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Home My WebLink About2285 RUTHERFORD RD; ; CB940871; Permit08/22/94 1-6-: 20 . Page 1 of 1 B U I L . Job Address: 2285 RUTHERFORD RD : Permit Type: INDUSTRIAL TENANT D I N G p E IMPROVEMENT R M I T Pennit No: CB940871 Project No: A9401229 Development No: Suite: 8317 08/22/94 0001 01 02 Parcel No: 212-062-08-00 Valuation: 30,00-0 .,. Construction Type: VN Lot#: C-PRMT 291 .. 00 Occupancy Group: Reference#: Description: 260 SF ADD EQUIPMENT ENCLOSURE ISSUED 07/19/94 08/22/94 DC APPROVAL INSP.ff--__ DATfiq/2, CLEARANCE-----, CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 PERMIT APPLICATION PLAN CHECK NO. City of carlsbad Building Departllll!f'lt 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 I. PfiltMI I l'YPE A -0 Commercial D New Bmldmg O Tenant Improvement B -D Industrial U New Building D Tenant Improvement C · 0 Residential D Apartment D Condo O Single Family Dwelling O Addition/ Alteration 0 Duplex O Demolition O Relocation O Mobile Home O Electrical D Plu ( 7824 07 /19 /94 0001 01 LI Mechanical DPool D Spa DRetainingWall DSolar Xother.-.1:::'-:::.."'::..'-'u,-"~''t' ... '/.w'"':.r'"i-G,VIO 0 SW'<-C-PRHT 2. PROJECT INFORMATION FOR OFFICE USE ONLY Address ;z;z...e,5 ~ft,;,e,vJ;;;J ~ . Bu1ldmg or Suite No. Nearest Cross Street LEGAL DESCRIPTION 3. WNIACIN (n duTrnfrom applicant) NAME ADDRESS SI-0:/r No. CITY STATE ZIP CODE DA~LEPHONE 4. APPllCANI UWNIRACIUR oAGENI fORCONIRACIOR ooWNERAGENI FOR OWNER NAME M"JY'/c-. 4?rt :?v ~ ADDREss 535S f+ff P/4 ~-~'--l:fc-' CITY ~:::_..AN O ', STATE ?~ , ZIP CODE C 2' DAY TELEPHONE l NAME CALLA~-( ~Cl-r ADDRESS p-'-c,t, JH:F-(2-'.-'r~[_; t;...2zV ~ V STATE C,,A-. ZIP CODE v / (£' y, DAY TELEPHONE CA q31 -1-7 I CITY STATE ADDRESS ZIP CODE STATE UC.# LICENSE CIASS DAY TELEPHONE CITY BUSINESS UC. # 02 DESIGNER NAM£ ~N N //{z:_. 'S,r;,t tnJ ADDR£ss ~ Pl {/q-\-So1vl?-B1'0/iC: f:4--. 5,() CTE:-1~ STATE ZIP CODE z_. DAY TELEPHON -'${ STATE UC.# Workers' Compensation Declarat10n: I hereby affirm that I have a certificate of consent to self-msure issued by the Director of lndustnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). INSURANCE COMPANY POLICY NO. EXPIRATION DATE 185-00 Ceruhcate of Exemption: I certify that m the performance of the work tor which this permit 1s issued, I shall not employ any person many manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE 8. oWNER-B0IIDER Dfil.ARATION Owner-Builder Declaration: I hereby affirm that I am exempt from the Contracto?s License Law tor the tollowmg reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure 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 will have the burden of proving that he did not build or improve for the purpose of sale.). D I, as owner of the property, am exclusively contracting with 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). D I 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 dollars [$500)). SIGNA1URE DATE COMPLETE ruts SEClioN FOR NON-RESIDENTIAL BOIIDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention prog~nder Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? YES D NO Is the applicanzture building occupant required to obtain a permit from the air pollution control district or air quality management district? YES D NO Is the facility t constructed withi~00 feet of the outer boundary of a school site? 0 YES . NO IF ANY OF 11IE ANSWERS ARE YF.S; A AL CERTIFICATE OF CXDJPANCY MAY NOT BE~ AFTER JULY 1, 1989 ~ TIIE APPUCANT HAS MET OR IS MEETING 11IE REQUIREMENTS OF TIIE OFFICE OF EMERGENCY SERVICES AND 11IE AIR POLLUTION OONTROL DISI1UCT. 9. OONSIR0CliON LENDING AG£NcY I hereby afhrm that there 1s a construction lendmg agency tor the performance of the work tor which this permit 1s issued (Sec 3097(1) C1VII Code). LENDER'S NAME LENDER'S ADDRESS to. APPUCANT tllt:IIFICA:IIDN I certify that [ have read the apphcauon and state that the above mtormauon 1s correct. I agree to comply with all City ordmances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLF.SS 11IE crIY OF CARISBAD AGAINST AU. I.JABIUl1ES, JUDGMENTS, CDSTS AND EXPENSES WIIlCH MAY IN ANY WAY ACXJUJE AGAINST SAID crIY IN OONSF.QUENCE OF 11IE GRANTING OF nIIS PERMIT. YELLOW: Applicant PINK: Finance UJIISJIIPYLIR IM§Plc;TXQI OATJ: :,fl 14 L PERMIT t ______ _ J'OI AD0JU:SS~ __ 2_.Z __ 6 ___ 5._/G......,~ .......... V6 __ /l. __ cp.""""""":IZ...,Z7_,&._.::0.111a,,;. ____________ _ TIMZ AJUtIVl: _____ TIXI t.DVZ: _____ _ CD Lvt.· OISc:JtIPl'ION 4:J_ - -----~ - Plllll'fl •111111 ~. ,' :~ ,' . ACT COMMENTS 4f_ ------ 04/17/9-5 INSPECTION HISTORY LISTING FOR PERMIT# ·cB940871 DATE INSPECTION TYPE INSP ACT COMMEN';rS 09/15/94 Final Combo TP PA ND FINAL REPORTS 09/14/9·4 Ftg/Foundation/Piers 'l'P ~p GROUT DRY PACK INBEDS *REPORT 09/14/94 Ftg/Foundation/Piers TP AP KBII BOLTS PCR ICBO #REPORTS 09/i4/94 Frame/Steel/Bolting/Wel TP AP ADD SECTION & SUPPORT FOR COLL 09/14/94 Reugh Electric TP AP INCL SOFT S'l'ART 09/14/94 Rough/Ducts/Dampers TP PA ND FIELD MODIF OF SUPPORTS 08/29/94. Reugh Electric TP PA 4·090 A BUSSING,800 A SVC 08/2.6/94 · Raugh Electric RI RI MW/GOOD & ROBERTS 08/2-6/94 Raugh E·lectric TP PI 08/24/94 Ftg/Foundation/Piers RI RI MW/JIM 08/24/94 Ftg/Feundation/Piers TP AP TS CLMNS 0.8/24/9~ Underground/Under Floor TP AP 4·11 WASTE TO F.D. HIT <RETtmN'> TO CONTINUE ••• .. Wym_an Testing Laboratories OREINFORCED CONCRETE . OSTRUCT. STEEL ASSEMSL Y · C0VERJi1.'G WORK PERFORMED WHICH REQUIRED APPROVAL SY THE SPECIAL INSPECTOR OF OPRE·STRESSED CONCRETE DREINF0RCED GYPSUM OGLUE·LAM.FABRICATION DREINFORCED MASONRY DPILE DRIVING O0THER ·-t------------,------------,r---------,--:-----:'."""."":"-----------1 JO~ ADDRESS '. •. • • IFOR WEEK 2.283· Rutherford Road, Carlsb.ad No. 94-144. ENDING . 08-26 194 OWNER OR PROJECT N ... !~E . . ·· BLDG. PEIH~IT NO, . ,PLAN FIL.£ NO, Rutherford Part.II Buildimg 94-871 CC!'/.STR, M i!<.hT"~ lTYkPE,,.,G RADE,ETC.) ARCHITECT ~on-s rin urout Calligan Partnership Limited DESIGN STRENGTH . ISOURCE OR MFGR, ENGINEER • • f'c 3000 PSI, Sika Corp. SKT Structural Engineerinq DESCRIBE MAT'L, !MIX D!:SIGN, RE•EAR GRADE & MFGR,J GF.:NERAL CONT.R>.-CTOR ~o~d and Roberts - Sika Grout 212 Non-Shrink, Cementitious Grout. Lot 0726"94W. 3/4" diameter all- thread rod. CCNTR, DOING REPORTED WORK Good and Roberts LAB R:ECEIVING &.;rESTllSG l;ONSTf.!, MAT,'L SAMPLES ·wyman Test.ing La.oot·atcries NON-SHRINK GROUT INSPECTION 08:-24 Visually observed and inspected the grouting & installation of 8- 3/4" diainet~r x 22" long all thread rods (anchor bolts) into 3" diameter holes with 19" minimum embed length into existing concrete pad & fboting, per· foundation plan & detail 9 & 1-0 on sheet S-2. Hole-s., which were s·aturated:. for 24 hours prior to grout, were inspected for size, depth & cleanliness prior to installation 6f 8-3/4" diameter all thread rod anchor bolts per manufacturer's installation reco:nunendations & the approved drawings. NOTE: A pull test on not less than 20% of the anchor bolts is required per.detail 10 on sheet S-2 & have yet·to be performed . .... : -· -. . . .. -· ~ --. '·~ CERTIFICATION OF COMPLIANCE ,, ... ~-----.,, •, L ' H .. -,_ .. I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE A50VE REPORTED WORK, UNLES? OTHERWISE N0TE·o I HAVE FOUND THIS \\'ORK TO C0M?LY WITH THE APPROVED PLANS SFECIFICATl0NS, & APFLICAELESECTI0NS·OF THE CITY OF SAN DIEGO BLIILDING ! AWS . .~ .. POOR . · QUALITY . · . . . . · · O·RIGINAL S . r . - . . · COVERING WORK PERFORMED \-'l'HICH REQUIRED APPROVAL BY THE SPECIAL INSPECTOR OF OREINF0RCEo' CONCRETE . DSTRUCT. STEEL ASSEMBLY . 0PRE-SJ"JtJijE_D CONCRETE ORElh1FORCED GYPSUM OGLUE-LAM.FABRICATION OREINFO.RC.ED MASONRY OPILE DRIVJNG · O0THER .. ~~~-~;- JO)i A CC RESS 2~85 Rutherford Road COh'STR, MAT'L. (TYl'E,G RAC°t,ETC,J CESJG-N ST Fi"ENGTH .OESCFilEE MAT'L, (MJX C!:SIGN, RE•BAR GRACE &,M.F,GR.J , k~· ~t NO. 94-144 5'LCG, PERMIT NO. 94-871 ARCHITECT FOR WEEK ENDING Calli an Partnershi Limited ENGINEER SKT Structural En ineerin G~NERAL.CONTF~CTCR :Good and Roberts CONTR, COING REPORTED WOnK • . J!: -~~-·._ 1----..,...----------,------.-. .,;,.,j;J,.;....;~-------l-:-L-:A-:B::-::R-::£:-:C:-::E:-:-l~V~IN:-:-.:G-:&:-.-::,-:-::E:-:S:-::T:-=l~,-;:-:G:-/:-::.'C=-:N-=s=-r-=R-. ,:-M:-,,..-:'T::-',:-L-:S:-A-:M-:-1'::-1.:-E=-s=-----4 j:_ ·wyman Tes.-ting tabora:to·ries OMS lt PULL TEST Performed pull test on:1·2 of 8-3/4" ail th+ead rod anchor bolts to 3000 lbs as required per detail 10 on sheet S-2. Both bolts held the applied load. ··:~~s ~·-· -71:,~;. :_,-/:_ -~ll ;lit WHD 09.:...15 , ... ,: .. , CERTlFlCATl0N OF COMPLIANCE ~j , I HEREBY CERTIFY THAT I HAVE INSPECTED ALI:~ 9,..-; . ..-.. HE ABOVE _8EPORTED WORK, UN LES? O_THERWJSE NOTED I H1-Yl!,-f(?UND THIS WORK TO COMPLY WITH THE APPROVED PLANS SP~C.,J,fJ.f~TIONS, & APFLICABLESECTJONS OF THE CliY OF. SAi~ DIEGO .~!:J 't:Ol~G LAWS, <J~(. :~:... -. ; : J" .. ,-..·.~·.-. ' -~' . J,.,. • ?~ ~ : . . ..... . -... :.;:.!; _ Daniel Wyman Sl~OF REGJsTii:iiioiNSPECTOR &:,.. ~5~-<tv DA;:-£ OF REPORT REGISTER NUMBER ··: -'t -, ~ -.~ ~-· • CITY.OF CARLSBAD INSPECTION REQUEST PERMIT# CB.940871 . FOR 08/24/94 DESCRIPTION: 260 SF ADD EQUIPMENT ENCLOSURE TYPE: ITI . JOB ADDRESS: 1 2285 RUTHE~FORD RD APPLICANT: GOOD AND ROBERTS CONTRACTOR: OWN~R: PHONE: PHONE: PHONE: INSPECTOR AREA PLANCK# CB940871 OCC GRP CONSTR. VN 1 REMARKS: MW/JIM INSPECTOR-~-=------------- SPECIAL INSTRUCT: ·PREFERABLY AM FIRST THING CONCRETE POUR TOTAL TIME: --RELATED PERMITS--· , CD LVL DESCRIPTION PERMIT# SE890127 WDP02041 SE910099 .CO920013 CB911653 SE910100 SE920001 SE920014 CO920088 AS92'0050 SE920053 FA920006 AS930043 CB930715 S-E930060 AS930056 AS930061 AS930070 US930027 CB9.40116 CB94-0399 CB940708 CB940895 TYPE, swow WOP swow COFO MECH swow swow swow COFO ASTI swow FALARM ASTI ITI swow ASTI ASC ASTI !IMP MISC ITI ELEC ITI STATUS ISSUED ISSUED ISSUED ISSUED EXPIRED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED EXPIRED ISSUED .ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ISSUED ACT COMMENTS ~ _s_T ______ F_t_gJ_F_ou_n_d_a_t_1_·o_n_J_P_1_·e_r_s _____ 1 ~ B::~ gJJ, ------~------------__ . -------------------- I ***** INSPECTION HISTORY***** 'DATE DESCRIPTION ACT INSP COMMENTS .. : •'. \" .~ ·)()~\~' ·, ·r" .. ·,..,. . '. .. ::i~, .. -.' ~ t ~ .--;. ' ..... ----6'1 · ·' -.~· ,;,...,---""-+;c'!i,""""""""'"t"~""""""C---='-.=...--'--------•--u-•-• • • ... • ·i . ~, ;"\_.' .. 4" '·i .'_'.:, •',. @• ,•, ,>, , "" ,<.,•~M••• <g · 1tf:(: .. ;~'~i· -~;~: J:k !. '0 ... , .,;,. ···:., l(Jj rr ,.::. ,_, :c· -~·.: '.._'.:'_,;,,_-_: ! .. .::;:~ \.::D' ' ; /'~.; -~ :... ---·-..:..~---·. '; ·-',~. •' ,• • I •"", ~ •. ~ :',.11) ~, ~-:.•., i 1 :r 0 ;. •. ~/'.ft;:~ijJfJ,'.fj .. ~. ? . ,-··-:-, O .. ;.;.,; :?v CALLAV\I A Y GOLF .EXTERIOR ENCLOSURE 2285 RUTHERFORD ROAD ·CARLSBAD, CALIFORNIA . .-. t·m ·: ·~./ t ~ ""' t~ , "l)"' ... \ , :, ~!-\ -;t:6 ~c ~ (\ ~-I ~~ '-'i, ..... \ j~ ,_-i ii> -I ~ "1' " ta ~ ~ "' • C.J 11"1 < ~ "") ., :i ', ., I ~ ~ · ... ,• .. I' . ·:,·,; .... -~· ... 1 i ! jj'-· -----~ ....... ·c'------1,, .... -·-·, ..... _ .. , . J I I I I ,J i I I ! I 1 I i ·1 .j i 'j l ,/ I I ·1 I '.to ;: ;Ii a. -c· ."'----,...-~. ··-· ... . r-·· ,-~ iz ·. . ~-;~ ,, ~· /'( :-: l .. ,3) .... ·~ :.. ._,,_, ,_, .. _, (:; . _____________ ........... -.,,.. .... ,:,,.1•-,.,.,...__........,,...,..,,..,.__.....,_,.'llalt:S,,· ------ CALL;-\\i\l ;\ Y GOLF EXTERIOR EN·CLOSUR°E 2285 RUTHERFORD ROAD CARLSBAD, CALIFORNIA ~--------...... ,_, '•" ••C.• II I ••""l,r',1'11,•lW ... ,...,.. ___ ,.,..,., ___ _ "I' ... --'---· ... , _____ _ ' . ; : ~·' ' '. ·. ; .: -... ·--' ....... . tO'd tOO'DN £Z:tt S6'8t rnr :131 ... ~ ·.,, \ s1u0wwo0' . ' ~ #XB,;fi ' ..... J ' .. .,, ,, '•,i i .. ,.,' '"" 9.1 ... -~ ,(fl ~ 5 ·~ ~ -0 "' ·z ~ ' .. ,( . I :: .. ' ···: . ··:'·~ ·. '. :f_,'·,;_: ,,, __ ,,'-• ___ ,_,,.,1; •• -...:..::.t,, _,,,·:II._,• , r,_ _ t --••'•••••••'0--•••' -·: .. .-.:-.---~~------·-·.----·: ~ . ···-·-·---·· .. ,,r .,.;, ...... n ,·-:_:::.:_~_:::·;,; . i Ill ! T"'···, ~ 8 I! .. l"I '. ... 1 11 ··- l l I' " ~ :;; I> , .... r· ·t ,.. I ·r.· ,·_, '11 I I I/;_,,._~ I I I I I ·., I I I I .I I I ·I -I ~, I __ : :.. . --:~ - WYMAN TESTING LABORATORIES FINAL INSPECTION REPORT FOR . ·.RUTHERFORD P,ART II -:·_ -··: ·.; ' : --~. ;_._:, . -. . . :. ·-. · __ -_ -·-: ., I .I I I ;',l·~ .... 1./ :- 1 I . I I I I I I I I I I I I I I I • s·an Diego Co. • Riverside Co. • Orange Co. ·WYMAN • San Bernardino Co. • Los Angeles Co. TESTING LABORATORIES -• Kern Co. • Imperial Co. • Las Vegas s·eptember 16, 1994 Good and Roberts 1090 Joshua Way Vista, California 92083 1-800-487-0355 WTL No. 94-144 Report No. 001 SUBJECT: Final Report of Special Inspection, Rutherford Part II Buil<;iing at Calloway Golf, 2285 Rutherford Road, Carlsbad, California, Permit #94~871 Gentlemen: In accordance with your request; this report has been prepared as a final report of the-Special Inspections which were performed at the subject site. The inspections were performed by representatives of Wyman Testing Laboratories at the direction of the General Contractor. Placement of all thread anchor bolts with non-shrink grout was observed for proper depth of embe<lr!lel).t, cleanliness of drilled holes, and proper, m~xing per manufacturers' 1 specifications. Hydraulic pull tests· 'viere performed to a designated load with no pull outs. · summarizes the Respectfully submi·tt'ed/, • • ••••• • •• ; ~: ·.::{ .. l ~~STING LABORAT6iiES ~L zro ==-<·. Ronald s. Halbert, R.C:E. 42204 R~H/whd . cc: . ( 1) . ( 1) (1) Submitted Dwight & Donna Johnson City of ,"~~,rlsbad l. .•.. , ' _._ .. (1) SKT Structural Engineers (1) Calligan Partnership Ltd • I I .• . , .... ~ ::_ :~ I~-, -~: . -Wyman "lif·.·,,·· I ..... ~/ ' ,. :· V IE .. . . Testing Laboratories ··. 7 '• .. ·/ -·' •. .... . ·1 .. · COVERING WORK PERFORMED OREINFDRCED CONCRETE • OSTRUCT. STEEL ASSEM;,LY WHICH REQUIRED APPROVAL BY OPRE·STRESSED CONCRETE OREINFORCED GYPSUM OGLUE,LAM.FABRICATION I TH·e SPECIAL INSPECTOR OF OREINF0RCED MASONRY OPILE.DRIVING \ DOTHEFI JOEi A·CDRESS .. IFOR WEEK 2285_, Rutherford Road, Carlsbad l'!O, 94--:-144 ENDING . 08-?.n I £i,i OWNER OR PROJECT NA!•l°E .. 5LCG, PERMIT NO, • , PLAN FILE NO, .I Rutherford Part II Buildiliig .;. 94-871 CONSTR, MAT'L ITYPE,GRAD~,ETC.) AFiCHl'iECT . Calliaan Partnershio Limited DESIGN STFiENG'iH rOUl'iCE OR MFCR, ENGINEER ' SKT Structural Enqineerinq I DESCl'ilSE MAT'L, !MIX 01!:SIGN, FiE•BAR GRADE .SC MFGR.J Cl;;NERAL CONT.R>.,CiOR :Good _and Roberts CONTR, DOING REPORTED WORK • _·1 . LA·B RECEIVING.&,TESTING S:ONSTF.!, MAi:'L SAMPLES ·wyrnan Testing tabo:i;atories ·1 PULL TEST ·off:-25'. ··1 Performed pull test on 2 of 8-3/4" all th+ead rod anchor bolts to 3000 lbs as required per detail 10 applied load. , ·I 1··_ I I ,1 ·i- I I I· -·--·----------------~ --. ---. . . I . ---. ---------. -•' - WHD 09-16 l . CERTIFICATION OF COMPLIANCE HERESY CERTIFY THAT I HAVE INSPECTED ALL OF THE A50VE EPORTED WORK, UNLESS OTHERWISE NOTED I HAVE FOUND THIS \.\'ORK TO COM?L y WITH THE APPROVED PLANS SFECIFIOATJ0NS, & on sheet S-2. Both bolts held the ·. - ' ' Daniel Wyman - I ·; ·. . . ":: . ;_: ·: ·: .·.·· . :-·::! ---. : ._ •' ' ~ .; .• ··:-:;: .. :-. -~---: . . . . . . ' " .... ~ . :~ '.. -~ ... ~= ',. ;-•. , ·-. . . . ~. -:: .. -: -·-..•.. : -~ . ... .. , . . . I 11 _,,.:._l r;;;,~ Wyman Testing Laboratories }~ · COVERING WORK PERFORMED OREINF0RCED CONCRETE . ·' . . OSTRUCT. STEEL ASSEMSL Y t I I I I I • ·I I -· I I ·I I I -1 ·1 WHICH REQUIRED APPROVAL SY OPRE·STRESSED CONCRETE OREl!-JFORCED GYP-SUM OGLUE-LAM.FABRICATION THE SPECIAL INSPECTOR OF OREINFORCED MASONRY OPILE DRIVIN.G O0THER )OS ADDRESS .. !FOR WEEK 2289--Rutherford Road, Carlsl:iad NO, 94-144 .. ENDING . 08-26 ,94 OWNER OR PRO)ECT NAr,\E .. SI.CG. PERMIT NO, · . , !'LAN FILE NO, Rutherford Part.II BuildiJ!ig ., 94-871 CONSTR, M1{'~ lTktEl'.f RADE,ETC.) .. ARCHITECT on-s rin rout Calligan Partnershio Limited DESIGN STFlENGTK . ISOUFlCE OR MFGR, f'c 3000 PSI ' Sika Corp. ENGINEER SKT Structural Engineerinq DESCfllSE MAT'L, (MloX D!:SIGN, RE•SAR GFlADE & MFGR,J GJ;;NEFlAL. CONT.R~CTOR :Good and Roberts Sika Grout 212 Non-Shrink, Cementitious CONTR, DOING FlEPORTED WORK Good and Roberts Grout. Lot 0726'94W. 3/4" diameter all-LAB RECEIVING.&.;rESTJNG bONSTF.I. MA'T,'L. SAMPLES ·wyman Testing La orato·ries -thread rod. NON-SHRINK GROUT INSPECTION . . 08:-24 Visually observed and inspected the grouting & installation of 8- 3/4" diameter x 22" ·1ong all thread rods ( anchor bolts) into 3" diameter holes with 19" minimum embed length into existi~g concrete pad & footing, per· foundation plan & detail 9 & 10 on sheet S-2. Holes., which were s·aturated .. for 24 hours prior to grout, were inspected for size, depth & cleanliness prior to installation of 8-3/4 11 diameter all thread rod anchor bolts per manufacturer's installation recommendations & the approved drawings. NOTE: A pull test on not less than 20% of the anchor bolts is required per.detail 10 on sheet S-2 & have yet to be performed. . - ' ·i- - : .. •· ·• ----· -------· --. ---~------------------... -----·-- -----... .. --------. -----·---. -.. WHD 09-16 Russell Taylor I · CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAV!; INSPECTED All OF THE A50VE REPORTED WORK, UNLESS OTHERWIS.E NOTED I HAVE FOUN0 THIS WORK TO COMPLY WITH TH'E APP.ROVED f'LANS SPgCJFICATI0NS, & - DATE: ·.ESGIL-,CORPORATION ~ 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92·123 (619)-560-1468 I . ' 8--( q4 A JURISDICTI0 JURISDICTION: · -C 1-ry --, of CARL.SBAD PLAN CHECKER QFILE COPY QUPS QDESIGNER PLAN CHECK NO: 94-?71 SET: -:m:_ PROJECT ADDRESS:_r.;_, ___ -z._~_!'r ____ ~l;;--....~tbe ......... ~rfr'r-·_____,J.