) shall be provided----------------------- --~ 9. __ 10. '-../__ 11. '-i... 12. ';('_ 13. __ 14. EXITS Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. A sign stating, " This door to remain unlocked during business hours" shall be placed above the main exit and doors----------------------------------- EXIT signs (6" x ¾" letters) shall be placed over all required exilts and directional signs located as necessary to clearly indicate the location of exit doors. GENERAL Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. Additional Requirements. ----------------------------- ~-f\\ 1 .n, e/-.o tP A C), '1 1 ?-3 __ 15. Comply with regulations on attached sheet(s). PlanExamine~ ~)(~ r.~ r· Report mailed to architect ___ Met with ___________ "-__ _ <> ;' 7 /r::r ,•, Date-,,-~·;-,, .--~-:',7'-""'t__~) ___ _ __ Attach to Plans I I I I I I I I I .. . -~., I I ·1 I I I I .• .... ,-.. - 1 DATE _ __,_M=a,....y-'1=--4:.....i,~19=9=0- ENGR _ __,_W=N ____ _ PROJECT burkett ~ &wong W structural & civil engineers Carlsbad Crossroad Bldg. STRUCTURAL CALCULATIONS FOR CARLSBAD CROSSROAD BUILDING e:; Carlsbad, CA. HCH PARTNERS 4877 Viewridge Avenue San Diego, CA 92123-1667 sHEEr __ C_ov_e_;r __ _ JOB No_·...;..34..;_0;..;8;._D __ _ I 1-. :I I ,, I I I I .h ·-,:· I I I I ,,· 'I '···. ' ,--·-' I -: -.r...· ... DATE Jvl/;ry tj1) burkett ~ &wong • SHEET fN D:§1< ENGR __ W-_J.J __ JOB NO 3 lt ~ e r::) structural & clvll engineers PROJECT r, /\_ t_ c_:.,<1" /2..L ;,,[$/'QI,) 1 I z, 31 1. ~-- b 7 f , 9 ( lo I PfrG;c 9G-~1t;;J.-J D~kr--------------f-1 f-R..k--MLJ\JG-; Pl.~ ------·-"2-I -2-2. (Zcr7TF fS&-1\~;v-, -----···-----·· --4-1-1-8' ~ R. 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ZtJ v'£ ~ 'X.-5. .:::., I 7 IK A., ~ /vi;>'-. 7 7. --l , ~-!;" ~ '<- •v O {,t ~'20 4"/c.,-::: E:~) z j ~N®ll-~ t -i-o -=-J?. ~k ::> u--1 "< ' - I I .. I I I I I I I .... ::(:·': I I I I I I I 1 ··· I .. ·. DATE /VJ Joi./ 'l 0 ENGR ~,J . :c-_\ burkett ~ _ _,.. &wong • structural & civil engineers {_ ~ 7 tJ RA.I J N tfj q:::-fs·>t ?/YI< p~erl-0.e-v IC 1 )vttr( :11-lf~--.. ~-~ I tf :: b ffZ,.'x.. t :::-C--:::--~Ice;---==-:t-~ &:'1. 7 k' Wr;; \ ~ R 0 t-+Zf)) [() ~ ; ~~ ~Ii x.Lt ~ t .. ~ k . wlrU-J) 0 K.llf :tf;lfo ~ ~lf'::z,7\1K_ lfV ltJ-{f I¾ ~{f-K l: S¼,:,<_ l O;::: i>'-~ ~ )(..Lt1 =-ltk,4K SHEET t. I) -I lf JOB NO 2 Cf CJ8:-D -C--r trJ~-f{., t1.bq7;· Jtf .. 4J( $GG~ .ff/1( @.31 ~INN~/ /vlG~6W ~ 7 c.otvtpt<~~,tTN~ P~ -;r\,tr(?~-:7 + ?;t..,4/-z,,)::;..11~137K" '"J(jl,/,11>/J ~/'4;,,. ~t=-7-D-9'Lo/i: .~tp, 7"- -~ = '-1~: = e>~6 (f-. ~--:lt-t ~ ~"-*- I 1- I I I .1 I I I-\:_: I I I I I I I 1· I DATE ENGR PROJECT ··"':: T .,._. : . ~ ~} )/JI? f~ burkett" ( r!J-! 1..- &wong SHEET WAJ JOB NO -5 tjl_ t)-·r!] structural & civil engineers ~L.~($/a-0 1)/4-V 6>1...,Pc:3 G Ove-tc-ruP.N1N~ o-f-pe,re..1fl-l1?R.j WIJ-1..L pA-tvGt-~ /J1<,e N"pt c-12, ti C)Yl. $y 0~ ~ -e--R Vff'T /o-N. >1/VC,(;- 71/G--y fil'fcG C.CN~TG-0 G#z.H O"THE:-1<.. -i-J./ 13-'te. ~ h R..e / CU&--CK.1 Al t:.7 cr,c:. -rH ~t a. ~,vRJ;V', ,)v1 ~/ __ {G-G N t; G l.eC-1 G-r.) I I I I I I I I I I I I I I I I I I I JULY 20, 1990 GEOTECHNICAL INVESTIGATION CARLSBAD CROSSROADS BUILDING PAD E PROPOSED OFFICE BUILDINGS CARLSBAD, CALIFORNIA SUBMITTED TO ST. CROIX CAPITOL CORPORATION 5965 PACIFIC CENTER BLVD., SUITE 701 SAN DIEGO, CALIFORNIA 92121 PREPARED BY UNITED STATES TESTING COMPANY, INC. 3467 KURTZ STREET SAN DIEGO, CALIFORNIA 92110 JOB NO. 7942 I I I I I I I I I I I I I I I I I I I United States Testing Companv, Inc. Engineering & Support Services 3467 KURTZ STREET SAN DIEGO, CALIFORNIA 92110 (619) 225-9641 July 20, 1990 Job No. 7942 FAX (619) 224-8950 St. Croix Capitol Corporation 5965 Pacific Center Blvd., Suite 701 San Diego., California 92121 Attention: Subject: Neil Medlock Geotechnical Investigation Carlsbad Crossroads Building Pad E Proposed Office Building Carlsbad, California Dear Mr. Medlock: NEW YORK MEMPHIS ORLANDO MODESTO SAN DIEGO PENNSYLVANIA ATLANTIC CITY HOBOKEN This report presents the results of our soils investigation of the subject site. The accompanying report presents our conclusions and recommendations pertaining to the site as well as the results of our field exploration and laboratory tests. In general, we found the site to be suitable for the proposed development provided the recommendations contained in the body of this report are followed. We appreciate the opportunity to be of service to you on this project. If you have any questions regarding this report, please contact our office. Very truly yours, Diane Sacay Project Geologist DS/JLW/gj Department Manager cc: File ref. (7942.jw) FORMERLY TESTING ENGINEERS-SAN DIEGO I I I I I I I I I I I I I I I I I I I (7942} TABLE OF CONTENTS INTRODUCTION SITE DESCRIPTION ....................................... PROJECT DEVELOPMENT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. PROJECT SCOPE ••.•..•..•...•....••..•..•..•....•.••..••. 1 2 2 FIELD EXPLORATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 FAULTING AND SEISMICITY . . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . 5 LABORATORY INVESTIGATION . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 GENERAL-• . • • • • • . • . • • • • • • • • . . • • • • • . . . . • . . . . . . . . . . . . . . . • • • S U . B . C . SWELL . . . . . . . • . . . . . . . . . . . . . . • . . . . . • . . . . . . • . . . • . . . 5 MOISTURE DENSITY. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 MA.XIMUM DRY DENSITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 CONCLUSIONS . . • . . . . . . • . . . . . . . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . 7 RECOMMENDATIONS • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • . . • . . . . • • • • • • 9 FOUNDATION DESIGN AND CONSTRUCTION .......................... 10 PAD • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 10 FOOTINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 SLABS ON GRADE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 ALLOWABLE BEARING CAPACITY ............................. 12 DRAINAGE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 UTILITY LINE CONSTRUCTION. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 REVIEW . • . . . . • . . . . . . . . • • . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 INVESTIGATION LIMITATIONS . . . . . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 ENCLOSURES: SITE LOCATION MAP .................•..................... FIGURE 1 PLOT PLAN MAP •••••••••••••••••••••••••••••••••••••••••• FIGURE 2 BORING LOGS .......................................... PLATES 1-3 SYMBOLS . . . . . . . . . . . . . . . . . . • • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PLATE 4 UNIFIED SOIL CLASSIFICATION ............................. PLATE 5 MA.XIMUM DRY DENSITY ..................................... PLATE 6 RECOMMENDED GRADING SPECIFICATIONS ................... APPENDIX A United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -1- SITE DESCRIPTION Our investigation was performed on Building Pad E which is at the west end of the future Dolphin Court which is a cul de sac off of Lo'ker Avenue West. Building Pad Eis the western most lot located in the Carlsbad Crossroads Business Center. Loker Avenue West is located to the east of the Building Pad E. 2726 Loker Avenue West is south of the subject lot. This was formerly identified as Building D. Building J which has the shell completed is east of the subject lot. The site had been previously graded. As originally graded, the lot sloped at 1% from west to east towards Loker Avenue. The site is being used as a storage area for the Phase II work and has construction materials stockpiled on it. The northeast section of the site has been used to stockpile excess f il 1 from other building paq.s. The material appeared to be primarily soil, however, one or two loads of broken concrete and some root mats were present. The pile varied from 1 to 6 feet high and had a very irregular shape. At the time of our field work, some of this material was being removed to be used as backfill at other building pads. The western side of the site has a descending slope that varies in height. It increases in height from north to south. United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -2- PROJECT DEVELOPMENT It is our understanding that one building one to two stories in height of concrete tilt-up type construction with a slab-on-grade floor is planned. Our recommendations are based on this type of structure being built on the site. PROJECT SCOPE This investigation consisted of surface reconnaissance, subsurface explorations, obtaining representative disturbed and undisturbed samples, laboratory testing, analysis of field and laboratory data, and preparation of our report. This report contains our conclusions and recommendations and the results of our .field and laboratory data. Specifically, the intent of this study is to: a. Explore the subsurface conditions to the depths noted on the boring logs. b. Review available geological literature. c. Evaluate, by laboratory tests and the field investigation, the pertinent engineering properties of the various strata which will influence the development United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -3- d. e. including their bearing capacity, expansive characteristics and settlement potential. Develop soil engineering criteria for site grading, and provide design information regarding slope stability. Recommend an appropriate foundation system for the type of structure anticipated and develope soil engineering criteria for the recommended foundation design. _FIELD EXPLORATION Subsurface conditions were explored by drilling two eight-inch diameter borings with a B-61 Mobile Truck mounted drill rig. The boring locations are shown on Figure 2 and range from 19 to 36 feet. The logs of the borings are presented on Plates 1 and 2. An engineer from our office was present during the drilling to log materials and to obtain representative samples at selected depths for transportation to our laboratory. Samples consisted of relatively undisturbed material collected in one inch, 2.37 inch inside diameter rings and split spoon samples which has a 1 1/2- inch inside diameter. Bulk samples were also taken at selected depths. The ring and split spoon samples were collected by driving the sampler into the soil by consecutive thirty inch drops with a hundred forty pound hammer. The blow count measured for the last United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -4- 12 inches of driving for the split spoon sampler is referred to as the penetration resistance (N). SUBSURFACE CONDITIONS The borings indicate that the site is underlain by fill which is consistent with the previous grading work done. The depth of fill increases from east to west. The fill was measured at 11 feet on the east side and 30 feet on the west side. The fills were generally silty clayey fine to coarse sands. The upper two feet were dry below two feet the soils were moist and well compacted. The density sample tested from B2 at 3 feet had 17.5% moisture content with 95% relative compaction. The material is highly expansive, thus the usual recommendation is to compact it at 3 to 5% over optimum at 90% relative compaction. The laboratory proctor test run had an optimum moisture content of 13%. All the soils below 3 feet had moisture contents above 13%. Whether the contractor did an excellent job of installing the fill or the moisture content has increased due .to the fact the site has been vacant for 4 years, the result is compacted fill at a moisture content above optimum. Beneath the fill soils are the Santiago formation which was a gray silt stone at the areas tested. United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I BUILDING PAD E {7942) JULY 20, 1990 PAGE -5- The results of this investigation are consistent with the previous investigation performed by San Diego Geotechnical Consultants in November 1986 for the Carlsbad Oak Business Center lot 3-6 which included all the other building pads at the site except E. FAULTING AND SEISMICITY Seismic hazards within the site may be attributed to ground shaking resulting from events on distant active faults. Listed in Table 1 are the active faults or potentially active faults in the area which may significantly affect the site. Fault Rose Canyon Fault Zone Elsinore TABLE I SEISMICITY FOR MAJOR FAULTS Dist. Maximum From Probable Site Earthquake 6.0 7 miles SW 22 miles NE 7.0 Predominate Credible Period Bedrock In Acceleration Seconds 0.29g 0.35 0.20g 0.35 Activity Rating Active Active Design of structures should comply with the requirements of government agencies, building codes and standard practices of the Association of Structural Engineering of California. United States Testing Company, Inc. I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -6- LABORATORY INVESTIGATIONS .GENERAL A bulk soil sample from boring 2 at Oto 5 feet was taken to our laboratory to perform a U.B.C. Expansion Index test. Expansion I I Index tests measure the potential for soil to expand with the I infiltration of water. In addition, a Proctor Test was performed I I I I I I I I I I I I on the soil sample B-2 from Oto 5 feet. U.B.C. SWELL TEST The expansion potential of selected samples was evaluated using a swell test (U.B.C. Test Standard No. 29.2). A sample of soil was molded to a saturation content of approximate! y 50 percent. A surcharge load of 144 pounds per square foot was applied to the sample, which was then inundated. The expansion index CE.I.) was recorded as the increase in thickness of the soil sample relative to the original 1-inch sample. The sample was allowed to swell for at least 24 hours. Results are as follows: Location B-2 Depth 0'-5' Material Type ~ Tan clayey silty 98 Fine to coarse sand United States Testing Company, Inc. Expansion Potential High I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -7- 0-20 21-50 51-90 91-130 130 + MOISTURE/DENSITY EXPANSION INDEX Very Low Low Medium High Very High Obtained from the borings, the field moisture contents and dry unit weights were determined for selected undisturbed soil samples. The dry unit weight was determined in pounds per cubic foot, and field moisture content was determined as percentage of the dry weight. The results of these tests are presented on the boring logs. MAXIMUM DRY DENSITY The maximum dry density of the soil was determined by the ASTM D- 1557A test method. Four points were used in the formation of the curve. Moisture content was determined as a percentage of the dry weight (see Plate No. 6) CONCLUSIONS Based on our field investigation, laboratory testing, and engineering analysis, it is our opinion that the subject site is United States Testing Company, Inc. I 1· I I I I I I I· I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -8- suited for the proposed construction of the aforementioned facility provided the recommendations given in this report are incorporated into the design, grading, and construction considerations. 1. The materials present have a high expansion potential, consequently proper moistur ing conditions of the subgrade soils especially beneath slabs-on-grade will be necessary to insure proper long term performance. 2. Site drainage will be needed to be properly established and maintained to prevent future problems from developing due to the expansive nature of the soils. 3. The difference in fill depth should not be critical due to the size of the structure. All the loads of a two story building will be supported primarily within the upper 10 feet of the fill mass. Below 10 feet the stress change is minimal due to the building loads. 4. The differential settlement due to the fill consolidating because of its own weight could range from 3/8 to 3/4 of an inch. This is within generally acceptable limits for a United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -9- structure of this type. Fill consolidation generally proceeds rapidly in this first few years and then slows down. The site has been consolidating for 4 years so that some preconsolidation has already occurred. 5. Groundwater should not be a problem during the construction of the site. 6. The fill dumped on site from the Phase II buildings is not acceptable as is. It is presumed it will be disposed of off site. Because the amount of construction debris, organic matter and other deleterious material possibly burled in this dumped fill is unknown it is considered to be more economical to dispose of this pile offsite than sort it for use on site. 7. Existing slopes as presently configured have been confined to be stable by previous investigations. RECOMMENDATIONS GENERAL 1. Prior to the start of any earthwork operations all existing potential hazard such as active utility services {i.e., United States Testing Company, Inc. -I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -10- electric, telephone, gas, water and sewer lines) and utility poles, should be located and secured. 2. All vegetation, oversized rock (+ 6 inch diameter) concrete, organic (wood and weeds) and deleterious material, should be removed, from the site. 3. Prior to placement of reinforcing steel and pouring concrete, the footing excavations should be inspected by a qualified geotechnical engineer. 4. All fill or backfilling should be placed in uniform lifts of approximately 8 inches loose thickness, depending upon equipment type and approval of the field soil technician; brought to 3 to 5 percent above optimum moisture content, and mechanically compacted to at least 90 percent of the laboratory standard, ASTM D-1557 for building and concrete walkway areas and 95 percent of the laboratory Standard ASTM D-1557 for the upper 2 feet of parking and driveway areas. 5. The dumped fill should be removed from the site. United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -11- 6. A qualified soils technician under the supervision of a geotechnical engineer should be present for all fill or backfilling placement operations. The soils technician should evaluate all materials to be placed, and should perform in- place density tests at appropriate intervals to evaluate the compaction effort relative to 90 percent or 95 percent. (whichever is required) of the maximum dry density as determined by ASTM D-1557. Moisture content should be 3 to 5 percent above optimum. _FOUNDATIONS DESIGN AND CONSTRUCTION 1. We recommend the top two feet of the entire pad be removed and recompacted. The building pad is defined as the perimeter of the structure plus 5 feet beyond the perimeter. The bottom of the excavation should be scarified 8 inches and brought to 3 to 5 percent above optimum moisture, and mechanical 1 y compacted to at least 90 percent of the Laboratory Standard ASTM D-1557. United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I' BUILDING PAD E (7942) JULY 20, 1990 PAGE -12- 2. We recommend scarifying concrete walkway areas one (1) foot, bring to 3 to 5 percent above optimum moisture and mechanically compact to at least 90 percent of the laboratory Standard ASTM D-1557. FOOTINGS 1. All footings for the structure will be founded in structural fill. 2. Exterior and interior footings should be founded a minimum depth of 24 inches below the lowest adjacent grade. Al 1 footings should have a minimum of two No. 5 reinforcing bars, one placed three inches below the top of the footing and the second 3 inches above the bottom of the footing, or as specified by the structural engineer. Footing should have a minimum width of 12 inches. 