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Home My WebLink About2822 STATE ST; ; CB951797; PermitB U I L D I N G P E R M I T Permit No : CB951797 Project No: A9502618 Development No: L../07/95 14:09 Paqe 1 of 1 Job Address: 2822 STATE ST Permit Type : MISCELLANEOUS Parcel No : Valuation: 0 Suite: Lot#: Reference#: "C • 1 '.) /{'"' HJr:;; 1'1\1\.!. 1\1 i-.-·, T Construction Type: Status: 2 Occupancy Group: Description: EARTHQUAKE : REPAIRS HAZARD REDUCTION Applied: Apr/Issue: NEW ISSUED 12/07/95 12/07/95 RMA Appl/Ownr : MCMAHON, TOM 4028 PARK DR CARLSBAD, CA *** Fees Required *** ---------------------------- Fees: Adjustments: Total Fees: Fee description Miscellaneous Fee #1 * MISCELLANEOUS TQTAt 92008 Entered By : 619-929-1170 Fees Collected & Cre<lits Total Cr• ·di t s : Total Payments: .00 .00 225.00 *** Bala ce Due: Units Fee1/Unit Ext fee Data 225.00 PERMIT FE. 225.00 '"PPROVAL INSP.,~~;;:;___OATE /8f .?/<11 CLEARANCE CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 • , PERMIT APPLICATION • PLAN CHECK NO. Ci 5 J 1 7 City of Carlsbad Building D-rtlllent 2075 Las PalES Dr., C&rlsbad, CA 92009 (619) 438-1161 1. PfflMII NPR From Llst 1 (see back) give code of Permit-Type: _..,(!.=~g=· ::z)>,=~'/f,'-'-~'-'-~...:::.._ __ --------------------------------------------------------- For Residential Projects Only: From List 2 (see back) give Code of Structure-Type: ____________________ _ FOR OFFICE USE ONLY Building or Suite No. mt o. ase o. SQ. FT. # OF STORIES NAME (last name first) c.M ,r,70AJJ t',,?J ADDRESS # OF BATHROOMS 3. WN IACI PERSON (J[ fr/er;nt frap Aephcann CITY ~/'f_,Rl ,>M:1} STATE '(!,,i:1-ZIP CODE NAME (last name first) ..5An?~ A-:f ,l1t!pt,!_ ADDRESS CITY STATE ZIP CODE · NAME (last name first) /)VP/i?fm f :-t:'P CITY Cfil{!L_.5 /)/1:tJ STATE C-/J-. ZIP CODE ADDRESS Y, P 2-. tlZJ,6 DAY TELEPHONE NAME (last name first) CITY STATE ZIP CODE ADDRESS DAY TELEPHONE CITY BUSINESS LIC, # ADDRESS 7 // $/ .5J/t:7AJ tP_. b DAY TELEPHONE 243 2$7, ' / ,; .ST. .ft//~£. .zj TATE LIC. # f 72 2- Workers' COmpensat1on beclarat1on: I hereby affirm that I have a ceruhcate of consent to selt-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 'l /J/,J-- Ceruhcate of f'.xempnon: I certify iliac m ihe perlonnance of ihe work for which thts pernut ts issued, I shall not .employ any person m any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE 8. OWN£lt-B0IWER DRClAilA:IIUN □ □ □ Owner-BuUder Declaration: I hereby afhrm that I am exempt from the Confracioi3s License Law for the iollowmg reason: 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.). 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). 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, airer, 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]). SIGNATURE DATE //11)- COMPLEIE IRIS SECIION FOR NON-RESIDEN IIAL BUILDING PERMI IS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? □ YES □ NO Is the applicant or future building occupant required to obtain a pennit from the air pollution control district or air quality management district? □YES □NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? □ YES □ NO IF ANY OF TIii! ANSWERS ARE YES, A FINAL CERTIFICATE OF OCillPANCY MAY NOf BE ISSUED AFfER JULY 1, 1989 UNLF.sS TIii! APPLICANT HAS MET OR IS MEETING TIii! REQUIREMENTS OF TIii! OFFICE OF EMERGENCY SERVICES AND TIii! AIR POLLUTION OONTROL DISllUCT. 9. WNSIRUCIION LENDING AGENCY I hereby afhrm iliac tfiere I a construction lendmg agency for the performance of the work for which this permit 1s issued (Sec 3097llJ Civil Code). LENDER'S NAME M LENDER'S ADDRESS • ;~ 1/ IH't.... /!..t/,v/J;ll/?