__~£-J_ PROJECT NAME: . ':,:~(g_/( CA. we3y ADotrrotl 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 jurisdic~ion's building codes when minor deficien- cies identified-,-----,,----------=---are resolved and .checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected ahd resubmitted for a complete recheck. D The check list transmitted herewith is for your information. · The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. O·The applicant's copy of the check list has been sent to: OiJ Esgil staff did not advise the applicant contact person that plan check has been completed. O Esgil staff did advise applicant that the plan check has been completed. Person contacted: · Date contacted: _______________ Telephone # _______ _ D REMARKS: --------------------,-------------- By:· })AV\D YAO Enclosures: ESGIL CORPORATION {t·J ',-:;.,ti-/ -----------r.,, • OGA DcM 0Pc DATE: ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 fr/ ,r • /94 ' JURISbICTION: CIIY OF PLAN CB:ECK NO: SET: PROJECT ADPRESS: 2 .l e1: ,Z~, -th .r,rfr.vJ ts-d PROJECT NAME: 6t (I ().ttJC\'/ o/t> ti APDIT!Dbj 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 jurisdic~ipn's building codes when minor deficien-cies identified _____________ are resolved and .·checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ffiiin The check list transmitted herewith is for your information. Iii!!!! The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. D The a-pplicant' s copy of the check list is enclosed for the jurisdiction to return to the applicant contact pers0.n. (llU·The _apJ?licant's copy of the check list has · S:m1th Cmsu {f,,,J _ Ar:cb. C llf "Ct been sent Lcinqan ) to: -t-3J;:t .·H, t:l\. £"o trrn±o PI. I s-o q2 tz, I IJI Esgil staff did not advise the applica.nt contact person that plan check has been completed. O Esgil staff did advise applicant that the plan check has been completed. Person contacted: · Date contacted: _________ Telephone# _______ _ D REMARKS: -------'---------------'-------------- By:· l:?A\Jll) VA-0 Enclosures: ________ _ ESffi CORPORATWN ·t~ J '" l!-"'I ~GA Dc.H 0PC .,. ·.· '.: .. ~.: .:: ·. A'AN C.!-l~ 5 e,·: ...... , -· ........ '' /r?;;::"+-A) .5 I f "'l ,,~,~,, . ,..,...., -, 'T / . -. :, ··-~ f,. I/ • • ~ ,J_... .. \ . DATE: ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SAN DIEGO, CA 92123 (619) 560-14-68 8-I , . 94 JURISDICTION: CITY OF . CA:RlsBAP PLAN CHECK NO: SET: I. PROJECT ADDRESS: __ _,;2;;;;_.;;;;;2~£::=;£.=-~.--"R-L~Jt........,_H=8-f......,_R2.:.=.R~D::;.__..R~'..D=- PROJECT NAME: CALL AWAY A1>Dtr,01'1 D 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 jurisdictipn's building codes when minor defici~n- 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. The check list·transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed-for the j.urisdiction to return to the· ap.plicant contact person. ll The applicant's copy of the check list has been sent to: -~·· Sm,·-t-b Cari-s11i+.'c1 Arcbdecf$-( Mede Lca270n) 53$"~ H!rO\. 5orreh-fo .P/. SLJ1fe 7-f» SD 92/z_/ II Esgil ·staff did not advise the applicant contact person that plan check has been completed. O Esgil staff did advise applicant that the plan check has been completed. Person contacted: ------------ Date contacted: _________ Telephone# _______ _ D REMARKS: ______________________ __;_ __ _ By: ]2Av 1() YAO ESGIL CORPORATION 7/4/ Enclosures: ---------- flJGA --1) CM QPC_ ... PI.AH ~ IW). _ ____..1 ....... 1:_-__ tf-___ 1 ..... I--,.-__ _ .J'ORISDicnON: __ __..c..,..A .... 1?.._Ls___._AA ......... O'"--___ _ m=---~~~ ..... rt ..... h ______ C,y,......._su .... t_._f.,_._,1y.'-:i:--~At-. .... Q,_,_h 53 s .1.-/vf1HJ-.. 5;; tr-enh rd SP OCCOPABCY: __ ......... _..;;;8 ..... -_?__ ______ _ J3UILDDIG USE: 'rno,nt,(f.cfure TYPE OF OOHSIRDcnON: 7JI-/,/2y ACl'UAL AREA:_· -------------- .AUmABLE AREA: _________ __, ____ _ S'IORIES: ___ .__ ____ .,..-___________ _ HEIGB:r: __________________ _ SPRI1ilL!:RS: _____ ·V"'"e""'"J _______ ___ /, OCCOPAN'.t LOAD: _______________ _ REMARKS: ___________________ _ Date plans received by jurisdiction: _____ _ Date plans received by Esgil Corp.: ___ 1_.._/4 ____ / __ Date initial plan check completed: ____ r! __ ,_B.y: __ ) ...... '.A ............ 11 ..... 1o ___ v ..... A:O _______ _ I Applicant contact person: (./ Tel._. --,.-_4_S-_c_-_-3_/J1__~----- Plan check is limited to technical requi_rements contained in the Uniform. Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical · code and state . laws regulating energy conservation, noise attenuation pli.d access for the disabled. The plan check is based on·regulations enforced by the Building Inspection Department. You may have other corrections based on la"".s and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present Califomia law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, ~y the vari6us s_tate _agencies authorized . :to pr~pose ·· building regulations for · enforcement at the· local level. Code sections cited are based on the 1991 UBC. The circled items listed need clarification, modificatio_n or change. All items must be satisfied before the plans will be in conformance with the cited code~ and regulations. Per Sec. 303 (c), 1991 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. 1 plan sheet, specification, etc. Be sure to enclose the marked up list when you submit the revised plans. List No. 22, GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS (1991 UBC) A. 0 !· B. I l !· f· /· / ~ Please make all corrections on the original tracings and submit two new sets of prints, 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, to: The jurisdiction's building department. Provide the site address and a vicinity sketch on the Title Sheet. Provide the names, addresses and telephone numbers of the owner and the responsible design professio~ls on the Title Sheet. All sheets of tjle 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. Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project sho'l\'11 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. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group Description of Use Type of Co~truction Sprinklers: Yes or No Stories Height Floor Area Justification to exceed allowable area in Table 5-C. (if ap~l~cable) Justification to .exceed allowable height or stories in Table 5-D. (if applicable) Provide a note with the building data legend stating that yards used for area increases shall be permanently maintained. 8/4/92 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 plans that this project shall comply with Title 24 and 1991 UBC, UMC and UPC and 1990 NEC. Q 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. c. f Specify the uses of all rooms or areas.next. · -the_ e"'cl orto-·e. . SrrE PLAN Provide a fully dimensioned.site plan drawn to scale. Show north arrow, property lines, easements, streets, existing and proposed buildings and structures. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". I• .... 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 \.:J justify increases ~ allowable area based on Section 506. ""J'.'..T 0-ppf,Cqb/e... . I 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. r,;;\ Clearly dimension building setbacks from ~ property lines, street centerlines, and from all adjacent buildings and structures on the .... site .plan. j _. Show and dimension. on -the site· plan all building projections including eaves, balconies, cornices and similar appendages extending beyond the exterior walls. f• 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 ~- 1 gradients of cut or fill slopes. Show dimensioned parking layout including any required disabled access spaces. Show the location · of any designated flood plains, open space easements, or other development restricted areas on the site plan. 2 +o D. l t· /· (0 0 LOCA1'.IOlf Olf PROPERff 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 a,nd 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. 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 10 feet to a property line or an assumed property line. The upp·ermost 1811 of such parapets shall be noncombustible. (see exceptions, Section 1710.) The exterior wall shall have protected openings (3/4 hour) when closer than .._,t_D __ feet to a property line or an assumed property line. Section _____ 03. r:;;;\ The exterior walls shall have no openings when c.:J closer than r 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 whe~e openings are required to be protected shall be heavy timber or one-hour construction. Section 1711. Projections may not extend more than 12 inches into areas where openings are not allowed. Section 504(b). ~@ Fniv,J ~ Ch #Yh1fi\.+,'rn.--15 r· r· 31 ( ,; l I· E. I· 1 f· :<:'10~ -l-hg a//Qw qi,k a.er~-w,+b. C n1Jd .:2 60 ~ E ) 5/26/92 Projections over public property must comply with Chapter 45. Projections may not extend more than one- third the distance to the property line from an assumed vertical plane located where fire- resistive protection of openings is first required. Section 504 (b). 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 (m). 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 3311 (d). Structural elements exposed in walls required to be fire-resistive construction due to location on property must have the same fire- resistive rated protection as the wall, or as required for the structural frame for the type of construction, whichever is greater. Table 17-A footnote 1, and Section 1702. Openings for scuppers, mechanical equipment vents, foundation vents and similar openings have to be protected where openings are required to be protected. · Table 5-A, Section _-_-_03. 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. +Je_ lz Jefl_ :S+,'I f 't)l,tth.!'~ .. Th L!::J. c. ce i G£ fo O 'C. g_r-f' o~ - 3 No point in the building shall be more than 150' ( 200' if sprinklered) from an exterior exit, horizontal exit, enclosed stairway ·or exit passageway, measured along the path of travel. This may be increased a maximum of 100 1 when the increased travel distance is the last portion of the travel distance and is entirely within a 1-hour corridor. Section 3303 (d). Double acting doors are not allowed when serving a tributary occupant load of more than 100, or when part of a fire assembly, or part of smoke and draft control assemblies or when equipped with panic hardware. · · Section 3304 (b). Exit doors should swing in the direction of egrees when serving an occupant load of 50 or inore or when serving any hazardous area. Section 3304 (b). See doors ·------- ~ Note on · the plans: "All exits are to be V openable from inside without the use of a key or special knowledge". In lieu of the above, in a Group B occupancy, you may note "Provide a sign on or near the exit doors reading THIS . DOOR TO REMAIN UNLOCKED DURING BUSINESS t· HOURS". This signage is only allowed at the main exit. Section 3304(c). Exit doors from Group A,E,H-l,H-2,H-3 and I occupancies shall not be provided with a latch or lock unless it is panic hardware. Chapter 33. All doors and gates, within the exit path from Group A,E,H-l,H-2,H-3 and I occupancies to a public way, shall not be provided with latches or locks unless they are equipped with panic hardware. Section 3301 (b). 1ia. When additional doors are provided for egress / purposes, they shall conform to the width, swing and hardware provisions in Chapter 33. Section 3304(1): ~ Exit doors should -be a minimum size of 3 feet \:J by 6 feet 8 inches. Maximum leaf width is 4 feet. Section 3304 (f) and (g), wh,,,t 1s. +l,e..., 8 .ilx1'C dodY' -S~ -for, -ttJ-~hC/0$tJ Ye! Regardless of occupant load, a floor or landing not more than 1 inch (1/2-inch if disabled access . is required) below the t.h;reshold is required on each side of an exit door. Section 3304 (i). When a door landing serves an occupant load of 50 or more, doors in any position shall not reduce the landing dimens:i,on to less than one half its required width. Section 3304 (j). 8 4 92 1 J2. Door landings shall have a length measured in f' the direction of travel of not less than 44 inches. Section 3304 (j). Doors should not project more than 7 inches into the required corridor width when fully opened, nor more than one-half of the required corridor width when in any position. Section 3305 (d). Revolving, sliding and overhead doors are not permitted as exit doors if the occupant load exceeds 9 or the exit door serves a hazardous area. · Section 3304 (h). Ramps not required to comply with disabled access requirements shall not be steeper than l : 8 • Ramps steeper than l: 15 shall have handrails as required for stairways. . Minimum size landings and landing clearances must be provided. Section 3307. (See Title 24 where Disabled Access is required) L. STAIRWAYS l~. Stai:Way width must be at least 44 ;IDches when _ ... _ ... servwg .. so or more. occupants; 36_ .inches when less than 50. Section 3306 (b). if . Stairway riser must be 4 inches minimum and 7 inches maximum and minimum run shall be 11 inches. Section 3306 (c). See the exception for private stairways serving less than 10 occupants. Eighty inch minimum headroom clearance for stairways should be indicated on the plans. Section 3306 ( o) • . Note that this is from a plane tangent to the stairway tread nosing. Stairway handrails should not project more than 3-1/2 inches into the required width. Trim and stringers may not project more than l-1/2 inches. Section 3306 (b?· Enclosed . usable space under interior or exterior stairways should be protected on the enclosed side as required for one-hour fire- resistive construction. Show 2 x @ 1611 o.c. nailers. Section 3306 (1), (m). Landings should not be reduced in width more than 7 ;inches by a door when fully open. Section 3304 (j). Stairways from upper levels which extend below the level from which egress from the building is provided, shall have an approved barrier to preclude exiting into such lower levels. Section 3306 (h) & 3309 (e) •. 8 ·162. Show that exits are lighted with at least one foot candle at floor level. Section 3313 (a). 163. Show separate sources of power for exit illumination. (Occupant load exceeds 99) Section 3313 (b). . 164. The exit sign locations as shown are not adequate. 0. ELEVAl'ORS 165. Elevators shall be enclosed in a· one-hour shaft exc~pt in Type I and Type II F .R. construction.where the elevator shall be in a two hour shaft. Section 1706. 166. 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. i67. 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. 168. Elevators in high rise buildings shall comply with Section 1807(b). 169. Every elevator lobby or entrance area shall be provided with an approved smoke detector as required by Section 5103(b). 170. Revise the number of elevator cars per hoistway enclosure to comply with Section 5103(a). · . 171. Provide clea:r; inside elevator car dimensions as required by Title 24: a. In high-rise buildings, A/E/I occupancies, State-owned buildings, residential care homes, h~tels, ~otels, apartments and condominiums: 8011 by 5411, with a 42-inch side slide door. 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 shal 1 have a minimum inside platform of 4 feet 6 inches by 4 feet 6 inches and a minimum clear door width of 36 inches. tk 8/!+/92 172. Provide notes, details or specifications to show the elevator will comply with UBC Sections 5102-5106 and Title 24. 173. 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 i14. Specify on the window schedule the glass type and thickness to show compliance with Table 54-A and B. 175. Show safety glazing in the following locations, per Section 5406(d): Q. 16· if. /a. a. Where the nearest edge of glazing is within a 24-inch arc of either side of a door in a closed position (unless there is an intervening wal 1 between the door and the glazing or if the glazing is 5 '-011 or higher above the walking surface) •. b. Glazing greater than 9 square feet with the bottom edge less than 1811 above the floor and the top edge greater than 3611 above .the .floor .. (unless .. the glazing · is more than 3611 horizontally away from walking surfaces o.r if a complying protective bar is installed). c. Glazing in shower and tub enclosures (including windows within 5 feet of tub or shower floor). A Class __ roof covering is required. 32-A. Specify roof slope • Table Roof pitch is not adequate for roof covering specified. 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. £'2closur:o ? 11 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, unless they are over the same room and their combined area does not exceed 100 square feet (or 200 square feet if the plastic is a "CCI" material). Section 5207 (a) 6. Plastic skylights shall not be installed within that portion of a roof located within a distance to property line where openings in exterior walls are prohibited or required to be protected. Section 5207 (a) 7. 1'1. Provide skylight details to show compliance J-· with Chapter 34 and Section 5207 or provide ICBO or other recognized approval listing. _ f 8. Provide plastic roof panel details to show ri compliance with Section 5206 or 'provide ICBO or other recognized approval listing. ~/4. Show attic ventilation. Minimum vent area is f" 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). r· R. fl- Show location of attic access with a minimum size of 2211x3011 , unless the maximum vertical headroom height in the attic is less than 3011• Access must be provided to each separated attic area, shall be located in a hallway or other readily accessible location and 3011 hea<}room clearance is required above the opening. Section 3205(a). FIRE .EX:t.l..lGJISBillG 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. Section 3802 (b). 