3. The bottom of footings near the slope should be a minimum of 10 feet from the face of slope measured horizontally from the outside edge of the footing. United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -13- SLABS ON GRADE 1. Slabs-on-grade should be a minimum 4 inches thick. Reinforcement should be Number 4 bars 24 inches on center each way or Number 3 bar 18 inches on center each way at the mid height of the slab. 2. Interior concrete slabs should be underlain by four inches of coarse clean sand, have a moisture barrier, with two inches of coarse clean sand on top of the moisture barrier to aid slab curing. 3. Exterior concrete slabs should be scored, or fitted with expansion joints at 5 to 8 feet intervals. 4. 5. Exterior slabs do not require a moisture barrier or the two inches of coarse clean sand on top of the moisture barrier. The moisture content of subgrade soils should be 3 to 5 percent above optimum moisture when slabs-on-grade are constructed. United States Testing Company, Inc. I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -14- ALLOWABLE BEARING CAPACITY An allowable bearing capacity 2,000 pounds per square foot should be used for the design of continuous and/or spread foundations founded in fill soils. The allowable bearing capacity assumes uniform loading conditions and is the maximum long term contact pressure and may be increased by 1/3 for earthquake or other temporary loading. DRAINAGE I Positive drainage away from the proposed structure should be I I I I I I I I I I maintained within a minimum of ten feet of the building. Steps should be taken to avoid ponding near the footings. Roof-gutters and down-spouts should be used to avoid ponding of water near the foundation line. Placement of planters and extensive landscaping is not recommended within ten . feet of the footings. Drainage requirements should be implemented in accordance with Unified Building Codes and the local regulations. UTILITY LINE CONSTRUCTION Trenches less than 5 feet in depth should remain stable when excavated vertically and will require no shoring or bracing. United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -15- However, any trenches exceeding 5 feet in depth must be sloped or shored in accordance with current Cal/OSHA regulations. All backfill shall be conditioned and compacted as required for the area they are in either to 90 or 95 percent of the Laboratory Standard. REVIEW The final foundations and grading plans should be reviewed by this off ice to minimize any misunderstandings between the plans and recommendations presented herein. In addition, foundations excavations and earthwork performed onsite should be evaluated by a Engineering Geologist and Geotechnical Engineer. If conditions are found to vary substantially from those stated herein, appropriate recommendations should be requested. INVESTIGATION LIMITATIONS The materials encountered on the project site and utilized in our laboratory investigation are believed representative of the total area; however, soil and bedrock materials vary in characteristics between excavations and natural outcrops. This report in no way constitutes certification of the existing subsurface soils. United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -16- Since our investigation is based on the site materials observed, selective laboratory testing and engineering analyses, the conclusions and recommendations &re professional opinions. These opinions have been derived in accordance with current standards of practice and no warranty is expressed nor implied. It is recommended that U.S. Testing, be retained continuous soil engineering services during the operations. This is to observe compliance with to provide earthwork the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction. Inspection services allow the testing of small percentage of the fill placed at the site. Contra9tual arrangements with the grading contractor should contain the provision that he is responsible for excavating, placing, and compacting the fill in accordance with the project specifications. Inspection by the geotechnical engineer during grading should not relieve the grading contractor of his primary responsibility to perform all work in accordance with the specifications. United States Testing Company, Inc. I I I I I I I I I I I I I I I I I I I BUILDING PAD E (7942) JULY 20, 1990 PAGE -17- This off ice should be advised of any changes in the proposed project scope so that it may be determined if the recommendation contained herein are appropriate. This should be verified in writing or modified by a written addendum. The findings of this report are valid as of this date. Changes in the condition,of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the state-of-the-art and/or Government Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. It is the responsibility of the owners, or their representatives to ensure that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further their responsibility to take the necessary measures to ensure that the contractor and his subcontractors carry our such recommendations during construction. United States Testing Company, Inc. I I I I I I I I I I I I I I I I I . . I I I I ; I -----, 1 1 ,M~ I I . --'---1-t: ijl ... !! _, '-"'ZACJ ......... , -· """' ija. "ffl ,.., ,.. ...... FIGURE 1 -SITE VICINITY MAP UNITED STATES TESTING COMPANY INC. PROJECT: BLDG. PAD E CARLSBAD CROSS ROADS JOB NO. 7942 DATE: 7/20/90 FIG. 1 ------------------- N ~ :;;j ,_ & a ~ PROPOSED A.C. PAVEMENT DUMPED FILL ( 1 ' TO 6' IN HEIGHT) EXISTING A.C. PAVEMENT FIGURE 2 -BORING LOCATIONS .KEY; NO SCALE S = APPROXIMATE BORING LOCATION UNITED STATES TESTING COMPANY PROJECT: BUILDING PAD • ~ CARLSBAD CROSS ROADS JOB NO. I DATE: 7942 7/20/90 FIG. 2 I UNITED STATES TESTING I BORING LOG I N Project: Buildin~ Ead E Dofe: 7Ll1L90 Boring No: B-1 Type of Rig· B-6 J Hole Diameter: 8 jDcb Elevation: -J 7 g Hammer We1ght a Foll: 140 lbs. 1 30" Ground Water: none Logged By -f. 0R~ l ch -::t I °' r-- 0 I :z .0 0 -;) ~ -~ --.... in - 0 ~ .... LL. w-2.. u.. ....... LtJ zu.. a: I--..J V, _. LaJ u :::, z 0 :c 0 ~ 0. 0 0. I-w 0 Cl -en t-.... ::E 0 ::E >--z N 0. LaJ >-FIELD DESCRIPTION -' ct a: Oo I 0 V) CD V> 0 ::E u I SC Dry Loose Grey Brown Silty Clayey 1 Fine to Coarse SAND (Fill) -2 . 54 DR I --3 Moist Dense Gi-ey Brown Silty Claye) -4 Fine to Coarse SAND decreasing san~ content with depth (Fill) I -5 X -6 20 . -7 I -8 . 9 I i-10 . --11 SC 41 DR 17.4 I .. 12 . -13 I I -14 - 15 16 -32 IX 15.6 17 --18 - I -19 --20 - I -21 58 DR 20.0 -22 - I ·23 -24 .• I -25 D< --26 -24 1 7. 1 -27 I --28 - -29 I PLATE __.;;;,.1-- I I I I I I I I I I I I I I I I I I I . -... IL -:c t: ~ '!' 31 32 • 33 '-·3 4 '-3 5 i.-36 I .. I-'-' ' - ... .. , .,; . ' -.. .... ,' UNITED STATES TESTING-ENGINEER SUPPORT SERVICES BORING LOG Project: Building Pad E Date: 7/11/90 Boring No: B-1 Type of Rig: 13-6 l· Hole Diameter:· 8 1D.i;b Elevation: 3 Z o Hammer Weight 8 Foll: 140lbs/30" Ground Wafer: None Logged By~ Welch ~ ;; -... ~ IL en-&,J -C ..... laJ Z&&. a: ti -i Cl'> ~ ~ Jr ::::> &,J 0 • ...... 2 :E >--!!? z FIELD DESCRIPTION 9 C a: iB I Cl'> CD Cl'> C OH Moist Very Stiff Tan Clayey Silt 46 !X 14. (Santiago Formation) Damp Hard Grey Clayey Silt . (Santiago Formation) OH . 50/4 '>< 5.5 . Boring terminated at 35.5 feet . . . . . . . ' . . . PlATE-2-- I I I I I I I I I I I I I I I I I I I UNITED STATES TESTING BORING LOG Project: Buildin~ Pad E Dote: 7 /1 l 190 Boring No: __ B_-_2 __ _ Type of Rig: B-61 Hole Diqrneter: 8 inch Elevation: --1.\,/..6 9"--- Hammer Weight a Foll: 140 lbs. / 30 Ground Water: none Logged By:,:J ·-.,.Welch ~ o;e --~ ~ :: ~ in-~;:: 2... o x s -;;; i ~~ ~ffi g :z: ~ ~ E 9 2E >--5~ N ~ 1--...;.~--1---~---1-------Fl_E_L_D_D_s_c_RI_P_T_IO_N _____ -+_m_-4-_~__, __ ~ _ __,_2:_u--t-'---1 .. 1 --2 -3 ... 4 ... 5 ... 5 ... 7 --a -9 --10 -11 12 -13 14 15 16 17 --18 1-19 i-20 --21 i-22 23 i-24 1-25 '""26 1-27 --28 29 SC SC OH SC OH Dry Loose Tan Grey Silty Clayey Fine to coarse Sand (Fill) Moist Dense Tan Grey Silty Clayey Fine to Coarse Sand (Fill) Moist Very Stiff Black Clayey Silt Moist Dense Tan Silty Clayey Fine to Medium Sand (Fill) Moist Very Stiff _Grey Clayey Silt . • . . ( Santiago Formation) · - . . Boring Terminated At 19.5 feet . . . - . 41 DR 112 17.5 27 X 16.3 72 DR 14.5 54 X 15.0 5 o I 6 r----..-13.9 PLATE---3 - I I I I I I I I I I I I I I I I I I I / UNITED STATES TESTING-ENGINEERING SUPPORT SERVICES SYMBOLS AND TERMS USED ON BORING LOGS SAMPLER TYPES ( Shown in SAMPLE column) ~ ~ ~ pj ~ ~ OfllYEN IIING DRIVEN IULIC IHELIY IOCIC IPl.lT IO SAMPLE IAG SAMPLE IAIIPL[ TUIE CORE SPOON MC0Y[ll't' DISTUIIIIED TERMS DESCRIBING CONSISTENCY OR CONDITION COARSE GRAINED SOILS (major portion retained on No. 200 sieve): Includes (1) clean 9rovels and sands, and (2) silty or clayey ;ravels and sands. ~ndition in the following table is based on our interpretation of blow counts usinQ a tmmmer os noted on the boring log. • DESCRIPTIVE TERM SPT VALUES, N blows per 12 in. (After Terzoghi 6 Peck, 1968) Very loose O to 4 Loose 4 to 10 Medium-dense 10 to 30 Dense 30 to 50 Very dense >50 FINE GRAINED SOILS (major pert ion passing No. 200 sieve): Includes (1) inorQOnic ond organic silts ond cloys, (2) 9rovelly, sandy, or silty cloys, and (31 clayey silts. Consistency is roted according to shearing strength, as indicated by penetrometer reoclings or by unconfined compression tests. UNDRAINED OESCRIPTIYE TERM SHEAR STRENGTH KIPS/SQ FT Very soft less thon 0.25 Soft 0.25 to 0.50 Firm 0.50 to 1.00 Stiff 1.00 to 2.00 Very stiff 2.00 to 4.00 Hard 4.00 and higher NOTE: F",ssured cloys may flare lower wnconfined compressire strengths than shown o6o..e, hcauSt of planes of weo•ness or croch in the soil. The consistency ratings of such soils ore boRd on penetromtfer readings. Fissured 1, lnterbedded \ Calcareous Carbonate Well traded Poorly 91aded TERMS CHARACTERIZING SOIL STRUCTURE -containing shrinkage cracks, frequently filled with fine sand or silt, usually ,no,e or Ins wrticol -composed of alternate loyers of different sail types -contoininQ 12 to 50 percent calcium corbonote -containing 1110rt ftlan 50 percent colcium corbo"ate -Mving wide range in groin sizes ond substantial amounts of oll intermediate particle sizes -predominately of one groin 1ize1 or "aving o range of sizes with some ifttermediate size mining Terms used in tftis ,,port for describing soils according to tMir telfure or gro,n s,ze distr,bution o,e ill octordanct with ,tie UNIFIED SO~L CLASSIFICATION SYSTEM, os described in Technical Memorond11m No.3-35t lltrftnfOTS fjp.$~ PLATE 't I I I I I I I 1· I I I I I I I I I I I i UNITED STATES TESTING-ENGINEER SUPPORT SERVICES UNIFIED SOIL CLASSIFICATION PLASTICITY. CHART ,. GROUP sYMBOL GW TYPICAL NAMES we11-9roded 9'0vtls, fl"Ovtl·ICWld 11\iJturn, j .,__--1-_li_tt_1,_or_110_rane_s ----1 I § .,, l GP GM Poorly 9rodtd growt11, vovel ·sond mixtures. little or 110 fines Silty. 9,gye!s, ptf- tond·sill tni1lurH ~I P.~ I. 1----1--------------1 -j Clo)'IJ 9mtl11 frOvtl :5 GC eond·doy 1ni1turt1 a i a...-----1------1 I 'W f1 C I SW Wtll-~ed tollds, ,,ovelly sonds, little er 110 fint1 8 "i lli 1----1------1 Z PoorlJ 9'0dtd sends, J SP 1rovelly 10nds1 littlt I • IIO fi1111 -Silty sond1, tand·aa1t SM 111i1turt SC CloylJ sonda, sand· cloy 111i1t11rn GROUP sYMBOL TYPICAL NAMES Inorganic silta ond ftrJ fine sonds, rock flour -1 f.t. lilt y or doyty rant sands, ., doyry sita lrith 11911 ploaticifJ ~ 11--1--------1 l Inorganic do71 of low to 1nedii,m pl01ticity, I CL vovelly days, sondy .,,_ ti =• Cloys, lilty cloys, lean i cloys C I 1----1---------t W ~ Orvcnic sifll ond organic { I OL silty cloys of low "I' ~ flosticitJ W_ I 1-------1--------1 klorp'lic silts, 111ic0ceous ~ 'a MH er di0tomoceou1 fine j sondy Of silty soil11 I .__--'"_11os_,_ic_,_,"_• ----t I CH Inorganic doJI of •ioh flosticity, fct doyl ..____,a,_;...__..;;.;.._----4 OH Pt Organic dOJI of Ndi11m ID •iQh plosticitJ, •vonic 1ilt1 Piaf ol'ld other 9-ighlJ e,vo11ic soils ltOTE: U~ ~ prntnttd i11 STMB~ ~""' • IORING LOG. 2) The ,.. lint ia OI\ 1,npiricol rtlafionship lllabfilhtd ~ A. Co~CSt. PLATE---,5- I I I I I' I I I I I I I I I I I I ' ! I i .. t \ ., 140 -+--1--1.......1_..,.-.I.,__._\_\,.._..._ \ \ \ \ \ ' Laboratory Number: File Number: Date: 7 / 11/90 \ I \ 135 , t-i-+-+--+-4---+-\' -\-\ __ , 1\ Job.Name: _;B~u~1~·1=d=i~n~~i......:P~a~d;;;_~E-------------~ LJ.\ ---. p I t-t-,-i.--+---+-+-"--· .. -.. -1-\: l \ -+-~·-,, ,--, ·-i~o t--+---i--i--oiii---1----~t--+-..-. I ; \ i I • .. ~ -\--- Sample No. Depth __ o_-_s __ Contract No. ----i Location Secured: B-2 ------- ' 'I \ t-+-i--'----1-·-+-~-···:-·,-:-Visual Description: -----1-11-f---~i·,_. '··\--~ \ Brown Clayey Silty Sand ! --::--; \I\ t-l-i--cl--!---1-----..--+·-,. -1.:.,... ~ I ; I • • \ 12:i ...... 1--...-,.....;....ii~ ...... -i-....ia--+-_ ..... L~I\ t-1--1--c;.-.;;---1--,l--!,.-,-t--11-''rl, ..l\ ·,n _ _,_ __ :_, -.--1~P{,=_ \I\~. I I i i • f f"\ f20 I i I I i ' 115 I I i ~ L ., I I I I ! ! 110 . I ! I I I ! I ' ! I I I . I I I I I I I I I ,- I I I (5 layer) MSHO-Tl80 ASTM-D 1557 I I / l. Method B C D A-=-~''MoLP -~ MAT'L 8• '4' II II •• C I ',, ,, -'1/',', II D ... ', ,, -JJ/ ,, Co~Ti'P A>R + ~,, ' t-.. \. ·-!>o T ------------. ~; . 117.0 i' l 1 . I I , ' I',°'=~ 1' I H.D.D. ·I I I l--i!--!1--!!--!--1--ii--:--,f--1--1~.;-+--1--!-I ~-1-....... 1 .....,l..--11--1f--1--1--.1-.:..I _._---i:..~~' i ""\.. 0 '\ "~~"" ·1 j: H '· ii I, 13.0 0.N.C. :I I 10 IS 20 25 30 ; ______________ i i -•••• • ---•------I Rlr.l NO. , . 2 3 5 ' I I I I j I I l j I I I I :•CT •l .. f'i,.t c.:. "''· · · ! c•r •T. •t• C"J. ,r. I I . I I I I I I 1_· ... ·'IICY U. 5-..,~r r I I I I 1 I i I !°LAT€ ' ,.i., t-:oistc~('t I I I I I I I I I I I I APPENDIX A 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 I I RECOMMENDED GRADING SPECIFICATIONS GENERAL INTENT These specifications have been prepared to establish procedures for clearing, compacting, preparing areas to be filled, and placing and compacting fill soils. The recommendations contained in the preliminary geotechnical investigation report are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter. These specifications shall apply only to the subject property and shall be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. EARTHWORK OBSERVATION AND TESTING Prior to the commencement of grading, a qualified geotechnical engineer and his field representative shall be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specification. It will be necessary that the consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. It I I I I I I I I I I I I I I I I I I I Appendix A -Page-2 shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly. It shall be the sole responsibility of the contractor to provide adequate and methods to' accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If, in the opinion of the consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Test methods used to determine the degree of compaction should be performed in accordance with the following American Society for Testing and Materials test methods. a) Maximum Density & Optimum Moisture Content: ASTM-D- 1557-78. b) Density of Soil In-Place: ASTM-D-1556-64 or D-2922. I I I I I I I I I I I I I I I I I I I Appendix A -Page J. All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation brush and debris derived from clearing operations shall be removed, and legally disposed of. Any abandoned surface and/or buried structures encountered during grading operations should be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedures should be backfilled, conditioned, and compacted as required for fill material below. This includes, but is not limited to, septic tanks, fuel tanks, sewer or leach lines, storm drains, and water lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the Soil Engineer, so that he may determine if any special recommendation will be necessary. After clearing or benching, the natural ground in areas to be filled shall be scarified to a depth of 6 inches. Scarification shall continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform I I I I I I I I I I I I I I I I I I I Appendix A -Page 4 compaction. The materials shall be brought to the proper moisture content, compacted and tested for the minimum degree of compaction as recommended in the preliminary geotechnical report. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soils which possess an in-situ density of at least 90 percent of its maximum dry density. FILL MATERIAL Material to be placed in the fill shall be approved by the Soil Engineer and shall be free of organic matter and other deleterious substances. Granular soil shall contain sufficient fine material such that a large portion of the voids are filled. Soils of poor gradation, expansive potential or strength characteristics shall be placed in areas as designated by the Geotechnical Engineer. These undesirable soils may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineers. I I I I I I I I I I I I I I I I I I I Appendix A -Page 5 FILL PLACEMENT AND COMPACTION Approved fill.materials shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to attain uniformity of material and moisture in each layer. Each layer shall be uniformly compacted to a minimum specified degree of compaction with equipment. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction shall be as specified in the preliminary geotechnical report. When approved structural fill material contains oversize (plus 6 inches) the oversize will not be allowed to nest and all voids must be sufficiently filled with soil such that the minimum degree of compaction is achieved. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is less than the required degree of compaction, the layer shall be reworked I I I I I I I I I I I I I I I I I I I Appendix A -Page 6 until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers at intervals not greater than 4 fee~. Fill slopes shall be back- rolled and/or over-built and cut-back to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material 6 or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent maximum dry density. Density tests will be taken during construction to the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his field representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required compaction is obtained, at no cost to the Owner or Geotechnical Engineers. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than that allowed by the ordinances of the controlling governmental agency. " I rl I I I I I I I I I I I I I I I I I I ~ Appendix A -Page 7 ENGINEERING OBSERVATION Field observation by the Soil Engineer or his representative_ shall be made during the filling and compacting operations so that he can assure the recommendations contained herein and in the geotechnical report are satisfied. The presence of the Geotechnical Engineer or his representative, their observations during earthwork procedures, and/or the compaction test results shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill material can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. ~I r I ' tj f1 :; •t :1 ;! f{ d N fl ;/ ;;1 H H q -<! It ,, 1/ ·~ ,/ JI if ¾ il 'tt <l ft -; I ff ,1 ti it 11 11 ' ,, ~B :' ~-i ,., l -_ ' ~ { . ' :I ' ! J t 1 t n G [l n n n n n n n n 0 n n n n n n n *· ------· ·-------------------·-·-·-----.. l SAN DIEGO GEOTECHNICAL CONSULTANTS, INC. SOIL ENGINEERING & ENGINEERING GEOLOGY / / l . I I I ! I I I I I I I. I I I I I I I I I I I I FOUNDATION INVESTIGATION CARLSBAD OAKS BUSINESS CENTER LOTS 3-6 CARLSBAD, CALIFORNIA PREPARED FOR FIVE M. DEVELOPMENT, INC. 3456 CAMINO DEL RIO NORTH SAN DIEGO, CALIFORNIA 92108 PREPARED BY SAN DIEGO GEOTECHNICAL CONSULTANTS, INC. 9240 TRADE PLACE, SUITE 100 SAN DIEGO, CALIFORNIA 92126 NOVEMBER 20, 1986 JOB NO. 30065-00 LOG NO. 6-6552 I I I I I I I I I I I I I I I I I I I SAN DIEGO GEOTECHNICAL CONSULTANTS, INC. November 20, 1986 Five M. Development, Inc. 3456 Camino Del Rio North San Diego, California 92108 TM Attention: Mr. Neil Medlock SUBJECT: FOUNDATION INVESTIGATION SOIL ENGINEERING & ENGINEERING GEOLOGY Job No. 30065-00 Log No. 6-6552 Carlsbad Oaks Business Center, Lots 3-6 Carlsbad, California Gentlemen: This report presents the results of our Foundation Investigation for the proposed commercial development at the subject site. Our investigation was performed in October, 1986 and consisted of field exploration, laboratory testing, engineering analysis of the field and laboratory data, and the preparation of this report. If you have any questions, please do not hesitate to contact us. Very truly yours, SAN DIEGO GEOTECHNICAL CONSULTANTS, INC. Wk~G.-L- w. Lee Vanderhurst Vice President/Chief Geologist WLV/pb A SUBSIDIARY OF THE IRVINE CONSULTING GROUP, INC. 9240 TRADE PLACE, SUITE 100 • SAN DIEGO, CA 92126 • (619) 536-1102 • FAX: (619) 536-1306 I I I I I I I I I I I I I I I I I I I 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 TABLE OF CONTENTS INTRODUCTION ...................... . 1. 1 1. 2 Authorization. . . . . . . . . . . . Scope of Services ............. . 1.3 Project Description •.•.••••••• SITE DESCRIPTION ........... . ..... FIELD EXPLORATION .. LABORATORY TESTING ................. . ... . . ....... SUBSURFACE CONDITIONS .................... . . .. • 1 •• 1 • • 1 . . 2 . ... . 2 • 3 .3 . ... 3 5.1 5.2 5.3 5.4 Geologic Conditions •• . ......... 3 Fil 1 ••••• ........•.•. 4 Bedrock ..•••••.••.. . . . . . . . . . . . . . . . . . . . .4 Groundwater ..•••.• SEISMICITY ............ . .... . . 5 . . 5 6.1 6.2 6.3 6.4 6.5 Regional Seismicity .•••••••.•.•••••.••.•.••...... 5 6.1.1 Earthquake Accelerations ..••..... Seismically Induced Settlement of Soils ...••..•• Liquefaction ................................... . Lurching and Shallow Ground Rupture •...•....•.•. Tsunamis and Seiches •.••••••.•.•...••••••.•...•. • 5 • 6 • 6 ENGINEERING CONSIDERATIONS. . . . . . • 7 . 7 • 7 7. 1 Expansive Soils •..••••... 7.2 Differential Settlement •. GEOTECHNICAL EVALUATION AND RECOMMENDATIONS .. 8. 1 8.2 8.3 General Grading 8.2.1 8.2.2 8.2.3 8.2.4 8.2.5 8.2.6 Discussion .•••.•.•...... ~·· and Earthwork .•...•.......•• General •.••..••••• Geotechnical Observation .. Site Preparation •••. Fill Material ••.•••• Compacted Fill ..•••• Trench Backfill .•.•. . . . . . . . . . . . . ... Stability •..••.•••.•• Existing Slopes •..•...•••..• . ... 7 • • 8 •• 9 9 . . 11 • • • • • 1 1 • 1 2 ••.•• 1 2 • •• 1 3 • 14 ••• 1 4 •• 14 ••••••• 1 4 Slope 8.3.1 8.3.2 Slope Protection/Maintenance ......•...... 15 8.4 8.5 Surface and Subgrade Drainage ••....•••••••... Foundation and Slab Recommendations ..•••• ••• 1 5 16 8.5.1 8.5.2 General ................. . Foundations •••••••..••••. i •••• 1 6 •••• 1 6 I I I I I I I I I I I I I I I I I I I 8.5.3 8.5.4 8.5.5 8.5.6 TABLE OF CONTENTS (Continued) Slabs .................................................. 17 Foundation Observation .•.......•.......•• 1 7 Lateral Load Resistance ..•.•••••••••.•••• 18 Footings Set Back From Slopes ••••••.•..•• 18 8. 6 Retaining Walls ................................. 19 8.7 Reactive Soils .................................................................... 19 8.8 Pavement Recommendations ••.•.•.•••••.••..•••...• 19 8.9 Plan Review ..................................... 21 9.0 LIMITATIONS OF INVESTIGATION ......................... 21 Figure 1 Figure 2 Table 1 Plot Plan Appendix A Appendix B Appendix C Appendix D FIGURES AND TABLES Location Map Regional Fault Map Seismicity for Major Faults ATTACHMENTS Plates 1 and 2 APPENDICES Ref er_ences Field Exploration Laboratory Testing Follows Page 2 5 5 Standard Guidelines for Grading ii I I I I I I I I I I I I I I I I I I I FOUNDATION INVESTIGATION Carlsbad Oaks Business Center, Lots 3-6 Carlsbad, California 1.0 INTRODUCTION The purpose of our investigation is to evaluate the existing geotechnical conditions at the subject site and to provide recommendations for remedial grading and foundation design parameters. 1.1 Authorization Authorization for this project was verbally by Neil Medlock of Five M Development in accordance with our Proposal Number 6-4422R, dated August 25, 1986. 1.2 Scope of Services The scope of services provided during the preparation of this Foundation Investigation include: 1.2.1 Subsurface exploration including 13 hollow stem auger borings to a maximum depth of 40 feet; 1.2.2 Logging and sampling of exploratory borings to evaluate subsurface soil conditions, undisturbed and bulk samples for laboratory testing; 1.2.3 Laboratory testing of samples representative of those encountered during the field exploration; 1.2.4 Geologic and soils analysis of field and laboratory data, which provide the basis for our conclusions and recommendations; I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Job No. 30065-00 Log No. 6-6552 Page 2 1.2.5 Preparation of this report and accompanying maps, and other graphics presenting our findings, conclusions, and recommendations. 1.3 Project Description It is our understanding that 10 commercial/industrial buildings are planned for the site. The buildings are currently planned to consist of concrete tiltup panels placed on a conventional spread footing system and slab on-grade. Telephone conversations with engineers at Burkett & Wong Engineering indicate that foundation loads of up to approximately 2200 pounds per lineal foot are expected for continuous footings and 40 kips for isolated column loads. Additional grading for the site is expected to involve conventional cut/fill techniques in order to provide precise grades, building pads, driveways and parking areas, and provide site drainage. 2.0 SITE DESCRIPTION The site consists of four previously rough graded lots within the Carlsbad Oaks Business Center. The lots were rough graded under the observation and testing of San Diego Geotechnical Consultants, Inc. The As-Graded Geotechnical Report for the mass grading on this project was being compiled at the time of this report. The site is located north east of the intersection of Palomar Airport Road and El Camino Real, Loker Avenue (see Location Map, Figure 1). The rough graded lots make up an irregular shaped level area roughly 700 by 800 feet. Previous grading can be charac- I I I I I I I I I I I I I I I I I I I / \ / I _,-·,\ l '--' ===J=::.~ -~;:: 1 . 0 4000 ADAPTED FROM U.S.G.S. 7 .5' ENCINITAS (1975). RANCHO SANTA FE (1983). ---------2000 FEET SAN LUIS REY (1975), SAN MARCOS (1983) QUADRANGLES LOCATION MAP JOB NO.: DATE: FIGURE: 30065-0 NO 1 SAN DIEGO SOILS ENGINEERING, INC. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Job No. 30065-00 Log No. 6-6552 Page 3 3.0 terized as a deep side hill and canyon fill. A cut/fill transition runs through the middle of the site from north to south. The maximum depth of fill on-site is approximately 55 feet. The north and west sides of the site are made up of 2:1 (horizontal:vertical) fill slopes with a maximum height of 85 feet. FIELD EXPLORATION Subsurface conditions were explored by drilling thirteen exploratory borings to a maximum depth of approximately 40 feet below existing grade. The approximate locations of the borings are shown on the attached Plot Plan, Plates 1 and 2. The borings were drilled with a truck-mounted 8-inch diameter hollow stem auger. Drilling of the borings was supervised by our field geologist who logged the soils and obtained bulk and relatively undisturbed samples for laboratory testing. 4.0 LABORATORY TESTING Laboratory tests were performed on representative samples of soil obtained during our evaluation. Tests were performed in accordance with test methods of the American Society for Testing and Materials or other accepted standards. A brief description of the tests performed are included in Appendix B. 5.0 SUBSURFACE CONDITIONS 5.1 Geologic Conditions Site specific geologic conditions were addressed previously in the "Preliminary Geotechnical Site Study" I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Job No. 30065-00 Log No. 6-6552 Page 4 for Carlsbad Oaks Business Center dated March 15, 1986 by Woodward Clyde Consultants and "Preliminary Geotechnical Investigation, Gildred Tchang Property", by Testing Engineers, San Diego dated August 19, 1985. Additional information obtained during rough grading will be provided in our forthcoming As-Graded Geotechnical Report. 5.2 Fill Fill was encountered in Borings 1, 2, 3, 4, 10, 11, 12, and 13 to a maximum explored depth of 38 feet. Up to 55 feet of compacted fill was placed on the site during rough grading. The fill varied in soil type and included from silty sand, clayey silt and clay. Consistency was generally moist and medium dense/very stiff. Fill soils exhibited a medium to high expansion potential. These materials are considered suitable for the support of fill or structural loads, and may be reused as compacted fill material. However, special design considerations are recommended because of their expansion potential. The contact between the fill and bedrock at the surface of the pad (daylight or transitions) is shown on Plates 1 and 2. 5.3 Bedrock Santiago Formation was encountered in the borings at the surface and underlying the fill. The bedrock generally consists of hard siltstone/claystone and dense sandstone material. In Boring 4, a 4 11z foot thick layer of remolded claystone was encountered, which was very moist and firm to stiff. Gypsum crystals up to 2 inches in diameter were encountered I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Job No. 30065-00 Log No. 6-6552 Page 5 5.4 within some of the claystones. Thin layers of sea shells were found within some of the sandstones. Groundwater Groundwater was not encountered in our exploratory borings at the time of our field exploration. 6.0 SEISMICITY 6.1 Regional Seismicity The site can be considered a seismically active area, as can all of southern California. There are, however, no known active faults on or adjacent to the site. Seismic risk is considered low to moderate as compared to some areas of southern California, due to the distance from active faults. Seismic hazards within the site can be attributed to ground shaking resulting from events on distant, active faults. Table 1 lists active faults which can significantly affect the site. Figure 2 shows the approximate geographic relationship of the site to these faults. 6.1 .1 Earthquake Accelerations We have reviewed the possible earthquake accelerations at the site and in our opinion, for the intended use, the most significant event is a 7.0 magnitude event on the Elsinore Fault. Although a 6.0 magnitude event on the Rose Canyon Fault could produce higher peak I I I I I I I I I I I I I I I I I I I DISTANCE TABLE 1 SEISMICITY FOR MAJOR FAULTS MAXIMUM ESTIMATED PROBABLE PEAK BEDROCK REPEATABLE HIGH FAULT FROM SITE EARTHQUAKE ACCELERATION BEDROCK ACCELERATION Elsinore 22 Miles NE 7.0 0.20g 0.20g Coronado Banks 24 Miles SW 6.5 o. 11g 0. 11 g San Jacinto 46 Miles NE 7.5 o. 11g o. 11 g San Clemente 58 Miles SW 7. 3 · 0.08g 0.08g San Andreas 70 Miles NE 8.0 0.08g 0.08g Newport- Ingle;vood 53 Miles NW 6.5 0.05g 0.05g Rose Canyon4 7 Miles SW 6.0 0.29g 0.19g La Nacion4 26 Miles s 6.0 0.08g 0.08g 1. Seismic Safety Study City of San Diego (1974) & Bonnilla (1970) 2. Seed and Idriss (1982) 3. Ploessel & Slosson (1974) 4. Potentially Active ----- , .•. ... -- 111• ___ o __ _ Df.:LANO \ I 8AIU:ftSflElO ~ANNICOL.-.S ~ISLAND -- LAKE ., IS.t.aELLA/IIIIJ:I;,- :-s. OAHTACATAC~ ISLAND INA~ ---------- 1, •. 111• ' '\ '\ ' 9A~E ... ... .. -------+---.... -PsOLANA ~ • \ r,~~ .<, I ., ~::::::::::')-c; _ ... I I~~ I ~I'" , '7 I I ,. 7 ! 40 to ..... ~ MEXICO ,, I t t! y V 1 V ruc-,11,, I ADAnao ,..,011 JIMNUtoe, ,.,.,, I CAUPOJINIA OIVIIION Of IIINla AND Ot:OLOOY ' r&uLt ""'' or c,wroen1A 111• uo• 111· 1u• ~ . ... REGIONAL FAULT MAP JOB NO.: DATE: FIGURE: 30065-00 NOVEMBER 1986 2 I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Job No. 30065-00 Log No. 6-6552 Page 6 6.2 accelerations at the site, for construction engineering purposes, these faults are not considered active. The estimated peak bedrock acceleration for the above-described seismic event is 0.20g. A one-third reduction in acceleration for events within roughly 20 miles of the site is generally accepted as the anticipated repeatable high bedrock acceleration. Events beyond an approximate 20-mile radius, however, should use the peak values for design consideration. An anticipated repeatable high bedrock acceleration of 0.20g resulting from a 7.0 magnitude earthquake on the Elsinore Fault is considered an applicable design consideration for the subject site. Site specific ground response evaluation was beyond the scope of this investigation. Design of structures should comply with the requirements of the governing jurisdictions, building codes and standard practices of the Association of Structural Engineers of California. Seismically Induced Settlement of Soils The soils underlying the site consist of firm bedrock and compacted fill. These materials should not be subject to seismically induced settlement. 6.3 Liquefaction The bedrock materials and compacted fill underlying the site are not considered subject to liquefaction. These I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Job No. 30065-00 Log No. 6-6552 Page 7 site materials have generally high relative densities and are not in a saturated state. 6.4 Lurching and Shallow Ground Rupture Breaking of the ground because of active faulting is not considered a hazard on the site due to the absence of active faults. Cracking, related to shaking from distant events, is not considered a significant hazard, although it is a possibility at any site. 6.5 Tsunamis and Seiches The site is not subject to inundation by tsunamis or seiches because of its elevation above sea level and the absence of lakes and ponds. 7.0 ENGINEERING CONSIDERATIONS Bearing materials within the depth of foundation influence at the site consist of previously placed fill, and bedrock materials. 7.1 Expansive Soils Bedrock and fill exhibit a moderate to high expansion potential. The effects of expansive soils on foundations can be reduced by either remedial grading or by specially designed foundations. Remedial grading could consist of replacing expansive soils with non-expansive import material within the building area or by moisture conditioning the soil and constructing specially reinforced foundations Alternative methods for treatment of expansive soils are contained herein. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 7.2 Differential Settlement Job No. 30065-00 Log No. 6-6552 Page 8 Because of the different settlement characteristics of the compacted fill and the bedrock materials, there is a potential for adverse differential movements for structures founded on a transition from cut to fill. The location of the cut/fill transitions are approxi- mately delineated on Plates 1 and 2. To decrease the likelihood of adverse differential settlements and to eliminate a sharp transition beneath foundations and slabs, special site preparation recommendations are provided. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 8.0 GEOTECHNICAL EVALUATION AND RECOMMENDATIONS 8.1 General Discussion Job No. 30065-00 Log No. 6-6552 Page 9 No geotechnical conditions were apparent in our explorations which would preclude the site development as planned, provided the recommendations discussed in this report are fully complied with. The site conditions of most significance to the proposed development are the expansive nature of both the fill and bedrock materials, and the possibility of structures spanning the cut/fill transition area. Differential movements are possible due to both the different expansion and settlement characteristics of the fill and bedrock materials on "transition lots". We, therefore, recommend that the bedrock portion of transition lots be overexcavated below the bottom of the proposed footings. In addition, we recommend that all building areas be moisture conditioned to decrease the expansion potential of the soil. The depth of moisture conditioning should extend to at least two feet below slab subgrade. Two alternatives are recommended to moisture condition the subgrade. The subgrade soils within two feet of subgrade may be removed, moistened to at least five percent over optimum moisture conditions, and then replaced as a uniformly compacted fill; or the subgrade soil ma·y be presoaked from the surface until moistened to at least five percent over optimum moisture conditions. The disadvantage of using the latter recommendation is that considerable time may be necessary for moisture penetration from the surface of occur. 1n addition, it also will necessitate that I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Job No. 30065-00 Log No. 6-6552 Page 10 Building Ntmlber A B C D E F foundations and slabs be constructed in two pours, in order that the perimeter stem walls can be used to pond water during presoaking. The following table lists the proposed buildings and the foundation soil conditions which are anticipated. It also provides the recommended overexcavation to mitigate the cut/fill transitions. The depths of overexcavation are based on the maximum depth of fill present across the transition, and our past experience with such problems. Bearing Material Bedrock/fill transition Bedrock/fill Transition Fill Fill Maximum Depth of Fill on Transition Lot 11 Feet 5 feet (No Building E shown on plans) Bedrock Cut Recormnended Remedial Site Work a) Overexcavate bedrock 3 feet below footing bottoms b) Moisture condition upper 2 feet of slab subgrade a) Overexcavate bedrock 3 feet below lowest adjacent finish grade b) Moisture condition upper 2 feet of slab subgrade a) Moisture condition upper 2 feet of slab subgrade a) Moisture condition upper 2 feet of slab subgrade a) Moisture condition upper 2 feet of slab subgrade I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Job No. 30065-00 Log No. 6-6552 Page 11 Building Number G H I J Bearing Material Bedrock/fill Transition Bedrock Cut Bedrock/Fill Transition Fill Maximum Depth of Fill on Transition Lot 5 feet 2 feet a) b) a) a) b) a) Recommended Remedial Site Work Overexcavate bedrock 3 feet below lowest adjacent finish grade Moisture condition upper 2 feet of slab subgrade Moisture condition upper 2 feet of slab subgrade Overexcavate bedrock 2 feet bel?W lowest adjacent finish grade Moisture condition upper 2 fill of slab subgrade Moisture condition upper 2 fill of slab subgrade 8.2 Grading and Earthwork 8.2.1 General All earthwork and grading for site development should be accomplished in accordance with the attached earthwork and grading recommendations (Appendix C) and Chapter 70 of the UBC. All special site preparation recommendations presented in the following paragraphs will supersede those in the attached Standard Earthwork and Grading Recommendations. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 8.2.2 Geotechnical Observation Job No. 30065-00 Log No. 6-6552 Page 12 Continuous observation by the Geotechnical Consultant is essential during grading to confirm conditions anticipated by the preliminary investigation, to adjust designs to actual field conditions, and to determine that grading proceeds in general accordance with the recommendations contained herein. 8.2.3 Site Preparation a) Transition Lots In areas where buildings will straddle cut/fill transitions, it is recommended that the bedrock materials be overexcavated and replaced as a uniformly compacted fill. The buildings affected, and the recommended depths of overexcavation are provided on Table II. The lateral extent of this overexcavation should include the area 5 feet outside of the perimeter footings. After the excavation has been completed, the bottom should be observed by the Geotechnical Consultant to determine that soils conditions are as anticipated and that the depth of overexcavation is as recommended. The building area may then be brought to the desired grade using the on-site soila, compacted to at least 90% of its maximum density at approximately optimum moisture conditions. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 b) Moisture Conditioning Job No. 30065-00 Log No. 6-6552 Page 13 We recommend that the subgrade soils within two feet of slab subgrade be moisture conditioned in order to decrease the expansion potential. Moisture conditioning may be accomplished by presoaking from the surface, or by removing the soils, moistening, and recompacting. The end result of either method should be to increase the moisture content of the soil within two feet of subgrade to at least five percent over optimum moisture based on ASTM D 1557. If presoaking is utilized, the perimeter foundation should be placed first to retain the water used for presoaking. It should be noted that considerable time may be necessary for water to penetrate compacted fill and bedrock. If removal and recompaction is utilized, periodic sprinkling may be necessary to maintain moisture conditions between the time of grading and time of construction. Prior to construction, moisture testing should be performed by the Geotechnical Consultant to confirm that moisture conditioning is as recommended. 8.2.4 Fill Material Soils derived from on-site sources should be suitable for re-use as compacted structural fill. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 8.2.5 Compacted Fill Job No. 30065-00 Log No. 6-6552 Page 14 Details of fill placement are presented in Appendix C. In general, all fill should be compacted to at least 90% of Modified Proctor Density (ASTM D-1557) at approximately optimum mositure conditions (except in areas that are to be moisture conditioned). Sufficient observation and testing should be performed by the Geotechnical Consultant in order that an opinion can be formed as to whether the compaction requirements have been complied with. 8.2.6 Trench Backfill Utility trench and/or wall backfill consisting of the on-site material types should be placed by mechanical compaction to a minimum of 90- percent of the laboratory maximum density. 8.3 Slope Stability 8.3.1 Existing Slopes The fill slopes currently existing on this site should be stable at the 2:1 slope ratio currently existing. Any changes of slope ratio should first be analyzed by the Geotechnical Consultant. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 8.3.2 Slope Protection/Maintenance Job No. 30065-00 Log No. 6-6552 Page 15 Although slopes should be stable at the slope ratios existing at this time, the soils used in construction are susceptable to errosion. For this reason it is recommended that slopes be planted as soon as possible after construction. It is recommended that deep rooted plants adapted to a semi-arid climate be used. Site drainage should be directed away from the top of all slopes. 8.4 Surface and Subgrade Drainage The performance of foundations is highly dependent upon maintaining adequate surface drainage both during and after construction. The ground surface around structures should be graded so that surface water will be carried quickly away from the building without ponding. The minimum gradient within ten feet of the building will depend upon surface landscaping. In general, paved or lawn areas should have a minimum gradient of 2 percent, while heavily landscaped areas should have a minimum gradient of 5 percent. Roof drains should be carried across all backfilled areas and discharged at least ten feet away from structures. Planters should be constructed so that moisture is not allowed to seep into the foundation areas or beneath slabs and pavements. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 8.5 Foundation and Slab Recommendations 8.5.1 General Job No. 30065-00 Log No. 6-6552 Page 16 Our recommendations are considered to be generally consistent with the standards of practice. They are based on both analytical methods and empirical methods derived from experience with similar geotechnical conditions. Reinforcement recommendations are considered the minimum necessary for the likely soil conditions and are not intended to supersede the design of the Structural Engineer or criteria of governing agencies. 8.5.2 Foundations It is anticipated that a shallow foundation system bearing uniformly on either the bedrock materials, or structural fill soils on-site should be suitable to support the proposed structure. Foundations bearing within the fill materials may be designed for a maximum allowable bearing capacity of 2000 psf. For foundations bearing in bedrock materials a maximum allowable bearing capacity of 4000 psf may be used. As previously discussed, foundations bearing on a transition from bedrock to fill are not recommended. We anticipate that Buildings A, B, C, D, G, and J will be founded on fill, and that Buildings F, H, and I will be founded on bedrock. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Job No. 30065-00 Log No. 6-6552 Page 17 Footings should be at least 12 inches wide and 24 inches deep (below lowest adjacent subgrade). Continuous footings should be continuously reinforced with at least 2 No. 5 bars placed 1 at the top of the stemwall and one at the bottom of the footing. 8.5.3 Slabs We recommend that slabs be constructed a minimum of four inches in actual thickness and be reinforced with at least 6x6/10-10 welded wire mesh placed at mid-height of the slab. Actual design of on-grade slabs may be based upon a modulus of subgrade reaction of 200 pcf. We recommend that slabs be underlain by at least four inches of crushed rock or clean washed sand as a capillary break. If a moisture membrane is used, we recommend that it be overlain by at least two inches of sand to decrease the likelihood of curing problems. Slab subgrade should be moisture conditioned as recommended in Section 9.2.3. 8.5.4 Foundation Observation All foundation excavations should be observed by the Soils Engineer prior to the placement of forms, reinforcement, or concrete, for deter- mination of conformance with the intent of the recommendations herein. All excavations should be trimmed neat, level and square. All loose or unsuitable material should be removed prior to the placement of concrete. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Job No. 30065-00 Log No. 6-6552 Page 18 Materials from footing excavations should not be spread in slab-on-grade areas unless compacted. 8.5.5 Lateral Load Resistance Resistance to lateral loads may be provided by a passive pressure against the vertical faces of the foundations or walls and by the frictional resistance between concrete and soil. Passive pressure for compacted on-site fills may be considered to be 300 pcf. Passive pressure for the undisturbed bedrock materials may be considered to be 450 pcf. A coefficient of friction for soil to bedrock may be assumed to be 0.4. When combining frictional and passive resistance the latter should be reduced by one-third. 8.5.6 Footings Set Back from Slopes If footings are proposed adjacent to slopes we recommend that the foundations be deepened to provide a minimum horizontal distance from the lower outer edge of the footing to the adjacent slope face equal to ten feet. If footings are planned which require utilization of this recommendation, we recommend that the foundation plans be reviewed by the Geotechnical Consultants prior to construction. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 8.6 Retaining Walls Job No. 30065-00 Log No. 6-6552 Page 19 The active earth pressure for the prevailing on-site soil may be based on an equivalent fluid pressure of 40 lbs/cubic feet. The active earth pressure should be used for retaining walls which are free to yield at the top (unrestrained). For retaining walls which are braced at the top an equivalent fluid pressure of 60 pcf should be used, based on the at-rest soil condition. The above values should be modified to take into account any surcharge loads, sloping backfill or other externally applied forces. Passive pressures used for design of retaining walls were presented previously in Section 9.6.4, "Lateral Load Resistance". 8.7 Reactive Soils The results of sulfate testing performed on soils obtained in our borings indicate that Type II cement should be used for concrete which will be in contact with the on-site soils. Results of these sulfate tests are included in Table B-3. 8.8 Pavement Recommendations Areas to be paved with asphaltic concrete should be graded in accordance with the site preparation recom- mendations given above. The following preliminary pavement sections are recommended based on an R-value of 5. The results of our R-value tests are shown in Table B-4. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Parking Areas (T. I. = 3.5) 2.5 inches of asphaltic concrete Job No. 30065-00 Log No. 6-6552 Page 20 on 6-inches of Class 2 aggregate base course compacted to 95% at least of ASTM: D-1557 maximum density Light Traffic Areas (T.I. =4.0) 3-inches of asphaltic concrete on 7-inches of Class 2 aggregate base course compacted to at least 95% of ASTM: D-1557 maximum density Heavy Truck Routes (T.I. = 4.5) 3-inches of asphaltic concrete 8-inches of aggregate base course compacted to 95% of ASTM: D-1557 We recommend that the upper 12 inches of pavement subgrade soils be scarified, moistened to near optimum conditions and compacted to at least 90 percent of the maximum density. We recommend that you require the Contractor or supplier to assure·conformance with material specifications. It should be noted that laboratory testing may require 5 to 7 days. We recommend that the area within and around the trash enclosure be paved with Portland Cement Concrete (P.C.C.). P.C.C. paving should be a minimum 6-inches thick, reinforced with at least 6x6x10/10 welded wire mesh. Subgrade soils and aggregate bases should be prepared as recommended above for asphalt paving. Concrete paving should be provided with appropriate contraction joints at a maximum interval of 20-feet and divided into as nearly square panels as possible. I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 8.9 Plan Review Job No. 30065-00 Log No. 6-6552 Page 21 We recommend that the final grading plans and foundation plans for the proposed project be reviewed by the Geotechnical Consultant to evaluate compliance with the recommendations presented herein. Review of grading plans may necessitate an additional investi- gation and_ analysis if the project is significantly changed from our current understanding of the proposed site development. 9.0 LIMITATIONS OF INVESTIGATION Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Soils Engineers and Geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The samples taken and used for testing and the observations made are believed representative of the entire project; however, soil and geologic conditions can vary significantly between borings. As in most major projects, conditions revealed by excavation may be at variance with preliminary findings. If this occurs, the changed conditions must be evaluated by the Project Soils Engineer and Geologist and designs adjusted as required or alternate designs recommended. I I I I I I I I I I I I I I I I -1 I I Five M. Development, Inc. November 20, 1986 Job No. 30065-00 Log No. 6-6552 Page 22 This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for other than our own personnel on the site; therefore, the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man.on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or I I I I I I I I I I I I I I I I I I I Five M. Development, Inc. November 20, 1986 Job No. 6747-002-00-00 Log No. 6-6552 Page 23 partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. Very truly yours, SAN DIEGO GEOTECHNI Reviewed by: Thomas C. Gray, C.E.G. 281 Expiration Date: 6-30-88 Associate Geologist EJN/WLV/AFB/TCG/pb *** INC. ./~7W./,--, 2[~1(~333 Expirati Date: 3-31-87 Chief Engineer I I I I I APPENDIX A References 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 I I I I I I 1. 2. 3. APPENDIX A References Bowles, J. E., 1982, "Foundation Analysis and Design", by McGraw Hi 11. Ploessel and Slosson (1974), "Repeatable High Ground Acceleration From Earthquakes", California Geology, California Division of Mines and Geology, September. Seed and Idriss (1982), Ground Motions and Soil Liquefaction During Earthquakes, Earthquake Engineering Research Institute, Berkeley, California. I I I I I APPENDIX B Field Exploration 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 I I I I I I --------------------------------------·-DATE OBSERVED: __ 1..;.0_-_1.;..3_-8.;..6,.... _____ METHOD OF DRILLING: _ _.:.::,8.,."~lfo:::.l=--la!a.:oa!..:w~S~t..,.e:..:.m'-"'A""'u,..g.s.,e.1..r _____ _ 140 /fa Hammer, 30" Drop LOGGED BY: R. S. GROUND ELEVATION: __ 3_6_8_± ___ LOCATION: __ s_ee_G_e_o_t_e_c_h_n_L_c_a_l_M.;.;..ai;..p _____ _ -z I-~ w w u.. 0 .... :z: u:: I-cii a. en w < Q ..J ... o 0 - - - - 5- - - - - 10- - - - - 16- -- - - 20- - . - -- 26- - - - - 30- - -- - 35- - - I-Q w O w -' o mw n. u.. a:_, ::E .... :>a. < (/J I-::s (/) ~ ~< ~ 0 Q(/J _, _, z ::, m ::, m 21 rz 20 lZ ..... w:! a: ... ~z Cl) w -1-0z :=:o 0 (21.0 100. 6 BORING NO._1_ DESCRIPTION KELLY WEIGHT (Iba.) FILL: Mixed light brown sandy StLT to dark gray brown sandy CLAY, moist, very stiff @ 5' some light gray fine sand, mixed in, medium dense, some olive gray CLAY, very stiff. @ 10' some blue green clayey SILT mixed in, very stiff SOIL TEST Expansion Test Consolidation Particle Size Analysis Atterberg Limits R-Value Particle Size Analysis Atterberg Limits I SANTIAGO FORMATION: (Tsa) Medium gray silty CLAYSTONE, moist, hard, some orange +--+---f--+---+---t--staining, some gypsum crystals 1-..;;.;..;,;.;,;,;.;;.~..;;.;;.;.;;.;;..~~;;;;...~.;;..;;.~------t -Backfilled 10-13-86 Direct Shear 51 [7 40 ..... --+-_ _.,__ ..... _ ..... _-4 __ I TOTAL DEPTH 40', No Water, JOB NO.: 30065 -oo LOG OF BORING IFIGURE: B-1 I I I I I I I I I I I I I I I I I I I DATE OBSERVED: __ 1_0_-_1_3_-_8_6 ______ METHOD OF DRILLIN G:---f ... ~ ... o-H..,,.#_\..,.l~-:-m-!-;-e-, m_j""'t"""}1.,.., g..,~,..~--o-p _____ _ R. S. 370± See GeotechnLcal Map LOGGED BY: ___ GROUND ELEVATION:-----LOCATION:-----------''------- ..... Iii w LI. .... ::i:: I-a. w Q -o - - - - z ~ 0 ii:: en fl) < .J 0 1-0 W O W .J 0 mw a. LI. a: .J ~ ... ::,a. < fl) I-~ fl) ~ 2?< ~ 0 QU) .J .J z ::::, m ::::, m BORING NO . ..L_ DESCRIPTION KELLY WEIGHT (lbs.) FILL: Orange brown silty SAND to blue gray silty CLAY, moist, medium dense to very stiff, i-:.-+--+---1----~-'------5- - - 22 IZ 10 16.4 h05.6 Pale Olive gray silty fine SAND, moist, medium dense -t---i--------------------------------- 10- -· - - - 15- -17 [Z - - 20-7 45 - -- 25- - - - - 30- - - - - 35- - -- - 40- 27.3 87.5 17.7 110.5 Mixed medium gray to yellow to light orange brown to silty CLAY, moist, very stiff SANTIAGO FORMATION: (TSA) Light gray silty fine SANDSTONE, moist, dense, slight orange staining, slight caliche TOTAL DEPTH: 20' No Water Backfilled 10-13-86 SOIL TEST Expansion Direct Shear Particle Size Analysis ~tterberg Limits Maximum Density Direct Shear JOB NO.: 30065-00 LOG OF BORING I FIGURE: 8-2 I I I I I I I I I I I I I I I I I I I ----------------------------------------------DATE OBSERVED: _.;.1..;.0_-.;..1 ;;;.3_-8;;;.6;;..., _____ METHOD OF DR ILLIN Q: _ _,_._3_" .... H .... o.,_J .... Ju.o,.,.,w.__.,S...,t.i::e..,_m__.._A 1u.,1 °...,eaaJt;;,._ ____ _ 140 If Hammer. 30" flrn.i _ LOGGED BY: R. S' GROUND ELEVATION: __ 3 ?_Z_± ___ LOCATION: __ S.;;..e.;;..e;;_,;Ga.::e::..0a.at:.::e:.::c:.:.:h:.:.:n..e.i,._c,:a;.'.t.:.l _'..:.·l.4q;,._ ____ _ ..... z ... ~ w w u. .... 0 l: u: ... a; a. "' w < Q .J -o 0 - - - 5- - - - - 10- - - - - 15-- - - - 20- - - - - 25- - - - 30- - - - - 35- --- - - 40- JOB NO.: I-Q w O w .J o 1Dw a. u. a: .J :!: .... :::, a. < "' t-,: rn 3: ~< ~ o om .., .., z :::, ID :::, ID 19 [I 29 [Z 13.6 n14,3 4o I/ xzo.9 o5.5 43 7 30065-00 BORING NO . .-L DESCRIPTION KELLY WEIGHT (lbs.) FILL: Light gray to orange silty fine SAND to olive gray clayey SILT, moist, medium ,dense/stiff SANTIAGO FORMATION (Tsa): Light gray to white silty fine to medium SANDSTONE moist, medium dense to dense, some ' orange staining, caliche stringers to 1/q'.' Olive gray CLAYSTONE, moist, hard, slight yellow staining TOTAL DEPTH: 16' No Water Backfilled 10-13-86 SOIL TEST Sulfate Content LOG OF BORING IFIGURE: 8-3 I I I I I I I I I I I I I I I I I I I ---------------------------------------DATE OBS ERV ED: __ l_0_-_1.;.3_-.;.8.;..6 ______ METHOD OF DRILLING ; _ __,,,,8.,..".,,..:..:.H""o""'ll'"'o""w"'---'S,..,t,.,e""m~A.,..u_,.g.s..e ... r _____ _ 140 /ft Hammer, 30" Dror> LOGGED BY: R. S. GROUND ELEVATION: __ 3_7_o_± ___ LOCATION: __ S_e_e_Ge_o_t,;;..e;..:c:;;.;h,;,,:.n;..:i.:..;:c:.;;:a:.=l;_,;_:~l::=.,11::.p _____ _ ,.. I-w w u. .... :i::: I-0.. w C -o - - - - 5- . . . - 1 o- - z I-C w ..... >""' ~ 0 w ..J w! a:"- 0 mw 0.. c~ ::::: §1-BORING NO._L 0 u. a: ..J W'"" ... ::, 0.. < 1-z ii: (/) 1-::::: (/) (/) w o>- en :r; 2?< -1-<!: DESCRIPTION (/) :!ll'! Oz ..J (/) < 0 Q(J) ..J ~o o..z .J ..J z ::, zW KELLY WEIGHT (lbs.) 0 m ::, m 0 _c FILL: Dark brown to black clayey SAND with shells to gray silty CLAY, moist, [ medium dense/very stiff 24 ------li---+--+---t------------------ 24 / 13[L 26.7 ~1.8 Dark brown to balck sandy SILT, moist SANTIAGO FORMATION (Tsa): Olive green CLAYSTONE, moist to very moist, firm to stiff, somewhat remolded -+--+----------+----t-------------___ .., - - 15- - - - 20- - - - 25- - - - - 30- - -- - 35- - - - - 40- Pale brown CLAYSTONE, moist, hard, with ~3.3 h00.4 gypsum crvstals and some vellow stainin~ TOTAL DEPTH: 16' No Water Backfilled 10-13-86 SOIL TEST Consolidation JOB NO.: 30065-00 LOG OF BORING IFIGURE: 8-4 I I I I I I I I I I I I I I I I I I I ·-10-13-86 DATE OBSERVED: METHOD OF DRILLING: 8" Hal J OI1;t Stw1.1 01,1:fileF. R. S. GROUND ELEVATION: 1 ftQ /J l:Iawwei: 'JO" Dc::;i? LOGGED BY: 372±-LOCATION: See Gi,Qtecbai cal ·,1·ip .... z ... a w "' >-.... ... ~ 0 w ..J w~ a: LI. w 0 mw Q. oO w ~ ... LI. LI. a: ..J ::e Q. BORING NO._§_ .... 