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Permit B93-0121 - THE GLASS DEPOT - STORAGE RACKS
J City of Thkwili. (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT Permit No B93 -0121 Type: B -RACK Category: Address: 17640 WEST VALLEY HY Location: Parcel #: 252304 -9017 Zoning: Contractor License No : BBINS *13583 TENANT THE GLASS DEPOT 17640 WEST VALLEY HY, TUKWILA, WA 98188 NORTH VALLEY PARTNERSHIP Phone: 206 389 -0575 14711 NE 29 PL, SUITE #111, BELLEVUE, WA 98007 ROD REAGAN Phone: 206 251 -6391 17640 WEST VALLEY HY, STE G,".TUKWILA, WA 98188 CONTRACTOR B & B INSTALLATTIOiS:.. Phone: 503 635 -6753 111 FOOTHILLS RD, LAKE OSWEGO, 0 97034;:::' ***********************;. I*'********************** * * * * * *k * * * * * * * * * * * * * * * * * * * ** Permit Description:'' OWNER CONTACT Status: ISSUED Issued: 04/13/1993 Expires: 10 /10/1993 Rack Storage Dimer'sions Linear-Fee 507)' Height 12.0 16.0 .0 .0 .0 Total s 6, 084 ,, 104 UBC Edition 1991 ,:, Valuaf:iion 30;:825.56' }`. Total 'P,.erim1t Fee: ;88 , . . . . . . .,,,' 4 * *.* ** *' ** **,****'***** ' * *4 * * * * * * * * * * * ** *: *. *, *. * * **k* * * * ** 116: is Permit Center Authorized Signature I hereby cet^,tif'y that 'I., have read and examined ';this, permit and I f,ow the same to be true and correct. All provisions of'; law;:and ordinap`c%es governing th;1s \work,1T be Complied-kith, whether specif' The granting .of: this' pe,r,mit does ,n.ot,,,p.r•e.s.ume `t`o give,authority' to violate or cancel the ov p'I^:t i ons of any other state or local 1 aws l .•sire;gu at i ng construction or t°1 e' performance rQ:f ,wdr,;k:,,, A`I }, am authorized{rt'o sign for and obtain this buildin e:rrnit. '' �` Signature: Print Name _29.11_:ae. T.l tl e - - -11/ This permit become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CITY OF TUKW!L Department of CA., nunity Development — Permit Cent 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PLAN CHECK NUMBER 13c13 -ola1 PROJECT NAME GIAE S a)E.,poi SITE ADDRESS INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. $ Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. DEPARTMENT DATE IN: DATE; :APPROVED REQUIREMENTS / COMMENTS BUILDING -.- initial review 31 — (ROUTED CONSULTANT: Date Sent - Date Approved - .......cge X) FIRE -/3' --73 FIRE PROTECTION: Sprinklers • Detectors N/A "4- -i6j76 ( )Yes (j No FIRE DEPT. LETTER DATED: -/3 - --�j'4 INSPECTOR: INIT: l'i-4676.1 O PLANNING ZONING: IBAR/LAND USE CONDITIONS? REFERENCE FILE NOS.: INIT: MINIMUM SETBACKS: N- S- E- W- [ PUBLIC WORKS UTILITY PERMITS REQUIRED? • Yes it No PUBLIC WORKS LETTER DATED: INIT: O OTHER INIT: `BUILDING - `final review �,� TYPE OF CONSTRUCTION: Voci G be'46a CERT. OF OCCUPANCY? OYes 1 4o UBC EDITION (year): ICiCt INI OW X BUILDING OFFICIAL l ,r;3lq INIT: REVIEW COMPLETED AMOUNT OWING: )1(0.3S CONTACTED RO4C\ DATE NOTIFIED 4°i (� '" IJ� BY: (init.) .......cge 2nd NOTIFICATION (iY: (init.) 3RD NOTIFICATION BY: (init.) 01/08/0 CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 BUILDW PERMIT APPLICATION PLAN CHECK NUMBER DESCRIP.:TiON ' AMOUNT RCPT# BUILDING'P.ERMITFEE �. PLAN:CHECK FEE << << <; BUILDING' SURCHARGE ,7 DATE OTHER:: ;TOTAL t SITE ADDRESS SUITE # `l to y O w e.s 7 U <_Le y t--1u� y VALUE OF CONSTRUCTION - $ 3 Q, %-2- S. S ASSESSOR ACCOUNT # 2.5 Zia - q Of 1 - O 2_ PROJECT NAME/TENANT ^New . ( -NsS T)e c r TYPE OF Building (� Addition U Tenant Improvement (commercial) lJ Demolition (building) WORK: ® Rack Storage 0 Reroof L) Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: e...--1/4-, L `2.-17-c, P--f\ y.. p', c BUILDING USE (office, warehouse, etc.) 1,...JNP t-4- t, .Ac -t r f'%'rC_2 NATURE OF BUSINESS: w L-ir o Lc S k Ie P\--uTE) Co (M4 'D U aT IGI Ay/ T7 a tit need to be met. Please explain: WILL THERE BE A CHANGE IN USE? No 0 Yes If Yes, new building requirements may SQUARE FOOTAGE - Building: 1(0 r o 4 e Tenant Space: vs y1 cl Area of Construction: t 2. L f1 c ILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? No 0 Yes IF YES, EXPLAIN: PROPERTY OWNER N aA2. v Ptii.l.e.. p C______Lcil p PHONE y_ 0575 ADDRESS C/O (.43c.1.3, e c L i cJ I `-(1 1 l N E. 2...9r4 e. `$L 1( 4 e_C,c.c awt PHONE ZIP c f r ocv CONTRACTO(� ADDRESS 11l 't= oit- �k. LS- So t2.6 Lkc.4... c�Suc o ©R ZIP C 703y WA. ST. CONTRACTOR'S LICENSE # -) R i : ;' A 3 EXP. DATE / - I Z- y./ ARCHITECT LA r~� C e_ 6/11A e[--t. PHON ,�rn,5— / 753 ADDRESS 1 3,b c..- gice s i aQ J.u�t-1-e L.-) --"ZIP 12CC1_. HEREBY:::: CERTIFY: TNA TI> HAV, tr ADi: ANq.; :EXAMINED:TMtS: >AP,p:L.iCATfON. D KNQ.W E TRUE AND CORRECT, AND _1 AM.AUTHORIZED:TO APPLY:FOR.THISiPERMIT BUILDING OWNER SIG TORE OR ...__ 0,4 /n04 -422.. -e) { N rich va 6(� ?0.(4-1,,rsk (AUTHORIZE vv AGENT CONTACT PERSON PRINT NAME) A V t p ,,J/ W -c L4-4 . ADDRF�SS 14 uE 4_04, el, 5.'4c lII $e1.(4/44. (\xi 6 DATE '3-(z'i /gy PHONE ^ ; 3 coo CITY/ZIP PH APPLICATION SUBMITTAL In order to ensure that your application is accep :d for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. . Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department MoMrnulity�Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED DATE APPLICATION EXPIRES 1 I993 PERmir CENTER SUBMITTAL CHECKLIST COMMERCIAL •. • .• NEW .COMMEFICIAL• BUILDINGSfADbIFIONS CorriPletod building permit application (ono for eech•strOctdre):i::::::::::::::: AssoSsorAccaint Number • .. •• • ••• • •••• " •••• • • Two sets (2). f the foilowing . . Structure( calculations ;:sta mped by a Washington State ticonsed enginoor SollS:report *Mood bye WaShingieristhioIffeenSed:engineer --1•TopOgrephider • „.. „ Energy calculations stamped by a Washington State liensed engineer . . • • ". -.• •.. _V- Legal description: • I 1Werking drawings;<•stiiMped by a •Weshingten••Efeid:liOeneed.:;::::::•::::•:::::: .1 i'erchltect,• which Site plan Archltecturai drawings Structurai drawings Eievations Givil drawings Landscape plan • •••••:•:::•:::••••• • • • .... ........................................................... :•COMOlOteci •.• ':$1.)i'(6)••••ott of civil drawings • submittal I; re eiu ts • .. .. • • • • : : • • • .••• • ••• Cprnpleted buliding • rinit • nlicatjoj ..• • .. .• • . • :: Two (2)-sets:of,plans;:whloh.lnekidci: - . :Building•floOrplan '•::•••••••'•••:".••••.Exit doors of . . . • • .. • •. . .• . .......... all ......... .................... • . . . ........ . • " • . . , . . . TenantSpaee:floOr:'Plen •.. • exlts : • •••• • . and exit ways • Oar ••••••• •• • '••• ••"-: .:.••••••:"'"••• • . engineer RESIDENTIAL P4EW SINGLE FAMILY DWEWNGS/ADDITONS ............... • „„... .... • •:.' • - „. • :.• Twa sets (2) of working drawings which InQlude '...:..:•:.•.•-•;'....:.,:g1.i.•:::;!:Site•pler::'::(0kp100;•!•440w•eleSe.Sr:rq•drenr losaUon • to b6110:n6:::•Shei00 • ..„ Floor • plan Wld:h and IengTh o( access) Root plan • WashingtOnStete:Energy:Cede.:ide*:•:•„:: COM :nCIAL TENANT IMPROVEMENTS ••••• • ar • . .• LIJ 'AtfS9S7OSer•"rkocPU .. include SIte pion 'Location of tenant spaco .. parking ..... ... ... ticc• • •• • 1 1 Tenant Iocation Exit daors ogress patterns .,• ,• • Tenant vial, a . .... • . ....•••• ... Construction detatis Cross . construction ....•.,•.• and method of ......•.....••,•...••,.••.• ai;toaaoe:, may be requirod if structural work is to be dono (2 sets) NOTE /1 • " 46. apphcat,on and plans 1 1 Completed building:pormIteppliOetion: Lj Assessor Account Number matenal boing Instailod NOTE A . . all of th rmrti °1: ANTENNAJSATELLJTE DISHES 1 • Completed buiiding permit appllcatjor L Two (2) sets ot plans which inciude " • Sit . . . . tion of antennalsateii!ta dish 1 ] Dotalis •;:.:1 I Strucfurai 16. . . . ..... • ...........06ginaar..may.aarp9. . .. . 6f1. ual. RESIDENTIAL .:•-•••••••• • s..., .. .. . . n Cr:Kit) for.:eachistructure . . ... • . ,..• • Sito plan Floor ptan 'Buiiding eiovations (all Views) NQTEjfanv and plans musi be subm,tted • • • .... . . Six (6) . pbs.•.ofoitiimaas'SheWing'Utilltiep•••: NOTE Bullding sito plan and utility sito plan #0400:00-1610 utthty ..piirit.:jappllOaticiiii.400 .049011St*:0 #141iryttat00:#0#)s, ........ unique .. • . • . .... . • iROOFS Assesso Account Number •:;,.sr• n 6tU. . 2 material being Instailod NOTE A 1.041 • • ..'•••••': ° f !:•.Y? • • .. " .. :'** kkk**k k***** k****** A * *** ***k ** *k******.A.**** *** *, * **k?k****kk*** i CITY OF TUKWILA, WA ` TRANSMIT ** k* k**** k******************** kk*** k* * * * *•* ***k* *k* ** **k* **k* * *k *.. TRANSMIT Number: 930,00455 ,Amourit. 