-J3 p?t?#~ I certify that I have read the application and state that the above mformat1on 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 AI.50 AGRE!! 1U SAVE INDEMNIFY AND KEEP HARMLESS TIii! CITY OF CARlS8AD AGAINSf ALL IJABIUl'll!S, JUDGMENTS, <X>STS AND EXPENSES WHICH MAY IN ANY WAY Aa:RUE AGAINSf SAID CITY IN a>NSEQUENCE OF TIii! GRANTING OF TIIlS PERMIT. CB951797 Number MISCELLANEOUS Type EARTHQUAKE HAZARD REDUCTION REPAIRS Planner: MCMAHON, TOM Address Phone: 4028 PARK DR CARLSBAD, CA Engineer: E-mail: 619-929-1170 FINAL Applied: 12/07/1995 Ref No: Status Approved/Issued: 12/07/1995 Prj No: Finaled: 10/13/1999 PC No: Expired: 04/11/2000 Orig PC No: Inspector: D EnerGo APPLICANT • City of Carlsbad Inspection Request For: 10/13/99 Permit# CB951797 Inspector Assignment: PY --- Title: EARTHQUAKE HAZARD REDUCTION Description: REPAIRS Type:MISC Sub Type: Job Address: Suite: Location: 2822 STATE ST Lot APPLICANT MCMAHON, TOM Owner: LKL Remarks: Total Time: Phone: 7607202460 Inspector: ----- Requested By: TOM Entered By: BARBARA CD Description 15 Roof/Reroof Act Comments ,,,,-- f1__ ~J Prr" ______________ _ Inspection History Date Description Act lnsp Comments 11/19/98 14 Frame/Steel/Bolting/Welding PA PY PURLIN BLOCK BRACING BLD 11/19/98 92 Compliance Investigation WC PY 11/17/98 92 Compliance Investigation NS PY 5/19/97 14 Frame/Steel/Bolting/Welding AP PY BELL TOWER RETRO-FIT 6/12/96 14 Frame/Steel/Bolting/Welding AP PY PONY WALLS @ REAR -OCT 11 '99 08:3BAM AT&T FAX 9015PF ~ P .1/6· ... . . r ;__1 _ GEORG~ & KROGH WELDING,. 8-~z-z_ ~ ~ . . 1357 LAS VILLAS WAY • ESCONDIDO, CALIFOANa a · Uo < 5 -17 q 7 Phone (M) 7 45-5368 Date : / 0-//-9, ', TO: ~~.:.---.......... ......,_;:.....;......: ______ _ Total Pages: 6 (including ..,.....,.th...,...is-pa-ge_..f 7&.0 Sending fAX# ~-745-0239 ATTN: ___ -----"-..,._.----=-------~-- Receiving fAX# ?~t!J--;;/.y'6,3 DEPT:_~---=--=-----~------- :E~S&~~~=== ::== ~~~_.i= = ~==~C==~u,y _____ #.i~ril_ <Ji).J)&~&-M~._ 1"f'£~ _ 7'"-tt2.~ __ ----~~~J>-~ 7#_§',;f7:¥.i,,_ -------·--------.:_ --------------------------1-------- = = = = = = = A#z lP~t-'m~= :;~~:J=~~~4,= = = ~~'Y" ~ OCT 11 '99 08=39AM AT&T FAX 9015PF GUIDED BEND TEST Name Randall R. George Welding process,_~F~Cµ..:A!!..!W~-~S~e,c!.!ru!..!:!· a~ut~o'..!..!m.!?la:.u.ti:l!!..c ---------41- Position __ ,...!.V.!!t.ert~ic~al~3~G~(Ul!.,lp~w:.ua~rd:,!.)'---·W~w.it~h~b'-!!a:x!ck~i!.!.jng:,.....:,:.ist.,..ri~p---~ft-. _ In accordance with proccckue specification no. _,.#.B::..::U~2"'-l:at....!A1..=..l ___ ..,.:.,..j'- Code/Standard __ _iAi.&W...,_..S:.....:D~l...._l ....:xS~tru.....,._,ct,.=u .... ra.._1 =S~tee~I -------· ~-~ Material specification_-.A=S;..::T~M~3.=.6 ____________ .,_ Thickness range this quaifies _ __..U=n=lim=it=ed=-------------i ...... - . FILLER MET AL Specification No. I AWS A5. IWClassification E-71-T-l l F No. -Nt\_.,,.,.., _ Describe filler metal (if not covered by AWS specification Trade name_,wL=i=nc,.,.,o....,ln.._ ____ Oiameter _ _,,.=06=8.__ ______ +f-- Flux for submerged arc _-'N'-"".t\_ Gas for gas metal arc _ _._N .... A,__....,, __ GUIDED-BEND TEST RES UL TS Type Result Side 3G Satisfactory Side4G NA Type Side JG Side 4G :,Cstactory NA Facility test conducted by _______________ .,._ __ Laboratory test No. / 7' 7 6 -· / 0 ° 10-25-96 Welder's signature Date 1ucor<;Steel snLD rn : R[LIAMCt ST[£l \ AlUnM. 2100 CLE~(LAHD AUE. P.0.0. 206 HiTIDMAL CIT~, CA ~20S0 MILL TEST REPORT ffUtUK STE[l-UTAH IS AN ~.D.S. t[RTIFIEO nILL ~KIP TD: ~tLIAMC[ STl[L \ ALUn~. 