0 .... :::, a. < 1-z w-u: m I-::e m o>-SOIL TEST ::c mW < !:: I-ci.i 3 !:2< -1-DESCRIPTION a. m ~ Oz ..J (/) w < 0 am ..J ::e 0 a.z a ..J ..J z :::, zW KELLY WEIGHT (lbs.) 0 m :::, m 0 _a -o SANTIAGO FORMATION (Tsa): Olive gray -CLAYSTONF.:, moist, very stiff ' some -28 z caliche and orange staining - - 5- - - @ 7' becomes staining pale brown with some yellow - - 10-23 7 26.8 96. 5 -TOTAL DEPTH: 11' -No Water Backfilled 10-13-86 - 15- - - -- 20- - - - - 25- - - - - 30-- - - -. - 35- - - - - 40- JOB NO.: LOG OF BORING I FIGURE: 30065-00 B-5 I I I I I I I I I I I I I I I I I I I DATE OBS ERV ED: __ l..;0...;.-...;.1..;;.3_-..;;.8.::.6 ______ METHOD OF DRILLING: _ __._s._"_..1;..,.o ... l .... loO"·,,,_,...,la,,..t;~ei!llu.-.>,Aell1:1f!-!g-ee""'!:'------ l 4Q # Hammer 30" Drop LOGGED BY: R. S. GROUND ELEVATION: __ 3_7_5_± ___ LOCATION: _ ___.S..,e..,e-=Ge ... o""'t...,e...,c...,,h.....,n..._.j..,_c ... a ..... J-.r.:.iM""'a.µ.p------... z ... ~ w w u. 0 -:c ii: ... cii a. (/) w < C ..J -o 0 - - - - 5- - - - 10- - -- 15- - -- 20- - - -- 25- - - - - 30- - --- 35- - -- - 1-0 W O w ..J o mw a. u. 0-...J :iE .... : :l. < en 1-~ en 3: ~~< :-.:: 0 CJCI) ..J ..J z ::J m ::, m 34 l2 X ...... w! a: ... i:z (1)11.1 -,-Oz ~o 0 13.7 116.~ 53 IL 11.7 119.3 53 [7 26.1 94.4 BORING NO.__a_ DESCRIPTION KELLY WEIGHT (Iba.) SANTIAGO FORMATION (Tsa): Light gray silty fine to medium SANDSTONE, moist, dense Medium gray CLAYSTONE, moist, with orange staining --------------- Dark brown clayey SILT, moist, hard, SOIL TEST Maximum Density Direct Shear some yellow staining, gypsum crystals birect Shear TOTAL DEPTH: 16' No Water Backfilled 10-13-86 40- fo"'!"~'-!-~-------..,_-....1 .... -+---------------------r=±=-------- JOB NO.: 30065-00 LOG OF BORING IFIGURE: 8-6 I I I I I I I I I I I I. I I .I I I I I '• DATE OBSERVED: __ l_O_-_l _3_-3_6 ______ METHOD OF DRILLING : _ _,.8,."~HonllT"o~w.;_..;;S;..;t;..;e:.:am~A,;:u.:.::.g;:;..e.a..r _____ _ 140 ti Hammer, 30" Drop LOGGED BY: __ R_._s_. GROUND ELEVATION: __ 3_7_4_± ___ LOCATION: __ s_e_e_G_e_o_E_e_c_h_n_i_c_a_I_t-ia.;;.p~------ ,.. I-w w u. ... J: I-a. w 0 -o - - - - 5- - - - - z ~ 0 ii: ci5 Cl) < ..J 0 I-0 w 0 w _, 0 mw Q. u. a: ..J :::!E .... :::)Q. < Cl) I-:::!E Cl) == 2?< :.:: 0 QC/) ..J _, z ::, m :::::, m 74 10"1215.9 10-172 ----___ 10" / -- - 15- -- -- 20- - - - - 25- - - - - 30- - - - - 35- - - - - 40- JOB NO.: 30065-00 ..... >'"' w! a: u. 0~ a:1-w-~z o> Cl) w <!: -1-Oz ..J Cl) a..z :::!Eo zW 0 _o ~16.3 BORING NO._L DESCRIPTION KELLY WEIGHT (Iba.) SANTIAGO FORMATION (Tsa): Medium gray silty fine SAND/sandy SILT, moist, dense, with some broken sea shells TOTAL DEPTH: 11' No Water Backfilled 10-13-86 LOG OF BORING SOIL TEST IFIGURE: B-7 I I I I I I I I I I I I I I I I I I I DATE OBSERVED: __ l _O_-_l _3-_a_o_-______ METHOD OF DR ILLING:---r-8~" ,,..H~o~l;.;lr:o:--::w~S.,,,t-=e.:::m.,.;.;.Au;;;g1:?;e;.:r::,._ ____ _ J4Q 11 Hammer, 30" Drop LOGGED BY: __ R_._s_. GROUND ELEVATION: __ 3 7_1_± ___ LOCATION: __ 5_e_e_G_e_o_e_e_c_h_n_t_ca_r _5_ta..:p _____ _ .... I-w w u. ._ :J: I-a. w 0 i...o - - - - 5- - - - - 10- - - - - z ~ 0 ii: 0 (/) c( .J 0 1-0 W O w .J 0 CDw 0. u. a:.J :::E .... ::) Q. c( (/) I-::::lE en == ~ c( :lL':: o ocn .J .J z :::, CD ::> ID 47 tz >-"' a: u. 0~ w--o>- c( !:: .J (/) o.z zW _o BORING NO._lL DESCRIPTION KELLY WEIGHT (Iba.) SANTIAGO FORMATION (Tsa): Light yellow brown silty fine SANDSTONE, moist, dense, with broken sea shells, caliche@ 2'-3.5'. Cemented layer, hard drilling 15-1-1--6 z-171---i,....-_--1--~------------------------f _..,_...,_.~....,-~-1~,..,_,~q~~,~~i-.:0~ Medium gray CLAYSTONE, moist, hard, some - - - 20- - - - - 25- - - - - 30- - - - - 35- - - - - 40- JOB NO.: 30065-00 'orange and yellow staining TOTAL DEPTH: 16' No Water Backfilled 10-13-86 LOG OF BORING I FIGURE: SOIL TEST 8-8 I I I I I I I I I I I I I I I I I I -.1 DATE OBS ERV ED: __ ,_o_-_, _3_-8_6 ______ METHOD OF DR ILLING:--'"'78,"~Ho';;-l~l~oJ.;!.WL-,,;Su,t..s;e;.;J.mi.,...?A.i..11g.ge.ei:.r _____ _ 140 # Hammer, 30" Drop LOGGED BY: R. S • GROUND ELEVATION: __ J_?_l _±-___ LOCATION: _ _;:;.S.;;;.e"';:;.-_G::..:e::..:0;;.:t;;P:..::-C:.;;h~n:...::i..::::c,:=a~l_Ma.,:a:;_;pl;!..._ ____ _ .... z I-~ w w u. .... 0 :c u: I-0 a. (I) LU < 0 .J -o 0 I-Q w -0 w .J wt 0 mw a. a: I-u. 0:.J :::e .... ::, Q. < ~z en I-:::e en Cl) LU == ~< -1-ll:: Oz 0 0 (I) .J .J z ::::, :::eo m ::::, ID 0 - - -19 tz 18.5 - 5- - - - - 10-45 v -- - 15- - - -- 20- - - -- 25- - - - - 30- - - - - 35- - - - - 40- JOB NO~: 30065-00 >-.... a:U. 00 a. w"""" o>-< !:: .J Cl) a.z zW -0 II 01.4 BORING NO._!L DESCRIPTION KELLY WEIGHT (Iba.) -SANTIAGO FORMATION (Tsa): Medium gray silty CLAYSTONE, moist, stiff to hard, with some broken seashells, staining. TOTAL DEPTH: 11' No Water Backfilled 10-13-86 orange LOG OF BORING SOIL TEST IFIGURE: B-9 I I I I I I I I I I I I I I I I I I I DATE o BS ERV ED: _..;1...:o_-..;.l .:.3_-.:.8.:.6 ______ METHOD OF DR ILLING:-~8-"-D.H~a .. l J.uO-'-lW1,1...,.;S:ut..l:ea.u.ro1-..;1A.J.1JJ~g.1;.e.i;;.r _____ _ 140 IF Hammer. 30" Qrq;, LOGGED BY: R. S. GROUND ELEVATION: __ 3_7_1_± ___ LOCATION: -~S.;;:.e.;;:.e_G.::.,e:.::.;.<::..:) t::..:e;.:c:;.;.h.:.:.n:..:i.::c;.s:a""'l-'-"M""'ap"'------- .... z ... ~ w w LI. 0 -::c ii: ... en a. en w < 0 .J -o 0 - - - - 5- - - - - 10- - - - - ... Q w 0 w .J 0 mw a. LI. 0:.J ~ .... ::::, a. < en ... ~ en ~ ~< :ic: 0 oen .J .J z ::::, Ill ::::, Ill 19 [ 21 [Z 30 2 ~ 12.7 tt03.9 BORING N0._1Q_ DESCRIPTION KELLY WEIGHT (Iba.) FILL: Mixed· brown/green/ gray SAND/SILT/CLAY, moist, medium dense, very stiff SANTIAGO FORMATION (Tsa): Light orange brown silty fine SANDSTONE, moist, medium dense, with broken sea shells SOIL TEST Sulfate Content Direct Shear Olive gray CLAYSTONE, moist, hard, @ Maximum Density 12.5'-13' cemented zone Direct Shear 15 ,&.--I--1-----i----+---------------------·- -'--..,.3~9~-~-_,_0.,_.,~.1.:.-tt~11n""""n--4..~ Light gray silty fine SANDSTONE, moist, I'\. dense -. - 20- - -. - 25- - - - - 30- - - - - 35- - - -- 40- JOB NO.: 30065-00 TOTAL DEPTH: 16' No Water Backfilled 10-14-86 LOG OF BORING rlGURE: B-10 I I I I I I I I I I I I I I I I I I I 10-13-86 8" Hollow Stem Auger. DATE OBS ERV ED: ___________ METHOD OF DR ILLING:---,-1 4,.,1,...J -,1,..-..,.Hr::a""m""m""e-:-:r-, ---,-3 O"''IT'' ..,D"'"r"""o_,p,------ LOGGED BY: R S 370± See Geotechm.caI ,'lap ' ' GROUND ELEVATION:-----LOCATION: _______________ _ -z I-~ w w II. 0 .... ::c u: I-ci> a. "' w < Q ..J -o 0 -- - 5- - - - 10- - - - 15- - - 20- - - -- 25- - - - - 30- - - - - 35- - - - - 40- JOB NO.: I-0 0 w 0 mw II. 0:: ..I ... ::) Q, "' I-:::!: :: 2?< 0 om ..J z ID ::, 17 I 35 [Z 18~ 25 7 w ..I Q, ~ < "' :.:: ..I ::) m BORING N0 . ..1L DESCRIPTION KELLY WEIGHT (Iba.) FILL: Dark brown clayey SILT to light orange brown silty SAND, moist, stiff/medium dense Mixed medium gray clay/light gray sand, moist, dense/very stiff SANTIAGO FORMATION (Tsa): Light gray silty CLAYSTONE, moist, very stiff, some yellow staining Light orange brown silty fine SANDSTONE, i9, 7 100.3 moist, medium dense to dense, with broken sea shells TOTAL DEPTH: 16' No Water Backfilled 10-14-86 SOIL TEST farticle Size Analysis ~tterberg Limits 30065-00 LOG OF BORING I FIGURE: 8-11 I I I I I I I I I I I I I I I I I I I DATE OBSERVED: __ i_o_-_i_3_-_8_6 ______ METHOD OF DR ILL IN G:--'f-8'-:-"-::-UH...,o"'-'.1 ~1 o....,w11-.i.S2..1t..Jae::J.1rnL..JaA.u11.gg.e.e.i::.r _____ _ 140 # HRmmer. 30" Drop LOGGED BY: __ R_._s_. GROUND ELEVATION: __ 3_6_9_± ___ LOCATION: __ s_e_e_G_e_o;....t;....e;..;c:;.;.l1:.;.n:..:ic.::c;,:;:ac.::;.l~c1a~p~----- ,.. I-w w I.I. -l: I-Q. w Q -o -- -- 5- - - -- 1 o- - - - 15- -. - 20- - - - 25- - - - - 30- - . - - 35- - - - - 40- z ~ 0 u:: en en < _, 0 JOB NO.: I-C w ..... 0 w _, w! 0 mw Q. a:-1 ::s: a: t-I.I. ... ::, Q. < ~z en I-:i: en enw ~ ~< -1-~ Oz 0 QC/) _, ::S:o _, z ::, Ql ::, m 0 15 C[ '> 1 • 1 [X 43 lL [7 61 30065-00 >-,.. a: I.I. 00 Q. w .... o>-< !:: _, (/) a.z zW -0 It 02. 1 BORING NO._j_g_ SOIL TEST DESCRIPTION KELLY WEIGHT (Iba.) FILL: Mixed gray/brown/green SILT to SAND with some clay, moist, medium dense Sulfate Content @ 4 1 -4.S' black clayey Consolidation SILT SANTIAGO FORMATION (Tsa): silty CLAYSTONE, moist, Light gray yellow staining TOTAL DEPTH: 11' No Water Backfilled 10-14-86 very stiff, LOG OF BORING some IFIGURE: B-12 ; I I I I I I I I I I I I I I I I I I I DATE OBS ERV ED: __ l_0_-_1 _3_-8_6 ______ METHOD OF OR ILLING:--;;.8.,.."~H_o"-'1:a;l:;..;oa:..:w:..-.:aS:.::t:.::ea:.:n~A.,:;.u.,_g :._er.__ ____ _ 140 IF Hammer, 30" Drop LOGGED BY: __ R_._s_. GROUND ELEVATION: __ 3_5_9_± ___ LOCATION: __ S_e_e_G_e_o_t_e_c_hn_i_c_a_. 1_:_fa;.,.!p.;..... _____ _ .... :z I-~ w w II.. 0 ..... :x: u: I-0 a. "' w < Q ..J -o 0 I-Q w .... > .... 0 UJ ...I UJ~ a: II.. 0 mw a. 0~ II.. a: ..J ::E a: ... w ..... BORING NO . ..ll_ .... :::, a. < ~z "' I-::E (/) u,W o> SOIL TEST :t 5:2< -1-<!:: DESCRIPTION ~ Oz ...I"' 0 0 (/) ...I a.z ...I z ::> ::E 0 zW KELLY WEIGHT (lbs.) m :::, m 0 _0 FILL: Light gray brown sandy SILT, -moist ---t---tr---t---1----t---ii-------------____ .;. ------- 5- - - - - 10- -58 !Z - - - 15--20-/-25,5 - - - 20- - - - - 25- - - - - 30- - - - - 35- - - - - 40- JOB NO.: 30065-00 Dark brown silty CLAY, moist -----'.1aximum Density Direct Shear Light gray silty fine SAND, moist, medium dense @ 10'-11' rock fragment -medium gray fine sandy siltstone with abundant sea shells @ 15', Mixed green to brown CLAY, moist, very stiff ---- ~5_5--Light gray silty fine SAND, moist, medium dense TOTAL DEPTH 16' No Water Backfilled 10-14-86 Expansion Particle Size Analysis Atterberg Limits LOG OF BORING I FIGURE: B-13 I I I I I APPENDIX C Laboratory Testing 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 I I I I I I APPENDIX C Laboratory Testing 1. Classitication Soils were classified visually according to the Unified Soil Classification System. Classifications were supplemented by index tests such as Particle Size Analysis and Atterberg Limits. Moisture content and dry density determinations were made for representative undisturbed samples. Results of moisture-density determinations, together with classifications, are shown on the Logs of Bor'ings, Figures B1 through B13. 2. Particle Size Analysis Particle size analysis, consisting of a sieve test, was performed on a representative sample of the site subgrade soils in accordance with ASTM: D 422. Test results are shown on Figures C1 -CS. 3. Atterberg Limits Atterberg limits tests, consisting of liquid limit.in accordance with ASTM: D 423 and plastic limit in accordance with ASTM: D 424, were performed on representative samples of the on-site soils. The test results are presented on Figures C1 -CS. 4. Expansion Expansion tests were performed on representative samples of the on-site soils remolded and surcharged to 144 pounds per square foot in accordance with the Uniform Building Code Standard No. 29-2. The test results ~re summarized in Table C2. I I I I I I I I I I I I I I I I I I I 5. Sulfate Laboratory Testing (Continued) Sulfate tests were performed on representative samples of the on-site soils. The laboratory standard used was California 417A. The test results are presented in Table C3. 6. Consolidation Consolidation tests were performed on representative undisturbed samples of the underlying soils to help determine compressibility characteristics. The sample was saturated mid-way through the test to simulate possible adverse field conditions. The test results are presented on Figures C6-C8. 7. Direct Shear Direct shear strength tests were performed on representative undisturbed and remolded (to 90 percent compaction) samples of the on-site soils. To simulate possible adverse field conditions, the samples were saturated prior to shearing. A saturated device was used which permitted the samples to absorb moisture while a constant load is applied. The tests are presented on Figures C9 through C12. 8. Maximum Density/Optimum Moisture Content The maximum dry density/optimum moisture content relationship was determined for typical samples of the on-site soils. The laboratory standard used was ASTM: D 1557-78. The test results are summarized in Table C2. 2 ------------------- (I) 0 0 0:, 'en I Pa C. 0 a, z 0 1. I'- "'0 > lJ -I 0 r m en N m > z > r -< en cii 0 I .... 'Tl -G) C :IJ m .. GRAVEL SAND COARSE MEDIUM FINE SILT CLAY SIEVE SIZES-U.S. STANDARD 3/4" 1/2" 1/4" 4 10 20 40 100 200 100 t=J n I I II It I I t fltm D I I I 11111 I I I I I II I I I I I I I I 1° 0 eo ~-11 111 I I I I I 11 I I I I I I I I eo 80 l¼----l-+-l++-U---H+-1---i---+--I--U-l-+-I--H---l---1--_.._~-I-H-+-4--J----¼---+---H--1H-+-t-t--i-+----l 80 ~ 10 11 I I I I I II I I I I ! 1111 I I I II I I I I I ~ I I I I I 11 I I I I I I I I 10 ;g eo n----r--t-t--t--t-n--r1-t---1----tt----++tt--+-t--t-»-+--+--+--+++++-+--+-+--+--+----+-f-f-~f--f-+-+--+----1 eo ;g :IJ :IJ (') tt---t---t--HH--tt---t-'H--t---tt-----lrHH-+-+-tt-+---t--t--t+-Hlf-t-+-f--t---+---++-t-H--i-t--+--t----1 (') m m z z -t 50 tt---t--t-+-t-Htt--t+--t---t--tt-----+-t-tt-+-f-f--Hl--t---t--t--jH--t--ft-t--t--+-t--+----1-+-i-t-+-+--+---i--jl----l 50 -I ~ ~ > n---t--1"-t-ir--t-""tt--HH---t---tt-----tH-t+-t-+-+-tt---t---+--+--t-++-f11-+-+--f--+---+---++-+--l--l~l--t---+---+-----1 > 0 0 0 0 i 40U---t--HH-ttl-t+t-+---tt----t-+tt-t--t-t--11t--t---t---t---lH-Ht-t-+--+--t--t----t++-ll-+-t--+-+---t----i40 i G) G) 30 11 I I I I I II I I I I II I 111 I I I II I I I I I 111 I I I I I I I I I I I I I I I so 20 11 I I I I I II I I I I II I 111 I I I II I I I I I 111 I I I I I I I I I I I I I I I 20 10 11 I I I I I II I I I I 11 1111 I I I 11 I I i I I I ii I I I I I I I I I I I I I I I 10 011 I'''"''', u I'"'''", , , 11111111 1 I J''III I I I lo 10.0 1.0 0.1 . 1 .001 PARTICLE SIZE-MILLiMETERS BORING NO. I DEPTH (FEET) I SYMBOL I LIQUID LIMIT I PLASTiCITY INDEX CLASSIFICATION 1 I 5.0 I e I 51. 4 I a2.o CH HIGH PLASTIC CLAY --------------·----- (A) 0 0 0) en I 0 0 C. 0 ID z 0 1. r "tJ > lJ -t -0 r m en -N m )> z )> r -< en en L 'Tl -G) C :u m .. 0 t I\) -a m :a n m z ... -a > (I) (I) z G) GRAVEL SAND· COARSE MEDIUM FINE SILT CLAY SIEVE SIZES-U.8. STANDARD a1<1" 112" 11<1" • 10 20 •o 100 200 100 II I 111 I II It I I • t I Ill I I I II I I I 11111 I I I I I 111 I I I I I I I 100 •• ~ I 111111111 I I I ITTttW I I 11111 11 1 1 1 111 11 1 1 1 1 , •• 80 II I 1111 II I I I I I 11 ~ I l I IIT{ I 11 I II II II I II II II II I lao ' 70 II I 11 I 111 111 I II II 11111 11 I I ~ 111 1111 I I I 111111 I I I . 110 eo II I 111111 111 I II 111111 111 I I I NJ 111 I I I I 11111 I I I l I 80 ~ m z 150 11 1 111 I II I ii I 11 11 11 I I I 11 I I 1 11 rn I I I I I 111 I I I I I I I 6° ~ > (I) •0 II I 111 111 111 I II I Ill I I I II I I I 11111 I I I I I 111 I I I I I I I •0 ! 30 II I 11 I 111 111 I 11 1111 I I I II I I I I I 111 I. I I I I 11 I I I I I I I I so 20 II I 111 111 111 I II 1111 I I I II I I 1 11111 I I I I I 111 I I I I I I I 2° 10 11 1 111111 I I I I 11 1111 11 I 11 I I i 11111 I I I I I 11111 I I I · I I 1° oll 1111111111 I II 111111111 I I I 11111111 I I jlllll I I I jo 10.0 1.0 0.1 . 1 .001 PARTICLE SIZE-MILLIMETERS BORING NO. I DEPTH (FEET) I SYMBOL I LIQUID LIMIT I PLASTICITY INDEX CLASSIFICATION 1 I 10.0 I e I <17.8 I 26.7 CL. (LOW eLASTIC CLAY) ------------------- Ci) 0 0 a, en I 0 0 c.. 0 m z 0 a. ---- "1J > lJ -I 0 r m (/) N m > z > r -< (/) en f--1 "Tl 0 I Ci) -G) C :u m .. GRAVEL SAND COARSE MEDIUM FINE SILT CLAY SIEVE SIZES-U.S. STANDARD 3/4" 1/2" 1/4.. 4 10 20 40 100 200 100 II I 111111 I tf::k.~ I I II II I II I I I 11 I II I I I I I 1111 I I I I I I 100 • 0 II I 111111111 I F'tf HtJ II I I I 11111111 I I 111111 I I I I •0 • 0 ~ I 1111 ii I I I I I 1111111 fN I 11111111 I I 1111111 I I I • 0 70 11 • • • • , 11 1 1 1 1 n I I II I I I II I "'-.1 I I I II I I I I I I I I I I I I I I 170 II I I I I I II I I I I u I I II I I I II I I T\. I ,, I I I I I I I I I I I I I I ~ ~ ~ ; eo , eo; n \ n m m z z ~~ ~~ ~ ~ > > 0, 11 Cl) 0, Cl) i~ ~i G) G) 30 II I 111 111 111 I II 1111 I I I II I I I 11 111 I I I I I 11 I I I I I I I j 30 20 II I 111 111 111 I II 1111 I I I II I I I 11 111 I I I I I 111 I I I I I I I 2° 10 h 1 111 I 11 I I I I 11 1111 I I I 11 I I i 111 ii I I I I I 111 I I I I I I I 1° on , I ' 1 , 11 1 , , , n I ' n 1 1 , 11 1 1 , I ' 1 n 1 , 1 1 1 j , 1 1 , 1 1 1 1 Io 10.0 1.0 0.1 . 1 .001 PARTICLE SIZE-MILLIMETERS BORING NO. I DEPTH (FEET) I SYMBOL I LIQUID LIMIT I PLASTICITY INDEX CLASSIFICATION 2 I 10.0 I e I 48.2 I 23.2 SC (CLAYEY SAND) -------------------C. 0 CD SAND z GRAVEL COARSE I SILT CLAY 0 MEDIUM FINE •• (A) SIEVE SIZES-U.S. STANDARD 0 3/4" 1/2" 1/4" 4 10 20 40 100 200 0 100 --100 a, --.... ~ OI ........._ I "-0 80 0 "" 90 80 \ 80 \ -' 70 ' 10 ""O > lJ ;g eo ,, -I eo m -:D :D (') n n r-m m z z m -t 50 50 -t (JJ ,, ,, -> > N (0 (0 m (0 (0 Z 40 40 Z > G) G) z > r-30 30 -< (JJ -(JJ 20 20 -"Tl 10 -10 G) C: :D m .. 0 0 10.0 1.0 0.1 .( 1 .001 0 PARTICLE SIZE-MILLIMETERS ) i BORING NO. DEPTH (FEET) SYMBOL LIQUID LIMIT PLASTICITY INDEX CLASSIFICATION 1 1 1 o.o • 58.3 35.8 CH (HIGH PLASTIC CLAY) -------------------C. 0 m SAND z GRAVEL SILT CLAY P. COARSE MEDIUM FINE (A) SIEVE SIZES-U.S. STANDARD 0 3/4" 1/2" 1/4 .. 4 10 20 40 100 200 0 100 -100 0) --~ 01 ~ ..JI I ~r-,.... 0 10 '-80 0 ~ ' 10 \. 80 ' -\ 70 \ . 70 "V 4\ > \ lJ ;K 10 "D -f ' ao m -:u :u 0 n n r Ill m z z m -I 10 \ 50 -I CJ) "D "D -> > N (D '° m (D '° i 40 40 i > G) G) z > r 30 30 -< CJ) -CJ) 20 20 -'Tl 10 -10 G) C :a m .. 0 0 10.0 1.0 0.1 .( 1 .001 0 PARTICLE SIZE-MILLIMETERS I BORING NO. DEPTH (FEET) SYMBOL LIQUID LIMIT PLASTICITY INDEX CLASSIFICATION I OI 13 6.0 • 43.2 22.4 SC (CLAYEY SAND) I I I I I I I I I I I I I I I I I I I ::c I-C, z w 4000 3000 a: 2000 I-"' C, ~ a: < w ::c er, ::c ... (!J z LU 1000 '4000 3000 a: 2000 ... er, (!J ~ a: < w ::c ct.) BORING DEPTH COHESION, ANGLE OF SAMPLE DESCRIPTION NO. (FEET) (PSF) FRICTION,0 1 40.0 SILTSTONE STRENG :l"HS EXCEi :D MAXIMU M CAPACl1 y OF Tes· ING EQUIP fMENT 1000 2000 3000 4000 5000 6000 NORMAL LOAD (PSF) BORING DEPTH COHESION, ANGLE OF SAMPLE DESCRIPTION NO. (FEET) (PSF) FRICTION.0 2 5.0 975 21 YELLo·w GRAY SILTSTONE __.,,,,,., ~ ~ 0 ~ ~ ~ 1000 ,.,.,,,,.... 1000 2000 3000 4000 5000 6000 NORMAL LOAD (PSF) JOB NO.: 30066-00 SHEARING STRENGTH TEST FIGURE: C-6 ~ TM I I I I I I I I I I I I I I I I I I I :J: ... C, z w 4000 3000 I: 2000 "' C, ~ a: < w :J: "' .... II. "' 0.. .... :J: ... C, z w 1000 4000 3000 ~ 2000 Cl) C, ~ a: < w :J: Cl) 1000 BORING DEPTH NO. (FEET) 2 12.0 /' 1000 BORING DEPTH NO. (FEET) 8 4.0 V ~ 1000 JOB NO.: 30065-00 COHESION, ANGLE OF SAMPLE DESCRIPTION (PSF) FRICTION,0 300 38 GRAY-BROWN CLAY /. / V v 2000 3000 4000 5000 6000 NORMAL LOAD (PSF) COHESION, ANGLE OF SAMPLE DESCRIPTION (PSF) FRICTION.0 150 27 GRAY BROWN SILTY CLAY / ~ / 1/ / / ~ 2000 3000 4000 5000 8000 NORMAL LOAD (PSF) SHEARING STRENGTH TEST FIGURE: C-7" I I I I I I I I I I I I I I I I I I I ~ Cl) 0.. ... ::r ,_ C, z w 4000 3000 ~ 2000 Cl) C, ~ a: < w ::r Cl) .... u. Cl) 0. ... ::r ,_ C, z w 1000 -4000 3000 ~ 2000 Cl) C, ~ a: < w ::r Cl) 1000 BORING NO. 6 V BORING NO. 10 DEPTH COHESION, ANGLE OF SAMPLE DESCRIPTION (FEET) (PSF) FRICTJON,0 15. 