116.38 04/13/93 .14:16. Permit Not 093-0121 Type: R-RACK RACK STORAGE PEIRMIT'. Site Address: 17b40 WEST VALLEY NY milli" Payment Payment .Method. CHECK Notation...HARMON GLASS Ini• 1 *k*** ** * *** * * * * *** *fit * * ** ** * *** *Seth * *** *** * ** *fit * * *4, * * ** *** * *i, * * *: Account Codi= Description Paid 000/322.100 BUILDING - NaNRES:. 111 " ».88 000/386.904 STATE BUILDING SURCHARGE 4.50 Total (This Payment): 116.38. GENERA 111,88 GENERA 4.50 TOTAL 116.38 CHECK 116.38.;; CHANGE 0.00,. 9721A000 ' 14.58 <` `CITY OF TUKWILA Address :: 17640 WEST VALLEY HY. Tenant: THE.GLASS DEPOT Permit No: 893 -0121: Status: ISSUED, Type: B- RACK Applied: 03/31/1993 Parcel #: 252304 -9017 Issued: 04/13/1993 ******* k****** ** * * ** * *A* * ** * *k **** ** * *`k * * * ** *fir ** * * * ** ** * *** ** * **k• *** * ***** Permit Conditions. 1. No changes wi 1 1 be made tp , ns'': n,approved by the Tukwila Bui 1d:ing DjAsi}on`" ". Al 1. permits, ins ec,t -i,oh records, ands' approved plans shall be maintained ava,ri��' nle att.th a fir, b, si. e, prior t the;�s�tart of P� , any con stru5,, ctj . T Os dW u ent.s' a ,, to e' %. inea tOd available Dt�1 f lna inspecti�ont, a,ppa�: oval' {is,�gr acted: i, All const tioil, to be done fin' tonlorinance with :i.at p ove . plans a �f a u1rerments of the Uniform Building eb•,�de (193 Ed i ti of " s Ale, ded by the Wash!irgton State Bu.•i 1 dpi n Codez�`, UniFo q echanica1 Code, ti(1�91 .Editi'on,), and Washington State Energ. ,' o .t 1991 k'Second, �i ion) 0., f^ N' Val i ti y o 'f,, P.ermi t. to ': isstinaefof .a permit or appro.abl'. o p 1 at}} ; s eaf'i ca't i ons -and. com uta't -1 ons shall not be'4- cctin„.v a. strait t be. a.�permit for,.,_o ,an approval of,: any vto1at ot1 r7. ,. A, fi x .rte ssy1 of _ o the .provi i:dn's -.� f:. this cad �10 ofw any other a ord nce of the jdris 1i,ctio, ,�Q P m t jpr esuming; o give u 'prity c1i":- 1plate for ciar c, 1 .. h�i.pr ►�y�,isions of this c d .4 e va551 i d .:1, - §,,. t. City r Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control #B93 -0121 (510) John W. Rants, Mayor April 12, 1993 Re: The Glass Depot - 17640 West Valley Highway Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain fire extinguisher coverage throughout. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) 2. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 12.106- 12.111) No point in a sprinklered building may more than 200 feet from an exit, measured along the path of travel. (UBC 3303(d)) Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more.. (UBC 3304(b)) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 12.106(c)) 'Dead bolts are not allowed on auxiliary exit doors City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 • Page number 2 John W. Rants, Mayor unless the dead bolt is automatically retracted when . the door handle is engaged from inside the tenant space. When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 3314(A)) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. 3., All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of. Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinker work shall commence without approved drawings. (City Ordinance #1528) 4. All electrical work .and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) This review limited to speculative tenant space only - special fire permits may be necessary, depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building.Codes does not imply approval of such condition or violation. City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire . Department Review Control #B93 -0121 (510) John W. Rants, Mayor April 6, 1993 Re: The Glass Depot- 17640 West Valley Highway Dear Sir: The attached set of building plans have been.reviewed by the Fire Prevention Bureau and are NOT APPROVED as submitted. The following concerns must accompany the plans in order to properly evaluate: 1. Please provide this office with the commodity to be stored in the racks, before proceeding with the work. 2. Provide 6" longitudinal flu space in the racks instead of 4". 3. Provide this office with a set of plans for rack storage that shows 6" longitudinal flu space. Yours truly, 455-41;4;;-- The Tukwila Fire Prevention Bureau. T.F.D. file - {''.y� Fr? n S1T�� yTT, A..i.. City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Gary L. VanDusen, Mayor TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM r'9.3-e/daf Control No. Permit No. Project Name l H 4.1-ASS A FBO! Address %7('%"O i) . V, H i wk-ti Suite # Retain current inspection schedule ;X- Needs shift inspection Approved without correction notice Approved with correction notice issued Y Sprinklers: 5 A) Fire Alarm: N 0 Hood & Duct: - t) •Halon: W 7 Monitor: W N/A Pre-Fire: X RA,ch: Permits: 14 r FINALAPP.FRM T.F.D. Form F.P. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 89'3 012- l PERMIT N6. % (208)-431 - ,3670 ro 0..6 . , 0- Ype o ns. , • , l ArIM 4/0 W. VA l i Date Called: .6-/O- Special Instructions: Date Wanted: _ —13—C13 km. .m, Requester: Phone No.:.. 61-- 6 3' fik Approved per applicable codes. COMMENTS: 0 Corrections required prior/to approval. IInspector: 13 x_3 0 $30.00 ;REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calf to schedule reinspection. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd., #100, Tukwila, WA 98188 0/2-1 PEtimrr NO. (206) 431 -3570 -�.:.; 9k - / �� ypeo ns•:6, .n .la ' G.. ALA Specia structions: Date Wanted: _6,.....q3 ar p.m. Requester: e ze.. Phone No.: S 5 /.ter 3, ❑ Approved per applicable codes: COMMENTS: " «Corrections required prior to approval. ❑ $30.00 REINSPECTION FEE REQUIRED: Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date; CITY OF TUKWILA RACK STORAGE DIMENSIONS LINEAR FEET X HEIGHT = TOTAL GRAND TOTAL. CITY OF TUKWILA 6300 SOUTHCENTTER BOULEVARD TUKWILA, WA 98188 DATE. cry(,.; APR 8 1993 PERMIT CENTER S.. * • [ :VQ $ E N PROJECT NAME ! e • GLRSS D2por- ADDRESS 1 (a 0 U V A L(-e/ /� y CONTACT PERSON 6o 4-4-9 9 �J PHONE s 1- .3 9 ARCHITECT OR ENGINEER 8+ (J .( N S T -IA-LA 1 1 0 n)-.(' PLAN CHECK/PERMIT NUMBER `I 3 - 0 ! 2. ( TYPE OF REVISION: CS srfa ,,v9. SHEET NUMBER(S). "Cloud" or highlight all areas of revisions and date revisions:, LODI METAL TECH.S, INC. LODI, CALIFORNIA v i a THE GLASS DEPOT 17640 WEST VALLEY HIGHWAY - NO.STEEL TUKWILA, WA PRE ARE BY 1/l6e( SHEET NO. DATE 26 MAR.'93 Drkf NO. REVISIONS BY DATE ITEM DESCRIPTION 1 - 2 3 - 7 8 - 12 13 14 - 16 GENERAL PALLET RACK LAYOUT / UPRIGHT SELECTION SEISMIC ANALYSIS - TRANSVERSE SEISMIC ANALYSIS - LONGITUDINAL BEAM ANALYSIS FOUNDATION AND ANCHORAGE 17 GENERAL CANTILEVER RACK LAYOUT; 18 - 22 STATIC ANALYSIS - CASE I O h's'F s SEISMIC ANALYSIS - CASE II s�4NAti 23 27 28 - 32 SEISMIC ANALYSIS - CASE III 33 - 34 X- BRACING & ANCHORAGE 35 REFERENCE APPENDIX t R 2 9 \993 RACKING DESIGNED AND FABRICATED IN ACCORDANCE WITH: 1. U.B.C. - '88 & U.B.C. Std. 27 -11 - '88 SECTION 2312 AND 2724 2. A.N.S.I. MH16.1 - 1990 (RACK MANUFACTURERS INSTITUTE) ANGELES FABRICATOR LICENSE #1244 NSPECTED PER A.W.S. D 1.3 I understand that tho Plan Check approvals are subject to errors and omissions and approve.! of plans does not authorize the violation of any adopted code or ordinance. Receipt of contractor's copy of approved plans acknowledged. By Date Permit No. MAR . i 1.993. PERMIT CENTER LODE METALTECHI, INC. LODI, CA 95240 THE GLASS DEPOT TUKWILA, WA 88173L4P GENERAL LAYOUT PREPARED BY P. S. Tingey opkIE 25 MAR.'93 1 N0. REVISIONS SHEET' NO. of 3 DRAWING NO. DA1E Design is per UBC 1991 & UBC STD 27 -11 and per RMI 1985 Sections 2330 and 2706 MATERIAL A.S.T.M. A570 w/ Fy > 45 ksi Safety Factor for Bending = 1.65 (Fa = 27.27 ksi) Safety Factor for Columns = 1.92 (see R -6 also) 18001b. tl LOAD mono 40r, 1.B 15001b. 1 BOOib. 1 B001b. 18001b• BEAMS tnPIA• •rn 159 k 159 Longitudinal � Transverse UPRIGHT LM 15- 192 -36 STATIC LOADINGS: UPRIGHT: LM15 -- 192 -36 with 3/8 x 2 5/8 x 7 Foot Plate BEAMS: LBF404 -156 LOAD: Each load is a uniform Toad in the negative y direction. Each load level is 1800 lbs Maximum BEAM LEVELS: 3 SEISMIC LOADINGS: U.B.C. ZONE III & V= (ZIC /Rw)W per U.B.C. Std. 27 -11 I Vertical distribution per R -7. CONFIGURATION WITH LM15- 144 -33 AND 2 LEVELS IS A LESSER CASE LORI METAL TECH., INC. LODI, CALIFOENIA 0-1---PREP RED BY /"r% DATE -AM 9 Y PALLET RACKING 1 STRUCTURAL CERTIFICATION __WRIGHT CAP C�_1T. ' SEE SHT.''i CONFiG. L.Mi5- Cot... /Iy =.2O51' ; Sy - .219 1w1; TRANSVERSE W/ BRACING e LONGITUDINAL W/ BEAM'S .G TRANS.—.Y -Y' CONT SHEET NO. 20 F3Sr DRAWING NC NO REVISIONS BY DA - r� =.686 lx. LT.-.582 gO /C it, IS (5/6 LONG.