8/4 92 /.s. f6. f· 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 servicjng. Section 3802 (b). Fire sprinklers are required in retail sales 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. Fire sprinklers are required in H occupancies when exceeding the areas in .Section 3802 (f). 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 required. 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. 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 3805. ·· · ··s~·--:--.WO?IDATIOlf 2do. Provide a copy of the project soil report f' prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations 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 and the design bearing capacity of the foundation. Section 2905(c). 12 ~ Provide a letter from the soils engineer \..._J confirming that the foundation plan, grading p~an and specifications have been reviewed and that i.t has been determined that the recommendations in the soil report are properly incorporated into the .Plans. (When required by th~ soil report) • p. 3 0 -f +he .-eray-;f-c -, /jq I q4.) 2/3, The foundation plan does not comply with the / following soil report recommendation(s) for this project---'------------- ~ Provide notes on the foundation plan listing \.._} the soils report recommendations for · foundation slab and building pad preparation. ~ The soils · engineer reco111nended that he/she V review the foundation excavations. Note on the foundation plan that "Prior to the t· contractor requesting a Building Department foundation inspection, the soils engineer shan 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 report". 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 2xra. Show height of retained earth on all / foundation walls •. Chapter 23. 2J. Show distance from foundation to edge of cut i":I, or fill slopes and show slope and heights of cuts and fills. Chapter 29. u6. Note on the plans that wood shall be 6 inches / above finish grade. Section 2907(a). c,".;\ Note on plans that surface water will drain V away' from building and show drainage pattern and key elevations. Section 2905 (f). 2/. Dimension foundations per Table 29-A. /ioors Thickness of siijipor'ted,'c Stemwall ~ Depth Footing l 611 1211 1211 611 2 811 1511 1811 711 3 1011 1811 2411 811 *Foundations may support a roof in addition to the floors. Where only a roof is supported, use foundation for one floor. 8/4/92 For buildings adjacent to slopes steeper than 3:1, note on the plans: "On 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." Provide elevations on the site plan 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. Section 2907 (f). . Specify size, ICBO number and manufacturer of power driven pins and expansion anchors. Show ed~e, end distance and spacing. Section 306 (f). 2/7. Show size, embedment and location of hold down (°' anchors on foundation plan. Section 302(d). 2/8. Note on the plans that hold down anchors must T be tied in place prior to foundation f :inspection. 2).9 •. Show adequate footings under all bearing walls and shear walls. Section 2907 (b). 22f. Show stepped footings for slopes steeper than 1:10. Section 2907 (c). 2fi. T. 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 undis~urbed soil. Table 29-A. 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. Show anchored veneer support and connections attached to wood in Seismic Zones 3 and 4, comply with Section 3006 (d)l and Section 2515 (a). Show ties, #9 wire in horizontal joints, etc. Show height and construction details of all concrete and masonry walls. Chapter 24. 13 w. @, x. Provide note and details on the plans to show compliance with the enclosed Disabled Access Check List. Disabled access requirements may be more restrictive than the UBC. 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 con~ervation. Incorporate in the plans or specifications the attached 11Title 24 Mandatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". Y. ADDt.r.rOHAL 2J. Please .see additional corrections, or remarks, 7· · on the following page. 8 To speed up the recheck process, note on this 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 C7 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 The 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_,,_ ____________ _ J:?AV IJ) at Esgil Corporation. Thank you. Enclosures: 1. 2. 3. 8/5 92 YAO @ @ S-be I deck / I . Wd / I -i/,e ts QdPfie__· wwd log J Wq//. &v}.k_ ~( c.s -/4 >-A·.f fO/~-~ IS u 0J~-be_ r- Pwvik ~f).ee,. i p/ !!:,!Yl s ) 0nsl rfpfc., :/ ( I -A< n,ok J C<.lffpc_-/z,-,- P}Ov1b i 7 tl-3 C B-'2- af1.1.r t: I !zr· P1-1d&n,1re ) ? ?) 17 SCOPE: DEPARTMENT OF STATE ARCHITECTURE-NON RESIDENTIAL TITLE 24 DISABLED ACCESS REQUIREMENTS The following disabled access items are taken from the 1991 edition of California Administrative Code Title 24, applicable as of April 1, 1994. Per section 110 B, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with physical disabilities as follows: (1) Any building, structure, facility, complex, or improved area, or portions thereof, which are used by the general public. (2) Any sanitary facilities which are made available for the public, clients, or employees in such· . accommodations or facilities. (3) Any curb or sidewalk intended for public use that is constructed with private funds. (4) All existing accommodations when alterations, structural repairs or additions are made to such accommodations. GENERAL: To assure that barrier-free design is incorporated in all buildings, facilities, site work and other improvements, these standards apply to all additions, alterations and structural repairs. These standards incorporate the requirements covered in Title II and Ill of the Americans with Disabilities Act of 1990. Items preceeded with an asterisk (") are examples of changes that have occured since the previous regulations. NOTE: All Figures and Tables referenced in this checklist are printed in California Administrative Code, Title 24. SITE ACCESSIBILITY: A. Site development and grading shall be designed to provide access to all entrances and exterior ground floor exits, and_ access to normal paths of travel, and where necessary to provide access, shall incorporate pedestrian ramps, curb ramps, etc. B. * When more than one building or facility is located on a site, accessible routes of travel shall be provided between buildings and accessible site facllities. C. At every primary public entrance and at every major function along or leading to an accessible route of travel, there shall be a sign displaying the international symbol of accessibility. Signs shall indicate the direction to accessible building entrances and facilities. · D. Where stairways occur outside a building, see section 3306(q) for requirements. DISABLED ACCESS PARKING SPACES: A. " The required number of accessible parking spaces in new facilities "(or in existing facilities where a change of occupancy occurs) is as follows per Table 31A: 1. " 1 for each 25 spaces up to 100 total spaces. 2. 1 additional space for each 50 spaces for between 101 and 200 total spaces. 3. 1 additional space for each 100 spaces for between 201 and 500 total spaces. 4. For between 501 and 1000 total spaces, a minimum of 2% of the total number of spaces is required. 5. For greater than 1000 spaces, 20 plus 1 for each additional 100 spaces. 6. If total number of spaces is less than 5, one shall be 14'0" wide and line to provide a 9'0" parking area and 5'0" loading and unloading area. There is !lQ. requirement that this space be identifjed or reserved for the exclusive use by persons with disabilities. B. " Outpatient facilities require a ninimum of 10% of the total number of spaces to be accessible. If facilities specialize in treatment of people with mobility impairments, a minimum of 20% of the total spaces shall be accessible. See section 3107A(a)3.a and b. C. " Valet parking facilities shall provide a passenger loading zone located on an accessible route to the facility entrance. The space requirements of section 3107 A apply to facilities with valet parking, per section 3108A(c). D. " Accessible spaces shall be located as follows, per section 3107 A{a) 1: 1. On the shortest ·possible route to an accessible entrance when serving a particular building. 2. On the shortest route of travel to an accessible entrance of a parking facility. DA/NR/G Non-Residential Access R1quir1m1nts Plan Review Correction list Paga 2 April 15, 1994 3. · o:.spersed and located closest to accessible entrances where buildings have multiple accessible entrances with adjacent parking. Note: )his section does not apply to existing facilities where local ordinances preclude requirements unless a change of occupancy occurs. E. Single spaces shall be 14'0" wide and outlined to provide a 9'0" parking area and a 5'0" loading and unloading area on the passenger side of the vehicle. When more than one space is provided, in lieu of providing a 14'0" space for each space, two spaces can be provided within a ·23'0" area with a 5'0" loading zone between each 9'0" wide $pace. Each space is to be a minimum of 18'0" in depth. See section 3107A(b)1. NOTE: See Figures 31-18A, 31-18B and 31-18C. F. A bumper or curb shall be provided and located at each space to prevent encroachment of cars into the required width of walkways per section 3107 A(b)3. . G. The maximum slope of parking surfaces in any direction shall not exceed 1/" per foot (2.083%) per section 3107.1 (b)4. The maximum slope at the passenger loading zone shall n6t exceed 2%. H. Parking spaces shall be identified by a reflectorized sign permanently posted immediately adjacent to and visible from each space, consisting of a profile view of a wheelchair with occupant in white on dark blue background. The sign shall not be smaller than 70 square inches in area and, when in a path of travel, shall be posted at a minimum height of 80" from the bottom of the sign to parking space finished grade. ·signs ·may also be centered on the wall of the interior end of the parking space at a minimum height of 36" from the parking space finished grade, ground or sidewalk. Spaces complying with section 3107 A(b)2 shall have an additional sign "Van-Accessible" mounted below the symbol of accessibility per section 3107 A(cJ. In addition, each accessible space is required to be marked with the international symbol of accessibility. 1. An additional sign shall also be posted in a conspicuous place at each entrance to off street parking facilities, or immediately adjacent to and visible from each stall or space. The sign shall be not less than 17" by 22· with lettering not less than 1" in height. Per·section 3107A(c} required wording is as follows: "Unauthorized vehicles parked in designated accessible spaces not displaying distinguishing placards or license plates issued for persons with disabilities may be towed away at owner's expense. Towed vehicles may be reclaimed at ____ or by telephoning ____ " J. Where provided, all passenger loading zo·nes and at least one vehicle access route from site entrances and exits shall have a minimum vertical clearance of 114" per section 3108A(b}2. K. Space(s} shall be located so that disabled persons are not compelled to wheel or walk behind parked cars other thar their own per section 3107A(b)3. . . · L. All vertical entrances to and vertical clearances within parking structures shall have a minimum vertical clearance of 8'2" where required for accessibility to accessible parking spaces. M. * A minimum of one in every 8 accessible spaces shall be served by an access aisle 96" minimum width and shall be designated van accessible per section 3107 A{b}2. All such spaces may be grouped on one level of a parking structure. N. * Provide a passenger access aisle, 60" by 20'0", adjacent and parallel to the passenger loading space per section 3108A(b}. CURB RAMPS: -:i::.f Cir>j ~ev,~' wt.--' NOTE: See Figures 31-19A through 31-22. A. Curb ramps shall be constructed af each corner of street intersections and where a pedestrian way crosses a curb per section 3106A(eh 8. Curb ramps shall be a minimum of 48" wide with a maximum slope of 1 :12 (8.33%}, per sections 3106A(e}2 and 3106A{e}5. The lower end of each curb ramp shall have a 1/ " lip be beveled at 45 2 degrees. C. • The landing at the top of the curb shall be level and 48" minimum depth for the entire width of the curb ramp or the slope of the fanned or flared sides· shall not exceed 1 :8 { 12. 5%), per section 3106A(e)4. D. The surface of all curb ramps and its flared sides shall be slip resistant and contrasting from the adjacent sidewalk finish per section 3106A(e)6. E. All curb ramps shall have a grooved border 12" wide at the level surface of the sidewalk along the top and each side approximately 3/ • on center per section 3106(e)7. F. • Detectable warnings extending t~e full width and depth of the curb ramp inside the grooved border if the slope is between 1 :15 {6.66%) and 1 :20 {5%}, per section 3106A(e)8. This shall consist of raised truncated domes with a diameter of 0.9" at the base tapering to 0.45" at the top. Spacing shall be 2.35" DA/NR/G Non-Residential Access R1quiram1nts Plan Raviaw Correction List panels, shall be not less than a. 80" by 54 • (for center opening doors). b. 68" by 54" (for side-slide opening doors). c. Minimum distance from walls to return panel shall not be less than 51 • NOTE: See figure 51-A for further details. Paga 6 Ac,nl 15, 1994 E. A handrail shall be provided on one wall of the car, preferably the rear. The rails shall be smooth and the inside surface at least 11/ " clear of the walls at a nominal height of 32" from the floor. Nominaf = ( • /J 1 •. F. Call operation buttons2 shall be within 3'6" of the floor. See section 5103(d.1 )8 for additional requirements. G. * Special access lifts may be provided between levels, in lieu of passenger elevators, when the vertical distance between landings, structural design and .safeguards are permitted by the State of California, Division of. the State Architect, Access Compliance Section, the Department of Industrial. Relations, Division of Occupational Safety and Health, and any applicable safety regulations or other admmistrative ~uthorities having jurisdiction. H. If lifts are provided, they shall be designed and constructed to facilitate unassisted entry, operation and exit from the lift. See section 5107(a) for specific requirements. SANITARY FACILITIES: 1:,--..--tb·i>C»v $~I-Ve,_ ~ ren,.cdef &li-e.."'-.. sl-,C\(( 1zR___ O.CC-@~..s,ll,e Sbot,J it-~ +'1-e.. ff eJn · A. Sanitary facilities that serve buildings, facilities, or portions of buildings or facilities that are required to be accessible to persons with disabilities, shall be made accessible unless the enforcing agency determines that compliance with these standards would create an unreasonable hardship and equivalent facilitation is provided per section 3105A(b) 1. B. See exceptions to section 3105A(b) 1. regarding the requirements for equivalent facilitation under unreasonable hardship. (1 l Accessible sanitary facilities must be usable by a physically disabled person within a reasonable distance of accessible areas. (2) Equivalent facilitation would provide for either a lateral or front transfer toilet stall. NOTE: See Figure 31-1 C. (3) Doors shall have a clear and unobstructed opening of at least 30". C. Per section 3105A(bl 1.A, where separate facilities are provided for nondisabled persons of each sex, separate facilities shall be provided for the disabled persons of each sex as well. Where unisex facilities are provided for nondisabled/disabled persons, such unisex facilities shall be provided.for the disabled. D. Where facilities are to be used solely by children, the specific heights may be adjusted to meet their accessibility needs per section 3105A(b) 1.B. E. Per section 3105A(b)1.C., passageways leading to sanitary facilities shall have clear access widths as specified in chapter 33. All doorways shall have a minimum 32" clear opening and a level ancJ clear area for a minimum depth of 60" in the direction of the door swing and 44 • where the door swings away from the level and clear area. In addition, all strike edge clearance dimensions are required to be met. F. Doorways leading to mens sanitary fa.cilities shall be identified by an equilateral triangle 1 / "'thick with edges 12" long and a vortex pointing uP,ward. Women's facilities shall be identified by a·circ1t_ 1/ • thick, 12" in diameter. Unisex facilities shall pe·iaentified by a circle with a triangle superimposed on th~ circle and within the 12" diameter. The required symbols shall be centered on the door at a height of 60". See * section 3105A(b)1.D. See 3105A(e)10 for additional signage. MULTIPLE ACCOMMODATION SANITARY FACILITIES: A. Sariitary facilities that se.rve buildings, facilities, or portions of buildings or facilities that are required to be accessible to persons with disabilities, shall be made accessible unless the enforcing agency determines that compliance witt, these standards would create an unreasonable hardship and equivalent f.acilitation is provided per section 3105A(b) 1. B. Per section 3105A(b)3.A.{ii), a water closet fixture located in a compartment shall provide the following: 1.. A minimum of 28" clear space from a fixture or a minimum of 32" wide clear space from a wall at one side. . 2. A minimum of 48" long clear space shall be provided in front of the water ck>set if the compartment has a end opening door (60" is required for side opening doors). 3. Grab bars shall not project more than 3" into the clear spaces indicated. C. Water closet doors shall be equipped with a self closing device and have a minimum 32" clearance when DA/NR/G Non-Residential Access R1quir1m1nts Plan R~viaw Correction List Paga 7 April 15, 1994 located at the end (and 34" when located at the side). See section 3105A(b)3.A.