0 425 38 DARK BROWN SILT 4 / V / V / / t ) 1000 2000 3000 4000 5000 NORMAL LOAD (PSF) DEPTH COHESION, ANGLE OF SAMPLE DESCRIPTION (FEET) (PSF) FRICTION.o 5.0 200 35 BROWN SILTY SAND V / / V' 4/ / V f 1000 2000 3000 4000 5000 NORMAL LOAD (PSF) JOB NO.: 30065-00 SHEARING STRENGTH TEST FIGURE: 6000 - 6000 C-8 I I I I I I I I I I, I I I I I I, I I I ~ Cl) 0. .... l: ... C, z w 4000 3000 a: 2000 ... BORING DEPTH NO. (FEET) 10 1 2.0 COHESION, ANGLE OF SAMPLE DESCRIPTION (PSF) FRICTION.0 250 38 BR'OWN SILTY CLAY ~ '/ • 0 '/ v· V Cl) c., a; a: < w l: Cl) 1000 V • -u. Cl) 0. .... l: ... C, z w -4000 3000 ~ 2000 Cl) c., a; a: < w l: "' 1000 JOB NO.: vu 1000 BORING DEPTH NO. (FEET) 13 3.0 ~- 1000 30065-00 2000 3000 4000 5000 6000 NORMAL LOAD (PSF) COHESION, ANGLE OF SAMPLE DESCRIPTION (PSF) FRICTION° -400 23 BLACK CLAY ~ ~ ~ ~ .. 4 ~ 2000 3000 -4000 5000 6000 NORMAL LOAD (PSF) SHEARING STRENGTH TEST FIGURE: C-9 I I I I I I I I I I I I I I I I I BORING NO. DEPTH (FEET) SYMBOL 1 5.0 • EXPLANATION FIELD MOISTURE ----------SAMPLE SATURATED REBOUND ..... 3.0it-----+--4--+--+-+-+-l-++----+---+---+-1--4-+--+-+-+----+--+-l--,I.......IL.J-..J,..J..J ?P. ---z Q C/J 2.0t----t---t--+--+-+--H-+-+----t---+--+--t-+-t-t++----+---+---l--,f--+-+-4--1-4 z < Q. >< ·W 1.0t----+--+-_,;...-t--+--H-+-t----t---t--+--t-+-t-t+-t----+---+---+--,f--+-4-4--1-4 ---01---+--+--+--IIH--H-+-+----+---+--+--!-+-+-+++----+----!---l-l-+--i--l-l-l ~~ .... z 0 ... < C ..J 0 C/J z 0 CJ o-_ "-.. --o .. 'O,, 1.0t----+--+--4--+-+--H-+-+--~od---+---+--::.\.,...+,,-+-+++----4----1---+--1-+-I-~ ----.. ' --' "1 ' 2.01----+--+--+-+-+--Hl-!-+----+---+---+--l--+-+-+++----+--l-~i--l---l---l-..j....j....j 3.0t---+--+--4--+i-!--H-+-+----+---+---+--+--+-+-+++----+--+-~-1---1---1-..j....j....j 4.0t-----+---+--+-+--t--Hl-!-+----+---+---+--t--+-+-++-+----+--+---,l--+--1-+4-+-l 5.0t----+---+--+--+-+--H--t-t-----+--+---+--l--+-+--++-+----+-1-!---,1....-+--I-+~ 6.0t----+--+--+--+-+--Hl-!-+-----+---+---+--,--+-+-+-+-+----+--+---1--,I.......IL.l--+--I-I 7.0t----+---L--+--+-+--H-+-+----+---+---+--l--+-+-++-+----+--+-~i--1---1---1-..j....j....j 8.0't----+--+--+--+-4--Hl-!-+-----+---+--+--,--+-+-+-+-+----+--+--1--,1.......l-+-+--I-I 9.0t---+--+--+--+-+--+-+-+-l-----+---+--+--+-+-+-+++----+----1---1--,f--+-+-4--1-4 10•00~--~o~--i.o-o-'--·o....,_......,.1...J..o~---oJ...--o'--~o--0 ................ ~o---o~-o~-oi.,_o.1....JI...J,...J...1..lo 0 0 000 0 0 000 0 0 000 0 .,.. CII (I') v u, 0 0 0 0 0 0 0 0 0 0 0 .,.. CII (l')VU> 0 0 000 0 .,.. CII (l') ... 10 0 ... NORMAL LOAD (PSF) JOB NO.: I LOAD CONSOLIDATION TEST FIGURE: 30065-00 c-10 ~ ... I I I I I I I I I I I I I I I I I z Q Cl) z < Q. X w BORING NO. DEPTH (FEETI SYMBOL 4 1 o.o • EXPLANATION FIELD MOISTURE SAMPLE SATURATED REBOUND 3.0,1-----+---+--+--+-+-+-+-++----+---+--+----l--+-+--+-+--+-----+---+-l---l--l ........ --1--l...l 2.01----+--+--+-+-+--t-1-+-+-----+---+--+--+-+-+-+++----+----r---+---l~-+--l--l-l 1.01----+--+--+-+-+--+-l-+-+-----+---+--+--+-+-+-H-+-----r----r---+---l~-+--l--l-l ---01-----+---+--+-+-+--HH-+----+---+--+--+-+-+-+++----+----r---1-1-4-+-l--l-l z 0 ~ 0 ..J 0 Cl) z 0 (.) r1~ 1.0l----+--+--+-+-+--1-11-++--~•~-+-+-+-+++++---+--+--!-H--+-4-l--l ' '\ 2.0i-----+--+---+--+--+--+++-+------+--+-",,,-+-~--+-+-+-+-+-+----l--+--4--l--1--1~ 4 ..__r---\ 3.0t-----+---+--+-+-+-~l-++------r---+--+~-+-+-+-++----+---+---1-1--1--l--l-J-l '~ \ ~......... \ I\ 4.0t-----+--+--+--+-+--+-l-+-+----P.--=""-.....,--+-+--+-~\-+-+-+---~-~-+--+++-1--4-1 r,. ~I'--.. \ r----.,-....~. 5.0t----+---+--+-+-+-+r+-+----+-+-+--1-+-+-3~-+-----+--+--lf--H-+++-I e.01-----+---+--+-+-+--t-1-+-+-----+---+--+--+--+-+-+++---+--+---1-1--1-+-l--l-l 7.01-----+---+--+--+-+-+-l-+-+----+---+--+--+-+-+-+-++----+--+---l---1~-+--l--l-l a.01-----+---+--+-++-+-l-++-----+--+--+--+-+-+-+-++---+--+---1r--1-4-+-4--1-4 9.0i-----+---+---+-+-+--+-1-+-+-----+---+--+--+-+-+-+++----+--+---l-1--1-+-~ 10•00~---=0~~0:---o~~o-1-...1...J....i...o~---=o!:----!0~~0--10-.1...J...1..1..~o---oJ.-~o!e---!0~01....J~..J...J.Jo 0 0 000 0 0 000 0 0 000 0 .-C\I ('I) ._,. IO O O O O O O O O O O 0 .-C\I ('l)'<tll) 0 0 000 0 .-C\I ('l)•IO 0 .. NORMAL LOAD (PSF) JOB NO.: 30065-00 I LOAD CONSOLIDATION TEST FIGURE: c-11 I I I BORING NO. DEPTH (FEET) SYMBOL 12 5·.0 • EXPLANATION FIELD MOISTURE ----------SAMPLE SATURATED I 1-----,i.-----~-----1 --------REBOUND I I I I I I. I I I I I I I I I ..... ~ .... z 2 (/) z < Q. X w ..... ~ .... z 0 I-< C ...J 0 (/) z 0 0 3.0 2.0 1.0 0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.00 0 ,.. 0 0 0 0 0 0 0 0 N Cl) "ltlO JOB NO.: 30065-00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ,.. N (1).,,.10 NORMAL LOAD (PSF) 0 0 0 0 ,.. LOAD CONSOLIDATION TEST 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N Cl) "It IO FIGURE: c-12 0 0 0 0 0 ,.. I I I I I I I I I I. I I I I I I I I I TABLE C-1 RESULTS OF MOISTURE-DENSITY TEST MAXIMUM ASTM: D-1557 Sample Maximum Moisture Maximum Dry Location (%) Density (pcf) B2 B6 B10 B13 @ 12' 12.9 11 9. 0 @ 4' 1 2. 3 11 9. 3 @ 12' 11. 1 122.0 @ 3' 1 7. 0 108.2 TABLE C-2 RESULTS OF EXPANSION TESTS Sample Location Expansion Index B-1 @ 2' 74.0. B-2 @ 2' 86.0 B-13 @ 3' 130.0 TABLE C-3 RESULTS OF SULFATE TESTS Sample Location Sulfate Contents B-3 @ 2' 244 B-10 @ 2' 1607 B-12 @ 2' 1796 TABLE C-4 RESULTS OF R-VALUE TEST California Test Method #301 Sample Location "R" Value B-1 @ 5' <5 PPM Job No. 30065-00 November 1986 I I I I I I I I I I. 'I I I I I I I I I .. APPENDIX D Standard Guidelines For Grading I I I I I I I I I I I I I I I I I I I l 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. STANDARD GUIDELINES FOR GRADING PROJECTS TABLE OF CONTENTS GENERAL . . . . . . . . . . . . . . . •. . . . DEFINITION OF TERMS •. OBLIGATIONS OF PARTIES . . . . . . . . . . . . . . . . . SITE PREPARATION •••••••• SITE PROTECTION ••••..•.••••. EXCAVATIONS • . . • . . . • • . 6.1 UNSUITABLE MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . 6.2 6.3 CUT SLOPES PAD AREAS •. . . . . . . . . . . . . . . . COMPACTED FILL .•.••••.••••• 7 .1 PLACEMENT • . • • • • • • • • • • . . . . . 7.2 MOISTURE 7.3 FILL MATERIAL 7.4 FILL SLOPES •. 7.5 OFF-SITE FILL DRAINAGE •.•• STAKING .•..••. SLOPE MAINTENANCE 10.1 LANDSCAPE PLANTS 10.2 IRRIGATION . . 10.3 MAINTENANCE . 10.4 REPAIRS . . . TRENCH BACKFILL . . STATUS OF GRADING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Page 1 l 5 6 7 9 9 9 10 10 11 13 13 15 17 18 18 19 19 19 20 20 20 22 I I I I I I I I I I I I I I I I I I I 1. 2. STANDARD GUIDELINES FOR GRADING PROJECTS GENERAL 1.1 1.2 1.3 1.4 The guidelines contained herein and the standard details attached hereto represent this firm's standard recommendations for grading and other associated operations on construction projects. These guidelines should be considered a portion of the project specifi- catidns. All plates attached hereto shall be considered as part of these guidelines. The Contractor should not vary from these guidelines without prior recommendation by the Geotechnical Consultant and the approval of the Client or his authorized representative. Recommendation by the Geotechnical Consultant and/or Client should not be considered to preclude requirements for approval by the controlling agency prior to the execution of any changes. These Standard Grading Guidelines and Standard Details may be modified and/or superseded by recommendations contained in the text of the preliminary geotechnical report and/or subsequent reports. 1.5 If disputes arise out of the interpretation of these grading guidelines or standard details, the Geotechnical Consultant shall provide the governing interpretation. DEFINITIONS OF TERMS 2.1 ALLUVIUM --Unconsolidated detrital deposits resulting from flow of water, including sediments deposited in river beds, canyons, flood plains, lakes, fans at the foot of slopes and estuaries. 2.2 2.3 2.4 2.5 AS-GRADED (AS-BUILT) --The surface and subsurface conditions at completion of grading. BACKCUT --A temporary construction slope at the rear of earth retaining structures such as buttresses, shear keys, stabilization fills or retaining walls. BACKDRAIN --Generally a pipe and gravel or similar drainage system placed behind earth retaining structures such buttresses, stabilization fills, and retaining walls. BEDROCK --A more or less solid, relatively undisturbed rock in place either at the surface or beneath superficial deposits of soil. I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 2 2.6 BENCH --A relatively level step and near vertical rise excavated into sloping ground on which fill is to be placed. 2.7 BORROW (Import) --Any fill material hauled to the project site from off-site areas. 2.8 BUTTRESS FILL --A fill mass, the configuration of which is designed by engineering calculations to retain slope conditions containing adverse geologic features. A buttress is generally specified by minimum key width and depth and by maximum backcut angle. A buttress normally contains a backdrainage system. 2.9 CIVIL ENGINEER --The Registered Civil Engineer or consulting firm responsible for preparation of the grading plans, surveying and verifying as-graded topographic conditions. 2.10 CLIENT --The Developer or his authorized represen- tative who is chiefly in charge of the project. He shall have the responsibility of reviewing the findings and recommendations made by the Geotechnical Consultant and shall authorize the Contractor and/or other consultants to perform work and/or provide services. 2.11 COLLUVIUM --Generally loose deposits usually found near the base of slopes and brought there chiefly by gravity through slow continuous downhill creep (also see Slope Wash). 2.12 COMPACTION --Is the densification of a fill by mechanical means. 2.13 CONTRACTOR --A person or company under contract or otherwise retained by the Client to perform demoli- tion, grading and other site improvements. 2.14 DEBRIS --All products of clearing, grubbing, demoli- tion, contaminated soil material unsuitable for reuse as compacted fill and/or any other material so designated by the Geotechnical Consultant. 2.15 ENGINEERING GEOLOGIST --A Geologist holding a valid certificate of registration in the specialty of Engineering Geology. 2.16 ENGINEERED FILL --A fill of which the Geotechnical Consultant or his representative, during grading, has I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 3 2.17 2.18 2.19 2.20 2.21 2.22 2.23 2.24 2.25 2.26 made sufficient tests to enable him to conclude that the fill has been placed in substantial compliance with the recommendations of the Geotechnical Consultant and the governing agency requirements. EROSION --The wearing away of the ground surface as a result of the movement of wind, water, and/or ice. EXCAVATION --The mechanical removal of earth materials. EXISTING GRADE --The ground surface configuration prior to grading. FILL --Any deposits of soil, rock, soil-rock blends or other similar materials placed by man. FINISH GRADE --The ground surface configuration at which time the surface elevations conform to the approved plan. GEOFABRIC --Any engineering textile utilized in geotechnical applications including subgrade stabilization and filtering. GEOLOGIST --A representative of the Geotechnical Consultant educated and trained in the field of geology. GEOTECHNICAL CONSULTANT --The Geotechnical Engineering and Engineering Geology consulting firm retained to provide technical services for the project. For the purpose of these specifications, observations by the Geotechnical Consultant include observations by the Soil Engineer, Geotechnical Engineer, Engineering Geologist and those performed. by persons employed by and responsible to the Geotechnical Consultants. GEOTECHNICAL ENGINEER --A licensed Civil Engineer who applies scientific methods, engineering principles and professional experience to the acquisition, interpre- tation and use of knowledge of materials of the earth's crust for the evaluation of engineering problems. Geotechnical Engineering encompasses many of the engineering aspects of soil mechanics, rock mechanics, geology, geophysics, hydrology and related sciences. GRADING --Any operation consisting of excavation, I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 4 filling or combinations thereof and associated operations. 2.27 LANDSLIDE DEBRIS --Material, generally porous and of low density, produced from instability of natural of man-made slopes. 2.28 MAXIMUM DENSITY --Standard laboratory test for maximum dry unit weight. Unless otherwise specified, the maximum dry unit weight shall be determined in accordance with ASTM Method of Test D 1557-78. 2.29 OPTIMUM MOISTURE --Test moisture content at the maximum density. 2.30 RELATIVE COMPACTION --The degree of compaction {expressed as a percentage) of dry unit weight of a material as compared to the maximum dry unit weight of the material. 2.31 ROUGH GRADE --The ground surface configuration at which time the surface elevations approximately conform to the approved plan. 2.32 SITE --The particular parcel of land where grading is being performed. 2.33 SHEAR KEY --Similar to buttress, however, it is generally constructed by excavating a slot within a natural slope in order to stabilize the upper portion of the slope without grading encroaching into the lower portion of the slope. 2.34 SLOPE --Is an inclined ground surface the steepness of which is generally specified as a ratio of horizontal: vertical (e.g., 2:17. 2.35 SLOPE WASH --Soil and/or rock material that has been transported down a slope by mass wasting assisted by runoff water not confined by channels (also see Colluvium). 2.36 SOIL --Naturally occurring deposits o+ sand, silt, clay, etc., or combinations thereof. 2.37 SOIL ENGINEER --Licensed Civil Engineer experienced in soil mechanics (also see Geotechnical Engineer). 2.38 STABILIZATION FILL --A fill mass, the configuration of which is typically related to slope height and is I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 5 specified by the standards of practice for enhancing the stability of locally adverse conditions. A stabilization fill is normally specified by minimum key width and depth and by maximum backcut angle. A stabilization fill may or may not have a backdrainage system specified. 2.39 SUBDRAIN --Generally a pipe and gravel or similar drainage system placed beneath a fill in the alignment of canyons or former drainage channels. 2.40 SLOUGH --Loose, noncompacted fill material generated during grading operations. 2.41 TAILINGS --Nonengineered fill which accumulates on or adjacent to equipment haul-roads. 2.42 TERRACE --Relatively level step constructed in the face of graded slope surface for drainage control and maintenance purposes. 2.43 TOPSOIL --The presumably fertile upper zone of soil which is usually darker in color and loose. 2.44 WINDROW --A string of large rock buried within engineered fill in accordance with guidelines set forth by the Geotechnical Consultant. 3. OBLIGATIONS OF PARTIES 3.1 3.2 The Geotechnical Consultant should provide observation and testing services and should make evaluations in order to advise the Client on geotechnical matters. The Geotechnical Consultant should report his findings and recommendations to the Client or his authorized representative. The Client should be chiefly responsible for all aspects of the project. He or his authorized representative.has the responsibility of reviewing the findings and recommendations of the Geotechnical Consultant. He shall authorize or cause to have authorized the Contractor and/or other consultants to perform work and/or provide services. During grading the Client or his authorized representative should remain on-site or should remain reasonably accessible to all concerned parties in order to make decisions necessary to maintain the flow of the project. I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 6 4. 3.3 The Contractor should be responsible for the safety of the project and satisfactory completion of all grading and other associated operatio~s on construction projects, including but not limited to, earthwork in accordance with the project plans, specifications and controlling agency requirements. During grading, the Contractor or his authorized representative should remain on-site. Overnight and on days off, the Contractor should remain accessible. SITE PREPARATION 4.1 The Client, prior to any site preparation or grading, should arrange and attend a meeting among the Grading Contractor, the Design Engineer, the Geotechnical Consultant, representatives of the appropriate governing authorities as well as any other concerned parties. All parties should be given at least 4.2 4.3 4.4 4.5 48 hours notice. Clearing and grubbing snould consist of the removal of vegetation such as brush, grass, woods, stumps, trees, roots of trees and otherwise deleterious natural materials from the areas to be graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill areas. Demolition should include removal of buildings, structures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining sh~fts, tunnels, etc.) and other man-made surface and subsurface improvements from the areas to be graded. Demolition of utilities should include proper capping and/or re-routing pipe- lines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the governing authorities and the recommendations of the Geotechnical Consultant at the time of demolition. Trees, plants or man-made improvements not planned to be removed or demolished should be protected by the Contractor from damage or injury. Debris generated during clearing, grubbing and/or demolition operations should be wasted from areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be performed under the observation of the Geotechnical Consultant. I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 7 4.6 The Client or Contractor should obtain the required approvals from the controlling authorities for the project prior, during and/or after demolition, site preparation and removals, etc. The appropriate approvals should be obtained prior to proceeding with grading operations. 5. SITE PROTECTION 5.1 Protection of the site during the period of grading should be the responsibility of the Contractor. · Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the Geotechnical Consultant, the Client and the regulating agencies. 5.2 The Contractor should be responsible for the stability of all temporary excavations. Recommendations by the Geotechnical Consultant pertaining to temporary exca- vations (e.g., backcuts) are made in consideration of stability of the completed project and, therefore, should not be considered to preclude the respon- sibilities of the Contractor. Recommendations by the Geotechnical Consultant should not be considered to preclude more restrictive requirements by the regulating agencies. 5.3 Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. 5.4 During periods of rainfall, plastic sheeting should be kept reasonably accessible to prevent unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the Contractor should install checkdams, desilting basins, riprap, sand bags or other devices or methods necessary to control erosion and provide safe conditions. I I I I I I I I I I I I I I I I I I- I Standard Guidelines for Grading Projects · Page 8 5.5 During periods of rainfall, the Geotechnical Consultant should be kept informed by the Contractor as to the nature of remedial or preventative work being performed (e.g., pumping, placement of sandbags or plastic sheeting, other labor, dozing, etc.). 