2100 Cl[U[L~MO ~UE. HATIDMAL CllT , CA ~2050 , Oescl"iptioft KHtc 't j•ld Tnsile Eln~ C lh 11 s Si i 4e ~-::..-....... P. s. 1: P.S.I. X a~ Ut/Ft ,,,. ~ X 3 fLAT Bl~ ; 48,747 '8,373 25.0 .1' . 68 . 006 . 037 .22 lll U6-'6 tsllUA36 ./ 49,387 ,,.120 2◄.0 3.188 Cu .23 .. ~,,.--·· ____ _, ........... -- FLIT Ill 1IMl6 41.~• 10,1~, )1.0 .14 .ID .011 .IMo n · ···i . . ' ., i1t!lilM116-tl 41,111 n.• Ji.t/.111 .... 1 X 3 U2 fl.AT ~AR 213716 47,5~3 71,086 31.t .1~ . 70 • OQ5 .027 .18 . 4◄ iUIA3&/A$ftEl~6-96 47,657 70,627 31.0 5.,~D J A Division ot Nucor \;Orp~ PLYMOUTH, UTAH ~~ffiS[tMffi~F ttl~~ICA · .. cusrnnt~ PU:: es-1so3 DILL Df LAOI~,: 25~31 SllIP OIHE: 6/1~/tS Hi Cr IJ Ito 10 . (,? .06 . 00 . 02 . ODO .if :n·····:llr'". dil .UU2 --·--- .14 .12 . 00 .0◄ .000 .,...,.,_.· IL1&!_ lKE l[SllftC u~s CDHDUClt~ IH ACtORDAKCE YITH THE RtVUIREftENlS Of THI~ SPEtlfICATIDN . All "ELTIK~ AMO ~tMUFAtlURIN' PKUtISSES PERFDRK[D IN TH[ UKlTEi STATE$ Df lnERICA. ~•s1" ~36-j4a/ASIE Sl~4/CIM/tSA ;40-21-87 ~41 PLANT METAU.UIIUll.l'-· .. &I.....,.. .i...--'dNcE MAHAG~ NSp-31A11'7 _____ ,. -- • "I' -• -OCT 11 1 a--J~ ~B:40AM AT&T FAX 9015PF · · Anne~ IYJOS WELDER, WELDING OPERATOR on TACK WELDER QUALIFICATKMI nJiT RECORD --TypoofWeldsr FCAW SemiAytoma_t_l.£__ , 1563 70 8963 ldentlllcellon No. · Nami, .-!.!..!1..!ltlL~ George 199 8 Dale March 2 7 7 GK296 Rev Weldtng Procedure Speclllcatlc:1n No. Record Actual Values 'ouallllcellon Range Used In Oualillcallon Vorlat,lns Processrrypn (Tobie 4.10, lli,m (2)1 t'CAW Eleclrodo (single or multiple) (Tobie •4.8, 110111 (9)1 r-J R? I I CurronVPolorlly C ►-A: ....... ~ Poslllon (Table ◄. 10, Item (5)1 Overhead Unlimited . Weld Progression rrable ◄. t 0, llern (7)1 Straitzht ancklng (YES or NO) (Tobie 4. to. lllvm (8)1 Yes M•tertnVSpac. f rablt;t 4.10, l19nt (l)f A~TR lo 36 B11se Metal Thickness: (Plate) I II : Oroovtt --Ffllel ~• ll 1 I Thickness: (Plpe,1ube) I Ou,ove NA F=Hlo1 ·-·-- O1:unelor: (Pipe) ... Groove . - flllol -·- F lier Melol (Tobie ◄. tO, Item (3)1 ----- Spec. No. Class F-No. a~/Flux Type (Tobie ◄.10, Item (,l)I G Ot_ hor AWS AS. I V-71-T-I\ NA 111.l ---·-VISUAL INSPECTION (4.8. I) f Accorloblo YES o, NO_ f Guided Bend r .. 1 R■1ull1 (4.30.5) t flosull Type Ro3UII ___ .._;;.:_ ___ __,. ____ _ Flllol Tell AflUltt (4.30.2.3 9r,d 4'.30 .... 1 Flffel Size --s---1 .. -~------M1teroetch -~----=-= of ,my crack or fearing of Iha specimen.) .a.J-'A-~-lll!.Sr.»!::!~_...1:.1e:z:.:~!!!l·~P--Test Number ___ ~_..111-::Llie...=.....:..:~~.?:!..!=-- .,.-------_ -----_ -_-_ -_-----_-----_-_-_-----__ o_,_1e_-__-____ g==-='=·=q=='====.t=:::::::::::::::::::::::.=--- RAOIOGRAPHIC TEST Re9ULT9 (◄:30.3.1) FIim ldenllllcellon Number Remarks lnlerpreled by ____________ _ Otganlzallon ______________ _ FPm ldenlllcallon Number Rein.irks __________ .,__ ______ _ Test Nurnber _____ +------- Oale --------+---------- We, lhe ondorslgned, cor11fy lhot tie 1lolomrJnls In this rncord ore correct end U1al Iha ..e wero propotod, wolcJed, ond tested In IICCOfdance wllh lhe reqUtraoenls of secllon 4 ol ANSVAWS D t. I, ( ____ ) IISIJ~at Welding Code-Slf:tRI. tvear) Menuleclurer or Contractor_________ Authorized BY----~--------- ""'" ~ a.. 10 0 0 IL 0 Ill 0 ,. a0l.D TO • FERRO UNION INC • 1 000 W FRANCISCO : TORRANCE. CA 905 02 BIRMINGHAM STEEL CORP SEATTLE , laJA STEEL DIVISION 24-21J SW ANDOVER CERTIFIED MILL TEST REPOR W.TE: I.LNO.: 34-355010 09/0B/99 o _. • FERRO UNION INC _r_,._,, •• ,. 1888 W ERPNCJ$CQ • SP IPUR e1t.J12 t~ AtlC19 01 _ _ tiff• ··-·-~··- SEATTLE. WA. 98106-1100 (206)933-2222 .. ___ .--... ··--------··--.. , -·· .. ···-· I.OM>MO.: 70-11115920 70000901195 ..,_..TNO.