(iii). D. When standard compartment doors are used, with minimum 9" clearance for footrests underneath and a self closing device, the clearance at the strike edge as specified in section 3304(i.1 )2C. is not required. SINGLE ACCOMMODATION FACILITIES: As per section 3105A(b)3.B., there shall be a sufficient space in the toilet room for a wheelchair measuring 30" x 48" to enter the room and permit the door to close. No door shall be permitted to encroach into this space. There shall be a clear fioor space at least 60" in diameter, or a T-shaped space as shown in Figure 31-12 (a) and (b). Doors are not permitted to encroach into this s ace. The water closet shall be located in a space w ich prov, es a minimum 28" clear space from a fixture or 32" clear space from a wall on one side. A minimum of 48" clear space shall be provided in front of the water closet. For bathrooms serving hotel guest rooms, see section 121 ~(d). . . BESTROOM FIXTURES AND ACCESSORIES: I A. B. C. D. In new construction, water closets in accessible restrooms shall meet the following requirements per section 5-1502: 1. The t:ieight of the water closet seat shall be between 17" and 19". 2. The controls shall be operable with one hand and shall not require tight grasping, pinching or 3. twisting of the wrist. · The controls for flush valves shall be mounted on the side of the toilet area and be no more than 44" above the floor. · 4. The force required to activate the controls shall be no greater than 5 pounds of force. 5. In alterations where the existing fixture is less than 15" high, a 3" seat shall be permitted. Urinals in accessible restrooms shall meet the following requirements per section 3105A(h)4. and 5-1503: 1. The rim of at least one urinal shall project 14" from the wall and be located 17" maximum above the floor. · 2. The force required to activate the flush valve shall be a maximum of 5 pounds of force. 3. The control mechanism shall be located a maximum of 44" above the floor. 4. A minimum of 30" x 48" clear floor space shall be provided in front of the urinal. Lavatories shall comply with the following requirements per section 3105A(b)4.A., 3105A(h)4. and 5- 1504: 1. 2. 3. 4. A minimum of 30" x 48" clear space shall be provided in front of the lavatory for forward approach. The clear space may include knee and toe space beneath the fixture. The.clear space beneath lavatories shall be a minimum of 29" high x 30" wide x 8" deep at the top and 9" high x 30" wide and 17" deep at the bottom from the front of the fixture. The maximum height of the counter top shall be 34" All hot water and drain pipes under the lavatory shall be insulated. The faucet controls and operating mechanism shall be of the WPe not requiring tight grasping, pinching or twisting of the wrist and have an operating force of not greater than 5 pounds. 5. If self-closing valves are used, they shall remain open for at least 10 seconds. Showers and shower compartments shall comply with the requirements of sections 5-1505 and 3105A(b)5. and 6: 1. Compartments shall be 42" in width between wall surfaces and 48" in depth with an entrance 2. 3. 4 . .. 5. 6. opening of 36" minimum. NOTE: See Figure 31-2A. Grab bars shall comply with section 3105A(b)3.C.(ii), (iii) and (iv). They shall be located on walls adjacent to and opposite the seat and mounted 33" to 36" above the shower floor. NOTE: See Figure 31-2A. When a threshold or recessed drop is used, it shall be a maximum of 1/ " in height and shall be . 2 beveled or sloped at an angle of not more than 45 degrees from the horizontal. The shower floor shall slope toward the rear of the compartment to a drain located within 6" of the rear wall. Maximum slope of the floor shall be 1/ " per foot in any direction. The floor surface shall be of Carborundum, grit faced ine or of material providing equivalent slip resistance. A folding seat located on the wall opposite the controls and mounted 18" above the floor shall be provided. DA/NR/G .JURJBDicnOK: C &e.Ls SAP PI.AH aID'.X lltlmDt: 94:-E!) J ( PI.AH cm::KER: orucx MENDENHALL I- / / /- / /2 1/ Submit complete electrical -plans reflecting the full extent of work to be perfomed, including but not limited to the following as applicable. Submit complete service and feeder one- line diagram. MEC 215-5. Show the Available Fault CUrrent (Isc) from the Utility Co. and at equipi:ient where -the Isc exceeds 10,000 amps. Show the ampere interrupting capacity (AIC) ratings of service and subserv.ice equipment. MEC 110-9, 230-65. Show the method used to licit fault currents to 10 1 000 amps on branch circuits. Show fuse letters if used (i.e., JJN, A3I, LPN). Show fuse/breaker size(s). MEC 240-6. Show each building discoMecting means. NEC 230-84. /: Show conduit and wire sizes. , l'L Specify wire type (AL, . or CU) and /. · insulation (i.e. IHWN). MEC ARI 310, ~ Show the approximate length of feeders. ' -vf.. Show the grounding system required for /-each building, structure, or service. KEC 250-24, 80(a), 8l(c). Show the "nearest electrode" used for each transformer secondary ground system (i.e., bldg. steel, cold water pipe). NEC 250-26(c). · .21(_ Show the grounding electrode conductor / ... ~ size and wire type (AL/CU). KEC 250-94. r:::-\Submit load calculations. Include long ~ continuous loads (LCL) and largest motor loads. NEC ARI 220. vi_ Show/Identify new loads proposed for the /-· existing equipment. t::\Indicate main ~ervice ,;, eM total ~load. - r,':;'\ Specify wiring methods (i.e., EMr, Metal ~ Conduit) • PAGE: I l ' SEI: I DA'l:E: ~ l \ l 94 .. J Show location of Service(s). r" NEC 110-16, 230-2. /2. Specify dimensions of equipment rated /~~ 1200 amps or more. NEC ll0-l6(c). 2r/. Provide the required access and entrance T" to working space for equipment rated 1200 amps or more and over 6 feet \dde. MEC ll0-16(c). /i-Show location of all panels, load centers, switchboards, and transformers. NEC 110-16, 240-24, 300-21. ii. Provide the required working space about r~ electrical equipment. NEC 110-16. f· Subr:iit complete panel schedule(s). r· Provide overcurrent protection on the secondary side of transformers. NEC 240- 21 Ez:., 384-16(d). ,J. Provide required transformer ventilation. T NEC 450-9. 16- f- l. /i- Provide receptacle(s) within 25 feet of HVAC equipment. tlHC 509. Provide the required 20 amp 1200 VA sign circuit(s) and receptacle(s). REC 600- 6(b)(c). Provide 11uniform11 pattern lighting within sight of multiple switch lighting controls. CAC Title 24, 5319. When two or more exits are required, show exit signs on the lighting plan(s) at all required exits and specify them as being self-luminous or having a second power source (battery or generator). NEC 700- 16/UBC 3314, In all occupancies where the exit system s ... rves 100 or more occupants, provide a mir.imum of 1 footcandle emergency illtu,ination at the floor level and spe~5~y a second power source (battery or gene~ator). h'EC 700-16/UBC 3313. Io speed up the recheck process, note on this list (or a copv) 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. Any questions on electrical corrections please contact the plan checker shown above at Esgil Corporation at (~19) 560-1468. Tilank you. 09/04/92 • Jurisdiction CA[?Ls BAD Date 1 8-/i Prepared bys ])WrD j/20 VALUATION AND PLAN CHECK FEE CJ Bldg. Dept. CJ Esgil PLAN CHECK No._9+-4_-_<f' ...... 7-t-/- BUILDING ADDRESS 22.,.ef /?:fA--lfler;&r J R. J APPLICANT/CONTACT. ________ PHONE NO. _______ _ DESIGNER PHONE ------BUILbING OCCUPANCY is-Z-. __ _.__..;._ __ TYPE OF CONSTRUCTION "J{[--lht:f SJf:) CONTRACTOR PHONE ___ _ BUILDING PORTION BUILDING AREA -VALUATION VALUE MULTIPLIER Nr>w pi,, c-l 11 <::"11 yC) . -r: T .. Air Coridition:ine: Commercial -. @ . . Residential (cl Res. or Comm. Fire Snrinklers @ Total Value * ' .,~ ::30 1 OD c'.) - 4 f-D. Building· Permit f ei: -$ _ __,. ________________ $ __ z_R....,· _-__ I n4:Q.. Plan Check fee $ $ o -'----------------------------------------- COM MEN TS._• -·------------------------------- SHEET_/_ OF_j__ 12/87 PLANNING/ENGINEERING APPROVALS / PERMIT NUMBER CB . Cf t/-,... f ·7 r. DATE ___ ,_{-'-{_1_ff_Cf_ ADDRESS ____ ~_.....;~_-'ls._,;5:;...;._,. ____ ,..;.,..K..;;..._;;C);;....·_,;_l h_~_-_v_J2_~_;_p_{2_J _____ _ RESIDENTIAL RESIDENTIAL AODITION MINOR ( < $10,000.00) ENGINEER/~ ~ C:\WP51 \FILES\BLDG.FRM TENANT IMPROVEMENT PLAZA CAMINO REAL VILLAGE FAIRE COMPLETE .OFFICE BUILDING DATE __,_7_-_2-....;_(_~-..,1.~-· _ ~ / 7-7//-?J DATE ________ /-~,~z_ __ _ Rev 11 /15/90 ' I ,, ' • I ! ! r-· i I '; . f'"'t" t; ' .. I ' · fT j , ! i I ' ·•· i .. i. I j .·-,· , ' : , I , ,. !-,-;-. ? i I \ i I I ... ! . , .... , .. I l ··; i . . ,-t, J : ' ; , ' I ~ . t I( .u. I i /1614 If -w,;;: ...: 1 ... l'ftiA -i<:-w1-- If~#' 1'>i; 1 ! I I r~, 'li'i I. tf'bj .tl..J/ I !- i ' ~ . : , ... I .. f • I l 1----:, I i: -r· -----'., .. !; .. , i ,, !..- 1 ' %e-r~~~1~ ~,.,tlY~ o;) , . <;~( ',fie. . r~ ~~ :4 ,~-v-' '7/i~ rlW ~/v 11.1=.v1~~!? .e, .. 17b -·w 0A. · 1.e~t--· -?~-:I:Cho,, 2-1~1- " .,~ ~~ -"tf r--~ t P--?;? ~ff)- ~l ~>f~quo;:> fSbl'G>' ~/4c,, ~-f' ff/ tf--yctf tt>'1L t-q;o :tt~ , I\~ 11'11?....-ft! '<,Y;' i C' ''1;' L ..,.-,~'?· fiy'-¥'-c b-oifv f IC., t ~r"J _ ;,.,f0,'_(. -,, p ~ / '-(-vl; )l ~ , 77 "7il I 1'tJ ( ./ '),) ~ t,,/ f--lt¼.(,z;. ~ · 7,q'7 ,_, ~'f.t;/33 .:: o.c.f1::. /(/,(;j _hr -1-1o-,c, 11,.,;-v 1 ~ l:,l·-(p 1-?It r, t>¥ f v- i' : 'I i. FOOTING@ X BRACE GRADE BEAH ANALYSIS PROGRAH (A. 02-) footing LENGTH Footing WIDTH footing DEPTH = .21.50 ft = 1.00 ft = 2,.00 ~.ft . Cone Weight = 0,15 kcf Surcharge = 0,00 ksf footing+ Surch, = 0,30 klf POINT LOADS Ck l ft) I 2 1.03 1.03 1.03 1.03 1.03 1.03 -6.18 0,00 o.oo · -6.18 1.03 1.03 X 5,5{1- 14.50 20.50 5.50 14,·50 o.oo " RESULTANTS Ck, ft & ksf) CASE 1 2 Pt 4.37 4.38 X 17.59 4,87 Q 1ax 0,75 0.60 Q 1in . 0,00 0.00 .... HAXIHUH FORCES Ck, kft) CASE 1 · 2 . V 1ax 2,68 3,13 H 1ax 1,12 0,00 H tin -10,19 -13,51 -. 08/02./94 94-230 ·v , I -· \ 0 .. ' l I, I I FOOTING@ X BRACE ----------------- GRAPE BEAH DESIGN PROSRAH (4.02) DESIGN DATA fie = 2.50 ksi fy = 60,00 ksi Load Factor= 1.40 SHEAR DESIGN Vmax = 3.1 k Vii = 5.1. k Av = 0,12 si/ft b = 12.00 in h = 24.00 in ..... d. = 20.00 in Ve = 24, 0 .k Vs = 0,0" k S aax = 10,00 in Vs= o, stirrups are optional 1 I 3 Sti r'rup @ 10. o• 1 I 4 Stirrup @ 10.0• ' FLEXURAL DESIGN .. Bet; 1 = 0,85 As 1in = 0.80 si As 1ax = 3.21 si H+ 11ax. =.., 1,1 kft Hn+ = 1.7 kft As str = 0,02 si As = 0.02 si H-ain = -13,5 kft Hn-, = -21.0 kft As str = 0.21 si -As = 0,28 si Botto1i Steel Top Steel No, Space 1.4 2.ou 0,9 Bar No. Space I 4 0.1 I 5 0.1 I 6 . 0,1 0.6 I 7 0.0 o.s 08/02/94 94-230 . .~ .. POOR . · QUALITY . · . . . . · · O·RIGINAL S . r . - . . n,; f A-43 1~ me i?IS'3 ' tl~ :)436 :mo .3~-5. ,---- I \ t, 2.C.~ aooe 278.a m1 3131' 3305 3•ao "L_ __ 43~ 4'!HJ 4eo6 $0-34 62ea $-490 &78(j i. Ti.11 top vllluo, r,,,~ tho-lll!owilit: rtt~n ai the p,.r1,$! J I I <ind wpport&. . 2. T1u1 boU(Jm v~ ~ ~ ~IU>le ruction At ths if,t~rlor ~a. 3. V;iJva& are m pou~ p1rllr'lffftoot. ' 0~ 113 . 70 ~ 20 atr.11 143 118 99 S1r,;1& Otlklatlon 11, 87 .£.__ So-an . - 18 811.n 'Hill --,i, 1~ O.neotlon ltio 11g ;2 16 ~WI 'Zl.7 205 172 0.lltetlon , £i9 1411 _.!JL -.. 22 Strm I Iv ~ 82 Dt1~n 11s ~ i,2 20 \;;,O \1!4 '7"04 Dwvlo I e,o 124 104 ---Sp,m 18 Strllu 2o4 i&a 1-42 O~ll, ~ 16i 142 18 Stria ~ 209 1Y5 Ollfl&dlon 2~2 ZOt ~ .... .!XL .. ··-·····---14a -· '21 Silt.•• 1~ 103 O~n 141 12.2 101 20 s~ 187 165 1:JO Tr;p!s Otfleoljt,n _!111 155 126 Span 16 Stro.a ~ 211 177 o.~ ~ 211 173 IG su ... 311S ~1 21g L..-. o~, 31, '191 ~H 11~ 72 1.48 00 70 -lJ_ .. 69 asi --·~ 1?.I 121 --!<Iii 1,l\'l_. ..... tl<'! &O 111 -~ t6l ,~ UF 171 34 73. 42 -· 100 58 126 . 72 60 !i{J ---·-76 10 ... .., .... _. __ .... 1C4 -1£4 1:lij 1?.9 71S 6" 95 1~ --130 109 Tei- 1a7 8-36 Roof Deck ·:..::wr CA . .a· ,r . Th~ i3·38 profile hsts ~ol"I "l)nh~-vi4 phyalcal tasUr~ to give you tho h!ghe~t ditl· phraorn shaw valuo-s of any ot our pri-01 8,aerles f.irotl!~;. Th~ vQJu~ arv a1oo ;ll"Tionc-t~ h1Qh$1:lt !n thi9 lndu-6try. N8'fabl1J sJoo;.;ip condition available: cov&raQ(' equals 8:'i 1/4". 10 o.zzo •O,m 0.379 0.2-'o 0.3:!0 0.·4HS 1. S<>ctlo,i prq:i.irtlu 1.11 bu+d on mlnh<nlKTI :i,:: ~ijl 81ijl.\l (Fy). :.-a 23 19 16 14 J l2 84 iSa 49 « 40 ·-··i·-30 34 26 z~ 20 i~, . !J? r5 as . 00 47 .i~ 32 27 23 20 ·-97 Ts-·-r-·62· 110 eo 76 eio ,¼) 40 34 ~ ! 25 ::_r~ 53 48 -41 37 ~b'J ~-6 41 37 Gt! ~l 52 40 41 3i o~, :'.-a tl-2 46 ~~----~ ... ,.4_,_._ --~ ~1 50 71 (13 67 61 91 80 71 ~ ~--,a. 112 QQ 8,7 71 iO 11-3 112 __gg_ __ 87 7G 70 __ GQ '1 .. ~I;) sa ~, <1-i 3! 52 ..jl :J(I 30 28 ?.2 ll3 73 $5 $4 ~ 47 05 ___ 53 __ « 37 32 27 _ ... ,.._. 113 lOO Ga 7fJ 71 (,4 ~L 1 .. -D ..... 81 GI 4-4 _)7 140 1:,J 100 ~1 87 79 \11 0~ 1~ SA -~--__ ..lJ._ ' St:-~¥~~ un ~'1:,1,a~ ,trata<ifl/%.& ~-(l. Mr,qoat• ~ll!lr,g m~ tJoll pro-.-1~....S- ,. Doli1,ctk1n ~ on maxlm~ doJl\*CtiO(l of l.12.W. 4, Soa me 27 ror 09fllifll1 Note&. 3 JUL-22-1994 09;55 ----------61'3 295 "3628 :~·:~ . ·= O::f:iZ\ i::£::17 E,t·3 -; ' ,. PRIME STRUCTURAt-·ENGINEERS 2614 Gianelli Lane · · Escondido, California 92025 Tel (619) ?46-4611 ...... ·.- STRUCTURAL CALCULATIONS ('~er~~t-k~ . :, r/-~o /2~ /~/"2- I i ~ .. ~ ---i i I ' PL½-f • t,,~ ?OIL ~.J.,, . e n ~~---w1.,. 1·--1· l."'IP';;, 17owtJ ~ ~A~ .,l ,p r V; r~ ~f?'ls.rt IV' J. rf~ lnulA ~ ~ B'-1 e-i~bv~ i~~ 1~~-'? · · ~ Mf L>-~.;t " 1 ~ ~ •,e' t<-l-1 "' G,% fc- ._\ .. Ffe:.r. 't--it(P ~----··tf;<~6JC/ . ·.' -= .4'6~17 '~.;,,JJ-"" ,,. ' 0 \ IA.~' )( Dd I? _ ... f '1 . a-"1~ 7'2 x. 22~ '\~v __ PTZ, -e-tf.B,o (.,V-fit > t-fG. ?' -~ tf:'170 ~(;) ~ <J~" 17:ffv ~ tA V~tr~ ti.1/c,:-p? ~ "--µA-<? P"t>,J ~ :; f~lfl({t-,pj $61)f1(C, / r·~ ~ ~~ -rfc1(: r l) <,. · · · -t-~12 . · _c-· :?!?<( ~~ \. o..i~t t;:1.r( 1 l . i r f.){}JC,-G-! '-1 hr ', 0 i) tJ frf . v&>p!cft~ -~-1rr(y l'7JC1s-l' ~ Ph0 . A PRIME JOB q ~ ,{,:~~ STRUC:_TURAL DATE ~'-ENG,NEEP.S SHT_±_ k½utvtfb 400~ f7-, "tvV~ 4\-rt-v-~ CvJt-fi\.c.-~(ftf:7 · ·--ft&i @kt 5½w «l~ . t, i:> "' , , . n4-?.7 ~ l<v-t I 'li"'' .-,.,A f '2,1 ; "V., "' t/-r;,,,., "-11 e ~ i ~ ~ --i---.!--.i.1- ~ · I ' 1/ ' h bo-== 7 ~ 11J ,.., i:tPI&::-d ;:;-;, hi ~ '0 (_,,:; 1'1·B~ 4··· ?c;~ -~ ·. 1 , lk ~ t \.t'G.1? · · · · · . . o:5r ,,c: ~It)( d ·--GJf6i&: ~ ~ef 4¼,tN ' I -t I A»~ ~ w=-41.A(,,, w.l Jh ..,. 4-f = --i,;,1' I , '-1M_ ~ tt~-1. 11Jb :::-/,~1~f . . D . io/ ,,-v . -- .V r "' .[,'v'l/;41' ~ "' P,b j~ /L-f'rr VM-it.ff ,'\ v«-, b.t?l ~ cv/fl :;, <Eft ·~ r7 : O~{f,.. [1.ic{ I I j· l : •• I I . ! j . . \ . PRIME Joa~ STRUCTURAL DATE....::f.::j! ENGINEERS tHT~ • . l•B~-11v t-ltr-i wl..h. t1A-'ll·1P-1f? JtJ t?rH ~ dl'-t~' ~7--9'1 'V ! le.~ I \.P {, L I !:?Ii," .1~ I~ t--'W"f?" I, I 4 ~ ~ ti--1--o/· I j~c.-)~b fSf· 7,-,:-f ,,,t? . ....1 1 .. eib "-1--7 /L lv'-b "I--1~0 :::, ,1..,t-r r~i X1,,.?::;, I ??P1; rtlf' 11.l~;i It ~,~ 1, 11 j II ~. ~~ ov.{ ~ . ' f. cp h;l'.r1, <> '.l-( • I <r-.--. <'., 'l, '7-17 . M,;;f kV t':7.1 ci, iJ B'( · ~l . 9£i(&if'"7 tff, .19 .. ~ f'7f' J( 1Lr;I ~ /7'e,~·v -:::,-. 11-~ ~r i---z, tt;\ ~ 1t.ft,n ~;.. P~f' f.--,q5 'f 1._,;' ~ t;tfo 4-- l O(.? · ri' 'f.-I,:) ..... { ot::J O H 6-~61,t vf f-; l s.-f O 1( I "(,e> V ' <;tze, ~ 11"-'"-vf iJ T~ b-1/:;f 3/4 ~ t?::f0 ! . ~J-;::; [vr.? ~~ r:::. let?~)( 1t~ ~ A PRIME JOB ~ STRUCTURAL DATE ~ ENGINEERS eHT · .. ____ ,, __ ::M, Mc.~ ~ ~ {~thi { v0;:"'~) ,;. v\r½l"" II~ 1--If... .f.1:,1tt-~ ~--ti"i:-- A~'t'C-!1.I~ .,_ k l((J~ ( ~i \..f-ric{v) ;-tf1. II W ,04 OP~ )(. "(.,, . 1, cJ-j'.ri: /o-tv*7-Uf\tle L._ 1/};J)tJ Ii'' .. . '--11" ~ A PRIMEJCB~ ,t.._;µ STRUCTURAL DATE ,<=::>'Ca ENGINEERS·sHT~ }t::. .. li;~o 1f/tA?(.... -t. D. '?::. ,4i~'4- 1t. ~ v1Jt;--. ~£,i,tflf,:, tf I--i>cJL --Ctr~'--·~~· *~-\t-t_eC tr~Y. ~ ~ H-~ __,___ ~ /1~ !Pf 1tl~1-'-f/iv .. 1t,-t-, ~ T · 1 ~1<.J<-1 -1 ,ur---d ~&. N _I ~( e, 0ct (), ~-· ( tJ) D~ P:,-\ TS COL 07il1/94 . 94-230 8Us1p12v1s0b4148TBEAH ANALYSIS .PR06RAHs1p9v1sOb4148T -· ·-SPAN LENGTH·-= ·21, 50 ft LEFT CANT = · O, 00 ft RISHT CANT= 2,50 ft UNIFORH LOADS . Ck/ft &: ft) 11d . 111 X 1 0,131 0,000 0.00 0,139 0,000 15.00 0,146 0.000 20.00 REACTIONS Ck) LOAD LEFT Dead 1,390 live 0.000 Total 1,390 C HAXIHUH FORCES -X2 15.00 20.00 24 •. 00 RISHT 1,847 0.000 1.847 V 1m = 1.48t.k. @·-·-2+,50-ft · Vd 1ax = 1.481 k @ 21.50-ft · H 1ax = 7,404 kft@ 10.65 ft Hd 1ax = 7,404 kft@ 10.65 ft H 1in = -0,457 kft@ 21.50 ft Hd 1in = ~0;457 kft@ 21,50 ft H = O kft@ 21.19 ft DEFLECTIONS (EI= kin,..2) LOAD Defl (in) X C ft) Total 613228/EI 10.71 -222218/EI .. -R.c·~ . Live 0/EI o.oo 0/EI R.C. Dead 613219/EI aidspan -222218/El R.C. Hain Span Cant. Cloe al) TOTAL Defl EI EI L / 180 427834 3703 L / 240 570445 4938 L / 360 855667 7406 .. ... '~ ~ . ~j I ' I 1 l PRE-CAST CONCRETE WALL PANEL DESIGN Considering P-Delta Effects ·· SEAOC •Green· Book• To iterrte-fvlraHa effects ,to_ convergence DESCRIPTION :CHECK EXIST. TILT-UP WALL ALLOWABLE STRESSES , ~ .---------------- > f'·c : ConC:Tete = 31000 psi > Hin Vert Steel l : 0,0025 > Fy : Reinf, = 601000 psi } Hin Horiz Steel i.: 0.0025 ·. . ~ -. } Phi: 0.90 Hax. Vert. Spacing= 16.QO in } Seis1ic Factor = 0,3 Hax. Horiz.Spacing = 16.oo· in > Wind Load = 12.4 psf Beta 1 = 0.85 > Reveal Depth = 0,75 in 0,6 x Rhow-Balanced= 0.0128 > Reveal to Bottom= 11.25 ft Shall Uni fora LL Be Used With Wind/Seismic loadings ? Y=l N=O :--> 0 DESIGN DATA ( Enter All Loads UN-FACTORED } > Cl ear Wall Ht. = . ~ . . . 