5.6 Following periods of rainfall, the Contractor should contact the Geotechnical Consultant and arrange a walk-over of the site in order to visually assess rain related damage. The Geotechnical Consultant may also recommend excavations and testing in order to aid in his assessments. At the request of the Geotechnical Consultant, the Contractor shall make excavations in order to evaluate the extent of rain related damage. 5.7 Rain related damage should be considered to include, but may not be limited to, erosion, silting, satura- tion, swelling, structural distress and other adverse conditions identified by the Geotechnical Consultant. Soil adversely affected should be classified as Unsuitable Materials and should be subject to over- excavation and replacement with compacted fill or other remedial grading as recommended by the Geotechnical Consultant. 5.8 Relatively level areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0-foot, should be overexcavated to unaffected, competent material. Where less than 1.0-foot in depth, unsuitable materials may be processed in-place to achieve near optimum moisture conditions, then thoroughly recompacted in accordance with the appli- cable specifications. If the desired results are not achieved, the affected materials should be over- excavated, then replaced in accordance with the applicable specifications. 5.9 In slope areas, where saturated soil and/or erosion gullies exist to depths of greater than 1.0-foot, they should be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0-foot or less below proposed finished grade, remedial grading by moisture conditioning in-place, followed by thorough recompaction in accordance with the applicable grading guidelines herein may be attempted. If the desired results are not achieved, all affected materials should be overexcavated and replaced as compacted fill in accordance with the slope repair I I I I I I I I I 1, I I I I I I I I I Standard Guidelines for Grading Projects Page 9 recommendations herein. As field conditions dictate, other slope repair procedures may be recommended by the Geotechnical Consultant. 6. EXCAVATIONS 6.1 UNSUITABLE MATERIALS 6.2 6.1.1 Materials which are unsuitable should be· excavated under observation and recommendations of the Geotechnical Consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock and nonengineered or otherwise deleterious fill materials. 6.1.2 Material identified by the Geotechnical Consultant as unsatisfactory due to its moisture conditions should be overexcavated, watered or dried, as needed, and thoroughly blended to a uniform near optimum moisture condition (as per guidelines reference 7.2.1) prior to placement as compacted fill. CUT SLOPES 6.2.1 Unless otherwise recommended by the Geotechnical Consultant and approved by the regulating agencies, permanent cut slopes should not be steeper than 2:1 (horizontal:vertical). 6.2.2 If excavations for cut slopes expose loose, cohesionless, significantly fractured or other- wise unsuitable material, overexcavation and replacement of the unsuitable materials with a compacted stabilization fill should be accomplished as recommended by the Geotechnical Consultant. Unless otherwise specified by the Geotechnical Consultant, stabilization fill construction should conform to the requirements of the Standard Details. 6.2.3 The Geotechnical Consultant should review cut slopes during excavation. The Geotechnical Consultant should be notified by the contractor prior to beginning slope excavations. 6.2.4 If, during the course of grading, adverse or potentially adverse geotechnical conditions are I I I I I I I ·I I I· I I I I I I Standard Guidelines for Grading Projects Page 10 7. 6.3 encountered which were not anticipated in the preliminary report, the Geotechnical Consultant should explore, analyze.and make recommendations to treat these problems. 6.2.5 When cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at the top-of-cut. PAD AREAS 6.3.1 All lot pad areas, including side yard terraces, above stabilization fills or buttresses should be overexcavated to provide for a minimum of 3-feet (refer to Standard Details) of compacted fill over the entire pad area. Pad areas with both fill and cut materials exposed and pad areas containing both very shallow (less than 3-feet) and deeper fill should be overexcavated to provide for a uniform compacted fill blanket with a minimum of 3-feet in thickness (refer to Standard Details). Cut areas exposing signifi- cantly varying material types should also be overexcavated to provide for at least a 3-foot thick compacted fill blanket. Geotechnical conditions may require greater depth of over- excavation. The ·actual depth should be delineated by the Geotechnical Consultant during grading. 6.3.2 For pad areas created above.cut or natural slopes, positive drainage should be established away from the top-of-slope. This may be accomplished utilizing a berm and/or an appropriate pad gradient. A gradient in soil areas away from the top-of-slopes of 2 percent or greater is recommended. COMPACTED FILL All fill materials should be compacted as specified below or by other methods specifically recommended by the Geotechnical Consultant. Unless otherwise specified, the minimum degree of compaction (relative compaction) should be 90 percent of the laboratory maximum density. 7.1 PLACEMENT 7.1.1 Prior to placement of compacted fill, the Contractor should request a review by the I I I I I I I I I I· I I 1. I I I I I I Standard Guidelines for Grading Projects Page 11 Geotechnical Consultant of the exposed ground surface. Unless otherwise recommended, the exposed ground surface should then be scarified (6-inches minimum), watered or dried as needed, thoroughly blended to achieve near optimum moisture conditions, then thoroughly compacted to a minimum of 90 percent of the maximum density. The review by the Geotechnical Consultant should not be considered to preclude requirement of inspection and approval by the governing agency. 7.1.2 Compacted fill should be placed in thin horizontal lifts not exceeding a-inches in loose thickness prior to compaction. Each lift should be watered or dried as needed, thoroughly blended to achieve near optimum moisture conditions then thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like manner until the desired finished grades are achieved. 7.1.3 The Contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed in consideration of moisture retention properties of the materials. If necessary, excavation equipment should be "shut down" temporarily in order to permit proper compaction of fills. Earth moving equip- ment should only be considered a supplement and not substituted for conventional compaction equipment. 7.1.4 When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:1 (horizontal: vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least 6-foot wide benches and a minimum of 4-feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area subsequent to keying and benching until the area has been reviewed by the Geotechnical Consultant. Material generated by the benching operation should be moved sufficiently away from the bench area to allow for the recommended review of the horizontal I I I I I I I I 1· I I I I I I I· I I Standard Guidelines for Grading Projects Page 12 bench prior to placement of fill. Typical keying and benching details have been included within the accompanying Standard Details. 7.1.s Within a single fill area where grading proce- dures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a. false slope, benching should be conducted in the same manner as above described. At least a 3-foot vertical bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. 7.1.6 Fill should be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should con- form to ASTM Method of Test D 1556-64, D 2922-78 and/or D 2937-71. Tests should be provided for about every two vertical feet or 1,000 cubic yards of fill placed. Actual test interval may vary as field conditions dictate. Fill found not to be in conformance with the grading recom- mendations should be removed or otherwise handled as recommended by the Geotechnical Consultant. 7.1.7 The Contractor should assist the Geotechnical Consultant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill. 7.1.8 As recommended by the Geotechnical Consultant, the Contractor should "shut down" or remove grading equipment from an area being tested. 7.1.9 The Geotechnical Consultant should maintain a plan with estimated locations of field tests. Unless the client provides for actual surveying of test locations, the estimated locations by the Geotechnical Consultant should only be considered rough estimates and should not be utilized for the purpose of preparing cross sections showing test locations or in any case for the purpose of after-the-fact evaluating of the sequence of fill placement. I I I I I I I I' I I I I I I I. I I, I I Standard Guidelines for Grading Projects 7.2 MOISTURE Page 13 7.2.1 For field testing purposes, "near optimum" moisture will vary with material type and other factors including compaction procedure. "Near optimum" may be specifically recommended in Preliminary Investigation Reports and/or may be evaluated during grading. 7.2.2 Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, watered or dried as needed, thoroughly blended to near- optimum moisture conditions, then recompacted to a minimum of 90 percent of laboratory maximum dry density. Where wet or other dry or other unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be overexcavated. 7.2.3 Following a period of flooding, rainfall or overwatering by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described under Section 5.6 herein. 7.3 FILL MATERIAL 7.3.1 Excavated on-site materials which are acceptable to the Geotechnical Consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement. 7.3.2 Where import materials are required for use on-site, the Geotechnical Consultant should be notified at least 72 hours in advance of importing, in order to sample and test materials from proposed borrow sites. No import materials should be delivered for use on-site without prior sampling and testing by Geotechnical Consultant. 7.3.3 Where oversized rock or similar irreducible material is generated during grading, it is recommended, where practical, to waste such material off-site or on-site in areas I I 1· I I I I 1· I I I I I I I I I I I Standard Guidelines for Grading Projects Page 14 designated as "nonstructural rock disposal areas". Rock placed in disposal areas should be placed with sufficient fines to fill voids. The rock should be compacted in lifts to an unyielding condition. The disposal area should be covered with at least three feet of compacted fill which is free of oversized material. The upper three feet should be placed in accordance with the guidelines for compacted fill herein. 7.3.4 Rocks 12 inches in maximum dimension and smaller may be utilized within the compacted fill, provided they are placed in such a manner that nesting of the rock is avoided. Fill should be placed and thoroughly compacted over and around all rock. The amount of rock should not exceed 40 percent by dry weight passing the 3/4-inch sieve size. The 12-inch and 40 percent recommendations herein may vary as field conditions dictate. 7.3.5 During the course of grading operations, rocks or similar irreducible materials greater than 12-inches maximum dimension (oversized material) may be generated. These rocks should not be placed within the compacted fill unless placed as recommended by the Geotechnical Consultant. 7. 3-. 6 Where rocks or similar irreducible materials of greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with the accompanying Standard, Details is recommended. Rocks greater than four feet should be broken down or disposed off-site. Rocks up to four feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 20-feet to any slope face. These recommendations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas where structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 15 7.4 ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroghly flooded over and around all windrowed rock, such that voids are filled. Windrows of oversized material should be staggered so that sucessive strata of oversized material are not in the same vertical plane. 7.3.7 It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the Geotechnical Consultant at the time of placement. 7.3.8 Material that is considered unsuitable by the Geotechnical Consultant should not be utilized in the compacted fill. 7.3.9 During grading operations, placing and mixing the materials from the cut and/or borrow areas may result in soil mixtures which possess unique physical properties. Testing may be required of samples obtained directly from the fill areas in order to verify conformance with the specifications. Processing of these additional samples may take two or more working days. The Contractor may elect to move the operation to other areas within the project, or may continue placing compacted fill pending laboratory and field test results. Should he elect the second alternative, fill placed is done so at the Contractor's risk. 7.3.10 Any fill placed in areas not previously reviewed and evaluated by the Geotechnical Consultant, and/or in other areas, without prior notification to the Geotechnical Consultant may require removal and recompaction at the Contractor's expense. Determination of overexcavations should be made upon review of field conditions by the Geotechnical Consultant. FILL SLOPES 7.4.1 Unless otherwise recommended by the Geotechnical Consultant and approved by the regulating agencies, permanent fill slopes should not be steeper than 2:1 (horizontal to vertical). I I I I I I I I I I I I I I I I I I ,, Standard Guidelines for Grading Projects Page 16 7.4.2 Except as specifically recommended otherwise or as otherwise provided for in these grading guidelines (Reference 7.4.3), compacted fill slopes should be overbuilt and cut back to grade, exposing the firm, compacted fill inner core The actual amount of overbuilding may vary as field conditions dictate. If the desired results are not achieved, the existing slopes should be overexcavated and reconstructed under the guidelines of the Geotechnical Consultant. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved. Care should be taken by the Contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. 7.4.3 Although no construction procedure produces a slope free from ri.sk of future movement, overfilling and cutting back of slope to a compacted inner core is, given no other constraints, the most desirable procedure. Other constraints, however, must often be considered. These constraints may include property line situations, access, the critical nature of the development and cost. Where such constraints are identified, slope face compaction may be attempted by conventional construction procedures including backrolling techniques upon specific recommendation by the Geotechnical Consultant. As a second best alternative for slopes of 2:1 (horizontal to vertical) or flatter, slope construction may be attempted as outlined herein. Fill placement should proceed in thin lifts, i.e., six to eight inch loose thickness). Each lift should be moisture conditioned and thoroughly compacted. The desired moisture condition should be maintained and/or re-established, where necessary, during the period between successive lifts. Selected lifts should be tested to ascertain that desired compaction is being achieved. Care should be taken to extend compactive effort to the outer edge of the slope. Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately establish desired grades. Grade during I I I I I I I I I I I I I. I. I I I I I Standard Guidelines for Grading Projects Page 17 construction should not be allowed to roll off at the edge of the slope. It may be helpful to elevate slightly the outer edge of the slope. Slough resulting from the placement of individual lifts should not be allowed to drift down over previous lifts. At intervals not exceeding four feet in vertical slope height or the capability of available equipment, whichever is less, fill slopes should be thoroughly backrolled utilizing a conventional sheepsfoot-type roller. Care should be taken to maintain the desired moisture conditions and/or re-establishing same as needed prior to ·backrolling. Upon achieving final grade, the slopes should again be moisture conditioned and thoroughly backrolled. The use of a side-boom roller will probably be necessary and vibratory methods are strongly recommended. Without delay, so as to avoid (if possible) further moisture conditioning, the slopes should then be grid-rolled to achieve a relatively smooth surface and uniformly compact conditon. In order to monitor slope construction procedures, moisture and density tests will be taken at regular intervals. Failure to achieve the desired results will likely result in a recommendation by the Geotechnical Consultant to overexcavate the slope surfaces followed by reconstruction of the slopes utilizing overfilling and cutting back procedures and/or further attempt at the conventional backrolling approach. Other recommendations may also be provided which would be commensurate with field conditions. 7.4.4 Where placement of fill above a natural slope or above a cut slope is proposed, the fill slope configuration as presented in the accompanying Standard Details should be adopted. 7.4.5 For pad areas above fill slopes, positive drainage should be established away from the top-of-slope. This may be accomplished utilizing a berm and pad gradients of at least 2 percent in soil areas. I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 18 8. 9. 7.5 OFF-SITE FILL 7.5.1 Off-site fill should be treated in the same manner as recommended in these specifications for site preparation, excavation, drains, compaction, etc. 7.5.2 Off-site canyon fill should be placed in preparation for future additional fill, as shown in the accompanying Standard Details. 7.5.3 Off-site fill subdrains temporarily terminated (up canyon) should be surveyed for future relocation and connection. DRAINAGE 8.1 Canyon subdrain systems specified by the Geotechnical Consultant should be installed in accordance with the Standard Details. 8.2 Typical subdrains for compacted fill buttresses, slope stabilizations or sidehill masses, should be installed in accordance with the specifications of the accompanying Standard Details. 8.3 Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non-erodible devices (i.e., gutters, downspouts, concrete swales). 8.4 For drainage over soil areas immediately away from structures (i.e., within four teet), a minimum of 4 percent gradient should be maintained. Pad drainage of at least 2 percent should be maintained over soil areas. Pad drainage may be reduced to at least 1 percent for projects where no slopes exist, either natural or man-made, of greater than 10-feet in height and where no slopes are planned, either natural or man-made, steeper than 2:1 (horizontal to vertical slope ratio). 