• .......... .... -... 1 :-;;-:; 1--,-~ r /":.1-~r ~,-~r~r~, ~--.a. I N 1/2x2-1/2" Fl 2o·(lft+W/A36) 309HP.ll 10 !I: I Dii :::L .., ASTH A36-96 ... ASHE SA36-95 1 0 CSA G40.21-87 GR ~"W ·'1 ..... I I O'I 7099'!5109 SEATTLE ldA STEEL DIVISION 50.8201 73,620131 ·'1 -"I -•~ .010 .030 .22 I 2x2x1/ll" Ang 20'{ .. 4W/A36) 350f'f>a 508MPa . 11 .1 .02 in 0 ASTH A36-96 N ...J CSA G~0 .21-87 ~ ~~W w ASHE SA36-95 LI.I SEATTLE~ STEEL DIVISION I SIJ, 11+1 or ,a.09ol 26.6, I J . 201 . 7~ . 0081 • 0301 .251 .35 ,_ Cl) 2x2x1/~M Ang 20'("4W/A36) 375HPa 538MPil . 11 .o .02 X ASTH 1\36-96 L... <t CSA G~0.21-87 GR ~lfW ::c Q I!) ASHE SA.36-95 If) z SEATTLE~ STEEl. DIVISION I It?. 6401 72,330, 29. 7%' t l .161 . 7~ . ooe1 . 0291 • 221 . 31I -rl H CS) X 2x2x3/8• Ang 20•(~1f411/A36) 328HPa '+-99HPa . 11 .11 .02 CTI Q: X H ASTN A36-96 ([ CD CSA G~. 21 -87 GR .. ltW L... A!PE ~&-9& f-I 00 00010130 SEATTLE 1M STEEL DIVISION ~ 51.2901 71 , 055, 29. ,, I I .1~ . 631 . 0071 . 0331 .17 f-,,. 2-1/2x2-1/2x3/16" Ang 20' (!Jlt 35lffP.Jl lf90HP• .10 . 09 .o ([ .., .. ASTH A36-97~ E co CSA G~0.21-98 Gr ~w ([ 0 -rl "1" °' ASt1E SA36-98 m °' 709911272 SEATTLE faWI STEEL DIVISION I 48,22~ 69, 780f 32.8, 1-3. 6, . 161 . 6~ . 010I . 0301 .19 CS) "' 2-1/2x2-1/2x3/16 .. Ang 20 '(llt+W 332HP lf81Hf>a . 11 .11 . 02 -CTI ' ASTH A.16-96 CTI CD ' 0 ASHE SA36-95 ' .... OI -rl 0 f-Hea~ No. Plant: 55 Kank.llkee IL, SB B~r•ingham AL. 70 Seattle WA. 8~ J.Jlckao~ HS u 0 , ••11tirr ct.N,,..,. , .... , 1•t MOYl •1au~~ Mt eo11111.e1 .-s C111111•A1•lo •• '"' 11,co..os0t-1•t OJM-1'°" G · GIRALDO Ml ---ACT\1111118 ••octsst:s OF,.., SUI\-·~--,. Ollt .. OOVCI. I IClVOI ... .,,._ $llt\.l111G ...... , occu1111,. wm11■ ... , 11 .. ,a PAT ••. ,. CIINkUIIICt -·" "'' .....,., OUAUN ASIUflNCE .-«IIICAa" J'II-or 11,f SVMOC% T111Aa,-JAJ10• NCf fJfl Leu 2 ••• .,29 l .31 .., .. -. -,":",,.. ·--· -:----.. -· ..... -... -·· ... ••.-~ J" ~-..... , .... _ .. ·-_ .... ··~ r:,:- r•Jl(t: 11·'1T~ff4·1TIS ~ /J7S5 steel nucor MILL TEST REPORT A Division of Nucor Corporation.. PLYMOUTH, UTAH MU{;I S!ItL-IITAM IS AB !,i,1. CtR?IfltD ~l~l UN!TED STATES OF AMERICA IlVDJC[ NUIIDU: 5283' SIILD HI: RELIANCE Sl[Cl & •LlfflM. SMIP TD: RELIAMC[ Sl[(l & !\LUii. CUSTallCR PIO:: U-339' 2181 CLEVELMD ~UC. 21QO CLill[LAID All£. DILL OF LAD!HC: -480" P.I.B. 106 NATIINAL tilt, c• ,2oso SNIP DATE: 'S/131,9 NITtUIUll CITY, C4I ,2oso· lbft ln11,i,ttD1 llntc Yl•ll Tt•1ilt El11 C Ila p s 1j Cv Ni Cr {,I llo 11• ··-·--·----!II f.l L Ir llllft 1'2'&' ~ ., .... ff,411 U.t .14 . ·. iJ' ........... -.12J"" . it .n h:n--.-:,r--_,.... ··. a .... ~ .. ·--------- , ' 4 1 I l 1/4 1'HG 441/13"1SIICA31-t6 4 X 3 X 11-4. 1'2515 ◄41/A~,111s11c11,-,, 4 X 3 X 1/4 191517 4111113'1.SICIU-96 ·~ 4 It 3 X S/16 8 441&/A36/IIICl3,-t6 413Kll2 192521 as,, A3r9l ASICSAJ, ..,_IIW7 ........ , •. ,. ,1,tt6 72,3$4 JS.O .14 .1S .I07 .OM .11 .4J .11 ·" .OI .12 .,. Sl,706 11,161 JJ.I S.7~1 c,.~1 11,au 1,.1 .14 . r.; .Ott .U$ .1S .31 .It .10 .OD .01 .000 I 4f,261 69,$41 34,0 S.739 Sl,171 13,tn 32.1 .16 .u .oe1 .026 .2◄ .u .11 .12 .00 .oz .GOO 52,,2, 73,,72 32.G S.717 Cl,f24 71,54' 33.0 .17 .73 .107 .D~I .20 .u .11 .11 .00 .02 .IOI 50,751 12,,1134.01.173 41,Ul ,s,f61 37.1 .H .,s .103 .031 .17 .n .11 . 07 • DO .02 .910 44~32.4 6$,710 31.0tl.2,1 lNE TCSlll5 1111 CNICIU IN ICCUNICC lilITI Tl[ ll1Ull[IIHTS Dr TIU SPECJflCUIDN. t1.L 11:u11c MID 1W11r1cru1m mcmn ,unao II ,1e wrnu nnu ar MC11e1. •flSTII Uf-'41/tllt UH/CII/CSA &41-21-17 441 ·t•-·~•-=~. - I --. -.