28--fl-}. Eccentri,c Dead .Load = 360::pl f. > Total Wall Ht. = 32 ft ,·Eccentric .Li've load = 0 'pl f Ht/ Thk Ratio = 43.4 ) Load Eccentricity = 10 in (default= t/2 + 3") > Wall Thickness = 7.75 in ) J?ebar Size 111 · 5~im Lateral Load= 0 plf > Rebar Spacing = 8 in } X-Dist. to Bottom = 0 ft > X-Dist. to Top = 0 ft } Depth To Steel = 3.875 in > Seismic=!, Wind=2 --> I <-- (default = t/2) } Point Lateral Load ::: 179 # > Axial Unifor1 DL = 0 pl f-> ·x.::oi st. from Botto11 = 21.5 ft > Axial Unifor1 LL= 0 plf > Seismic=1, Wind=2 --) 1 {--... Steel c1t each face= 1 (1 for single layer, 2 for double layers) ~-----· ----------------------------------------------------------------1 I DESIGN SUHHARY : --------------H-n I Phi : HOHENT CAPACITY = Hn I Phi ) Her O,K, SEISMIC 91 1370 in-I WIND H-u : APPLIED HOHENTS = 64,907 in-I 91 1370 inti 20,032 inll o.o i. : . 2,593 _0,13 i.o l OVERSTRESS = 0. 0 7. HEIGHT / SERVICE DEFLECTION = 248 I SERVICE LOAD DEf'L.@CONVERGENCE, _ =. .. . L 36 in P/A <· 0.04 ! f'c; O.K. l DESIGN SUHHARY at REVEAL : ----------------------- , , I H-n I Phi : HOHENT CAPACITY = 921400 in-I 92,400 inll Kn* Phi } Ker O.K. Kn* Phi > Her O.K. N-u : APPLIED NONENTS = 61 1722 in-f 191214 inil OVERSTRESS = o.o Y. 0.0 Y. HEIGHT/ SERVICE DEFLECTION = 261 2,440 I ·SERVI CE LOAD DEFL. @CONVERGENCE = 1. 288 in 0.138 P/A ( 0,04 * f~c, O.K. : --------------------. ---------------------------. --------------------: LATERAL LOADINGS Wall Wt@ 150 pcf = Lateral -wall Wt = %.9 psf 29.1 psf Wind Load i 1.275 = Lateral it 11,403 = 15,8 psf 40.8 psf VERTICAL LOADINGS P-Axial : 'P-Wall : P/A = Pu-Axial: Pu-Wall : Pu-Total: , 360plf 1,633 1 21.4 psi 378 plf 1,715 1 2,093 plf ANALYSIS VALUES. --------------- At revel 360 plf 2,010 · • 28.2 psi 378 plf . 2,.1.11 .,• 2,489 plf o.o4wc-- 120 psi AT REVEAL As(eff) = [ Pu:tot + (Astfy) J / Fy 'a' = (Astfy + Pu) /(,85ff 1ct12) = 0.500 in"2/ft 0.506 in"2 o.~93 in 1 C 1 : . I a I / , 85 Phi : Capacity Reduction factor Hn = As(eff) t Fy 1 ( d -a/2) Hu= Hn t Phi E : 57,000 t (f'c".5) n : 29,000_ / Ee = 0.980 in = 1.153 in = 0.9 = 10 t, 523 i n-1 = 91 1370 in-I = 3.1E+06 psi 9.29 = Fr : Hod. of Rupture: St( f'c".5) = Section Hodulus : : (Gross) = 273.9 psi 120,1 in"3 -32,898 ln-1. 465.5 in"4 40, 5 in"4 Noaent Capacity @·Cracking -5 * f'r Hoaent of Inertia : ; (Gross) Noaent of Inertia :' (Cracked) Unfactored seisaic = = Reaction at support level = 668,87 plf Reaction at Base = 44Q_,_12 p_l f. wind. 226.74 plf 170,06 plf 1. 168 in 0.9 1021667 in-I 921400 in-I 3.16+06 psi 9.29 273.9 psi 98,0 in"3 26,83~ in-_l 418.9 in"4 24.4 in"4 Haax at 15,14 ft Cross check based on 1991 U.B.C. 13,71 ft, from base DETAn = 5tHnthc"2/(48tEc1Icr) = DETAcr =5tNcrthc"2/(48tEctig) = Hu=WuthcA2/8 + Pule/2 + CPu1+fu2)tOETAn= Ms=Wthc"1/8 + Ple/2 + CP1+P2)fDETs = DETAs = 9.435 in 0.266 in 77875 in-I 481635 in-I 2.37 in O,K, CDETAs=hc / 150) DEFL.EXCEED o·Jw. ~"'-1-?JtJ" ¥~~~ ~~1Ptq. (V -,z,~'I .. I I/ ID'~ ~1£,,f, 1 o/~111W-~tfl-, ·--~/ 1M ~ ~ f,~" ( \J). t ~ + 6'(£;/~ ~ ( H) fr/ 11 ... ~f--1t, 1 r-sr::. ~,, ff 0~ "i4.t( 'f.. -i.-,i;f >(_ ¢7(' ,)(,,'l,--?' 1' 7~fft __ ft/ ~cfv l t"' V l~ f?Y:c c,f j 7 kf ~1ll'(U {by cl., tr>) .. -·. . A( e· 1tJ 0 v•C/ ( 0) ov ~- _J PRE-CAST CONCRETE WALL PANEL DESIGN ---------------------------------------:---- Considering P-Delta Effects SEAOC "Green Book' To iterate P-Delta effects t.o convergence DESCRIPTION :CHECK EXIST·,--TILf.::uf"i~ALL ' ALLOWABL~ STRESSES > f'c : Concrete = 31000 psi > Nin Vert Steel % : 0,0025 > FY. i Reinf. = 60,0.00 psi > Phi: 0. 90 > Seismic Factor -0,3 > Wind Load -12,4 psf > Reveal Depth = 0,75 in ) Reveal to Botto• = 11. 25 ft ... >.Nin Horiz Steel -?·: Hax. Vert. Spacing= Max, Hori z .Spacing = Beta 1 = 0.6 x Rhow-Balanced= 0.0025 16.00 in 16,00 in 0.85 0,0128 Shail Unifon LL Be Used With Wind/Seis11ic Loadings? Y=l N=O --} 0. DESIGN DATA ( Enter All Loads UN-FACTORED) > Cl ear Wall Ht. = > Total Wall Ht, = Ht / Thk Ratio = > Wall Thickness = > Rebar Size 141 > Rebar Spacing = 27,33 ft 32 ft 42,3 7. 75 in 5 8 in ) Eccentric Dead Load= > Eccentric live Load= > Load Eccentricity = (default= t/2 + 31 ) > Uniform lateral Load= } X-Dist. to Bottom = 360 plt 0 plf 10 in ~ ..... ... --, )'-Di sf. to Top = 9.7 plf 0 ft 27. 33'. f.t· . 1 (--> Depth To Steel = 3,875 in } Seismic=!, Wind=2 --> (default = t/2) > Point lateral Load = 0 # ) Axial Unifor1 DL = > Axial Uni fora LL ::: 1244 plf > X-Dist, froa Bottom= 0 ft 0 pl f > Sefsmic-1, Wind.=? --> 1 (-'-- Steel at each face=, 1 (1 for single layer, 2 for double layers) 1----------------------·---------------. -· -----------------------------: : DESIGN SUHNARY SEISMIC WIND I ------------------------------- H-n f Phi : NONENT CAPACITY = 95,212 in-I 951212 ini!i Kn t -Phi ) Ker O.K. · N-u : APPLIED NOHENTS = 73,517 in-ll 51625 inlll · · OVERSTRESS = 0.0 i. 0.0 i. I I HEIGHT/ SERVICE DEFLECTION = 202 9,008 SERVICE LOAD DEfL,@CONVERSENCE = 1.62 in 0.04 in l P/A < 0,04 f f'c, O,K, DESIGN SUNNARY at REVEAL ----------------------- H-n f Phi : HONENT CAPACITY = 951763 in-li 951763 in#l Nn * Phi > Her O,K. Mn f Phi > Her O.K. H-u : APPLIED HOHENTS = 73,344 in-4 81757 in#i OVERSTRESS ·---·-·--..... .. 0.0 i. -0.0 7. I . I HEIGHT/ SERVICE DEFLECTION = 192 5,372 l SERVICE LOAD DEfL,@CONVERGENCE = 1. 704 in 0.061 P/A ( 0,04 I f'c,. O,K, i--------.-------------,-----------------------------------------------1 _______ ....:...;;;;;_., __ ___, . /\ PRIMEJoa~O ; . ' .\ STRUCTURAL DAT~ ' ~~...,\~ ENGINEERS SlfT-J.-(2_ .. LA}ERAL LOADINGS ___ . Wall Wt @ 150 pcf = 96, 9 psf Lateral Wall Wt = 29.1 psf Wind Load 1 1.275 = 15,8 psf Lateral Wt* 1~403 = 40.S psf VERTICAL LOADINGS At revel --------------------------- P-Axial : 1,604 plf 1,604 plf P-llall . 1,805 • 2,010 • . PIA = -36, 7. psi 43 psi Pu-Axial: 1,684 pl f 1,684 pl f Pu-Wall : 1,895 • 2,111 • Pu-Tptal: 3,580 plf 3,795 plf ANALYSIS VALUES As(eff) = [ Pu:tot t (Asffy) l / fy 'a' = (As1fy + Pu) /(;851Pcf12) IC I : I a I / , 85 = = 0.04ff'c 120 psi 0.525 in"2/ft 1;029 fo" 1. 210 in AT REVEAL o.~2a Jq~2 1.036-fn 1,219 in Phi : Capacity Reduction factor Nn = As(eff) * _fy ~ ( d -a/2) Nu= Nn * Phi = 0.9 0.9 106,403 in-# 951763 in-# = 105,791 in-I = 951212 in-I ----- E : 57,000 * (f'c",5) = n : 291 000 / Ee = fr : Hod. of Rupture: 51( f'c".5) = Section Nodulus : (Gross) = No11ent Capacity @ Cracking. = S .J fr _ .= Noaent of Inertia : <Gross) = Hoaent of Inertia : (Cracked) = Un factored seisaic Reaction at support: level = 677,00 plf Reaction at Base = 518.09 plf H1ax at 13,37 ft Cross check based on 1991 U,B,C. 3.1E+06 psi 3,1E+06 psi 9.29 9.29 273. 9 psi 273. '3 psi 120.1 in"3 98.0 in"i 32,898 in-# 26,838 in-# 465.5 in"4 418.9 in"4 41,7 in"4 25.1 in"4. wind 232.30 plf 164.50 plf 13.27 it. from base DETAn = 51Hn1hc"2/(481Ec1Icr)· = 9. 105 in DETAcr =51Ncrthc"2/ (48tEc1Ig) = O. 254 in Hu=Wuthc"2/8 + Pule/2 + (Pu1+Pu2)tDETAn= _ 92714 in-# Ms=Wthc"4/8 t Ple/2 t (P1+P2)1DETs = 54,490 in-I --· --DETM =·· · ····· . 2.88 in·. O.K. (DETAs=hc /150) DEFLEXCEED A PRIME JOB~ () /.'.?:~ STRUCTURAL DATE ; -..:..::>"=-ENGINEERS SHT--#--., I ,.. _ I 'r• f,,fJ-t-095-,t ""''1"6 -WI"-/ -,,,'Ej -t1 /J..-'vi lo..-\ e,, ft?() "Di t~h'te-" e ,,~ -rr~r;;.. h1o!;'* < t;t'Y./C, I /.:s 1 ~ l--1r-vV Geotechnical • Geologic • Environmental 5741 Palmer W.ay • Carlsbad, California 92,008 • (619) ~8-31 SS • f'AX (619) 931-0915 August 10, 1994 W.0. 1571X-SO CALLAWAY GOLF 2285 Rutherford Road Carlsbad, California 920087-8815 Attention: Subject: Gentlemen: Mr. Leo J. Grassl/Ii Review of Foundation Plans Callaway Golf -Rutherford VI Oust Collector Enclosure 2285 Rutherford Road Carlsbad, California At the request of Smith Consulting Architects, GeoSoils, lnc. (GSI} has performed a review of the --l foundation plans prepared by Prime Structural Engineers. The purpose of our review was to U evaluate the plans conformance with the recommendations contained in the referenced reports, pertaining to proposed additional Improvements to the existing structure. The plans were dated July 8, 1994. Based upon this review, the plans are considered to be in general conformance with the recommendations contained in the referenced reports. To reiterate, prior to construction the upper twelve (12) Inches of fill materials should be reprocessed. Deeper reprocessing may be locaHy recommended based upon. actual field conditiohs. In addition, a representative of GSI should ob$etve the foundation excavations to verify that the minimum recommended widths and depths are constructed prior to placing steel, and that the excavations are made into competent bearing materials. The recommendations contained in the referenced reports regarding site development and construction should be appropriately incorporated into the remaining phases of project development. Since the existing foundation system has undergone typical settlement associated with initial load!ng of the structure, it should be anticipated that the proposed foundation system will undergo some differential settlement with respect to existing conditions. This difference in relative movement is anticipated to be greatest were existing conditions adjoin proposed construction. GS! would suggest that 1inish construction ln these areas be delayed until the anticipated settlement is allowed to occur. Doweling of existing s.tructures to proposed improvements is not recommended until foundatio.n settlement is allowed to occur. A detailed settlement analysis could be completed upon your request to estimate anticipated foundation settlement. · CALLAWAY GOLF W.O. 1571X-SD AUGUST 10, 1994 PAGE 2 If we may be of further assistance, or if you have any questions regarding this letter, please do not hesitate to contact this office. Respectfully Submitted, GeoSoils, Inc. ·.1 I Edward P. Lump, Project Geologist ~~~ SPLJARK/mb Enclosure: Reference List xc: (2) (3) Addressee Mr, Mark Langan, Smith Consulting Architect G•oSoH.s, lne. Principal Engineer '·l 1\ REFERENCE LIST 1. 11Plan Review and Caisson Design Recommendations, Callaway Golf· Exterior Enclosure, 2285 Rutherford Road, Carl$bad Research Center, Carlsbad, California", by GeoSoils, Inc., dated July 19, 1994, W.O. 1571X·SD. · 2. "lnt~rim Soils Report, Lots 18/191 Tract 81-10, 5960 Pascal Court, Carlsbad Research Center, Carlsbad, California", by GeoSoils, Inc., dated November 17, 1989, W.O. 989~S0. 3. "Preliminary Geotechnlcal Study, Carlsbad Research Center, Lots 16, 18 & 19, Tract 81·10, Carlsbad, California'', by GeoSoils, Inc., dated March 14. 1989, W.O. 989-SD. 4. "Callaway Golf Exterior Enclosure, 2285 Rutherford Road, Carlsbad, California", by Smith Consulting Architects, Job Number 94118, dated July 8, 1'994. ·f Geotechnical • Geologic• Environmental 5741 PalmerWay • Carlsbad, California92008 • (619) 438-3155 CALLAWAY GOLF 2285 Rutherford Road Carlsbad, California 92008 Attention: Mr. Leo Grassilli Subject: Plan Review and Caisson Design Recommendations Callaway Golf -Exterior Enclosure 2285 Rutherford Road, Carlsbad Research Center Carlsbad, California Reference: "Plans, Elevations, Sections and Details Callaway Golf Exterior Enclosure Gentlemen: 2285 Rutherford Road, Carlsbad, California", by Smith Consulting Architects, dated July 7, 1994 Sheet 2A, Job Number 94118. • · FAX (619) 931-0915 I July 19, 1994 W.O. 1571X-SD Pursuant to the request of Mr. Mark Langan (Smith Consulting Architects), GeoSoils, Inc. (GSI) is providing the following plan review for th$ proposed exterior enclosure in the northwest portion of the subject site. In addition, we are providing alternative design recommendations for drilled caissons. The planned modifications and additional construction is to provide a structure to house a 30 ton (60;000 pound) water-filled dust collector for the manufacturing facility. It is our understanding that the planned construction will consist of foundation improvements to an existing enclosure, as well as construction of a smaller adjacent enclosure. The proposed improvements may be supported by either typical spread footings (Reference 1) or drilled caissons. This review, and associated deep foundation design recommendations, are based upon our review of the above referenced plan, review of the referenced geotechnical report, our knowledge of the project, as well as discussions with Mr. Langan and the structural engineer, Chung Song (Prime Structural Engineers). It is .our opinion that the site is suited for the proposed construction from a geotechnical engineering. and geologic viewpoint, provided the recommendations presented below are CALLAWAY GOLF W.O. 1.571X-SO JULY 19, 1994 PAGE2 incorporated into the final design ancl construction phase of development. All recommendations provided in the referenced.reports c;tpply, unless they are superseded herein . . Deep Foundations 1. · · Piles or caissons should be designed by a structural engineer. 2. Foundation support may be derived by drilled cast-in-place, reinforced concrete caissons designed as end bearing or friction resisting. 3. Caissons should be extended a minimum depth of three (3) feet below the fixity point plane (i.e., fill/bedrock contact) into the underlying bedrock, but not less than the depth required to resist the lateral load by passive resistance. We anticipate the maximum depth to bedrock in this ~rea to pe between four (4) and six(6) feet. 4. Allowable bearing capacity of 2,500 pound per square foot (psf) may be utilized in design of caissons embedded into bedrock, and having a minimum diameter of two {2) feet. Bearing capacity may be increased by 250 psf for each additional foot of depth to a maximum of 3,500 psf. 5. Ultimate load capacity of the caisson in tension is 3.0 kips. This value may be increased by 750 pounds for each additional foot of depth, to as maximum load of 1 0 kips without additional geotechnital analysis. 6. In determining allowable lateral bearing capacity, the materials above the fixity point (i.e., fi!I) i;;hould be assumed not to provide any lateral support. To resist lateral forces, an allowable coefficient of friction between bedrock and concrete of 0.4 for isolated piles may be used with dead load forces. Passive · earth pressures for isolated piles may be computed as an equivalent fluid having a density of 700 psf per foot of depth, with a maximum earth pressure of 7000 psf. These values may not be increased in computing seismic loading conditions. 7. It is our understanding that for caissons designed using frictional resistance, the allowable frictional resistance may be taken as 500 psf per foot of depth below the fixitypoint. 8. Due to the dimensions of the existing foundations, piles or caissons may not require a grade beam. 9. Piles or caissons should be spaced at least 2.5 diameters on center. 10. All drilling should be observed by the Geotechnical Engineer or Engineering Geologist before placing steel or pouring concrete. All loose debris should be removed prior to pouring concrete. 11. Concrete should not be allowed to fall mote than six (6) feet without the use of pipes or tremies. Pumps, pipes or tremies should be used to place the concrete to avoid GeoSoils, lne. 'i CALLAWAY GOLF W.O. 1571X-SD JULY 19~ 1994 PAGE 3 segregation in the caissons. All concrete should be placed and densified in accordance with American Concrete Institute (ACI) guidelines. The need to vibrate the concrete should be addressed by the structural engineer. New E:nclosure 1. All deleterious material, suqh as organic matter -and miscellaneous debris, .shall be removed from the slab area. 2. The upper twelve (12) inches of soils should be scarified, moisture conditioned to at least optimum moisture content, and recompacted to a minimum 90 percent of the maximum density (ASTM D-1557). If this material is "wet", special handling may be required prior to compaction efforts. This may include but not limited to spreading and drying, mixing, or replacement with compatible filJ materials. 3. As noted in previous reports, fill materials at or near-finish grade are highly expansive in nature. Presaturation is recommended for these soil conditions. Moisture condition for the slab area should be equal to or -greater than 120 percent of optimum, to a depth of 24 inches below slab grade. This should be verified by this office within 48 hours of pouring slabs and prior to placing visqueen or reinforce·ment. 4. Spread footings should be designed in accordance with recommendations provided In Reference 1 for highly expansive soils. 5. Prior to placing steel, footings should oe observed by the Geotechnical Engineer or Engineering Geologist. All loose debris and stanc;ling water should be removed prior to pouring concrete. When final fotmdation plans are prepared they should be submitted to this office for review to verify conformance with our recommendations. REPORT LIMITATIONS The materials encountered ori the project site and. utili~ed in our laboratory study are believed to representative of the total area; however, soil materials vary in characteristics between excavations, and actual field conditions should be expected. Site conditions may vary due to seasonal changes or other factors. GeoSoils, Inc. assumes no responsibility or liability for work testing or recommendations performed or provided by others. Since our study is· based on the site materials observed, selective laboratory testing and engine13ring anc;tlyses, the conclusions and recommendations are professional opinions based upon those parameters. These opinions have been derived in accordance with the current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change in time. GeoSoils, Inc. CALLAWAY GOLF W.O. 1571X-SD JULY 19, 1994 PAGE 4 If you should have any questions regarding this report, please do not hesitate to contact this office. · Respectfully submitted, GeoSoils, Inc. ~~~--f Edward P. Lump, RG i975 ~ Project Geologist EPL/ARK/mb E:nclosure: Reference List Xe: Addressee ~~ Principal Engineer (2) (4) Smith Consultir;ig Architects, Attn: Mark Langan · GeoSoils, Inc. 1. REFERENCE LIST "Preliminary Geotechnical Study, Carlsbad Researc.h Center, Lots 16, 18 and 19, Tract 81- 10, Carlsbad, California", dated March 14, 1989, by GeoSoils, Inc., W.O. 989-SD. 2. "Interim Soils and Geologic Report, Carlsbad Research Center, Lot 16, Carlsbad Tract 81- 10, Carlsbad, California", dated November 15, 1989, by GeoSoils, Inc., W.O. 989-SD. I 3. '1Revised Discussion of Water and Pavement Condition, 5960 Pascal Court and 2285 Rutherford Road, Carlsbad · Research Center, Carlsbad, California", dated October 30, 1990, by GeoSoils, Inc., W.O. 989-SD. 4. "Review of Existing Subsurface Geotechnical Conditions, 2285 Rutherford Road and 5960 Pascal Court, Carlsbad Research Center, Carlsbad, California", dated December 7, 1990, by GeoSoils, Inc., W.O. 1254-SD. 5. "Results of Initial Moisture Monitoring Program, 2285 Rutherford Road & 5960 Pascal Court, Carlsbad Research Center, Carlsbad, California", dated February 11, 1991, by GeoSoils, Inc., W.O. 989X-SD. 6. "Observation of Landscape Condition, 2286 {sic} Rutherford Road, Carlsbad Research Center, Carlsbad, California"; dated February 28, 1992, by GeoSoils, Inc., W.O. 989-SD. GeoSoils, .Inc. -~> /" PRELIMINARY GEOTECHNICAL_ STUDY, CARLSBAD RESEARCH CENTER LOTS 16, 18 AND 19, TRACT 81-10, CARLSBAD, CALIFORNIA FOR LARWIN-ROSEDALE PROPERTIES 16255 VENTURA BOULEVARD, SUITE 900 ENCINO, CALIFORNIA 91436 W.O. 989-SD MARCH 14, 1989 GeoSoils, Inc. I f ' t· TABLE OF CONTENTS iROPOSED SITE DEVELOPMENT . . . . . . . . . . . . . . . . SITE DESCRIPTION •••• !:XPLORATION AND TESTING • • • • Earth Materials ••......