8.5 Drainage patterns established at the time of fine grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage patterns can be detrimental to slope stability and foundation performance. STAKING 9.1 In all fill areas, the fill should be compacted prior to the placement of the skates. This particularly is I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects Page 19 important on fill slopes. Slope stakes should not be placed until the slope is thoroughly compacted (backrolled). If stakes must be placed prior to the completion of compaction procedures, it must be recognized that they will be removed and/or demolished at such time as compaction procedures resume. 9.2 In order to allow for remedial grading operations, which could include overexcavations or slope stabilization, appropriate staking offsets should be provided. For finished slope and stabilization backcut areas, we recommend at least a 10-foot setback from proposed toes and tops-of-cut. 10. SLOPE MAINTENANCE 10.1 -LANDSCAPE PLANTS In order to enhance surficial slope stability, slope planting should be accomplished at the completion of grading. Slope planting should consist of deep-rooting vegetation requiring little watering. Plants native to the southern California area and plants relative to native plants are generally desirable. Plants native to other semi-arid and arid areas may also be appropriate. A Landscape Architect would be the test party to consult regarding actual types of plants and planting configuration. 10.2 IRRIGATION 10.2.1 Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces. 10.2.2 Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. 10.2.3 Though not a requirement, consideration should be given to the installation of near-surface moisture monitoring control devices. Such devices can aid in the maintenance of relatively uniform and reasonably constant moisture conditions. 10.2.4 Property owners should be made aware that overwatering of slopes is detrimental to slope stability. I I I I I I I I I I I I I I I I I I I Standard Guidelines for Grading Projects 10.3 MAINTENANCE Page 20 10.3.1 Periodic inspections of landscaped slope areas should be planned and appropriate measures should be taken to control weeds and enhance growth of the landscape plants. Some areas may require occasional replanting and/or reseeding. 10.3.2 Terrace drains and downdrains should be periodically inspected and maintained free of debris. Damage to drainage improvements should be repaired immediately. 10.3.3 Property owners should be made aware that burrowing animals can be detrimental to slope stability. A preventative program should be established to control burrowing animals. 10.3.4 As a precautionary measure, plastic sheeting should be readily available, or kept on hand, to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is strongly recommended, beginning with the period of time prior to landscape planting. 10 .4 REPAIRS 10.4.1 If slope failures occur, the Geotechnical Consultant should be contacted for a field review of site conditions and development of recommendations for evaluation and repair. 10.4.2 If slope failures occur as a result of exposure to periods of heavy rainfall, the failure area and currently unaffected areas should be covered with plastic sheeting to protect against additional saturation. 10.4.3 In the accompanying Standard Details, appropriate repair procedures are illustrated for superficial slope failures (i.e., occurring typically within the outer one foot to three feet of a slope face). 11. TRENCH BACKFILL 11.1 Utility trench backfill should, unless otherwise recommended, be compacted by mechanical means. Unless otherwise recommended, the degree of compaction should I I I I I I I I I I I I I 1· I I I I ,, Standard Guidelines for Grading Projects Page 21 be a minimum of 90 percent of the laboratory maximum density. 11.2 As an alternative, granular material (sand equivalent greater than 30) may be thoroughly jetted in-place. Jetting should only be considered to apply to trenches no greater than two feet in width and four feet in depth. Following jetting operations,· trench backfill should be thoroughly mechanically compacted and/or wheel-rolled from the surface. 11.3 Backfill of exterior and interior trenches extending below a 1:1 projection from the outer edge of foundations should be mechanically compacted to a minimum of 90 ·percent of the laboratory maximum density. 11.4 Within slab areas, but outside the influence of foundations, trenches up to one foot wide and two feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical means. If on-site materials are utilized, they should be wheel-rolled, tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, based on review of backfill operations during construction. 11.5 If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the Contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean, granular material, which should be thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate , upon review by the Geotechnical Consultant at the time of construction. 11.6 In cases· where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the Geotechnical Consultant. 11.7 Clean granular backfill and/or bedding are not recommended in slope areas unless provisions are made for a drainage system to mitigate the potential build-up of seepage forces. I ' I I I I ,- 1 I I I I I I I I I I I 4• DIAMETER PERFORATED PIPE BACK DRAIN 15' 4• DIAMETER NON-PERFORATED PIPE LATERAL DRAIN 1' SLOPE PER PLAN H/2 PROVIDE BACK DRAIN PER BACK DRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSION PER SOILS ENGINEER (GENERALLY 1/2 SLOPE HEIGHT, 15' MINIMUM) TYPICAL STABILIZATION FILL DETAIL JOB NO.: DATE: FIGURE: 3 065-00 NOVEMBER 1986 1 I I ·1 I ., I I I I. I I I I I I I I I I JOB NO.: NATURAL GROUND PROVIDE BACKDRAIN PER BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR BACK SLOPES IN excess OF 40 FEET HIGH. LOCA- TIONS OF BACKDRAINS AND OUTLETS PER SOILS ENG.INEER ANO/OR EN- GINEERING GEOLOGIST DURING GRADING. COMPACTED FILL PROPOSED GRADING pi_ • • ANc o· •• Fw• CAl(i.J;,. • • --ss BASE WIDTH •w• DETERMINED BY SOILS ENGINEER TYPICAL SHEAR KEY DETAIL DATE: FIGURE: 30065-00 NOVEMBER 1986 3 I I I I I I I I I I I I I I I I I I I 4• DIAMETER PERFORATED PIPE BACKDRAIN 4• DIAMETER NON-PERFORATED PIPE LATERAL DRAIN SLOPE PER 1 H/2 PROVIDE BACKDRAIN PER BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEV-DIMENSION PER SOILS ENGINEER TYPICAL BUTTRESS FILL DETAIL JOB NO.: DATE: FIGURE: 30065-00 NOVEMBER 1986 2 I I ., I I I I I I I I I I I I I I I I FINAL LIMIT OF EXCAVATION 2' MINIMUM OVERBURDEN (CREEP-PRONE) DAYLIGHT LINE OVEREXCAVATE OVER EXCAVATE 3' AND REPLACE WITH COMPACTED FILL SOUND BEDROCK TYPICAL BENCHING PROVIDE BACKDRAIN PER BACKDRAIN DETAIL. LOCATION OF BACKDRAIN AND OUTLETS PER SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING EQUIPMENT WIDTH (MINIMUM 15') DAYLIGHT SHEAR KEY DETAIL JOB NO.: 30065-00 DATE: NOVEMBER 1986 FIGURE: 4 I I I I I I I I I I I I I I I I I I I JOB NO.: BENCHING FILL OVER NATURAL SURFACE OF FIRM EARTH MATERIAL BENCHING FILL OVER CUT FINISH FILL SLOPE SURFACE OF FIRM EARTH MATERIAL 15' MIN. OR STABILITY EQUIVALENT PER SOIL ENGINEERING (INCLINED 2% MIN. INTO SLOPE) BENCHING FOR COMPACTED FILL DETAIL DATE: FIGURE: 30065-00 1986 5 I I I I I I ,, I I I I I I I I I I I I FINISH SURFACE SLOPE 3 FT3 MINIMUM PER LINEAL FOOT APPROVED FILTER ROCK* A --2% MINIMUM GRADIENT A 4• MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIRE- MENTS DURING GRADING COMPACTED FILL 4• MINIMUM APPROVED PERFORATED PIPE** (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET BENCH INCLINED TOWARD DRAIN TYPICAL BENCHING DETAIL A-A 12• MINIMUM COVER I **APPROVED PIPE TYPE: SCHEDULE 40 POLYVINYL CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 PSI. TEMPORARY FILL LEVEL 4• MINIMUM DIAMETER APPROVED SOLID OUTLET PIPE *FILTER ROCK TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE 1• 314• 3Ia· NO.4 NO.30 NO.SO NO.200 PERCENTAGE PASSING 100 90-100 40-100 25-40 5-15 0-7 0-3 TYPICAL BACKDRAIN DETAIL JOB NO.: DATE: FIGURE: 3006 -oo NOVEMBER 1986 6 I I I I I I I I I I I I I I I I I I I FINISH SURFACE SLOPE MINIMUM 3 FT3 PER LINEAL FOOT OPEN GRADED AGGREGATE* TAPE AND SEAL AT CONTACT JOB NO.: __, A 2% MINIMUM GRADIENT A COMPACTED Fli.L SUPAC 8-P FABRIC OR APPROVED EQUAL 4" MINIMUM APPROVED PERFORATED PIPE 4" MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET BENCH INCLINED TOWARD DRAIN 30065-00 TYPICAL BENCHING DETAIL A-A TEMPORARY FILL LEVEL COMPACTED MINIMUM BACKFILL 12" COVER MINIMUM 4" DIAMETER APPROVED SOLID OUTLET PIPE J_ 1'-12"--Y 1 MINIMUM 'I * NOTE: AGGREGATE TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE SIZE 1 1 /2" 1" 3/4" 3/8" NO. 200 PERCENTAGE PASSING 100 5-40 0-17 0-7 0-3 BACKDRAIN DETAIL (GEOFABRIC) DATE: FIGURE: NOVEMBER 1986 7 I I I I I I I I I I I I I I I I I I I ---------£SURFACE OF FIRM EARTH. MATERIAL ' / " ,..,-: / '\,_'\\ COMPACTED FILL/// TYPICAL BENCHING \\ /. I \\" // ~ ......... _ _.. /A---"'"' REMOVE UNSUITABLE MATERIAL SEE DETAIL BELOW DETAIL INCLINE TOWARD DRAIN 4• DIAMETER APPROVED PERFORATED PIPE (PERFORATIONS DOWN) MINIMUM 9 FT3 PER LINEAR F.OOT OF APPROVED FILTER MATERIAL .._ ___ -___. l• FILTER MATERIAL BEDDING L 14" ~ 1 MINIMUM 1 FIL TEA MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: SIEVE SIZE PERCENTAGE 1• 100 314• 90-100 a,a· 40-100 NO.4 25-40 NO.30 5-15 NO.SO 0-1 NO.200 0-3 APPROVED PIPE TO BE SCHEDULE 40 POLY-VINYL-CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 psi PIPE DIAMETER TO MEET THE FOLLOWING CRITERIA, SUBJECT TO FIELD REVIEW BASED ON ACTUAL GEOTECHNICAL CONDITIONS ENCOUNTERED DURING GRADING LENGTH OF RUN UPPER 500' NEXT 1000' > 1500' PIPE DIAMETER TYPICAL CANYON SUBDRAIN DETAIL JOB NO.: DATE: FIGURE: 3006 -00 NOVEMBER 1986 8 I I I I I I I I I I I I I I I I I I I CANYON SUBDRAIN DETAILS ---------------------,' ," " TYPICAL BENCHING SEE DETAILS '-'\ COMPACTED \ \\ TRENCH DETAIL REMOVE UNSUITABLE MATERIAL INCLINE TOWARD DRAIN a• MINIMUM OVERLAP OPTIONAL V-DITCH DETAIL MINIMUM 9 FT3 PER LINEAL FOOT OF APPROVED DRAIN MATERIAL SUPAC 8-P FABRIC OR APPROVED EQUAL l, 24• ~ 1 MINIMUM1 SUPAC 5-P FABRIC OR APPROVED EQUAL MINIMUM 9 FT3 PER LINEAL FOOT OF APPROVED DRAIN MATERIAL DRAIN MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: ADD MINIMUM 4• DIAMETER APPROVED PERFORATED PIPE WHEN GRADIENT IS LESS THAN 2% SIEVE SIZE 1 1 / 2 • 1. 314• 3/8. NO.200 JOB NO.: 3006 - PERCENTAGE PASSING 88-100 5-40 0-17 0-7 0-3 APPROVED PIPE TO BE SCHEDULE 40 POLY-VINYL- CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 psi. GEOFABRIC SUBDRAIN DATE: FIGURE: NOVEMBER 1986 9 I I I I I I I I I I I I I I I I I I I FINAL NATURAL SLOPE OF FINAL EXCAVATION TOE OF SLOPE SHOWN ON GRADING PLAN FILL --.----------...... -_ ..... _,,_ ..... __ .,,.....-1E-~\ft-\. ...... --- ..-"'" ..-4• ---~1~ _,.,....-.,,......---e\..E-e." .,...-..- --___... \)\1" .,,..-___ '""""'."~~~--------' -:-----ut's --..-10' TYPICAL BENCH _,.,....--WIDTH VARIES ...... ..---A1 __ ...... COMPETENT EARTH / 1 .,,......--MATERIAL --..,...- -; "2' 596 ----~~-------------v 115• MINIMUM BASE KEY WIDTH 1 MINIMUM . TYPICAL BENCH HEIGHT DOWNSLOPE KEY DEPTH PROVIDE BACKDRAIN AS REQUIRED PER RECOM- MENDATIONS OF SOILS ENGINEER DURING GRADING WHERE NATURAL SLOPE GRADIENT IS 5: 1 OR LESS. BENCHING IS NOT NECESSARY. HOWEVER. FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUIT- ABLE MATERIAL. FILL SLOPE ABOVE NATURAL GROUND DETAIL JOB NO.: 30065-00 DATE: NOVEMBER 1986 FIGURE: 10 L ------------------- REMOVE ALL TOPSOIL, COLLUVIUM AND CREEP MATERIAL FROM TRANSITION CUT/FILL CONTACT ON GRADING PLAN CUT/FILL CONTACT ON •As-BUILT• NATURAL~ ---TOPOGRAPHY -------------CUT SLOPE* FILL -----..---__..,....--- ----... o"i:. --_. 1".1~\-<· -- --... T' ---~€,€.~ _.. --.1 r ---"'\)"'' ---\,.\.\) ---co -- ---:tlo C _. .~ -' o\\.• _,.,,,.:.::-:::._ _______ I ~--1~_;.--TYPICAL ------ }-15' MINIMUM--{ BEDROCK OR APPROVED FOUNDATION MATERIAL * NOTE: CUT SLOPE PORTION SHALL BE MADE PRIOR TO PLACEMENT OF FILL FILL SLOPE ABOVE CUT SLOPE DETAIL JOB NO.: DATE: FIGURE: 3006 ... -NOVEMBER 1986 1 1 ~ I I I I I I I I I I I I I I I I I I I GENERAL GRADING RECOMMENDATIONS CUT LOT ------- ---------------------.- TOPSOIL, COLLUVIUM AND .-.-.- WEATHERED BEDROCK _.-------- ____ ORIGINAL -GROUND ..---- ------.- ----------------UNWEATHERED BEDROCK OVEREXCAVATE AND REGRADE COMPACTED FILL ---------- CUT /FILL LOT (TRANSITION) --------- ----.----__,,,. --__,,,..,.,,,. ----.- ----.,.,,,,,. TOPSOIL, __,,,..,.,,,. ...-COLLUVIUM AND __,,,...__ ___ _. UNWEATHERED BEDROCK WEATHERED / BEDROCK_.,.,,..-.- .-__,,,..,.,,,. JOB NO.: 30065-00 TRANSITION LOT DETAIL DATE: NOVEMBER 1986 .-ORIGINAL ---...,..,,.,. GROUND -.,.,,,,,. ..,,.,...,.,,,. 3' OVEREXCAVATE AND REGRADE FIGURE: 12 I I I I I I I I I I I I I I I I I I I 0 BUILDING FINISHED GRADE CLEAR AREA FOR FOUNDATION, UTILITIES, AND SWIMMING POOLS 0 0 o$ f p 15' 1 ~WINDROW SLOPE FACE STREET 5' OR BELOW DEPTH OF DEEPEST UTILITY TRENCH ( WHICHEVER GREATER) TYPICAL WINDROW DETAIL (EDGE VIEW) GRANULAR SOIL FLOODED TO FILL VOIDS HORIZONTALLY PLACE.D COMPACTION FILL PROFILE VIEW ROCK DISPOSAL DETAIL JOB NO.: 30065-00 DATE: NOVEMBER 1986 FIGURE: 13 CERTIFICATION OF COMPLIANCE CITY OF CARLSBAD Plan Check No. DEVELOPMENT PROCESSING SERVICES DIVISION 2075 LAS PALMAS CARLSBAD, CA 92009 (619) 438-1161 This form shall be used to determine the amount of school fees for a project and to verify that the project applicant has complied with the school fee requirements. No building permits for the projects shall be issued until the certification is signed by the appropriate school district and returned to the City of Carlsbad Building Department. SCHOOL DISTRICT: _/4_ Carlsbad Unified 801 Pine Avenue Carlsbad, CA 92009 ( 434-061'0) San Marcos Unified 270 West San Marcos Blvd. San Marcos, CA 92069 (744-4776) ___ Encinitas Union Elementary ___ San Dieguito Union High School 189 Union Street 710 Encinitas Boulevard Encinitas, CA 92024 (944-4306) Encinitas, CA 92024 (753-6491} Project Applicant: Q/t..(>/4/ {! /&;f~/UU"1'f APN: q?O'[ -Of/ -23.I ~ Project Address: ~7.;J.. 1, LO A4 & A Jle-{L/.e.r7" RESIDENTIAL: SQ. FT. of living area -----Number of dwelling units ___ _ SQ. FT. of covered area ----SQ. FT. of garage area COMMERCIAL/ INDUSTRIAL: SQ. FT. AREA -.3, 't CJ sf ~~) Prepared By -----------------Date ? //~//'tJ ------=--...c.....:;-'-'o......;;------ FEE CERTIFICATION (To be completed by the School District) / Applicant has complied with fee requirement under Government Code 53080 __ Project is subject to an existing fee agreement --Project is exempt from Government Code 53080 ---Final Map approval and construction started before September 1, 1986. (other school fees paid) Other ---------------------------------- Residential Fee Levied: $ based on sq. ft.@ Comm/Indust Fee Levied: $ 9') ~J~-.J..f~ based on ~7/>tqq_ sq. ft.@ \\\ss\ -~ u · ~l)S -G'~,l) iC AB 2926 and SB 201 fees are capped at $1.58 per square foot for residential. AB 2926 is capped at $~26 per square_ foot for commercial/industrial. Date :\ l l :1 1\- ;-I I 1~1 1" ,7z \ -i..7--1--1> ~¥-clL /4 wi:::~ 4 o -i'.. .. -. '._/ ~1J-e.u- v\ l' lv~ 1/11)10 -r::: I c_ V . I.Ju/ (ti•(~-"'M ,,,,~;I"'- 11{ ~lAvJ ~ (!orr~~s ~~c:ra/ ?~& q!S' ~II ~ ~-i?~ q ) 1 e Pl Gr~(<£., tfD % 0 r'>" I bo ;2 t,,.._) fH. ,c_,. ft f/;f ~7&7re&j ,) } ,., \ ·0~11!: I L ,:: · [b,------ffA?M!DOIJS MATERIALS FORM ~1 INDUSffilAL WASTE APP -----+-~;;--77:"",;-:o"""---scHOOL FEE FORM '' -e,:--,-----,-----;,i-7""7---COFO §;~" -f o PLANNING CORREC'rlQfti ½ ,.,_ 9,....) ENGRG CORRECTIONS I BUSINESS LICENSE ·ff WCOMP '-, -----r-----------t-------PERMITSIGNEO APPROVALS Required / Received . q_ !la:teqo i. I I ' -~-..... 0li!dJ,-f<J, i---·-·+--7.77-·· ;,,r; I - L . -. ....;. .. '7-'-.JL/.-7 ,;!, , '' ' . . ' g. fj'iq':! ,. ., . ' L ___ • ----~ _______ ____J 1.>':iVC. \ • • " i , ' ----- '' -, '·!" .. l ,. ''· '·"!"-~ ' ' . ~-< / ·-. ··" ' . ' .'. ~·' .-; -. ,-'-. ·. '' -- .SE:£ ' l /1'/LET . . \. •. ' .. FOR EXPLANATION REFER TO PLATE 2 PLOT PLAN FIVE M. DEVELOPMENT, INC. CARLSBAD OAKS BUSINESS CENTER1 LOTS 3-6 CARLSBAD, CALIFORNIA , JOB NO,: 065-00 LOG NO.: 6-6552 . ... ,.-c· '.· .. ·:-'·.'. ·.:i DATE: . NV MBER 986 . . ., . PLATE: 1 \ J1-1ce:i- l NO. ' ' ' f' '· ... .. I I I \ \ ' ·,., ' ' ' $-· B-4 371.9Z • \ \ \ ' I ' / '\ . ' ·,. ! ' '. : ' •• ~" , .. , , _-,r.-_.'.· :;-,, _· ; ,'·':.·"t::-" ,.;;, . ~ ,- " ' \ I \ ' ' , ........__, .... . ' ' ,. ...... , ', ', ........... ,, ' ' , ... ·, 'K_ '.--.. '<' ,\ :",. ,,·, ::-...:. ,- . ·\-· ..... .... '"' ' ,,, ,· <'/;'';,'· ''.' ·_.,-; ; . .3 I -! ':,. ·-lX A 1. M. ',. /E' 35'?.Scf ,.-. "' A'C /4 ,-. ..-<:\,_·.-< . ' •• ,, _! •• ,_·_ ·_, .' ,,·_., ·• •w ' ... ·.~· ' :,_._ ..... -~' -., . .. ·:. . . . ' . Tsa I I -~-- I. _.,.,. ....... ;-·.·,: ', -~: ··:--. ···;.} :;'_:.~ 375---,, ' -.... • , , _, •• !• ·. - ,, . '"~ . -': .. _ .-....; ... :.: ' -·' ,__..., ' 20 £N(il,I,,/~/:/( op WtJ/lf< ~b '!/1~;11, f>NIRONMENTAL PLANNING•ARCHITECTURE•ENGINURING. · '!>77 ,-,.,., San Dqa.CA 92123-lW • !61912:18-5750 . ~ CITY OF CARLSBAD ISHHT'I· t--+--+-------,----------1----1 LZ._j ENGINEERING OE PAR TM ENT . . ·. t--t-f-"-------------~--1 OATE SY OE SCRI PTION · APP'D . \ '· REVISIONS GRADING PLANS FOR: · • fAf?Cel ;tt','8' tJr CAf?L":,BAV LOT LINE ATJ7L/'5TMENT ~/13 · CARLSBAD CROSSROADS C.T, 74- APPROVED: OWN.BY,,----"~'-1 CHKD. 8Y:.,...._,.,.,...1 FIELD BK, 1 \ •'· '··.· .. ·, ... ~-': . ' . , ' ' .. , ' . ,_~·.i~_'·'·'~ ' . ,, . .. ,,--. '··, :: ;,:; ' .. ~. . . :, ,-,. '• ' . .. , .' '· . ,. -.. ~ -~. ._, : . C • . . ' . ,. . ,. ' ., . , ',.,.-.. -·.~ .. · . -~ . -:.~ . / •. -.:·:'. . ·,,: ~ , . . -.. .. / . -). .-~ C"1 .. S F:·E ;· ,, .' I"; • I I . I I i I ·; ' .-•"' . ,-~ ,...,.~. , ,' i.l:,---:---~-~:, . ·:-t\io'-. ',, .. ,,• ·" ') .. I f'J-r· -~ '- --------·----- j . . ~ .... ~ _--· .. -· . ,7 ---. ,._ _____ _ ···-. ·-. __ , ~.,, ..AO .. <" // 2.-/. ' , ' :; :, .. l' ' ... NO. \. \ - ,. ' _; ' - ., \ ' Tsa 1 ' I l 'i \ .. . . , ·. ,· · FIVE M. ;i~:L~~~~NT, 1dc. . · · . . . •'. . . . . \ CARLSBAD OAKS BUSINESS CENTER, LOTS 3,-6 · .. · . CARLSBAD, CALIFORNIAj · . · · 1· . . . I . . A:".~~-...,..~SAN DIEGO GEOTECHNICAL CONSULTANTS, IN_C. · . SOIL ENGIN9ERING & ENGINEERING GEOI.OGY · LOG NO.: I D~TE1 · .· . . PLATE: . -6552 .. ) ' NOVEMBER 1966 2 ' . ---ii . /' . , . . . \ ' . NO. fl DR NAl!NS RADIUS LENGTH I /!5"5!'5. ,., . 15' Z?il-8' 2 85°5/''I 8" ·. r !5h 2248''. i· ! I . ... . . . . . •. ' .. ,·. 1 ',' -~,' ' -:':<:-.-:·. ·t· ~-,· ~. ,;·:·.··,':,,·' .•.. :_:_·:.•_i,•·_··:_,,:_,_·,'_·.',;_:~ .. '· _.:.,;;_·_._:_'_·.· .. ••· .·' j--,. · · r· .::~$) :::/;it~>-~~~, "• --····:r:/ -,,, . ·s-·· , , ,. , --. :-.,-~}:_,>i~-~:~1~~-t1~;-~: j: ~i:r;\·. J~-~, .::,_:; _ , ·:k .:. :--.:v,;<:·-_::_! ~ ~'.i:-;, :·\i~).~1~i /, ~~ ~ .. _· •. -.·=-:~ .·.•.·•· ·,· __ · .. · .. ' · .. " . ' •.. -: -' . ~ ,..,, -~ . ,._ ..... _;._,-· ,-~-:~-.:f.", . - -. ...., . --- ~ --.. . ~ '· -S'EC'li'O,.Y /J ,t:; .. . r ' ! I · OIV .Sh'T, . /' (ryP1C',,c;L) R.EMIIRK5 a/' C/JR/3 . . . . : I . II . ' ,. . . ~n' -.•., .. ,,. I DATE BY t, ' • ' Tsa' \ \ \ DESCRIPTION APP'O . · REVISIONS 9 , ... -"'' ; 30 FEET 60 I ' EXPLANATION ---..:::.!.::!...:::.~!:!.!..!~~--·· UNITS ,' SANTIAGO FORMATION, CIRCLED WHERE BURIED -$-B-13 ~~ FILL SYMBOLS APPROXIMATE LOCATION OF EXPLORATORY BORING APPROXIMATE LOCATION OF CUT /FILL TRANSITION '· f '8'' 1•1LfT5 r· TYP ~!];...-8 :, ~ -TC 372,B._. , $TR 3,n.,,., ', ' ' -. . ' ' '. ' ·,-;_·_, •• 'f. .. -:~ . . ;,_ ; ' ... f . ) . ' . \ · ... . <· ' . ~A . ·: .. <-;;: ~ r: ., ...... ·-;-'i .-.. ,·: " . • ·, '. .-.. ,?..:-,-• .,., -~ ··: ' ·: ., ~ ,·,--