-·---·--.. ·-•--·-·•--"-::"•--,--... , __ ! ' I, i. . " . , __Jtgrlotls Structural Englneers • 711 Mission Street, Suite D, South Pasaden~. California 91030 • (818) 799-8269, (213) 682-2871 &Associates . . . . Fax (213) 682-1429 January 9, 1995 Mr. Tom McMahon 4028 Park Drive Carlsbad, CA 92008 Re: Revised Report of the Structural Survey of the Carlsbad Theater, 2822 State Street, Carlsbad, California Dear Mr. McMahon: This report covers our survey and testing made on October 19, 1993 in the referenced building. Our calculations of "Roof Weights at East End of Building" dated August 22, 1994 (Exhibit •A"), opinions about earthquake hazards found in our survey, and the applicability of Ordinance No. NS-198 to this building. The survey found that the building is a reinforced concrete frame building with 8 inch thick clay tile infills. The photographs indicate that the concrete was cast against the clay tile infill. A magnetic detector survey was made of the concrete columns and beams to locate reinforcement and certain bars were exposed to determine the size of the existing reinforcement. The accompanying report by Specialized Testing and Inspection presents their findings. The typical column bars were four 5/8 inch square bars with deformations typical of the era. The exposed bond beam reinforcement was a 5/8 inch square bar, top and bottom. The concrete frame has a horizontal bond beam at the level of the roof framing. Unreinforced clay tile parapets extend upward from this bond beam. Two small loft spaces of 118 sq. ft. each are on each side of the back stage 11 feet above the rooms at stage level. These lofts are accessible by ladder only and were used as fly galleries or storage. The exterior clay tile walls above the bond beam level, which is 5' -9" above the floor level, provide support for a small roof area. The roof over the stage is constructed of rafters spanning from the rear wall bond beam to the bond beam above . the proscenium arch. The roof is sheathed with boards. The auditorium roof is supported by bolted steel trusses that have curved upper and lower chords. The trusses are stabiHzed by a vertical truss that extends bet~een trusses at the center of the EXHIBIT t '· ... span. The roof and ceiling are supported by rafters and joists. The roof is solidly sheathed with boards. The ceiling is a lightweight metal ceiling tile. The trusses are supported by reinforced concrete columns and are attached to the concrete columns by a bearing plate and bolts. An infilled wall separates the two story building on State Street from the auditorium. The floor and roof of this space are wood rafters and joists and span from the street front to the . . separation wall. A concrete beam supports this wall where the lobby penetrates the wall. The projection room is supported by a laminated plank floor made of2 x 6 members nailed together. The wood stud wall below the front of the projection room provides support for the projection room floor. The masonry walls, with the exception for the loft spaces adjacent to the stage, are confined within reinforced concrete columns and beams and would respond to earthquake forces as reinforced masonry with widely spaced reinforcement. Concentration of horizontal reinforcement at floor and rooflevels of reinforced masonry walls was accepted by the Uniform Building Code until 1967. The clay tile units are laid with the flueS horizontal to provide full bedjoints. The mortar is hard and obviously used Portland cement-as part of the cementitious material. There is some . . . corrosion of the reinforcement on exposed corners of the stage house. This concrete has been exposed to weather without plaster. All concrete in the interior