~- 'X -X' FIXED BASE 1<x= I( Z- 4 3 IN,; 5x = .38231Z; r:I,i5G 148 r- 475° 3" 3 i —x AREA (NET) it .411 °' SEE SHT R-6 MALLOW. Fb (S) = 223621 9 ) ' S.97Z K -IN• 2/36388):: " ^IM. VERTICAL LOADING ONLY e 100 % UTILIZATION LM15 -COL. PAGTUAL. = L. L. °(/63°0 )3 +03(93) +9z S`9619+ 3 ?/ = -;-77//c a 2.8W 4. MOMD«. ,/ RMI t°. I.5% OF W .015 (,)(_c14 ) =, 9 73 K -II +M _ 2.g85r 3 M r y 744-13 c;f1s. R `1 / '.1 (' 5 0) .-- 3.11 5- ( ``/Coz. uM1 K O.K. %r 5-7 C a N re--'` 7'" G• 0 X 4) ■ LODI METAL TECH., INC. LODI, CALIFORNIA . A-5 S 5.9 6 — VTRANS PALLET RACKING STRUCTURAL CERTIFICATION Z I C/ w *W 3)(0 (Z' 75) ' _A1 AL LOAD DtS-rIZtau ith . E. o;. "` ht -4I4. 1,2. U BC STD. 27— it 18 Lig 111 ID 9 PARED BY DATE (5742ri 3 SHEET NO, DRAWING NO NO REVISIONS BY DATE F4- ¢(45" -) 2'5"'3 =.3(G¢ )---) - /9f- `F-.2 �.z��¢5') _ /2f -,1(` -S?= 6r /.7 f'55 Dcs! p t INPUT MATERIALS NO. A E I COL..--C 3/1(/ 54 X, a 75" 1 , ,14/ 351 , Z0 S BRACE °^-C IA, IA x.075 2 .284 3E17 15 • .._ . BRACING DESIGN .. . MEMB. LOAD KIP KL SIZE (PER R-3) 13 ,Z.5"1 "14GA.0 l'A.1% 14 _ ,' /8 li7119 =38 15 ,1 C. 111111111111111111 1111 1�. 1 16 RIME ,)16 17 18 , 8 .133 M� � L`' 0 20 2 , 1 8 2 Si 1SK t,L° `21 28?,- . _. TRANSVERSE COLUMN PE.GN TRANS. V5 z3 K ELEm." 3J = P VERT. 1-thf-1-6 = 2 «3 yc>'<, = P4 MOM. @ ELEM 'Q 369 - lc. 1 ACTUAL _ P . M < x,33 ALLOW - P, M, = 44734_ 2'3 ,1,9 r{- 7� °fig 57972 1-o Z.5281- Z• 314 S 7' .4, 133 'LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 EASI4 -87 FEA THE GLASS DEPOT - NO.STEEL t /3s File: 93- 86171.127 Date: 3/25/93 Time: 16:52:30 ANALYSIS INPUT GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 .00000 .00000 2 .00000 6.00000 .00000 3 .00000 51.00000 .00000 4 .00000 96.00000 .00000 5 .00000 141.00000 .00000 6 .00000 186.00000 .00000 7 .00000 192.00000 .00000 8 36.00000 .00000 .00000 9 36.00000 6.00000 .00000 10 36.00000 51.00000 .00000 11 36.00000 96.00000 .00000 12 36.00000 141.00000 .00000 13 36.00000 186.00000 .00000 14 36.00000 192.00000 .00000 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (psi) (in2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 4.1100E - 001 2.0500E -001 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E +006 1.2000E +007 2.8400E -001 4.6400E -002 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 THICKNESS Al A2 A3 (in) 1 1 1 2 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 1 2 3 0 0 0.00E +000 0.00E +000 0.00E+000 0.00E +000 BEAM 3 1 3 4 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 4 1 4 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 1 5 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 1 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 7 1 8 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 8 1 9 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 9 1 10 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 10 1 11 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 11 1 12 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 12 1 13 14 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 13 2 6 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 14 2 6 12 0 0 0.00E +000 0.00E+000 0.00E+000 0.00E +000 BEAM THE GLASS DEPOT - NO.STEEL 3/25/93 16:52:30 5/0- Page 2 15 2 5 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 16 2 4 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 17 2 4 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 18 2 4 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 19 2 3 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 20 2 2 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 21 2 2 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) 1 1 12 0.0000E +000 2 8 12 0.0000E +000 Load Case # 1 ( ) POINT. LOADS ID NODE DIRECTION VALUE (1bs OR in -1bs) 1 3 1 6.50000E +001 2 11 1 1.29000E +002. 3 5 1 1.94000E +002 4 13 1 2.58000E +002 THE GLASS DEPOT - NO.STEEL ANALYSIS OUTPUT 3/25/93 16:52:30 GLOBAL DISPLACEMENTS NODE X - DISP Y - DISP RZ (in) (in) (radians) 1 0.00000E +000 0.00000E +000 - 9.23039E -003 2 5.35358E -002 1.23062E -003 - 8.06487E -003 3 2.01834E -001 7.05201E -003 - 1.68361E -003 4 3.22116E -001 1.28661E -002 - 3.01233E -003 5 4.45155E -001 1.40688E -002 - 2.20092E -003 6 5.22856E -001 1.52652E -002 - 1.45316E -003 7 5.31575E -001 1.52652E -002 - 1.45316E -003 8 0.00000E +000 0.00000E +000 - 7.12590E -003 9 4.16064E -002 - 1.23062E -003 - 6.40069E -003 10 1.96177E -001 - 1.04266E -002 - 2.37909E -003 11 3.27025E -001 - 1.36914E -002 - 2.83333E -003 12 4.37306E -001 - 1.69459E -002 - 2.17452E -003 13 5.33738E -001 - 1.69500E -002 - 2.08542E -003 14 5.46250E -001 - 1.69500E -002 - 2.08542E -003 ELEMENT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 ELEMENT FORCES NODE FX (SXX) FY (SYY) (lbs) 1 - 2.52892E +003 2 2.52892E +003 2 - 1.59506E +003 3 1.59506E +003 3 - 1.59307E +003 4 1.59307E +003 4 - 3.29533E +002 5 3.29533E +002 5 - 3.27824E +002 6 3.27824E +002 6 - 3.63798E -012 7 3.63798E -012 8 2.52892E +003 9 - 2.52892E +003 9 2.51969E +003 10 - 2.51969E +003 10 8.94558E +002 11 - 8.94558E +002 11 8.91742E +002 12 - 8.91742E +002 12 1.12661E +000 13 - 1.12661E +000 13 7.27596E -012 14 - 7.27596E -012 6 - 2.57531E +002 13 2.57531E +002 6 4.18254E +002 12 - 4.18254E +002 (lbs) 3.98220E +002 - 3.98220E +002 - 5.71139E +001 5.71139E +001 1.17567E +001 - 1.17567E +001 4.61492E +000 - 4.81492E +000 - 3.63004E +000 3.63004E +000 - 2.27374E -012 2.27374E -012 2.47780E +002 - 2.47780E +002 - 3.45486E +001 3.45486E +001 1.09079E +001 - 1.09079E +001 - 1.92568E +000 1.92568E +000 4.68760E -001 - 4.68760E -001 - 1.11413E -011 1.11413E -011 - 1.12661E +000 1.12661E +000 - 1.53613E -001 1.53613E -001 MZ (SXY) (in -lbs) - 1.81899E -012 2.38932E +003 - 2.15717E +003 - 4.12957E +002 4.46118E +002 8.29336E +001 7.05683E +000 2.14728E +002 - 1.83870E +002 2.05180E +001 - 3.66072E -011 5.27507E -011 9.09495E -013 1.48668E +003 - 1.32696E +003 - 2.27724E +002 3.07506E +002 1.83348E +002 - 1.33364E +002 4.67087E +001 - 1.62952E +000 2.27237E +001 - 8.00355E -011 1.27329E -011 - 1.78342E +001 - 2.27237E +001 - 2.68378E +000 - 6.16866E +000 (/3 Page 3 THE GLASS DEPOT -. NO.STEEL 15 16 17 18 19 20 21 5 12 4 12 4 11 4 10 3 10 .2 10 2 9. 1.85755E +002 - 1.85756E +002 7.19694E +002 7.19694E +002 - 1.16166E +002 1.16166E +002 8.94236E +002 8.94236E +002 1.33871E +002 1.33871E +002 1.18282E +003 1.18282E +003 2.82328E +002 - 2.82328E +002 3/25/93 16:62:30 Page BOUNDARY FORCES NODE FX FY (lbs) (lbs) 1 - 3.98220E +002 - 2.52892E +003. 8 - 2.47780E +002 2.52892E +003 END OF ANALYSIS DATE: 3/25/93 TIME: 16:52:30 - 1.70868E +000 1.70868E +000 - 3.56774E -001 3.56774E -001 - 2.81531E +000 2.81531E +000 - 3.70503E -001 3.70503E -001 - 1.99165E +000 1.99165E +000 - 1.59060E +000 1.59060E +000 9.23064E +000 9.23064E +000 MZ (in -lbs) - 1.81899E -012 9.09495E -013 3.08583E +001 - 3.06541E +001 - 1.23038E +001 - 8.25639E +000 - 5.13677E +001 4.99834E +001 - 1.22053E +001 - 9.14611E +000 - 3.31605E +001 - 3.85389E +001 - 5.956155E +001 - 3.209.76E +001 - 1.72586E +002 - 1.597.17E +002 LODI METAL TECH., INC. LODI. CALIFORNIA . Dc5Po PR ARLD BY SHEET NO. 19' PALLET RACKING • STRUCTURAL CERTIF=ICATION Vi.oNG. 4 F c,%)oi• C • 3i6)(i, 7S) l , 6 I 241-Z Z .6 LATEPAL LOAD DIS7RI UTION PEE tot d • ,'"z 61- 5 z O f 6 e • DATE \ (DRAWING N 2 57I/M4 -/'t tNO4 REVISIONS BY DA- UCic STD. 27 -i1 — F = V�` 5 ('2uZ) _ /2/ 3322) =7� Ft = 1/724Z)= 4( 7 1 ) 24 10 �r 9 0 Aiz F=— 1� n iv It- 8,83 ?,� 0 /s9 4 f:4—, >� X59 TITLE - Lfr s Per-9 or INPUT MATERIALS 1 A E I xx COL - C 3x ; X . b r - /1 E'I .S' Z BEAM -b LBF 404 2 , 951 361 Z►05' /2.- BEAMS NEG (R -4) MOM W cI1 47 (MAx) ELEM 3/8 + SEISMIC t C.372. - /1,C4'Z .4 3¢,3?'' COLS - COMBINED STRESS RATIO P M 2,311-5" 84837 P + M' 701-6 '. /o,5-6/ ,;1 ,33 -0 41- _ /, 1 7 4 1.33 Q.K. LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 EASI4 -87 FEA THE GLASS DEPOT - NO.STEEL File: 93- 86172.127 Date: 3/25/93 Time: 16:51:04 ANALYSIS INPUT GRID NODE ID X (in) 1 .00000 2 .00000 3 .00000 4 159.00000 5 159.00000 6 159.00000 7 159.00000 8 318.00000 9 318.00000 10 318.00000 POINTS Y (in) 64.00000 128.00000 192.00000 .00000 64.00000 128.00000 192.00000 64.00000 128.00000 192.00000 z (in) . 00000 . 00000 . 00000 . 00000 . 