••.••• Fill Materials .••..•. Terrace Materials •... Santiago Formation •...••••. Point Loma Formation !ROUNDWATER . . • • . • • . • • . . . • 1IBCOMMENDATIONS • • . . • / Existing Slopes Fill Placement JOUNDATIONS General .....•. j \t;;onstruction . Design • • • . • .. . . . . . . . . . . . Moderately Expansive Soils ........ . Highly Expansive Soils .•...•...• Retaining Walls ......•......• Drainage .•.•...•.... ?OST GRADING CRITERIA • • • • Trench Backfill \DDITIONAL GRADING. \ ~RELIMINARY PAVEMENT DESIGN ~RELIMINARY PAVEMENT DESIGN Subgrade, Subbase artd Aggregate Base Compaction ~RADING GUIDELINES LIMITATIONS .l .J GeoSoils, Inc . . . 2 3 3 4 4 5 5 6 6 6 7 7 8 8 8 9 9 10 13 14 14 14 15 15 16 18 19 19 'i ] . J Geotechnical Engineering • Engineering Geology 5751 Palmer Way, Suite D • Carlsbad, California 92008 • (619) 438-3155 • FAX (619) 931-0915 March 14, 1989 W.O. 989-SD LARWIN-ROSEDALE PROPERTIES 16255 Ventura Boulevard, Suite 900 Encino, California 91436 Attention: Subject: Reference: Gentlemen: Mr. Matt Haines Preliminary Geotechnical study, Carlsbad Research Center Lots 16, 18 and 19, ~ract 81-10, Carlsbad, California "As-Graded Geotechnical Report, Rough Grading Completed, Carlsbad Research Center, Phase I, Carlsbad Tract No. 81-10, Carlsbad, California", by San Diego Soils Engineering, Inc., Job No. SD 1144-10. dated April 12, 1982 for The Koll Company This report presents the results of our preliminary Geotechnical Study, on previously graded Lots 16, 18 and 19 of Carlsbad Tract 81-10 in the City of Carlsbad, California. The purpose of this study was to evaluate the nature of subsurface earth materials on site, ascertain their engineering properties, and to provide recommendations for site preparation, foundation design, retaining wall design, design. grading and pavement Los Angeles Co. (818) 785-2158 • Orange Co. (714) 647-0277 • Riverside Co. (714) 677-9651 ( < ) LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 2 This study included review Of the referenced report, drilling eleven exploratory test borings, obtaining representative soil samples, laboratory testing and analysis, and the preparation of this report. PROPOSED SITE DEVELOPMENT Information concerning the proppsed development was furnished by Mr. Matt Haines, Director of construction for Larwin-Rosedale Properties and Ms. Smith of Smith Consul ting Architects who provided a 1"=30' Scale Site Plan. It is our understanding that minor re-grading is proposed to create level pad ( s) for 3 O to 3 2 foot high concrete tilt-up industrial buildings and parking lot(s). In the event that any significant changes in the design or location of the building as outlined in this report are planned, the conclusions .and recommendations contained in this report shall not be considered valid unless changes are reviewed and the conclusions of this report modified or approved in writing by the geotechnical consultants. GeoSoils, lne. . j J LARWIN-ROSEDALE PROPERTIES W.O. 989-SD SITE DESCRIPTION MARCH 14, 1989 PAGE 3 The property is located within Carlsbad Research Center, Carlsbad Tract Numb.er 81-10. The irregular-shaped site comprises Lots 16, 18 and 19. The site is bounded on the south by McClellan-Palomar Airport. On the west, a ten(±) foot high fill slope descends onto Lot 22, where an existing industrial building is located. On the east, a thirteen(±) foot high cut slope ascends to a lot where an existing industrial building is situated. Rutherford Road comprises the. northern boundary of Lot 16. Developed Lots 17 and 20 are located north of Lots 18 and 19 respectively. Access to the parcel is off the cul-de-sac portion of Pascal Court. An ILS Critical Zone (Instrument Landing System) encroaches approximately 75(±) feet onto the southern portions of the lots. Sparse thin grasses and small wild plants are located on the relatively flat site. A baseball backstop with localized hay bails are situated on Lot 19. EXPLORATION AND TESTING The site was explored on February 15, 1989 by drilling 11 test borings. Borings varied in depth from 5 to 17 feet . Boring GeoSoils, Inc. 1 J LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 4 locations are shown on the enclosed Grading Plan, Plates 1 and 2, which uses a 111 =30' scale provided by Brian Smith Engineer, Inc. Earth materials encountered are logged on Plates A-1 through A- li. Samples were tested as indicated in Appendix II. Earth Materials Earth materials within the subject area consist of artificial fill, terrace materials and bedrock from both the Santiago (Eocene Age) and the Point Loma Formation (Cretaceous Age). Fill Materials Fill materials, situated on Lot 19 and portions of Lot 18, were placed with se_lective testing and observation provided by San Diego Soil Engineering, Inc (Referenced Report). Their compaction test results indicated that fill soils were placed at least optimum moisture contents and at a minimum relative compaction of 9 o percent. descrepancy from this. Our testing finds no significant The fill is comprised of clays, clayey sands and silty sandy clays. Boring B-1 through B-4 excavated soils that appeared to be reworked topsoil and/or terrace materials. Based on the referenced report and our laboratory results, the materials are considered suitable for support of the proposed structures. GeoSoils, Inc. _j LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 5 Fill thickness may be estimated from individual borings placed on the subject property, and information presented in the referenced report. These profiles should not be construed to reflect any variation which may occur between these borings. Terrace Materials Terrace materials were observed to underlie fill in Boring B-4. As noted in Reference 2, these materials consisted predominantly of reddish brown clayey sands and sandy clays with variable amounts of cobbles. The materials varied from moist to slightly moist and medium dense with no visible porosity. In some cases this unit may have fluctuated, testing been reworked. While moisture indicates adequate density. content "Dry" undisturbed terrace materials (See Boring B-4, Appendix I) can display rapid consolidation when water is introduced. However when tested for this under loading conditions the material shows little sensitivity to water (see Laboratory Testing section Appendix II). Santiago Formation (Eocene Age): (map symbol Tsa) Onsite, this material is light greenish gray to gray with common orange oxide stained silty claystone with localized sandy beds. This formation was found to be medium dense highly fractured and slightly moist to locally moist. GeoSoils, Inc. l .l J LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 6 _Point Loma Formation (Cretaceous Age): (map symbol Kpd) Onsite, this material consisted of gray and brown sandstones and claystones. moist. This formation was found to be medium dense and GROUNDWATER Groundwater was not encountered, which is a favorable condition. We do not anticipate groundwater to effect site development. RECOMMENDATIONS According to preliminary plans provided to us, additional grading wil.l be required to develop the site. Proposed grading will require cut and fill grading within existing fill materials and bedrock. The proposed building on Lot 16, currently a cut lot, will require up to three and one-half (±) feet of fill on the northwestern portion and up to two and one-half (±) feet of cut on the southeastern portion. The proposed building on Lots 18 and 19, currently tra.nsition lots, will span the contact between fill earth materials and bedrock. In order to provide a more uniform foundation support condition, it is recommended that the cut portion underlying the building pads be overexcavated and replaced as properly compacted fill . GeoSoils, lne. . , j l j ., LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 7 The building should be underlain by a minimum of two feet ~~7 compacted fill below the bottom of the proposed footings and five ~ feet beyond the outside edge of the foundations. In addition, any existing fill should be reprocessed to a minimum depth of one(±) foot. The following recommendations are preliminary, based upon current information. Final foundation and grading plans should be provided for our review prior to the bidding process. Additional recommendations if required could be made at that time . Existing Slopes Existing fill and cut slopes are at a 2:1 gradient or flatter. The highest cut slope appears to be no greater than 13(+) feet; located east of Lot 16. The highest fill slope appears to be no greater that 10(±) feet, located west of Lot 19. The referenced report by San Diego soils Engineering, Inc. indicates that the existing perimeter slopes are grossly stable. Fill Placement Guidelines for fill placement are presented in the Grading Guidelines presented in Appendix III. GeoSoils, Inc. ~ ·, l .., ·, LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 8 FOUNDATIONS General The following recommendations are for preliminary planning purposes only. Additional grading is anticipated to develop the site. Final foundation recommendations should be made after completion and review of the earthwork performed and laboratory testing of near surface soils when grading is complete. Design 1. An allowable soil bearing capacity of 2,500 pounds per square foot (psf) may be used provided footings are at least 12 inches wide and embedded a minimum of 24 inches below lowest adjacent grade (either top of slab or ground surface). Footings should penetrate at least 12 inches into the bearing material. Increases of 250 psf may be applied for each additional foot of width and 150 psf for each additional foot of depth to a maximum of 3,500 psf. 2. The allowable bearing values may be increased by one-third for short term seismic or other live loads condition. 3. A friction coefficient of O. 4 for concrete on compacted fill, or bedrock, and a lateral bearing value of 150 pounds per square foot per foot of depth to a maximum value of GeoSoils, Inc. .l J LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 9 1, 500 pounds per square foot may be employed to determine resistance to lateral loads. 4. All footings should be in accordance with requirements of the City of Carlsbad Building Department and the Uniform Building Code regarding width and depth. Construction Laboratory test data and our observations indicate that near- surface soils on the site will vary from moderately to very highly expansive in nature. The expansive nature of the soils should be evaluated when regrading has been accomplished. While it should be avoided if feasible, it appears that highly to very highly expansive soils may be placed at pad grade. Moderately Expansive Soils 1. Exterior footings should be founded at a minimum depth of 18 inches below the lowest adjacent ground surface. Interior footings may be founded at a depth of 12 inches below the lowest adjacent ground surface. All footings should -be reinforced with two No. 4 reinforcing bars, one placed near the top and one placed near the bottom of the footing. 2. A grade beam, reinforced as above, and at least 12 inches wide should be provided across large entrances. The base of the grade beam should be at the same elevation as the bottom of adjoining footings. GeoSoils, Inc. .. , l •,,•,! j 1 LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 10 3. Concrete slabs, where moisture condensation is undesirable, should be underlain with a vapor barrier consisting of a minimum of six mil polyvinyl chloride or equivalent membrane with all laps sealed. This membrane should be covered with a minimum of one inch of sand to aid in uniform curing of the concrete. 4. Concrete slabs, should be reinforced with six inch by six inch, No. 10 by No. 10 welded wire mesh. All slab reinforcement should be supported to ensure positioning near the vertical midpoint of the slab. Presaturation is recomended for these soil conditions. The moisture content of the subgrade soils should be equal to or grater than optimum moisture to a depth of 18 inches below grade in the slab areas and verified by this office within 48 hours of pouring slabs and prior to placing visqueen or r nt Highly Expansive Soils 1. Exterior footings should be founded at a minimum depth of 18 inches below the lowest adjacent ground surface. Interior footings should have a minimum embedment of 18 inches below the top of the lowest adjacent concrete slab surface. However, a minimum penetration of 12 inches into the soil is required. All footings should be reinforced with a minimum GeoSoils, Inc. I -:J ) l J LARWIN-ROSEDALE PROPERTIES w~o. 989-SD MARCH 14, 1989 PAGE 11 of four #4 steel reinforcing bars, two placed near the top and two placed near the -bottom of the footing. 2. A grade beam, reinforced as above and at least 12 inches wide, should be utilized across large entrances. The base of the grade beam should be at the same elevation as the bottom of th~ adjoining footings. 3. Concrete slabs should be underlain with a minimum of four inches of washed sand or crushed rock. In addition, where moisture condensation is undesirable, a vapor bar~ier consisting of a minimum of six mil polyvinyl chloride or equivalent membrane with all laps sealed should be provided. A minimum of one inch of sand should be placed over the membrane to aid in uniform curing of the concrete. 4. Concrete slabs, should be reinforced with six inch by six inch, No. 6 by No. 6 welded wire mesh or its equivalent. All slab reinforcement should be supported to ensure placement near the vertical midpoint of the concrete. 5. Presaturation is recommended for these soil conditions. The moisture condition of each slab area should be equal to or greater than 120 percent of optimum to a depth of 18 inches below slab grade and verified by this office within 48 hours GeoSoils, Inc. J LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 12 of pouring slabs and prior to placing visqueen or reinforcement. Very Highly Expansive Soils 1. Exterior footings should be founded at a minimum depth of 24 inches below the lowest adjacent ground surface. Interior footings may have a minimum embedment of 18 inches below the top of the lowest adjacent concrete slab surface. However, a minimum penetration of 12 inches into the soil is required. Interior isolated piers are not recommended. All footings should be reinforced with a minimum of tour No. 4 reinforcing bars, two placed near the top and two near the bottom of the footings. Isolated exterior post supports should be founded at a depth of 30 inches below c\djacent grade and tied to the main foundation. 2. A grade beam., re inf creed as above and a minimum 12 inches in width, should be utilized across large entrances. The base of this grade beam should be at the same elevation as the bottom of the adjoining footings. 3. Concrete slabs should be underlain with a minimum of four inches of washed sand or crushed rock. In addition, where moisture condensation is undesirable, a vapor barrier GeoSoils, Inc. 1 rj J LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 13 consisting of a minimum of six mil polyvinyl chloride or equivalent membrane with all laps sealed should be provided. At leqst one inch of moist sand should be placed over the membrane to aid in uniform curing of the concrete. 4. Concrete slabs·, should be reinforced with six inch by six inch, No. 6 by No. 6 welded wire mesh or its equivalent. All slab reinforcement should be supported to ensure placement near the vertical midpoint of the concrete. 5. Presaturation is recommended for these soil conditions. The moisture condition of each slab area should be equal to or greater than 120 percent of optimum for highly expansive soils to a depth of 24 inches below slab grade and verified by this office within 48 hours of pouring slabs and prior to placing visgueen or reinforcement. Retaining Walls Retaining walls may be designed for an equivalent fluid pressure as shown on the following table; provided selective low .to moderately expansive backfill is utilized. Surface Slope of Retained Material Horizontal to Vertical Level 5 to 1 4 to 1 3 to 1 2 to 1 GeoSoils, Inc. Equivalent Fluid Weight (pcf) 30 32 35 38 43 1 ·· ! . J J . LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 14 Retaining walls should be provided with a pipe and gravel backdrain or weepholes covered with a minimum of 12 inches of gravel, a compacted fill blanket at the surface, and proper surface drainage devices. Footings may be designed as per the "Foundation Recommendations" section of this report. If the passive earth pressure is added to the friction, then the passive pressure should be reduced by one third. Drainage surface water ·should not be allowed to pond on the site nor allowed t9 flow uncontrolled over ail; descending slope. Planters located adjacent to ·foundations shoulct be sealed and properly drained. POST GRADING CRITERIA Trench Backfill Utility trench backfill should be placed to the following standards: 1. Ninety percent of the laporatory standard if native material is used as backfill. 