of the building and where plastered is in good condition. The City of Carlsbad ordinance for unreinforced masonry buildings refers to the UCBC Appendix Chapter 1 as the code. This chapter in Section Al02(2) states that the existing building within the jurisdiction of this code must have at least one unreinforced masonry bearing wall. The unreinforced masonry bearing wall is defined as having a superimposed load of greater than 100 lbs. per linear foot. As indicated in our calculations, (Exhibit •A"), the unreinforced walls extending above the mid-level concrete bond beams in the loft space adjacent to the stage would have a superimposed loading of 98.4 lbs. per linear foot depending on the weight estimated for roofing. 1, This building hanmbraced masonry parapets that extend above the uppermost reinforced bond beam. This construction of parapets is common to all buildings constructed pri0r to 1933. The clay tile contained in the infill has been found, by large scale laboratory , and field experiments, to be stable for loadi_ng normal shaking. The existing life safety hazards are .. l , ' -.. unbraced parapets. The inplane strength of the infilled frame is not calculated by the equations in the UCBC. Tentative. guidelines written by the Existing Building Committee of the Structural Engineers Association _of Southern California fo,r earthquake hazard reduction, that are applicable to infilled frames, provides criteria for analysis ~f these buildings. The inplane strength of infilled frames calculated by the recommended methods greatly exceeds the inplane strength of an identical unreinforced masonry bearing wall. The proscenium arch is a reinforced concrete frame as is the frame at the street front. The existing walls in the first story at the street front are recent wood stud in filled walls with a reinforced plaster finish on the exterior. In conclusion, as a result of our analysis and survey, the building is a reinforced concrete frame building with clay tile infill, not an unreinforced masonry bearing wall building. Ordinance No. NS-198 does not apply to this building. At this time there is not yet an applicable code for this class of building. When there is an ordinance for this class of building, then an analysis should be made. It is our recommendation that the threat to life safety caused by the unbraced parapets can be reduced by bracing the parapets above the bond beam to the adjacent roof construction. Our office has prepared construction documents showing our proposed work. Please call if any additional information is needed. Very truly yours, KARIOTIS & ASSOCIATES ~~~t= John Kariotis ' { ~rlotls Structural Engineers • 711 Mission Street, Suite D, South Pasadena, California 91030 • (818) 799-8269, (213) 682-2871 &ASSOClates Fax (213) 682-1429 December 2, 1993 Mr. Tom McMahon 4028 Park Drive Carlsbad, Ca. 92008 Re: Report of the Structural Survey of the Carlsbad Theater 2822 State Street, Carlsbad, Ca. 92008 Dear Mr. McMahon, This report covers our survey and testing made in the referenced building, opinions about earthquake hazards found in that survey and applicability of Ordinance No. NS-198 to this building. The survey found that the building is a reinforced concrete frame building with 8 inch thick clay tile infills. The photographs indicate that the concrete was cast against the clay tile infill. A magnetic detector survey was made of the concrete columns and beams to locate reinforcement and certain bars were exposed to determine the size of the existing reinforcement. The accompanying report by Specialized Testing and