00000 .00000 .00000 .00000 .00000 .00000 MATERIAL PROPERTIES E G A IZ J IY (psi) (psi) (1n2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 4.1100E -001 5.8200E-001 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E +007 1.2000E +007 9.9310E -001 2.0512E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 THICKNESS Al (in) 1 2 1 5 0 0 0.00E +000 0.00E +000 2 2 2 6 0 0 0.00E +000 0.00E +000 3 2 3 7 0 0 0.00E +000 0.00E +000 4 1 4 5 0 0 0.00E +000 0.00E +000 6 1 5 6 0 0 0.00E +000 0.00E +000 6 1 8 7 0 0 0.00E +000 0.00E +000 7 2 5 8 0 0 0.00E +000 0.00E +000 8 2 6 9 0 0 0.00E +000 0.00E +000 9 2 7 10 0 0 0.00E +000 0.00E +000 ID NODE 1 1 3 3 5 8 7 10 BOUNDARY CONDITIONS NODE DIRECTIONS VALUE (.in OR radians) 0.0000E +000 0.0000E +000 0.0000E +000 DIRECTIONS VALUE ID (in OR radians) 23 0.0000E +000 2 23 0.0000E +000 4 23 0.0000E +000 6 23 0.0000E +000 A2 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 2 4 9 23 123 23 A3 0.00E +000 BEAM 0.00E +000 BEAM 0.00E +000 BEAM 0.00E +000 BEAM 0.00E +000 BEAM 0.00E +000 BEAM 0.00E +000 BEAM 0.00E +000 BEAM 0.00E +000 BEAM THE GLASS DEPOT - NO.STEEL 3/25/93 16:51:04 Load Case # 1, (, ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -lbs) 1 5 1 4.10000E +001 2 6 1 7.90000E +001 3. 7 1 1.21000E +002 iO/ Page .2 THE GLASS DEPOT - NO.STEEL 3/25/93 ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP Y - DISP RZ (in) (in) (radians) 1 4.36633E -001 0.00000E +000 0.00000E +000 2 9.25133E -001 0.00000E +000 0.00000E +000 3 1.22704E +000 0.00000E +000 0.00000E +000 4 0.00000E +000 0.00000E +000 0.00000E +000 5 4.36633E -001 - 8.04060E -033 - 4.12422E -003 6 9.25133E -001 - 8.01016E -033 - 3.24054E -003 7 1.22704E +000 - 7.99495E -033 - 1.41411E -003 8 4.36633E -001 0.00000E +000 0.00000E +000 9 9.25133E -001 0.00000E +000 0.00000E +000 10 1.22704E +000 0.00000E +000 0.00000E +000 ELEMENT 1 2 3 4 5 6 7 8 9 ELEMENT FORCES NODE FX (SXX) FY (SYY) (1bs) 1 0.00000E +000 5 0.00000E +000 2 0.00000E +000 6 0.00000E +000 3 0.00000E +000 7 0.00000E +000 4 1.54907E -027 5 - 1.54907E -027 5 - 5.86603E -030 6 5.86803E -030 6 - 2.93023E -030 7 2.93023E -030 5 0.00000E +000 8 0.00000E +000 6 0.00000E +000 9 0.00000E +000 7 0.00000E +000 10 0.00000E +000 BOUNDARY FORCES NODE FX FY (lbs) (lbs) 1 -3.06099E -013 - 6.00848E +001 2 0.00000E +000 - 4.72107E +001 3 0.00000E +000 - 2.06019E +001 4 - 2.41000E +002 1.54907E -027 8 0.00000E +000 6.00848E +001 9 0.00000E +000 4.72107E +001 10 0.00000E +000 2.06019E +001 END OF ANALYSIS (1bs) - 6.00848E +001 8.00848E +001 - 4.72107E +001 4.72107E +001 - 2.06019E +001 2.08019E +001 2.41000E +002 - 2.41000E +002 2.00000E +002 - 2.00000E +002 1.21000E +002 - 1.21000E +002 - 6.00848E +001 6.00848E +001 - 4.72107E +001 4.72107E +001 - 2.06019E +001 2.06019E +001 MZ (in -lbs) - 3.18059E +003 - 2.49910E +003 - 1.09056E +003 8.83714E +003 - 3.18059E +003 - 2.49910E +003 - 1.09056E +003 MZ (SXY) (in -1bs) - 3.18059E +003 - 6.37289E +003 - 2.49910E +003 - 5.00740E +003 - 1.09056E +003 - 2.18514E +003 8.83714E +003 6.58686E +003 6.15892E +003 6.64108E +003 3.37373E +003 4.37027E +003 - 6.37289E +003 - 3.18059E +003 - 5.00740E +003 - 2.49910E +003 - 2.18514E +003 - 1.09056E +003 THE GLASS DEPOT - NO.STEEL DATE: 3/25/93 TIME: 16:51:04 3/25/93 16:51:04 Page 4 IM ITEM QTY. ,OM. DRAWING a -55 2>5.eo T DRAWN BY P.S.T. DATE 290CT'91 X30(.35 DRAWING NO. LBF404 NO. DESCRIPTION REVISIDN LBF404 — 156 BEAM DETAILS 2 3/4 7/8 r•-• 1 1/2 4 M r 1/8 R TYP 2.1635 NO. DATE BY 7/16 t1 /16 1 3/8 LBF404 Properties Ixx = 2.0512 in` Sxx = .9481 in 3 A = .9931 Ina 45 ksi Min. Yield W l 2701(156) 42.13 In K 10 10 f = Fy / 1.65 = 45ks1 / 1.65 = 27,27 Sreq = M 42.13 - 0.772 In 3 2 f 2(27.27) Sreq < Sxx ...—_ .0104W 1 3 .0104 (2701)156 3 d act = 2 E I 2(3E7)2.0512 1 156 (Amax = - - -- _ .87 In 180 180 daci = d Max 1.8365 BE4'1 tofr-°oub lam o fa r" r f ksi .87 In LODI METAL TECH., INC. • LODI. CALnPOI3NIA 4.e. SC)'Ee'or PR AR D BY DATE r 4/1 -,13 SHEET NO. er DRAWING NO. CONCRETE SLAB INVESTIGATION SHEAR UNE NO REVISIONS i BY (DATE P , = �- 6 7 3 K- fQ = 2 000 psi CONCRETE 0 0 POINT OF INFLECTION 010 0 SLAB BENDING 2= Z fu_ /00D psf NOTE: BEGUN OF OOrmUrW, THE SLAB WILL TAKE NEGATIVE 1401.4ENTS SOIL BEARING A � P, - 4 3L 4873f to 2= '� = 11c-873 = 2,Z I ft Its /OOd� ' bh2 - 12( )2 = _ - --- - 50 In l= . 8 7 ft. ) x= , 14 ft 6 6 fu x2 = (i `M') 2 12 In M = ),11-1 In —!bs 2 = 2 ft = fb = M = = 2 psl < psi = 1,6 f' — 1,6 1578 s �a 7 � PUNCHING SHEAR V =bod = Z S" psl < g9 psl . = 2 f' = 2 z000 /9.6 = 2 2 5/8 +/25/6 + 7 + /7 ).=/'&? 4 Ina 2 2 L001 METAL TECH., INC. . LODI. CALIFORNL& PREP RED Y NrCatfY DATE sM,q 3 SHEET NO. DRAWING NO. I-4 1.•_="4". 24 51 2 FOOT PLATE DESIGN (TRANSVERSE) = 4/-,8 i< 0 V10 00 topic/ NO REVISIONS BY DATE 2 x 52 = 14.4 in2 Effective = P. _X873, 33S ita 14.4 14.4 !° = 2 (1-1- 4 ) 338 t =/ 24-5' In, < ,375 In, Base Plate ANCHORAGE. (LONGITUDINAL) = PM= 70 (2 )+ PN(5-)> Ms 2 IC3 24 +'7/°( ) '. /0,353 > 81837 LODI TECH., INC. LODI. CALIFORNIA � dt•r S(1,6#7 r 4.71413,01-44110K4 PREPARED BY INGC'f SHEET NO. /6 0tA-3- DRAWING U v sze./0/ .3)6)(zr7 V 6 0.7: M. (.21-6)(1q0=--1-7,c S►t t c.►.Stwo MO evi �,e err , /Boo + 3/i7:.'9./ Pct+oR 6oLrs yz. sic x 4.143,4,..66,6E4 z000 Ca.rc DATE 39- (700)2 g 7,:lic" LODI METALTECH., INC. LODI, CA 95240 THE GLASS DEPOT TUKWILA, WA 8617D841. PREPARED 8Y P. S. Ti�r�gey 25 MAR.'93 No. REVISIONS SHEET ND. i1of 3c DRAWING NO. DATE GENERAL LAYOUT Design is per UBC 1991 & UBC STD 27 -11 and per RMI 1985 Sections 2330 and 2706 MATERIAL: A.S.T.M. A570 w/ Fy > 36 ksi Safety Factor for Bending = 1.65 (Fa = 21.8 ksi Safety Factor for Columns = 1.92 (see. R-6 also CA- 12 -'B' ARMS CA- 18 -'B' ARMS CAUD -18- 192 -'B' UPRIGHT /BASE 30 REF 36 36 I 192 136 APP OX 54 Transverse CAHB -36 HORIZ BRACE CAXB X -BRACE D C] -+-1 36 C/C 1+«— Longitudinal STATIC LOADINGS: UPRIGHT: CAUD -18- 192 -'B' ARM: CA- 48 —'B' & CA- 12 —'B' LOAD: Each load is a uniform Toad in the negative y direction. Each arm load is 500lbs Maximum ARM LEVELS: 4 SEISMIC LOADINGS: U.B.C. ZONE 111 & V= (ZIC /Rw)W per U.B.C. Std. 27 -11 Vertical distribution per R -7. LODI METALTECH,, INC. LODI, CA 05240 PREPARED BY yet.' SHEET ND. IS of 3'' D-4L —C CASE: 1 oN6 ,GPs tail-PTA) N o 5 Ft M I C- `�J L IG zSN 4A-113 NO. REVISIONS DRAYBBO H0. DATE CAUO- 19 2X06' 6' UPRIGHT /BASE = Y05. CA -18 -' B; ARM 2 x = e CAHB- 3 6 HORIZBBRACE . Z x3 = t CAXB X -BRACE C Do Uts ce) = '3 (' LIVE LOAD PER ARM goo X 4 ARMS = Z 00 0 TOTAL = 224 5- FILE: 9 —eV +4 VERTICAL LOAD PER ARM LEVEL = /VIeME -�rS �Stt Ash —o Sao f2" S coo C zZ� : 7.a, —k- 4-35 IPC-por - ti, S.Agri. e1.1. MATERIAL NO. AREA E 1 S r BASE 1 1414- 3E7 Oil 0 ¢i G 1- it & q ¢ UPRIGHT 2 Zet8 3E7 9.3 ( 3,5-4- 2,0 3 (G N At-I-ow 1117µl- L�DI METAL TECH. , INC. LODI, CALIFORNIA PR PA D BY ievd1W SHEET NO. i'i or- 3 — DATE 0.5;41-1k7.3 DRAWING NO. l..OLVA Iu CA- PA Ccr( Pc r F. (A* a 2- a) P' - 236 G P105 C 5�� 3, Me. 77, 2.36 2•s94)4, r 13. P_ M Z.......6 (31›. Pe' M Z3'4 77.2 36 r NO. REVISIONS 0.774 BY DATE 2,o3 s,c5a c=am R --6 eO L. Ck" . 3 rs 2,6 3,1.. 6045 CAPA,e4-r-r 5.454 'LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 96240 EASI4 -87 FEA THE GLASS DEPOT - NO.STEEL ZO /3y File: 93- 86173.127 Date: 3/25/93 Time: 17:15 :50 ANALYSIS INPUT NODE 1 2 3 4 5 6 7 8 ID X (in) .00000 20.50000 41.00000 20.50000 20.50000 20.50000 20.50000 20.50000 GRID POINTS Y (in) . 00000 . 00000 . 00000 54.00000 90.00000 126.00000 162.00000 192.00000 Z (in). .00000 .00000 .00000 . 00000 . 00000 .00000 .00000 . 00000 MATERIAL PROPERTIES E G A IZ J IY (psi) (psi) (in2) (in4) (in4). (in4) 1 3.0000E +007 1.2000E +007 2.8140E +000 1.0100E +001 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E+007 1.2000E +007 2.2480E +000 9.3100E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 1 1 1 2 0 . 0 2 1 2 3 0 0 3 2 2 4 0 0 4 2 4. 5 0 0 5 2 5 6 0 0 6 2 6 7 0 0 7 2, 7 8 0 . 0 ID NODE 1 1 3 3 Load Case # 1 ID NODE 1 4 THICKNESS (in) 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BOUNDARY CONDITIONS DIRECTIONS VALUE ID NODE (in OR radians) 12 0.0000E +000 2 2 12 0.0000E +000 ( ) POINT LOADS DIRECTION VALUE (lbs OR in -lbs) 0.00000E +000 0.00000E +000 1 Al A2 A3 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 0.00E +000 DIRECTIONS VALUE (in OR radians) 2 0.0000E +000 BEAM. BEAM BEAM BEAM BEAM BEAM BEAM ' THE GLASS DEPOT - NO.STEEL 3/25/93 17:15:50 3 6 1 0.00000E +000 4 7 1 0.00000E +000. 5 4 2 - 5.74000E +002 6 5 2 - 5.74000E +002 7 6 2 - 5.74000E +002. 8 7. 