2. As an alternative, for the interior of the slab, clean sand having a sand equivalent value greater than 30 may be GeoSoils, Inc . l .J LARWIN-ROSEDALE PROPERTIES MARCH 14, 1989 W.O. 989-SD PAGE 15 utilized and jetted or flooded in place. Observation, probing, and if deemed necessary, testing may be required to verify adequate results. 3. Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from the outside bottom edge of the footing should be compacted to 90 percent of the laboratory 4. standard. Sand backfill should not be allowed in these trench backfill areas. Density testing along with probing should be accomplished to verify the desired results. All trench excavations should conform to all applicable local safety codes. ADDITIONAL GRADING G~oSoils, Inc. should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. PRELIMINARY PAVEMENT DESIGN Representative samples of near subgrade materials were obtained and tested for "R"-Values. with ASTM test D-2844-69 . Testing was performed in accordance GeoSoils, Ine. :,j LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 16 The structural pavement sections are designed according to the following basic formulas: Gravel Equivalent GE= 0.0032 (T.I.) (100-R) Gravel Equivalent GE= (Tac x Gf) + (Tbase x Gf) T. I. = Traffic Index R = "R"-Value Tac = Thickness (inches) of asphaltic concrete Tbase = Thickness. (inches) of aggregate base Gt = Gravel Equivalent Factor The gravel equivalent factors for various pavement components as presented in "Flexible Pavement Structural Section Design Guide for California Cities and Counties, Third Edition", published by the California Department of Transportation, are as follows: Pavement Component Asphalt Concrete Class II Aggregate Base Traffic Index 7.0 6.0 5.0 4.5 PRELIMINARY PAVEMENT DESIGN Gravel Equivalent Factor, Gf __ 2.14 2.32 2.5 2.5 1.1 Preliminary pavement sections presented below are based on the "R"-Value data and the assumed traffic indexes, and based on the guidelines in the "Flexible Pavement Structural Section Design Guide for California Cities and Counties". To provide a range GeoSoils, Inc. 1 l _j J LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 17 for cost comparisions, three alternatives for each pavement section are presented below: Traffic Area Heavy Trucks and Entrance Areas Traffic Index 7.0 He~vy Trucks 7.0 and Entrance Areas Moderate Traffic 6.0 Moderate Traffic 6.0 Parking Lanes 5.0 Parking Lanes 5.0 Parking stalls 4.5 Parking Stalls 4.5 Subgrade "R"-Value 5 5 9 5 9. 5 9 A.C. Thickness (Inches) 4.0 5.0 6.0 Aggregate Base Thickness (Inches) 15.5 (1) 13.5 (1) 11.5 (1) ' _, .. -~ .-,-~·----,.--........., -........ . -4·,~ 0 . -. 14. 5 ( 1) ,1 ·,~s~ o ~~-... --~ .. ~-· --· 1:r:s·· · c 1) · 6.0 10.5 (1) 3.0 14.0 (1) 4.0 11.5 ( 1) 5.0 9.5 (1) (3;6· ,.------· ----"" 13 • 0 fil_1 4.0 11.0 (1) 5.0 8.5 (1) 3.0 10.0 ( 1) 3.5 9.0 ( 1) 4.0 7.5 (1) (3.o r . . .... ____ . --· "'"'"' ---------..... 3.5 4.0 2.5 3.0 3.5 2.5 0::-0»· -· --.. ~----3.5 9.0 (l)_) 8.0 ( 1) 7.0 ( 1) 9.5 ( 1) 8.5 (1) 7.0 (1) (1) Denotes Class II Aggregate Base (R=80, SE~ 50) \ GeoSoils, Inc. J ·, • '~·--. .t \·· ~ ~~"b-t ((.11 v-r ... -· -, .. ' . \ ' , \ /,... I \ •.<'t'· ,.,,,,- \ 1, \ ,. l/ :.r' ,,., ..... . C 1.,, -· I JI· ~v ,A " -0 I \ ·)·"7-.. [, 0".· ~ 1 J LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 18 All section changes should be properly transitioned. If adverse conditions are encountered during the preparation of subgrade materials, special construction methods may need to be employed. Final pavement section design should be based on testing performed after grading is complete. The traffic index should also be verified. If adverse conditions are encountered during preparation of subgrade, special construction methods may need to be employed. All section changes should be properly transitioned. "R"-Values should be verified when subgrade has been prepared. Subgrade, Subbase and Aggregate Base Compaction All aggregate base materials and subgrade materials where asphalt is to be placed on grade should be compacted to a minimum relative compaction of 95 percent of the laboratory standard. Subgrade areas underlying aggregate sections should also be compacted to a minimum relative compaction of 95 percent as required by The City of Carlsbad. If adverse conditions are encountered during the preparation of subgrade materials, special construction methods may need to be employed. Final pavement section de$ign should be based on testing performed after grading is complete. The traffic index should also be verified. GeoSoils, Inc. \ I 'l LARWIN-ROSEDALE PROPERTIES W.O. 989..-SD GRADING GUIDELINES MARCH 14, 1989 PAGE 19 Grading should be performed to at least the minimum requirements of the Grading Code of the City of Carlsbad, Chapter 70 of the Uniform Building Code and the Grading Guidelines presented in Appendix III. LIMITATIONS The materials encountered on the project site and utilized in our laboratory study are believed .representative of the total area; however, soil and bedrock materials vary in character between excavations and .natural outcrops. Since our study is based upon the site materials observed, selective laboratory testing, and engineering analysis, the conclusions and recommendations are professional opinions. These opinions-have been derived in accordance with current standards of practice and no warranty is expressed or implied. GeoSoils, Inc. .l 1 'i-•'' --J l LARWIN-ROSEDALE PROPERTIES W.O. 989-SD MARCH 14, 1989 PAGE 20 If you should have any questions concerning this report, please do not hesitate to contact our office. Very truly yours, TEM/CEL/mc Distribution: 1142 (6) Addressee Enclosures: Appendix I, Field Exploration Appendix II, Laboratory Testing Appendix III, Grading Guidelines Plates 1 and 2, Geotechnical Maps GeoSoils, Inc. J j REFERENCES (1) "Supplemental Preliminary Geotechnical Investigation, Carlsbad Research Center College Boulevard and "D" Street Alignments, Carlsbad, California", by San Diego Soils Engineering, Inc. Job Number SD-1163-00 GeoSoils, Inc. l l j l J Exploration APPENDIX I FIELD EXPLORATION Fieid exploration was performed using a truck-mounted, rotary drilling machine with a JO-inch pucket. Soils were continuously logged by our Staff Geologist and classified by visual examination. The approximate location of borings are indicated on the Plot Plan, Plates la and lb. Logs of the Borings are shown on Plates A-1 through A-11. "Relatively undisturbed" samples of soils encountered were obtained by driving a thin-walled steel sampler with successive drops of the Kelly bar. The required blow count for one foot of penetration is shown on the Boring Logs, Plates A-1 through A-11. The soil is retained in brass rings of 2 . 3 65 inches inside diameter and 1.00 inches in height. The central portion of the sample was retained in close fitting, water tight containers. GeoSoils, Inc. l _} '------------------------------------------------, BORING LOG W. 0. 989-SD Project: Larwin-Rosedale Boring B-1 Sheet 1 of 1 -. .µ 4-1 - ..c: .jJ 0.. Q) Q - - 5- - - 10- - - -l - 15· . . . . 20· . . - - 25- - - - - 30- Sample • .µ 4-1 1'0 ........ UlQ) t/l ,!,( :ae ~ ..-4 0 ~ §B r-t Ill Ill D< ~ 3 ~ ~ 8 Carlsbad Research Center Lots 16, 18 and 19 Date Excavated 2-15-89 Sample Method: Drive Tube Kelly Bar -2,2181 lbs -0-24' CL 114.2 14.7 100.0 23.0 Description of Material 0-6' ARTIFICIAL nLL -Multi-colored, silty sandy CLAY with common green claystones fragments -stiff, variable moisture. 6-7' ARTIFICIAL FILL/TOPSOIL(?) -Chocola~e brown-occasional gray silty CLAY, medium stiff, moderate pliable, very few cobbles, non porous, no organics, slightly sticky, moist, possibly reworked. 7-12' BEDROCK -Light green gray, CLAYST0NE, medium dense, brittle, slightly blocky, abundant randomly oriented fractures/joints, traces of relict rootlets, slightly moist. Note: @8' Krotovina infilled with dark brown moist sandy clay. Total Depth= 12 Feet Hole Backfilled Plate A-l ~-~ 1 J , ______________________________________________ _ BORING LOG Project: Larwin-Rosedale Boring B-2 W. 0. 989-SD Sheet 1 of 1 -Sample ·• .µ . 4-1 .µ -4-1 I'd ' f ti) (I) ti) ~ ~ ~ 0.. r-i 0 (l) ~ sE r-l Q IX! IX! - - -rg 4 - 5- [X :x 5 . . 10· -~ 7 . - . - 15· . . . . 20· - - - - 25- - - - . 30- Carlsbad Research Center . .µ ~ .µ ·r-1-r-l s:: 4-1 0 :::, CJ -~ "§ 0.. >,- Ul >, 1-1 :::, Cl) Q Cl 106.4 Cl . 113.7 Cl 105.0 (I) M ~-.µ dP oo- •r-1 0 ~ 17 .5 13.4 21.0 Date Excavated 2-15-89 Sample Method: Same as B-1 Description of Material 0-6' ARTIFICIAL FILL -Multi-colored, moist, medium stiff, no visible porosity, sandy to silty CLAY with common greenish silty ~laystone fragments. 6-9' Cobble size asphalt fragments within medium chocolate brown sitly CLAY, moist. Note: @6' Irregular brown sandy silt seam with some cobbles, loose, slightly moist on north side of boring • 9-11' ARTI.FICIAL FILL/TERRACE(?) -Chocolate brown and red mo:fst, stiff, sandy CLAY, no obvious porosity, possibly derived from terrace materials. 11~15' BEDROCK -Greenish brown, medium dense, brittle, moist, random fractures with rust-colored infilling (oxide?), silty CLAYSTONE. Total Depth= 15 Feet Hole Backfilled Plate A-2 -j BORING LOG Project: Larwin-Rosedale Carlsbad Research Center Boring B-3 W. 0. 989-SD Sheet 1 of 1 -Sample . .j.l . 4-1 .j.l -4-1 I 'Cl ' ..c: ti) Q) en .j.l ~ r-i,.Q ~ 0.. r-1 rg~ 0 Q) ::s r-1 0 Ill ::,.µ Ill - - -z 5 - 5- rx X 4 .. ; - 10- - -~ 8 - - 15- - - - - 20- - - - ... 25- - - - - 30- . .j.l ~ .j.l ·r-1-,-+ S:::4-1 0 :::> C) ~i 0.. >,- ti) >, 1-1 om 0 CL 120.0 CL 117. 5 'S'C' 104.5 Q) 1-1 ::s-.j.l dP en-•r-1 0 ~ 11.5 -, 13.8 20.0 Date Excavated 2-25-89 ------- Sample Method: Same as 8-1 Description of Material 0-4' ARTIFICIAL FILL -Multi-colored, moist, medium stiff, no visible porosity, sandy to silty CLAY with common greenish silty claystone fragments. 4-6' Alternating sandy CLAY/silty SAND, multi-colored, moist, stiff to medium stiff, common claystone fragments. 6-7' ARTIFICIAL FILL/TOPSOIL(?) -Medium brown, stiff, moist, non-porous, silty CLAY with corrnnon green silty CLAYS~0NE fragments, possibly derived from topsoil • 7-9' Chocolate brown, sandy CLAY, moist, stiff, possibly derived from topsoil. 9-10-ARTIFICIAL FILL/TERRACE(?) -Brown clay grades down to-mottled brown-reddish brown, silty SAND, medium dense, no obvious structure, moist, possibly derived from terrace materials. 10-12' Mottled brown-yellow brown gravelly silty SAND, slightly moist, medium dense, abrupt lower contact. 12-17' BEDROCK -Greenish brown, medium dense, brittle, moist, random fractures with rust-colored infilling (oxide?), silty CLAYST0NE. Note: Loose pockets of lag at 11' (friable, rounded and angular cobbles) rests on undulating surface oxide crusts on gravel. Total Depth= 17 Feet Hole Backfilled Plate A-3 . ] j l BORING LOG Project: Larwfn-Rosedale Boring B-4 W. 0. 989-SD Sheet 1 of 1 -Sample . .µ . 4-l .µ -4-1 l'0 ' ..c: Ul(l) (I) .µ .!< ~ ~ 0.. .-1 0 Q) :::s s::::, .-1 Cl f!l P+'. f!l - -10 - - 5- - - -~8 - 10- - - •. - 15· . . . . 20· . - - - 25- - - - - 30.,. Carlsbad Research Center . .µ ~ .µ ·r-l-r-1 s:: 4-1 0 ::, 0 ~j 0. >i- C/) ~ 1-l ::, C/) Cl SC 128.6* SP 122.5* "SM Q) 1-l ::,_ .µ d(J en- ·r-l 0 ~ 5.7 3.6 Date Excavated 2-15-89 Sample Method: Same as B-1 Description of Material 0-1 1 ARTIFICIAL FILL -Greenish, silty CLAY, loose, crumbly, moist. 1-31 TERRACE MATERIALS(?) -Brown, 1110ist, stiff, gravelly, sandy CLAY, occasional sandy lenses and gray clays. 3-6.51 Mottled, SANDS and CLAYS, slightly moist, relict dry rootlets. 6-8 1 Light to medium brown pebbly silty SAND, slightly moist, loose to medium dense, rounded/flat pebbles. @8 1 Undulating contact. 8-14 1 BEDROCK -Greenish brown, medium dense, brittle, moist, random fractures with rust-colored infilling (oxide?), silty CLAYSTONE. Total Depth= 14 Feet Hole Backfilled *High dry unit weights may reflect cobbles in samples • Plate A-4 < . fa J i -:~J ·j ·1 ] 1 GG:Jo@ Jc. ; .. ~.. . .,I, ~~~?-,dJ.-::, BORING LOG W. 0. 989-SD Project: Larwin-Rosedale Boring B-5 Sheet 1 of 1 -. Sample . .jJ ,. 4-1 .jJ -4-1 1'0 ' .a U)Q) Cl) .jJ ~ r-i.O ~ ~ ...-4 rQH 0 Q) ::i gs ...-4 0 t:Q t:Q - -z 10 - - 5- - - - - 10- - - - - 15- - - - - 20- - - - - 25- - - - - 30- Carlsbad Research Center . .jJ ~ .jJ ·r-l- ...-4 i;::4-1 0 ::,u ~i ~ >i- tJ) >i H ::, tJ) 0 109.6 Q) 1-1 ::I ...... .j.J dP Cl) -•r-l 0 ~ . 25.0 Date Excavated 2-15-89 Sample Method: Same as B-1 Description of Material 0-0.51 ARTIFICIAL FILL -Green to mottled green-light red brown sandy CLAY/clayey SAND, porous, loose to stiff, moist. 0.5'-4' BEDROCK -Mottled green and red brown, common localized oxide staining along fractures and disseminated crusts, highly fractured (-2' ±), abundant pressure faces, silty CLAYSTONE. 4-10' Gradational color change to gray highly fractured with abundant pressure faces, oxidized, moist, silty CLAYSTONE, locally brittle to stiff. @6 1 N35SE/19SE Apparent bedding. @5 1 N60W/15SW Apparent bedding. Total Depth= 10 Feet Hole Backfilled Plate A-5 l j J BORING LOG Project: Larwin-Rosedale Boring 8-6 --=-"'-- W. 0. 989-SD Sheet 1 of 1 -Sample • .µ . 4-l .µ -4-1 I re, ' .c: enQ) en .µ ..!< ,-(,.Q ~ ~ r-i 'O 1-4 Q) ::, §B r-i Cl a! a! - - - ~· ~ - 5- - - - - 10- - - - - 15- - - - - 20- - - - - 25- - - - - 30- Carlsbad Research Center . .µ ~ .µ ·r-1-H i:: 4-1 0 p C) ~j ~ !:>1- CJ) !:>1 1-1 p CJ) Cl - 117 .3 Q) 1-1 ::s-.µ cH> en- •r-1 0 ~ 12.5 Date Excavated 2-25-89 Sample Method: Same as 8-1 Description of Material 0-6 1 BEDROCK ~ Green gray to light brown discontinuous zones of stiff, moist, silty CLAYST0NE and medium dense moist silty SANDSTONE, composes irregular shaped zones and occasionally becomes red brown in color. 6-10 1Mottled green., orange brown, moist, stiff fractures CLAYSTONE. Total Depth= 10 Feet Hole Backfilled Plate A-7 .,., I l .l t~ ····1 ,_) ,---~· '" ~f!~1.-~fi. ~~1i·, Ge0Sol1s·; tne . ~~--~,,. : ' ' t~~.--.i-f} i,t ~- BORING LOG Project: Larwin-Rosedale Boring B-7 W. O. 989-SD Sheet 1 of 1 -Sample . .µ . 4-l .l,J -4-l I re, ' .c: tl)Q) ti) .µ ~ ~ ~ 0.. r-i 0 Q) ::, sB r-i Cl Ill Ill - - - - 5- - - - - 10· - - - - 15· - - . - 20- - - - - 25- - - - - 30- Carlsbad Research Center . .l,J s: .l,J ·r-l- r-i t::4-l 0 ::, t) ~ -§· 0.. :>t-- Cl) !>-t 1-f ::, Cl) 0 Q) 1-1 ::i-.l,J dP oo- •r-l 0 ~ Date Excavated 2-15-89 Sample Method: same as B-1 Description of Material 0-5' BEDROCK -Green/gray, stiff to very stiff, moist, fractured {with oxide stains along fractures) silty to sandy CLAYSTONE. Total Depth= 5 Feet Hole Backfilled Plate A-8 ---- Project: -Sample . .µ . 4-1 .µ -4-1 I re, ' ..c: O,Q) t/l .µ ~ 8B ~ ~ r-1 Q) ::, sB r-1 0 lXl lXl - - - - J 5- -~ 6 - - - 10- - . . . 15· - - - . 20· . '• - - 25- . - . ' . 30- '_j BORING LOG Larwin-Rosedale Carlsbad Research Center Boring B-8 W • o • 989-SD Sheet 1 of 1 • .µ ~ .µ ·r-1- r-1 s:: 4-1 0 PU hli ~ :::a-i- H p Cl) 0 103.8 Q) 1-1 ::i-.µ dP oo -•r-1 0 ~ 25.2 Date Excavated ~1~89 Sample Method: Same as B-1 Description of Material 0-1.5 ARTIFICIAL FILL -Lime green multi-colored sandy CLAY with abundant rock fragments, abrupt cut. 1.5-10' BEDROCK -Mottled yellow brown, green yellow and red brown stiff, moist, silty to sandy CLAYSTONE, cotm1on heavily stained zones of irregular shapes and abrupt contacts. i5' Becomes less mottled. Total Depth= 10 Feet Hole Backfilled Plate A-9 --"--- . .1 J -. .µ 4-l - .c= .µ 0., Q) Q - - - - 5- - - - - 10- - - - - 15- - - - - 20- - - - - 25- - - - - 30- Project: Sample I +l 4-l I "O ' tll (l) tll ~ ra-e ~ r-i ::, sE ..-l a:i a:i Larwin-Rosedale Carlsbad Research Center I .µ ~ .µ (l) .,.; ....... 1-1 ,-t t:: 4-1 ::, -0 ::> C) .µ dP ~! 0., ti) -:>t ...... .,.; '-I 0 ::> Cl) Q ~ BORING LOG Boring ---B-9 W.O. 989-SD Sheet 1 of 1 Date Excavated 2-15-89 Sample Method: Same as B-1 Description of Material BEDROCK (0-5') -Brown/green, very moist, stiff, massive sandy CLAYSTONE. @2.5' Becomes slight moist, massive and fractured with minor oxide staining or fracture surfaces. Total Depth= 5 Feet Hole Backfilled Plate · A-lO 1 ,) ·:J l J 1 _J BORING LOG Proj.ect: Larwin-Rosedale Boring B-10 W.O. 989-SD Sheet 1 of 1 -Sample . .µ . 4-1 .µ -4-1 l'O ' .c: Ul(l) Cl) .µ .!< ~ ) 0. ,-j 0 a, ::s gs ,-j Cl ll'.l ll'.l - X 1X 8 - 5- - - - - 10- - - - - 15- - -. - - 20- - - - - 25- - . . - 30- Carlsbad Research Center . .µ ~ .µ ·r-l-,-j S::4-1 0 ::> C) ~~ 0. >i- Cl) >i H ::> ti) Cl 111.6 a, H ::s-.µ dP Cll- ·r-i 0 ~ 18.7 Date Excavated 2-15-89 Sample Method: Same as B-1 Description of Material 0-5' BEDROCK -Blue green with oxide mottling along fractures and as disseminated zones, slightly moist, stiff, fractures, siity CLAYSTONE. Total Depth= 5 Feet Hole Backfilled Plate A-11 __:_:.....::..:; __ • • qSI BORING LOG Geo .o I:· :i '.,ie • ,¾~w-~ ' ··?:~ w.o. 989-SD ~;:.,,, - Project: Larwin-Rosedale Boring B-11 Sheet 1 of 1 Carlsbad Research Center Date Excavated 2-15-89 . $ample -.µ Sample Method: Same as B-1 . 3: .µ . 4-1 .µ .µ Q) ....... ~ ·ri-l,..j 1'0 ' r-i ~~ :;j -.c: U)Q) Ul 0 :::> u .