Inspection presents their findings. The typical column bars were four 5/8 inch square bars with deformations typical of the era. The exposed bond beam reinforcement was a 5/8 inch square bar, top and bottom. The concrete frame has a horizontal bond beam at the level of the roof framing. Unreinforced clay tile parapets extend upward from this bond be&m. Two small loft spaces of 118 sq. ft. each are on each side of the back stage 11 feet above the rooms at stage level. These lofts are accessible by ladder only and were used as fly galleries or storage. The exterior clay tile walls above the bond beam level, which is 5' -9" above the floor level, provide support for a small roof area. The roof over the stage is constructed of rafters spanning from the rear wall bond beam to the bond beam above the proscenium arch. The roof is sheathed with boards. The auditorium roof is supported by bolted steel trusses that have curved upper and lower chords. The trusses are stabilized by a vertical truss that extends between trusses at the center of the span. The roof and ceiling are supported by rafters and joists. The roof is solidly sheathed with boards. The 1 ·--------- ceiling is a lightweight metal ceiling tile. The trusses are supported by reinforced concrete columns and are attached to the concrete columns by a bearing plate and bolts. An infilled wall separates the two story building on State Street from the auditorium. The floor and roof of this space are wood rafters and joists and span from the street front to the separation wall. A concrete beam supports this wall where the lobby penetrates the wall. The projection room is supported by a laminated plank floor made of 2 X 6 members nailed together. The wood stud wall below the front of the projection room provides support for the projection room floor. The masonry walls, with the exception of the loft spaces adjacent to the stage, are confined within reinforced concrete columns and beams and would respond to earthquake forces as reinforced masonry with widely spaced reinforcement. Concentration of horizontal reinforcement at floor and roof levels of reinforced masonry walls was accepted by the Uniform Building Code until 1967. The clay tile units are laid with the flues horizontal to provide full bedjoints. The mortar is hard and obviously used Portland cement as a part of the cementatious material. There is some corrosion of the reinforcement on exposed corners of the stage house. This concrete has been exposed to weather without plaster. All concrete in the interior of the building and where plastered is in good condition. The City of Carlsbad ordinance for unreinforced masonry buildings refers to the UCBC Appendix Chapter 1 as the code. This Chapter in Section A102(a) states that the existing building within the jurisdiction of this code must have at least one unreinforced masonry bearing wall. The unreinforced masonry bearing wall is defined as having a superimposed load of greater than 100 lbs. pE!r linear foot. The unreinforced walls extending above the mid-level concrete bond beams in the loft space adjacent to the stage would have a superimposed loading of more or less than 100 lbs. per linear foot depending on the weight estimated for r~ofing. This building has unbraced masonry parapets that extend above the uppermost reinforced bond beam. This construction of parapets is common to all buildings constructed prior to 1933. The clay tile contained in the infill has been found by large scale laboratory and field experiments to be stable for loading normal J«irlotls &JISSOClates --------------------------- 2 • shaking. The threat to life safety caused by the unbraced parapets can be reduced by bracing the parapets above the bond beam to the adjacent roof construction. The uncertainty of whether the walls at the loft areas are bearing can be solved by constr~cting a bearing wood stud wall from the mid-level concrete bond beam to the underside of the rafters. This wall can also provide bracing for the masonry wall. The inplane strength of the infilled frame is not calculated by the equations in the UCBC. Tentative guide lines written by the Existing Building Committee of the Structural Engineers Association of Southern California for earthquake hazard reduction that are applicable to infilled frames pr ovides criteria for analysis of these buildings. The inplane strength of infilled frames calculated by the recommended methods greatly exceeds the inplane strength of an identical unreinforced masonry bearing wall. The proscenium arch is a reinforced concrete frame as is the frame at the street front. The existing walls in the first story at the street front are recent wood stud infilled walls with a reinforced plaster finish on the exterior . In conclusion, the buildings is in general a concrete frame buildi ng with clay tile infills. The existing life safety hazards are unbraced parapets and walls at the upper lofts adjacent to the stage. These hazards can be ~asily r educed by methods similar to those prescribed in the code for unreinfurced masonry bearing wall buildings. Please call if additional information is needed. Very truly yours, ·. '· 1' t. ' \ ·, --. v .(.,.·.t :'-'-~ \ r) John Kariotis ) 3 I 0/21 /93 (Revised 11/29/93) John Kariotis, S.E. Kariotis & Associates 711 Mission Street -Suite D South Pasadena, CA 91030 Dear Mr. Kariotis: Un October 19th, 1993, a technician form Specialized Testing conducted a reinforcement steel investigation at 2822 State Street in Carlsbad, CA. The work was performed under your direction. The investigation consisted of thorough a pachometer scan and exposures in the following areas: the concrete columns in the auditorium, a beam-column intersection in the south wall and in a concrete foundation wall. The investigation was performed with a Fisher M-100 Pachometer. Verification exposures were made in representative areas where metal was detected. Consistent metal detections were observed in all 14 columns that were scanned. Vertical reinforcement bars were detected in the columns. Three exposures were performed (2 in south wall columns and 1 in an east wall column) to verify the pachometer readings and to document the size and shape of the reinforcement steel. The exposures revealed 5/8" square deformed vertical reinforcement steel spaced 14" apart with 1/4" round tie wire at approximately 17" on center in the vertical direction. The clear cover over the 5/8" reinforcement bars was approximately 2-1/8". Metal was detected at the referenced south wall beam-column intersection and was verified with an exposure. The beam reinforcement was 5/8" square deformed bar with approximately 5" of clear cover. As noted, the column reinforcement was 5/8" square deformed bar with approximately 3" of d ear cow:r No consistent metal was detections were observed in the concrete foundation wall. One horizontal line of readings was detected, however, no exposure was conducted. Please call if you have any questions or if we can be of further assistance. Respectfully submitted, -~µ/4 Tim Foster Specialized Testing 11 40 Fremont Avenue, Suite B • South Pasadena, California 91030 • (818)403-0473 Fax (818)403-0474