2 - 5.74000E +002 9 4 3 - 4.50000E +003 10 5 3 - 3.00000E +003 11 6 3 - 3.00000E +003 12 7 3 3.00000E +003 3 Page 2 THE GLASS DEPOT - NO.STEEL. ANALYSIS OUTPUT NODE X - DISP (in) 1 0.00000E +000 2 - 1.35525E -019 3 0.00000E +000 4 7.92195E -002 5 1.99895E -001 6 3.55372E -001 7 5.31729E -001 8 6.84494E -001 ELEMENT 1 2 3 4 5 6 7 3/25/93 17:15:50 GLOBAL DISPLACEMENTS Y - DISP (in) 0.00000E +000 0.00000E +000 0.00000E +000 - 1.83843E -003 - 2.75765E -003. - 3.37046E -003 - 3.67687E -•003 - 3.67687E -003 ELEMENT NODE FX (SXX) (lbs) 1 5.58100E -013 2 - 5.58100E -013 2 - 6.58100E -013 3 5.58100E -013 2 2.29600E +003 4 - 2.29600E +003 4 1.72200E +003 5 - 1.72200E +003 5 1.14800E +003 6 - 1.14800E +003 6 5.74000E +002 7 - 5.74000E +002 7 0.00000E +000 8 0.00000E +000 NODE FX (lbs) 1 5.68100E-013 2 2.48043E -013 3 5.58100E -013 BOUNDARY FORCES FY (lbs) - 3.29268E +002 2.29600E +003 3.29268E +002 END OF ANALYSIS DATE: 3/25/93 TIME: 17:15:50 RZ (radians) 6.63630E -005 - 1.61979E-004 6.63630E -005 - 2.77208E -003 - 3.93212E -003 - 4.70548E -003 - 5.09216E -003 - 5.09216E -003 FORCES FY (SYY) (lbs) - 3.29268E +002 3.29268E +002 - 3.29268E +002 3.29268E +002 - 1.36424E -012 1.36424E -012 - 4.54747E -012 4.54747E -012 - 7.27596E -012 7..27596E -012 - 1.81899E -012 1.81899E -012 1.81899E -012 - 1.81899E -012 MZ (in -lbs) 0.00000E +000, 0.00000E +000 1.36424E -012 MZ (SXY) (in -lbs) 0.00000E +000 - 6.75000E +003 - 8.75000E +003 1.36424E -012 1.35000E +004 - 1.35000E +004 9.00000E +003 - 9.00000E +003 6.00000E +003 - 6.00000E +003 3.00000E +003 - 3.00000E +003 - 1.45519E -011 5.82077E -011 Z Page 3 (3 .(........ �I.. n:.. UU�`.... e.:. �i. L. K11J. \.`.il..il...t.rl4i.i.ur.A /.......... ..pr......... ............ ... r..1 .... «.......... .. «..... . ■ L0DI METALTECHI, INC. LODI. CA 95240 2 SM.1.13 SW NO. 25 of 3r MAYON° NO. D-4L -0 Olt c) 5/ 'ec; NO. REVISIONS DATE CASE: Lo o \' 9rtE CAW- 1 q 2)i 8- 6' UPRIGHT /BASE = CA -/B -'8; ARM 2_8 x _ ^"� S CAHB- 36 HORIZ�BRACE` 5 x 3 = CAXB X -BRACE C Do ale ce) = 4, vo rb 18 -•. -•--14 ZOP 0 LIVE LOAD PER ARM goo X 4 ARMS = _coa TOTAL = 4-4 FILE: 93-6/ VERTICAL LOAD PER ARM LEVEL =5- 71' / bMors 0 Ar -9 12" r J,,� S -• 5-0 o (): ¢, Sad 01-t. 5,0i~ f`"• MAMA'. NO. AREA E I S gcdb9- Tice?. 717 . 2.0 3 , BASE 1 ' r$(4' 3E7 01/ a UPRIGHT 2 211.48 3E7 9.3 ( rjGr /Mrc. mom � G � = C3) 1 Z,7 95- 037* v ZZ Ff."..-----,(z77):- 95; r3 =, 3 (2 3 7) = 71 sr f.2 :,z (2.51)- +7 4, w.r>•.Mb Y.a... n�Y�..1_JIw.1�W1W.11 _ _____ �IMUUr... -- ..:• +r.ww�.a��l..a.bw..�...�.� ..,w • LODI METAL TECH., INC. LODI, CALIFORNIA 5 tP 69 0'T' PR A D BY DATE ZS../�'ri73 SHEET NO. X35" DRAWING NO. e OL V /''1 N CAPACerf P' e P' M a • (z 24-x)- s) p,.5. (5, 5-4) X34 , k. 0-0-66t4 P� VT . P Pei l� 2.296 4-5,56 23,4 77.256 Bass CAPAci,Y /16 4LC1) NO. REVISIONS BY DATE 1', ,.2%¢ r9 z, r 243 ISO �o• s��s.� (..ol.r N 3 Y s 2, 6 "'" 41..33 *LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 EASI4 -87 FEA THE GLASS SHOP - NO.STEEL 7-05- File: 93- 86174.127 Date: 3/25/93 Time: 17:14:48 ANALYSIS INPUT GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 .00000 .00000 2 20.50000 .00000 .00000 3 41.00000 .00000 .00000 4 20.50000 54.00000 .00000 5 20.50000 90.00000 .00000 8 20.50000 126.00000 .00000 7 20.50000 162.00000 .00000 8 20.50000 192.00000 .00000 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (psi) (in2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 2.8140E +000 1.0100E +001 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E +007 1.2000E +007 2.2480E +000 9.3100E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 THICKNESS Al A2 A3 (in) 1 1 1 2 0 0 0.00E +000 0.00E+000 0.00E+000 0.00E +000 BEAM 2 1 2 3 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E+000 BEAM 3 2 2 4 0 0. 0.00E +000 0.00E +000 0.00E+000 0.00E +000 BEAM 4 2 4 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 2 5 6 0 0 0.00E +000 0.00E +000 .0.00E +000 0.00E +000 BEAM 6 2 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 7 2 7 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) 1 1 12 0.0000E +000 2 2 .2 0.0000E +000 3 3 12 0.0000E +000 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -lbs) 1 4 1 2.40000E +001 2 5 1 4.70000E +001 THE GLASS SHOP - NO.STEEL 3 6 1 7.10000E +001 4 7 .1 9.50000E +001' 5 4 2 - 5.74000E +002 6 5 2 - 5.7.4000E +002 7 6 2 5.74000E +002 8 7 2 - 5.74000E +002 9 4 3 - 4.50000E +003 10 5 3 3.00000E +003. 11. 6 3 - 3.00000E +003 12 7. 3 - 3.00000E +003 THE GLASS SHOP - NO. STEEL ANALYSIS OUTPUT NODE 3/25/93 17:14 :48 GLOBAL DISPLACEMENTS X - DISP Y - DISP RZ (in) 1 0.00000E +000 2 2,87758E -005 3 0.00000E +000 4 2.32687E -001 5 5.63513E -001 6 .9.73986E -001 7 1.42309E +000 8 1.80524E +000 ELEMENT 1 2 3 4 5 6'. (in) 0.00000E +000 0.00000E +000 0.00000E +000 - 1.83843E -003 - 2.75765E -003 - 3.37046E -003 - 3.67687E -003. - 3.67687E -003 (radians) 2.13158E -004 - 5.20275E -004 2.13158E -004 - 7.66672E -003 - 1.05320E -002 - 1.21313E -002 - 1.27384E -002 - 1.27384E -002 ELEMENT FORCES NODE FX (SXX) FY (SYY) 1 2 2 3 2 4 4 5 5. 6 6.. 7 7 (lbs) - 1.18500E +002 1.18500E +002 1.18500E +002 - 1.18500E +002 2.29600E +003 - 2.29600E +003 1.72200E +003 - 1.72200E +003 1.14800E +003 - 1.14800E +003 6.74000E +002 - 5.74000E +002 0.00000E +000 0.00000E +000 BOUNDARY FORCES NODE FX ' FY (1bs) (lbs) 1 - 1.18500E +002 - 1.05761E +003 2. 7.10543E -013 2.29600E +003 3 - 1.18500E +002 1.05761E +003 END OF ANALYSIS, DATE: 3/25/93. TIME: 17:14:48 (lbs) - 1.05761E +003 1.05761E +003 - 1.06761E +003 1.05761E +003 2.37000E +002 - 2.37000E +002 2.13000E +002 2.13000E +002 1.66000E +002 - 1.66000E +002 9.50000E +001 - 9.50000E +001 2.54659E -011 - 2.54859E -011 MZ (SXY) (in -lbs) 0.00000E +000 - 2.16810E +004 - 2.16810E +004 3.63798E -012 4.33620E +004 - 3.05640E +004 2.60640E +004 - 1.83960E +004 1.63960E +004 - 9.42000E +003 6.42000E +003 - 3.00000E +003 - 1.16415E -010 - 2.32831E -010. Page3 7/j s MZ (in -lbs). 0.00000E +000 - 7.27598E -012 3.63798E -012 LODI Le7 m "o T METALTECH., IN C. 4 LODI. CA 95240 D-4L—C CASE: TIC PREPARED BY zsMApt.f13 swerN 2e) of 3r ENO. NO. REVISIONS DATE CAUO- 1612,16'13 UPRIGHT /BASE = Zos CA -/8 -' g' ARM 2fi x ' _ 4- 12 -'B' A� Ga2 X f CAHB- 3 6 HORIZ BRACE 5_ x 3 = I 177 CAXB X -BRACE C Do uo ce) = 3 6 '33 LIVE LOAD PER ARM Q5 0 X 8 ARMS = co d9d TOTAL =4 S +4 � •+�-- VERTICAL LOAD PER ARM LEVEL _ L `. /14°61 , g Sd o /2�1;� 5 500 /ice r.- RLE: 93 -i /i'S" A-5 5 DPO i IU• 5, Pa fc'% M MATERIAL NO. AREA E I S r BASE 1 1($1÷ 3E7 'o,l e' 1101- /1 i _ UPRIGHT 2 'ZVI'S 3E7 9.3 ( 3,514 Z.0 3 /ilo FkA-^^ c� 3 , 6.,75" z 9 s) ° x"9"3 1-3 17 7 X3,3(443 _/3'3 i r 2 89 5-1: ./(44-3)_ L001 METAL TECH., INC. LODI, CALIFORNIA 117)69 07- C OL v� to C4,PAerrt' P' c (Aifte.A) /o , P7423, id, 36 (5' s4J Mc . 77,236 Me. PR PA D BY I'Isr44 DATE s4''T3 SHEET NO. 21 of 3r DRAWING NO. NO. REVISIONS I BY 'DATE 1,774 /9 Z ) 24 .3 r /2O -w-- — /• Sres2 cocuti^' 3 $: 3f 5-1" Y= Z'o3.-. 6,045 6 C APAt4rf 016 lODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 EASI4 -87 FEA THE GLASS DEPOT - NO.STEEL File: 93- 86175.127 Date: 3/25/93 Time: 17:24:36 ANALYSIS INPUT GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 .00000 .00000 2 20.50000 .00000 .00000 3 41.00000 .00000 .00000 4 20.50000 54.00000 .00000 5 20.50000 90.00000 .00000 6 20.50000 126.00000 .00000 7 20.50000 162.00000 .00000 8 20.50000 192.00000 .00000 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (psi) (in2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 2.8140E +000 1.0100E +001 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E +007 1.2000E +007 2.2480E +000 9.3100E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 THICKNESS Al A2 A3 (in) 1 1 1 2 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 1 .2 3 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 3 2 2 4 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 4 2 4 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 2 5 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 2 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 7 2 7 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) 1 1 12 0.0000E +000 2 2 2 0.0000E +000 3 3 12 0.0000E +000 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -lbs) 1 4 1 4.40000E +001 2 5. 1 8.90000E +001 THE GLASS DEPOT - NO.STEEL 3/25/93 17 :24:36 3 6 1 1.33000E +002 4 7. 1 1.77000E +002 5 4 2 - 1.07400E +003. 