µ dP .p ~ ,-i.Q ·:3: ~! 0.. oo- 0.. r-1 r(1J.! 0 :>,-·ri Q) :;j sE r-i l,..j 0 Description of Material A Ill Ill :::> CJ) A ~ -0-2 1 FILL -Ught yellow green, multi-colored, moist, non-porous, SM stiff mixture of green silty, sandy CLAY and brown sandy CLAY, -"St with few pebbles and claystone fragments. - -2-10 1 BEDROCK -Green -brown, mottled orange brown, moist, 5-stiff, fractured silty CLAYST0NE, discontinuous thin zones of· clayey silty, oxide staining along randomly oriented fractures. - - - - 10-Total Depth= 10 Feet -Hole Backfilled - - .; 15- - - - - 20- - - - - 25- - - -I j -Plate A-12 30- l J J Moisture-Density APPENDIX II LABORATORY TESTING The field moisture content and dry unit weight were determined for each of the undisturbed soil samples. The information is useful in providing a general representation of the soil consistency between borings, and local variations. The dry unit weight was determined in pounds per cubic foot and is shown on the Boring Logs. The field moisture content was determined as a percentage of the dry weight. The laboratory maximum dry density and optimum moisture content for each of the major soil types was determined according to test method ASTM D-1557~78. The following table presents the results: Maximum dry Optimum Location Soil Type Density (pcf) Moisture% B-2 @ 6' Reddish brown, 119.0 14.5 sandy CLAY B-1 @ 7 I Light grayish brown, silty CLAY 99.0 23.0 Consolidation Settlement predictions of the soil's behavior under load are made on the basis of consolidation tests. The consolidation apparatus is designed to receive one of the one-inch rings. Loads are applied in several increments in a geometric progression, and the resulting deformations recorded at selected time intervals. Porous stones are placed in contact with the top and bottom of GeoSoils, lne. ,, LARWIN-ROSEDALE PROPERTIES W. O. 98.9-SD LABORATORY TESTING PAGE 2 MARCH 13, 1989 each specimen to permit addition and release of pore fluid. Samples are generally tested at increased moisture content to determine the effect of water contacting the bearing soil. The normal load at which the water was added is noted on the drawing . . Results are plotted on the Consolidation-Pressure Curve, Plate c- l. Expansive Soils Expansive soil conditions have been evaluated for the site. Representative samples of the soils near proposed pad grade were recovered for classification and expansion testing. Swell tests were performed on "relatively undisturbed" samples in brass rings having an inside diameter of 2. 3 65 inches and a height of 1.0 inches. Sixty psf surcharge loads were applied to two rings of each sample, where one was submerged in water for 24 hours and one was air dried for up to 72(±) hours. The combined vertical swell and shrinkage was recorded as a percentage of the original sample height. The test results ranged from 6. 7 percent to 8. 8 percent, which is considered moderately to highly expansive. An expansion index test was also performed on a representative sample of bedrock from Boring B-7 at 3' . Testing was performed GeoSoils, Inc. I l • J l I . j ,, LARWIN-ROSEDALE PROPERTIES W.O. 989-SD LABORATORY TESTING PAGE 3 MARCH 13, 1989 in accordance with Standard 298-2 of the Uniform Building Code. The test result was an expansion index of 113. Based on this test results, representative bedrock materials are highly expansive. GeoSoils, Inc. ·1 .J ..J J > APPENDIX III GRADING GUIDLINES GeoSoils, Inc. ,, ' i J GRADING GUIDELINES Grading should be performed to at least the minimum requirements of the governing agencies, Chapter 70 of the Uniform Building Code and the guidelines presented below: site Clearing Trees, dense vegetation, and other deleterious materials should be removed from the site. Non-organic debris or concrete may be plaqed in deeper fill areas under direction of the Soil Engineer. Light, dry grasses may be thinly scattered and incorporated into the fill under direction of the Soils Engineer, provided concentrations of organics are not developed. Subdrainage 1. Subdrainage systems should be provided in all canyon bottoms and within buttress and stabilization fills prior to placing fill. Subdrains should conform to schematic diagrams GS-1, GS-3, and GS-4, approved by the Soils Engineer. For canyon subdrains, runs less than 500 feet may use six inch pipe. Runs in excess of 500 feet should have the lower end as eight inch minimum. 2. Filter material should be Class 2 permeable filter material per California Department of Transportation standards tested by the Soil Engineer to verify its suitability. A sample of the material should be provided GeoSoils, Inc. . j J LARWIN-ROSEDALE W.O. 989-SD GRADING GUIDELINES PAGE 2 MARCH 13, 1989 to the Soil Engineer by the contractor at least two working days before it is delivered to the site. The filter should be clean with a wide range of sizes. As an alternative to the Class 2 filter, the material may be a 50/50 mix of pea gravel and clean concrete sand which is well mixed, or clean gravel wrapped in a suitable filter fabric. 3. An exact delineation of anticipated subdrain locations may be determined at 4.0 scale plan review stage. During grading,the Engineering Geologist should evaluate the necessity of placing additional drains. 4. All subdrainage systems should be observed by the Engineering Geologist and Soils Engineer during construction and prior to covering with compacted fill. 5. Consideration should be given to having subdrains located by the project surveyors. Outlets should be located and protected. Treatment of Existing Ground 1. All heavy vegetation, rubbish and other deleterious materials should be disposed ·of off site . GeoSoils, lne. ,, J LARWIN-ROSEDALE W.O. 989-SD MARCH 13, 1989 GRADING GUIDELINES PAGE 3 2. All surficial deposits of alluvium and colluvium should be removed (see Plate GS-1) unless otherwise indicated in the text of this report. Groundwater existing in the alluvial areas may make excavation difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months. 3. Subsequent to removals, the natural ground should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. Fill Placement 1. All site soil and bedrock may be reused for compacted fill; however, some special processing or handling may be required (see report). 2. Material used in the comp~cting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a uniformly dense layer. The fill should be placed and compacted on a horizontal plane, unless otherwise found acceptable by the Soil Engineer. GeoSoils, lne. i . I j J ,, LARWIN-ROSEDALE W.O. 989-SD MARCH 13, 1989 GRADING GUIDELINES PAGE 4 3. If the moisture content or relative density varies from that acceptable to the Soil Engineer, the contractor should rework the fill until it is in accordance with the following: a) Moisture content of the fill should be at or above b) optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre-watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. Each six inch layer should be compacted to at least 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. In this case, the testing method is ASTM Test Designation D-1557-78. 4. Side-hill fills should have an equipment-width key at their toe excavated through all surficial soil and into competent material and tilted back into the hill (GS-2, GS-6). As the fill is elevated, it should be benched through surficial soil and slopewash, and into competent bedrock or other material deemed suitable by the Soil Engineer. GeoSoils, Inc. ·• j J LARWIN-ROSEDALE W.O. 989-SD GRADING GUIDELINES PAGE 5 MARCH 13, 1989 5. Rock fragments less than eight inches in diameter may be utilized in the fill, provided: a) They are not placed in concentrated pockets; b) There is a sufficient percentage of fine-grained material to surround the rocks; c) The distribution of the rocks is supervised by the Soil Engineer. 6. Rocks greater than eight inches in diameter should be taken off site, or placed in accordance with the recommendations of the Soil Engineer in areas designated as suitable for rock disposal {See GS-5). 7. In clay soil large chunks or blocks are common; if in excess of eight { 8) inches minimum dimension then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break the up blocks. 8 . The Contractor should be required to obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by di;rect compaction of the slope face with suitable equipment. GeoSoils, lne. l' ,) LARWIN-ROSEDALE W.O. 989-SD GRADING GUIDELINES PAGE 6 MARCH 13, 1989 If fill slopes are built "at grade" using direct compaction methods then the slope construction should be performed so that a constant gradient is maintained throughout construction. soil should not be "spilled" over the slope face nor should sl.opes be "pushed out" to obtain grades. Compaction equipment should compact each lift along the immediate top of slope. Slopes should be back rolled rolled approximately every 4 feet vertically as the slope is built. Density tests should be taken periodically during grading on the flat surface of the fill three to five feet horizontally from the face of the slope. In addition, if a method other than over building and cutting back to the compacted core is to be employed, slope compaction testing during construction should include testing the outer six inches to · three feet in the slope face to determine if the required compaction is being achieved. Finish grade testing of the slope should be performed after construction is complete. Each day the Contractor should receive a copy of the Soil Engineer's "Daily Field Engineering Report" which would indicate the results of field density tests that day. 9. Fill over cut slopes should be constructed in the following J GeoSoils, Inc. l J LARWIN-ROSEDALE W.O. 989-SD manner: MARCH 13, 1989 GRADING. GUIDELINES PAGE 7 a) All surficial soils and weathered rock materials should be removed at the cut-fill interface. b) A key at least 1 equipment width wide and tipped at least 1 foot into slope should be excavated into competent materials and observed by the soils engineer or his representative. c) The cut portion of the slope should be constructed prior to fill placement to evaluate if stabilization is necessary, the contractor should be responsible for any additional earthwork created by placing fill prior to cut excavation. 10. Transition.lots (cut and fill) and lots above stabilization fills should be capped with a three foot thick compacted fill blanket. 11. Cut pads should be observed by the Engineering Geologist to evaluate the need for overexcavation and replacement with fill. This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones,and/or due to differing expansive potential of materials beneath a structure. The GeoSoils, Inc. LARWIN-ROSEDALE W.O. 989-SD MARCH 13, 1989 GRADING GUIDELINES PAGE 8 overexcavation should be at least three feet. overexcavation may be recommended in some cases. Deeper 12. Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and filled with compacted fill if they can be located. Grading Observation and Testing 1. Observation of the fill placement should be provided by '1 ~-1 the Soil Engineer during the progress of grading. 2. In general, density tests would be made at intervals not exceeding two feet of fill height or every 1,000 cubic yards of fill placed. This criteria will vary depending on soil conditions and the size of the fill. In any event, an adequate number of field density tests should be made to evaluate if the required compaction and moisture content is generally being obtained. 3. Density tests may be made on the surface material to receive fill, as required by the Soil Engineer. 4. Cleanouts, processed ground to receive fill, key excavations,subdrains and rock disposal should be observed by the Soil Engineer prior to placing any fill. It will be the Contractor's responsibility to notify the GeoSoils, Inc. <\' 1 I j l I J J LARWIN-ROSEDALE W.O. 989-SD GRADING GUIDELINES PAGE 9 MARCH 13, 1989 Soil Engineer when such areas are ready for observation. 5. An Engineering Geologist should observe subdrain construction. 6. An Engineering Geologist should observe benching prior to and during placement of fill. utility ~rench Backfill utility trench backfill should be placed to the following standards: 1. Ninety percent of the laboratory standard if native material is used as backfill. 2. As an alternative, clean sand may be utilized and flooded into place. No specific relative compaction would be required; however, observation, probing, and if deemed necessary, testing may be required. 3. Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from the outside bottom edge of the footing, should be compacted to 90 percent of the GeoSoils, Inc. I j 1 ] J J 1 J LARWIN-:ROSEDALE W.O. 989-SD GRADING GUIDELINES PAGE 10 MARCH 13, 1989 laboratory standard. Sand backfill, until it is similar to the inplace fill, should not be allowed in these trench backfill areas. Density testing along with probing should be accomplished to verify the desired results. GeoSoils, Inc. l J Suitable Materia{ Bench where slope exceeds 5:/ Final Grade~ ground Surface Deposits f~t -:~:: \Subdrain Suitable Material (See Plate GS-3) TYPICAL TREATMENT 01: NATURAL GROUND Soil Mechanics • Geology • Foundation Engineering PLATE GS-I C ,-.~ !) l .l j TOE SHOWN ON GRADING PLAN -----___ .... --------1----~--:: --ft ----' 4' /'- PROJECTED I ~2 ' I --_,,, cc e~T'.,,, .-.,,,,.-c ,.,,, I Typica .,,,, 0 -'J_ -.,,, \\) ((\' ~-----------' -o\\\)" .-r --·\ C .... ...--P' / I I~/ .... ' :;,,-0\ ' -I -' ' --I 7 ~o9c., .,,,, .-10' Ty pica I 1 . // /-.,,..---/' ----\ --,_ ,I _, _ I_ I_, I_ t_ I_ I.._ I -/,I_ 2' /'-/' /, / / '-1 1' I / /I~ 1' BEDROCK OR FIRM FORMATION MATERIAL MinimumloE---151 Minimum-----.w Note= Where natural slope gradient is 5:1 or less, benching is not necessary unless stripping did not remove all compressible material. TYPICAL FILL OVER NATURAL SLOPE Soil Mechanics • Geology • Foundation Engineering DI ATS:: t:~-? (' .... .,, . j l . _I I . J .., ,---........ ---------------~--...._-___,.;. __ ~ ..... Al TERN ATE. I SOIL-SLOPEWASH ALTERNATE 2 ' , I /" .... / .. ,, #, ;,,,,, -. ,-,,,, -.......... -.,::,,,_, , __ , I -I , _ - I ' 6" perforated plpe· with 9 cu. ft. gra vet*' per ft. of drain JE grovel to conform to State of Calif. Dept. of Public Works standard specifications for Closs 2 permeable material. CANYON SUBDRAIN OES~GN . AND CONSTRUCTION · .. : ---.. _. ---.... -. . . . . . .... ---··· ...... , .--- .-:: . · -Soil.fdechan·ics.:~-Geol~gy _~:Foundation~-Enginee-ring - . ~ -. : . . . • . -. : . ! . . i. . •. . PLATE GS-S (' • . FINISHED SURFACE A. Buttress slope to have a bench at every 20 to 30 feet. B. Buttress key depth varies. (see preliminary reports) C. Buttress key width varies. (see preliminary reports) • • 36• THICK 2o/.---+ . • • • • • -------- drain detail) - 4 • pert or at e d pipe (or approved equivalent). placed in I cu. ft. per I i near ft. of o ra d ed • filter material.tit • Pipe to extend • f u II I ength of • buttress.--~~~ • • • • • • 4" nonperforated ... • ' . ... · O. Bockdrains and lateral drdins located at elevotion of every u} be n Ch d r O i n. Fir St d r O in Of pipe lateral to. ~ Pipe 1• - slope face at. ...-above -- 100' interv9 Is • .: benc~- l _) e le vat ion ju st o bove I owe r. lot grade. Additional drains may be required at discretion of GeoSoils, Inc. . ~·----. I./ .._ / / -,,--, ... , "'' ,_ •Graded filter material to conform to State of Calif. Dept. Public Works standard s(?ec ifico t ions for Closs 2 .permeable material TYPICAL BUTTRESS SECTION DATE 3/$g W. 0. NO. 989-50 BY 65 I Soil Mechanics • Geology • Foundation Engineering PLATE GS-4 C J FILL SLOPE CLEAR ZONE\ Stack boulders end to end. Do not pile upon each other. · 1 O' Typfcal ~ · Soil shall be J:?ushed over rocks .and flooded into voids. Compact around and over each windrow. SLOPE ----.-<)--~--0--.... Stagger rows ', ~ ~ 0 0 0 ',......,__15• ~~ ----31 minimum l '~inimum ______ 0____ o a a o ~ , I "-.I' . __ f,.-16' Mlri.-.f "-, 1,-1, I ,1 .,.___ ' -I 'I' ' I ., ' ' .I' ~,-/-:-----------Fl RM GROUND/,-/ , / ,,,, / 1 .... /" / '/ ' '"'I''',,,_ / ROCK DISPOSAL DETAIL DATE _3_,.,l ..... a:;:;..q-'--_1w.o. NO.· qgq_.5_p BY G-5I Soil Mechanics • Geology • Foundati~n Engineering PLATE GS-5 l l __,, • .t REMOVE ALL TOPSOIL, COLLUV"IUM AND ·CREEP MATERIAL FROM TRANSITION FILL BEDROCK OR Fl RM FORMATION MATERIAL TYPICAL Fl LL OVER CUT· SLOPE Soil Mechanics • Geology • Foundation Engineering 01 A TS: r.C:-a -- . , .INDUSTRIAL WASTE DISCHARGE PERMIT . . . . -APPLICATiON BUSI.NESS NAME G,A/, (A:kslA:{ . Qckp SIT.l::ADPRESS 22:85 ~-~ CONTACT PERSON (at business) . ~ ~~1LL.,I . ,PHONE NUMBER" . (qt0;_ 47? l --'~ Tl I Type of: Business (check all that apply). CJ Agricultural D Government D Photo Tab D Assembly . . D Laboratory D Retail D Aut9motive -~-aundry ~ervice Station D Chemical H·a:ndling · ·· ····-· Manufacturing .. .:..~~arehouse D Eteqtro.nic$ . . Medical D Other 0 FOOO foMetal Work ------- . . . Office · t:i~S~RIB6 WASTE OTHER THAN DOMESTIC (Chemicals, particulates, etc.) t;'.o~c;.. .c:11 fy DESCRIBE' BUSINESS ACTIVL. <iaJ!:V/%~ ~o/ .. aid ~ .. .,/ GENERAlt)ESCRIPTION OF ONSITE WASTEWATER. PROCESSING: chemical & physical characteri~tics)_ Is :bwsiness ~re~·ently in operation at site? ~YES o· NO · . Has Wastewater Discharge Permit been 6ppl~d for through the Encina Water Authority? D YES D NO .Ap~Jicant's Name ~L L~ litle/J,JINIC~t Ph~ne 4t:z -3/.M : • l Please PriAt · · . . Agen¢y:_...i;;=~~~.&.,.:;;;,,.~~-w--~..t.."-l~.L.l,.,,l;;i~;,.._--- sign'ature:· Date · . ;/tci1/1--=f . Signatur~ ·of City Repre 0 EXEMPT 0 NOT EXEMPT Date· forwarded to Encina --------------- P: \DOl:S\MISF~\FRM00045 Date . ------------ REV. :2/10/92