6 5 2 -1.07400E+003 7 6 2 - 1.07400E +003 8 7 2 - 1..07400E +003 9 4 3 0.00000E +000 10 5 3 0.00000E +000 11 6 3 0.00000E +000 12 7 3 0.00000E +000 Page 2 THE GLASS DEPOT - NO.STEEL ANALYSIS OUTPUT NODE X - DISP (in) 1 0.00000E +000 2 .5.37876E -005 3 0.00000E +000 4 2.86861E -001 5 6.79652E -001 6 1.15615E +000 7 1.66575E +000 8 2.09432E +000 ELEMENT 1 2 3 4 5 6 3/25/93 17:24:36 GLOBAL DISPLACEMENTS Y - DISP (in) 0.00000E +000 0.00000E +000 0.00000E +000 - 3.43986E -003 - 5.15979E -003 - 6.30641E -003 - 6.87972E -003 - 6.87972E -003 ELEMENT NODE FX (SXX) (lbs) 1 - 2.21500E +002 2 2.21500E +002 2 2.21500E +002 3 - 2.21500E +002 2 4.29600E +003 4 4.29600E +003 4 3.22200E +003 5 - 3.22200E +003 5 2.14800E +003 6 - 2.14800E +003 6 1.07400E +003 7 1.07400E +003 7 0.00000E +000 8 0.00000E +000 BOUNDARY FORCES NODE FX FY (lbs) (lbs) 1 2.21500E +002 - 1.36141E +003 2 1.47793E -012 4.29600E +003 3 2.21500E +002 1.36141E +003 END OF ANALYSIS DATE: 3/25/93 TIME: 17:24:36 RZ (radians) 2.74389E -004 - 6.69728E -004 2.74389E -004 - 9.14906E -003 - 1.23345E -002 - 1.38751E -002 - 1.42857E -002 - 1.42857E -002 FORCES FY (SYY) (lbs) - 1.36141E +003 1.36141E +003 - 1.36141E +003 1.36141E +003 4,43000E +002 - 4.43000E +002 3.99000E +002 - 3.99000E +002 3.10000E +002 - 3.10000E +002 1.77000E +002 - 1.77000E +002. - 3.27418E -011 3.27418E -011 MZ (in -lbs). 0.00000E +000 - 1.45519E -011.. 0.00000E +000 MZ (SXY) (in -lbs). 0.00000E +000 - 2.79090E +004 - 2.79090E +004 0.00000E +000 5.58180E +004 - 3.18960E +004. 3.18960E +004 - 1.75320E +004 1.75320E +004 - 6.37200E +003 6.37200E +003 4.07454E -010 - 7.85803E -010 - 9.31323E -010 • Page 3 z/3 ... �� .. a. Ju.'. ai.J y. il.4.14.11;:.,alital.:_..._..1 _ _ .... wry. r.: u.. uvrws... ���....... �u.. ..........r....:...•.....••..�.� LODI METAL TECH., INC. LODI, CALIFORNIA er- �q2 .1e o 55 D -12 1 ^) c -- "11 = q F�Lc y Lo - — - •4iZ0;; rc,310 1'1 1' PR EPnA D BY f DATE , z6f,A k2,13 SHEET NO. 33,e35' DRAWING NO. uP2t6 6e444'J6 4,94, v _.(e. G/Rw) \ (!)CZis Lo 4'D Peit. Pints Z, '7i4o 10.-C .) II 16 5" 15fre5) 3110 11-9° S. 5 ifers �65**) 7 $(5.7-5 5&414 To Tor efe9 ti LODI ETALTECI, INC. LODI, CA 95240 �L s p 6eo-r 70 )O3 Elf II N6e1 26 MA R..93 NO. REVISIONS SNEkr t40. 3tof35" DFINNINGI NO. DATE E"eo N. P '5- Z 3 .o�= V = CZIC /Rw>W V = 8 )03'W UPRIGHT /BASE LODI METAL TECH., INC. LODI, CALIFORNIA -ri 4 LA-5 5 I:)6Po 7-- 3of3s DRAWING o REFERENCE APPENDIX R -1' R -2. R -3 R -4 R -6 C -1 C -2 C -3 C -4 C -6. LB BEAM SECTION PROPERTIES LM COLUMN SECTION PROPERTIES LM BRACING SECTION PROPERTIES LB BEAM MOMENT CAPACITY LB BRACKET CAPACITY CANTILEVER COLUMN SECTION PROPERTIES CANTILEVER BASE SECTION PROPERTIES CANTILEVER ARM SECTION PROPERTIES CANTILEVER ARM BRACKET CAPACITIES. CANTILEVER HORIZONTAL BRACE CAPACITIES A.I. S.I. Fa vs K1 /r VALUES SEISMIC 'Fi' COEFFICIENTS,- ,U.B.C. A Ll.0t..+043(. 1-0A11.1.S PA-L L.isT!'dI'� DATE ANCHORS, CONCRETE ' -RED ' HEAD WEDGE.' BEAM SECTION PROPERTIES PREPARED BY P.S.TINGEY DATE 8APR.'91 DRAWING NO. R -1 REVISION NO. DATE BY MODEL t in H in D in I X in4 Sx in3 rX in I y in4 Sy in3 ry in AREA in 2 L8020 .075 2 .75 .2928 .274 .716 .6033 .4133 1.031 .5718 LB030 .075 3 .75 .7604 .4659 1.026 .8786 .6054 1.103 .7218 LB035 .075 3.5 .75 1.1854 .6313 1.223 .9475 .6712 1.093 .7922 LBC30 .075 3 .75 1.3689 .8817 .184 .9403 .6099 .9820 .975 LBC35 .075 3.5 .75 1.951 1.0473 1.363 .9705 .6159 .9614 1.050 LBC40 .075 4 1.5 2.6631 1.2769 1.538 1.105 .7096 .9921 1.125 LBC45 .075 4.5 1.5 3.5073 1.503.3 1.709 1.2449 .8025 1.018 1.200 LBC50 .075 5 1.5 4.6437 1.7655 1.908 1.3902 .9029 1.044 1.275 LBC55 .075 5.5 1.5 5.7951 2.0453 2.071 1.5269 .9975 1.238 1.350 LBC55A .105 5.5 1.5 7.7919 2.7571 2.038 2.0719 1.3498 1.051 1.876 LBC60A .105 6 1.5 9.587 3.1421 2.192 2.1979 1.4517 1.049 1.995 LBF354 .075 3.5 1.5 1.4739 .7699 1.267 .9284 .6242 1.006 .9181 LBF404 .075 4 1.5 2.0512 .9481 1.437 1.0635 .7190 1.035 .9931 LBF454 .075 4.5 1.5 2.7526 1.141 1.605 1.1984 .8143 1.059 1.0681 LBF453 .090 4.5 1.5 3.2119 1.333 1.598 1.3985 .9497 1.054 1.2578 LalL COLUMN SECTION PROPERTIES PREPARED BY P.S.TINGEY DATE 8APR.'91 DRAWING NO, R -2 NO, REVISION DATE BY MODEL f in H in B in X in ix in4 SX in3 t'X in I y in4 Sy in3 ry in AREA in LM 15 .075 3 1.625 .689 .582 .388 1.156 .205 .219 .686 .411 LM20 .075 3 3 1.435 1.023 .682 1.263 .872 .557 1.165 .618 LM30 .105 3 3 1.45 1.373 .915 1.249 1.164 .752 1.15 .859 LM20/15.07 75 3 4.625 2.607 1.78 1.187 1.231 2.577 .988 1.481 1.143 LM20/20.07 75 3 6 2.714 2.222 1.481 1.268 4.701 1.431 1.845 1.349 LM30/15 '1775 3 4.625 2.789 2.126 1.417 1.23 3.052 1.094 1.473 1.384 LM30/20.1075 3 6 2.951 2.568 1.712 1.262 5.45 1.788 1.838 1.590 LM30 /30 '10 05 3 6 2.707 2.98 1.986 1.256 6.387 1.94 1.839 1.875 B__ ---.,...! -j":87 ' -- LM X y LM __ / a_____J t, OMNI Om" X BRACING SECTION PROPERTIES PREPARED BY P. TINGEY DATE 10MAY91 DRAWING NO. R-3 REVISION NO. DATE GAGE T in X in I x in4 Sx in3 rX in I y in4 Sy in3 ry in AREA in 16 .060 .4189 .0893 .1190 .6234 .0379 .0456 .4066 .2297 14 .075 .4261 .1081 .1440 .6169 .0464 .0564 .4043 .2839 12 .105 .4405 .1418 .1890 .6041 .0621 .0767 .3999 .3885 10 .125 .4551 .1706 .2275 .5914 .0764 .0960 .3956 .4878 10 9 8 7 6 5 4 3 2 1 B= 1 1/4 0 20 13.3 14.6 10.6 9.31 7.98 6.65 5.32 3.99 30 40 50 60 LENGTH IN INCHES 70 -... 2.66 1.33 0 80 L44 BEAM CONNECTION PROPERTIES PREPARED BY P. TINGEY DATE 19APR91 DRAWING NO. R-4 REVISION NO. DATE BY MODEL TOTAL BEAM MOMENT CAP. fb S NEGATIVE MOMENT DEVELOPED ALLOWABLE SEISMIC MOMENT @ BEAM /COLUMN CONNECTION BEAM 6" BKT. CAP. 8" BKT. LB020 7.47 1.49 9.94 35.20 55.76 :• • 12.71 2.54 16.89 35.20 55.76 LB035 17.21 3.44 22.89 35.20 55.76 LBC30 24.04 4.81 31.98 35.20 55.76 LBC35 28.56 5.71 37.98 35.20 LBC40 34.82 6.96 46.31 35.20 LBC45 40.99 = 54.512 6.04 • • 55.76 : • : •• LBC55 55.78 11.16 74.19 35.20 55.76 • 75.18 15.04 ioo.00 35.20 55.76 : •0• 85.69 17.14 113.97 35.20 55.76 LBF354 4.19 27.92 35.20 55.76 25.85 5.17 34.39 35.20 55.76 LBF454 31.12 6.22 41.38 35.20 55.76 LBF453 36.35 7.27 • : • 55.76 - w G3 /s - w C3 /10 r 025 .125 .10 t P VERTICAL SEISMIC LATERAL SEISMIC PLUS VERTICAL SEISMIC MINUS VERTICAL e.1 COMBINED BEAM BRACKET MOMENT CAPACITY PREP P. S. Tingey I BY DATE 16 JAN.'92 DRAWING NO. R -5 REVISION NO. DATE BY A 13APR.'92 PST " THREE PIN BRACKET 8" FOUR PIN BRACKET = fu. A = 40(.09281) = 3.712K P2 = 2.75/4.75(3.712) = 2.149K P3 = .75/4.75(3.712) = .586K MOMENT = 4.75(3.712) +2.75(2.149) +.75(.586) = 17.63 +5.909 +2.93 = 26.46 k —in. NORMAL STRESS 26.46(1.33) = 35.20k —in. SEISMIC STRESS Pa = fu. A = 40(.09281) = 3.712K Pt = 4.75/6.75(3.712) = 2.612K P2 = 2.75/6.75(3.712) = 1.512K P3 = .75/6.75(3.712) = .412K MOMENT = 6.75(3.712) +4.75(2.612)+ 2.75(1.512) +.75(.412) = 25.05+12.41+4.16+.309 = 41.92 k —in. NORMAL STRESS 41.92(1.33) = 55.76k —in. SEISMIC STRESS 6 I-0— 3 1/4 Po 2 13/32 DIA --•-� 11/32 DIA 11/16 J____ 5/8 DIA l4+ 2 NET AREA= 4D = .09281 is? C1010 COLD HD QTY. f w =40K (ASTM A354 -79) • T • URI METAL TECH., INC. 1 Lorn, CALIZOBNIA %C114-C • I • •• •■• • • C tt.tuv Pr- "5 "P rt.n. `T% ea RCA' CD 1/14 S Fr% 1.04 1.1a-c'S4 5.1 5 t - 2.1.q91 = I. 1 xcl' '11 A -- (.tvis-x 5.1c) at 11" ( r. 03% T• 4.S3 An.es s 11..0 1%. ".• • .c8c cat ic t. -3 ▪ v4. 1.01%.-c ▪ 11.7.5 - 3.dP.L - 9.'31 5.11/1..4%g" .S.C4 X rg . 1/76.1.i /IA.4 es "4- • • r01 el I I il-10 (..s.at-S) • Iticrok.ac..-rtaN.7 ft.04 Z 14%1" oicc - • A — • "7 S..1 '1 4' Si 5".41 2.7 '3 " *-•zvg•:- • ry kriT41 1.5 1' LODI METAL lECH, iNC. LODI,OALISoANIA • 'VIA P't0412.4MA "lot Chat' ".2.0 i3t�sr Yrto pttzT1tz; •• •••••• warm* -- ._.•••..••ow ; ._._ _.. • • • •..,_.• ••••••MOEN.* •ry., _ • • • • 6IV e C. .- Z iaw4. aso.�'"° o DATA 1z•z -� .•�. • . • .. • • 4 ••H s. . Ea t0 'Pif2� 50 l3 14 15" "1700 S's Ito � tG� 'I• t3 • ... • 4 . 4- 10'1.96$ -132.7.8-4 143.8So 1, "1 ?6 Z ?5.613O. 1.,2,.152 244. 544 804 234, 73 4 734.0613 1:994 ?tx.42$ 22.130 22,go4d. 24,539 'SZ.Z90. 38.5'19 . 31."125" _ • ?9 .L.t7 .. 41.`55s . 4.43'2 4.58S 5.l5S .t.a94. 2.241 2,592 2,930 3.3Sa1 4.12.. S.g2h 5.I,GZ &.03o 6.15.4 s. 29 S $.41''1. G. 54.4. g. 770 : 9.4 SC. 4.4' 4.3© 4.15is4. 4.90' 111 et 5°. 5SC. $. S1 S. 48 X S, 93-. ZEN, 1 • • . • 'C' SECT * ** xx.xxx XXX x. x x •■ 1:1 P e 5 C4► -mot' 1 t_%, V M2 A R t i • 'Al C-3 Y Y xxxxxxxx. • INPUT DATA HEIGHT .a 3:75 WIDTH = 2.25 STIFFNER LIPS = .785 1, OUTPUT DATA WEIGHT = 3.2952 AREA = .968037 Yx YY IOMENT OF INERTIA 1 2.18984 .710313 _.-:.�E.C. .LON...MODUl PR L.1.679 L . 5 21 Ail__ RADIUS OF GYRATION 1.50404 .856602 v CENTROID 1.875 .903717 P 1' v r 1r ciSsosOls-u4 n,- (.SNUB ' ° . a Re:so- T..01,T y M= = P= ;to. 65°0 41;6 11- M'; . g (.1.2.175-) 1(.1.2.175-) . 5276 • o z. 1.G5' • .001 METAL TECHI, Iuc.. LDDI. CALIFORNIA 41...a*s5. L. S • t_ o1=2 't:nctL CAtD -'sL .vn.rZ Anti .'31cTS ?my i cj2 tb Pitopt.ree .. -1 Y = ''dx t.'1c ce.ti.s ,. s.o& s 1 x s .1%q) :..._:.'� =3.s♦ Ai~' . 5 : 1.141/ r•50,6"' a • 7022111: .s.. --- / r C.1 �'i i� a .8G r: •8a/ d- : .54. .ti- -- f�6 ,L Pr .78s`•sT('toloma) a 110 .yp''Cr) z � 17 s $ 76ro� �thy ��. r:-o move" •� 5 lot ID M._ •• • A.. ; ....... _.. _ ......._.._..� el a 41. be. as G 2 II It If ci4ist',a 4 Stusge1i -rii Pot At2►1:?'4-natu,ntors trn.••• Sortleild. ,6► e = M / A d 1'L3oc' /'flood) '1 23,Bc o C.'t i.'j . 17, 1c70 o M r.► ' C.g4� 'i'tt�s S% n% •El..II4.'r$CP + 1. 4+42e.6+. 1D11YtsiALi4'K• • 4,4PI1441• U PPPM V+lesrtbte•ioG I•S Iry Lc'Aps 1 ,t INN lib Loewri '% 1..a1•6,2.n. ANA treb64.4,4406 CA Hi -'H`r PR•PERTIE$ PREPARED By SHEET NO, ,C -5 DATE 8 krzMA y.'1. .52? .74-5 Q 0 1 4 10 °3 (.2 • • h& maram mum die • si! �■■� =,24 .smmo�i r mum ��ii�i�o� iii mommitil ilopummommumm • lunnuilimamnrunnum • Innuma Ixx .113 .'Z4G .31% y� .745 I.t'b2 10 SA x .1 at. .258 .511- ,4SS ,Sg7 I.t9 .706 •573 1.19 .910 . S73 1.19 �■ Nort HA1. $TRRSS ��� P�rc AISG 197 �A C.110 A L L0 WA, 13LF AXIAL- 1..0 C) �■ 1`�oRHAt. STRS % .S �•� . Pwrc MSc t91`7 111111111111111111110111111111111111 MIR 151111101111111111 • • • 1i C�i� t0 20 30 q0 50 GO 70 80 90 too JJo 120 130 14C: SupPoR.`r LaN4"CH A.I.S.I. Fa vs KL /r VALUES PREPARED BY P. TINGEY DATE 15FEB91 REF: A.I.S.I./ SPECTIFICATION FOR THE DESIGN OF COLD— FORMED STEEL STRUCT. MEMBERS SEPTEMBER 1980 DRAWING NO. R -8 REVISION NO. 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SECTION 2312 & STD. 27 -11 F, = V (w- �.L / Eur1 &, 3 2 ---.6 6 2 1 � 1 1 - ---.33 1 0 100% I 82% 5 4 3 2 1 .33 .27 .20 .13 .07 73% 6 ---.28 5 - ---.24 4--.19 3 --P 14 2 ---.09 1 •.0 72% �--6 5 ---.17 78% REVISION NO. DATE BY 7-6.25 6 - ---.21 5 -�- 4 .••••..14 3 ---.10 2 - -•-.07 1 71% 8°-.22 7 ° ---.19 6 °-.17 5 - .•-.14 4 .11 3 --.08 2--.05 1 -•-.03 71% 12 --.15 11 -°6.17 11 - -x-.14 10 ---.18 10 --6.15 10 ---.13 9 °--.20 9- -6.16 9- --.14 9 .11 8 -- 1"-.18 8--.15 8--.12 8 -- .10 7 --6.15 7 -°-.14 7 ---.11 7 --.09 6 ° ---.13 6 . -••.11 6 - --�.09 6 --.08 5 °-.11 5 --.09 5 -6.08 5 .- ---.06 4 -x-,09 4 .07 4 -y-.06 4 ---.05 3 ---.07 3 -•41...05 3 -•-.05 3 ---.04 2 --.04 2 "-.04 2 - -6.03 2 --.031 1 -6.02' 1 --- .02 1 ---.02 1 -x-.01 0 70% 70% 70% 69% Physical Properties &Load of LMT Column Sections Section: LM -15 Column per 1991 Code Reference Column Section Properties sh# R -2 t =.075 H =3 B =1.625 Xbar =.689 Ix =.582 Sx =.388 rx =1.156 Ybar =1.5 Iy =.205 Sy =.219 ry =.686 Area =.411 For Other Properties (shear center, warping constant, T -FC, & etc.) Press <O >ther or <R >eturn to main menu? 0 m - Distance from shear center to centerline of web = 1.246874 Xo - Distance from centroid Xbar to shear center =- 1.935874 J - St Venant torsion constant = 1.270266E -03 CW - Warping Constant = .6138651 Ro - Polar radii of gyration = 6.42028 TFC - Torsional - flexural constant = .4162859 Press < Print Screen > if you want a hard copy of this data. Press <L> for Axial Load or <R >eturn to main menu? Enter the following requested values to obtain Allow Axial Load. Kx =? 1.2 Lx =? 64 Ky =? .65 Ly =? 45 Kt =? .65 Lt =? 45 Oex= 65.96552 Ot= 84.60765 The program will solve directly for F: (Eq. C4.1 -1), (Fe)1= 65.96552 ksi -- This is overall Buckling (Eq. C4.2-1), (Fe)2= 41.926 ksi -- This is Torsional - Flexural Buckling Torsional - Flexural Buckling Stress < Overall Buckling Stress Eq. C4.3 Governs, Ref: UBC Std.'91 27 -9 (AISI '86) (Fe)1x= 65.96552 ksi, (Fe)1y= 723.1424 ksi, Fe= 41.926 ksi, F= 32.92515 ksi The allowable compressive is F= 32.92515 ksi, Net area .411 & F.S. =1.92 The allowable Vertical Column Load Pa= 7.048041 kips This LMT upright with beam spacing 41 64 inches has a Cap...P'= 14.09608 kips. All LMT column sections (flanges, webs, and lips) are fully effective. <Print Screen> for a hard copy of this data Press <ENTER> to continue ICBO Evaluation Service, Inc. R9 A subsidiary corporation of the International Conference of Buildi ;ng Officials EVALUATION REPORT Copyright p 1992 ICBO Evaluation Service, Inc. Filing Category: FASTENERS — Concrete and Masonry Anchors (066) • Report No. 1372 June, 1992 ITW RAMSET/RED HEAD SELF - DRILLING, NON- DRILL, STUD, DYNABOLT SLEEVE, TRUBOLT WEDGE, MULTI -SET I1 CONCRETE ANCHORS AND STEEL DECK INSERTS ITW RAMSET/RED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 I. Subject: ITW Ramset/Red Head Self - Drilling, Non - Drill, Stud, Dyna- bolt Sleeve, Trubolt Wedge, Multi -Set II Concrete Anchors and Steel Deck Inserts. II 3escrlption: A. iTW RamseURed Head Self - Drilling Anchor. The ITYV Ramset/Red Head anchor is a self- drilling concrete expansion shell anchor with a single cone expander, both made from heat - treated steel. The steel for the body conforms to the minimum requirements of AISI Specification C -12L14 and the steel for the plug conforms to the minimum requirements of AISI Specification C -1010. The anchor has eight sharp teeth at one end and is threaded internally at the other end. The outer sur- face of the tubular shell at the toothed end has annular broaching grooves and four milled slits. At its threaded end, the anchor is provided with an unthreaded chucking cone which has an annular break -off groove at its base for breaking off the cone for flush mounting. Anchor shell and expan- der cone are electrodepostt zinc and chromate plated. The anchors are installed either by a Model 747 Roto -Stop Hammer, by air or electric impact hammer, or by hand. The anchor is used as a drill in forming the hole in the concrete. After the hole is formed, the anchor is removed and the hole thoroughly cleaned. The depth of the hole is regu- lated by the drill chuck. A Red Head plug is set into the bottom of the an- chor prior to insertion in the hole. The concrete anchor is then driven over the plug, causing an expansion of the anchor in the hole. The chucking end of the anchor is broken off with a hammer blow. Verification that the anchor has been Installed properly Is evidenced by the fact that the anchor does not project above the surface of the concrete and that the red plug is visible at the bottom of the hole. The allowable shear and tension values are as set forth in Table No. I. B. iTW Ramset/Red Head Non -Drill Anchor. The non -drill anchor is de- signed to be installed in concrete in a predrilled hole. The shell is formed from steel meeting the minimum requirements of AISI C -12L14 and is provided with intemal threads at one end and a plain hole at the expansion end which Is divided into four equal segments by radial slots milted axially along the length of the shell. A series of annular broaching rings are cut into the expansion end of the anchor. The anchors are set overa hardened steel conical- shaped expander plug by driving the anchor flush with the surface of the concrete. The heat - treated plug is of steel meeting the mini- mum requirements of AISI C -1010. The anchors are installed in drilled holes having a diameter and length the same as the anchor. After the hole is formed, all concrete cuttings are removed and the anchor is set in a manner Identical to the self - drilling an- chor. The allowable shear and tension values are asset forth in Table No. II. C. ITW Ram:et/Red Head Stud Anchors: The ITW Ramset/Red Itead stud anchor is a non - drilling anchor which provides a protruding external- ly threaded stud when installed and is formed from steel meeting the mini- mum requirements of AISI C -1213. The anchor body has an axial hole, ax- ial slots and series of annual broaching rings in the expansion end of the anchor. A flanged, conical expansion plug of steel meeting the minimum requirements of AISI C -1010, Is preassembled into the body. The anchors are installed in drilled holes having a diameter the same as the anchor and are set as described above the self - drilling anchor. The al- lowable shear and tension values are as set forth in Table No. Ili. D. iTW Ramset/Red Head Dynabolt Sleeve Anchor: The Dynabolt sleeve anchors are designed to be installed in a predrilled hole equal to the anchor diameter and are expanded by tightening the hex nut or head -style nut with a wrench or screwdriver. The external shell or expansion sleeves are stamped and formed from commercial quality carbon steel or stainless steel meeting the minimum requirements of AISI C -1010 or Type 304, re- spectively, in No. 22 and No. 16 gauges. The threaded expansion pins with integral conical expanders are formed from carbon steel or stainless steel meeting the minimum requirements of AISI C -1010 or Type 304, respec- tively. Holes are drilled into the concrete or masonry at the required loca- tions of the same diameter as the nominal anchor diameter. The anchors are placed In the hole and the nut is turned until the minimum installation torque as indicated in Table No. IV is reached. Allowable shear and tension values are as set forth in Table No. IV. E. MN Ramset/Red Head Trubolt Wedge Anchor. The Trubolt wedge anchors consist of a stud bolt type of drop -in anchor designed for use in stone and lightweight aggregate concrete of various strengths. The an- chors are cold formed or machined from either zinc - plated and chromate - dipped carbon steel, hot - dipped galvanized carbon steel or stainless steel. These anchors meet the minimum requirements of AISI C -1015 to AISI C -1022 and AISI C -1213 carbon steels, or Type 302HQ, Type 303 or Type 316 stainless steels. The expander sleeves are fabricated from carbon or stainless steel meeting the minimum requirements of AiSI C -1010 or Type 302, respectively. The anchor stud is threaded at its upper end and has a straight cylindrical section reduced in diameter around which the expan- der sleeve is formed. A straight- tapered section enlarging to a cylindrical base acts to increase the diameter of the expander ring as the stud is tight- ened in the concrete hole. The expander ring, which is formed around the stud bolt, consists of a split ring element with a "coined" groove at each end. The expander ring is designed to engage the walls of the concrete hole as the tapered portion of the stud is forced upward against its interior. Cold- formed anchor studs are available only for the' /4 -, • /d- ,' /p -, 5 /e- and 3/4- inch - diameter wedge anchors. The anchors are installed In the field by drilling a hole in the concrete, the same nominal size as the anchor size, to a depth greater than the length of embedment desired, but no less than the minimum embedment. It is not necessary to clean out the hole prior to the installation of the anchor, provided the hole is sufficiently deeper than the desired embedment. The anchor is then tapped into the hole to the embedment depth desired, but Evaluation reports of ICBO Evaluation Servke, Inc., are issued solely to provide information to Class A members of ICBO, utilizing the code upon which thr report is based. Evaluation reports are not to be cons rutd as representing aesthetics orany other attributes not spec(icallyaddrrued nor as an endorsement orrecommen• dation for rest of the subject report. This report !.i based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff Jhas reviewed the test results and/or other data, but doss not possess test facilities to Hake an independent verification. There is no warrant, by ICBO Evaluation Service, Inc., express orimplitd, as to any "Fiwding "or other matter in the report or as to any product covered by the report. Thlsdisclaimerincludes, butts not limited lo, merchantability. Page 1 of 8 Page 2 of 8 no less than the minimum embedment. A standard hexagonal nut and washer are used overthe material being fastened and the nut tightened un- til the minimum installation torque as indicated in Table No. V is reached. The allowable shear and tension values are as set forth in Table No. V. F. ITW RamsetiRed Head Multi -Sat i1 Anchor. The multi -set anchors are designed to be installed in a predrilled hole equal to the anchor diame- ter. The anchor consists of a shell formed from carbon steel or stainless steel meeting the minimum requirements of AiSI C -1213 or Type 303, respectively, and an expansion plug formed from carbon steel or stainless rieel meeting the minimum requirements of AISi C -1010 or Type 303, respectively. The expansion end is divided into four equal segments by radial slots. The expander plug is preassembted and is cylindrical in cross section. The anchors are installed In predrilled holes with the depth and diameter for each anchor size listed in Table No. VI. After the hole is drilled, it must be cleared of all cuttings. The anchor is set by installing the expansion shell and then driving the cone expander with a setting tool. A special setting tool is provided with each anchor size. When the cone expander is driven down into the anchor, the legs of the shell expand. The allowable shear and tension loads are as set forth in Table No. VI. G. ITW Ramset/Red Head Steel Deck Insert: The steel deck insert is de- signed to be placed in steel decking, before concrete is poured, where a hanging fastener is desired. The anchor assembly consists of two major parts, a headed stud and a coupling, both of cold - rolled steel meeting the minimum requirements of AISI C- 1010-1018. The coupling is assembled to the stud and is internally threaded to receive a threaded rod. A spring clip assembly locks the steel deck insert in place. The anchors are installed in a hole drilled through the steel deck and are placed before concrete is poured. The hole must be drilled in the center of the flute or rib. Spacing of the anchors along the rib or flute shall be a minimum o119 inches on center. The insert Is pushed through the hole such that the spring clip expands on the underside of the deck and locks the insert firmly in place. The deck must be a minimum No. 22 gauge, steel deck institute Type W deck with 1'/2- inch -high flutes and minimum 3 -Inch Report No. 1372 ``9 concrete cover over the flutes. The allowable shear and tension loads are as set forth in Table No VII H. identification: The concrete anchors are identified by their dimen- sional characteristic and the anchor size stamped on the anchor. The coni- cal shaped expander plugs are colored red. See Figure No. 2 for additional details. Ill. Evidence Submitted: Product brochures, calculations, results of shear and tension tests. Findings IV. Findings: That the ITW Ramset/Red Head fasteners described in this report are alternate types of anchors to those specified in the 1991 Uniform Building Code, subject to the following conditions: 1. The allowable shear and tension values do not exceed those set forth in Tables Nos.1 through VIi. 2. The minimum spacing, edge and end distances conform to re- quirements set forth in the tables. 3. Allowable loads for anchors subjected to combined shear and tension forces are determined by the ratio of the actual shear to the allowable shear plus the ratio of the actual tension to the al- lowable tension not exceeding 1.00. 4. Anchors are not subject to vibratory or shock loads such as sup- ports for reciprocating engines or crane rails unless adequacy I:determined by tests with results approved by the local building official. 5. The allowable values Indicated In the tables are maximum val- ues and they are not to be increased for wind or seismic loads. 6. Expansion anchors (other than sell - drilling type) shall be in- stalled in holes predrilled with a carbide- tipped masonry drill manufactured within the range of the maximum and minimum drill tip dimension of ANSI Standard 9. 94.12.1977 for the allow- able values set lorih In this report. Thls report Is subject to re- examination in one year. 106 Page 6 018 Report No.1372 ANCHOR TYPE — CARBON STEEL - ! W { Wg. 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J., ,:. /�! • ilqb 4431 CANTILEVER RACK -'' Die Storage Roofed Storage Full Shed Storage �]� '— - • •' Is a multi level, high storage, high cube specialty steel rack, designed to handle hundreds of different types and sizes of products with freedom from updghtoo|unnn|nterfenancg - - easler product removal and replace- ment. The cantilever racks are custom furnished in a broad range of deslgns to suit almost any requlrement needed for your product weights and slzes, your warehouse heghts, Iengths, and aisle widths plus a multitude of other space and cost saving aspects. A cantllever rack is ideal for storing items of nonunlform sze, items easily susceptibie to damage, and Items or materials that tend to be great in length. Examples include: • pipe and tubing • appliances • lumber and wood products • furniture • merchandise in large boxes • bar stock and rods CANTILEVER RACK ASSEMBLY ARM DESIGNS FOR GENERAL APPLICATIONS X.BRACE ROD X-BRACE ROD END FITTING X-BRACE BRACKET CANTILEVER ARM CANTILEVER POST HORIZONTAL BRACE CANTILEVER BASE BASE POCKET r APERED END TYPICAL CANTILEVER RACK ASSEMBLY "DM" BRACKET 3/16 THICK- VARIES r"-- 36 TO 72 BB° BRACKET 3/16 THICK "C" 815 VARIES 1E1 TO 60 0111111"-- • BRACKET 1/4 THICK Arm Length In inches & Capacity In Pounds 1/2 J. 11% TYPICAL 'MODEL- '12". : '18". ' 24" : •.' 30'1' .- 36" '..' 42"...' -'.48". 60" :-.. 72" ....'..-: 84",, .TYpe.:B.. 1500 1100 900 750 650 600 500 60,000 51/4” 4" :Type!)?■'. 81/2" 2800 2100 1700 1400 1300 1200 950 81/2" 11/2" 2" E: 3500 3400 3200 2700 2300 2000 1650 F3r, 350,000 •.I'VO E:. 4" 11" 4000 3700 3500 3000 2700 2200 1850 1600 ,:,TNipel-F,t: • 41/4" 5000 5000 4600 4000 3500 2800 2300 2000 ,.,...„,.. ;,.. 1400 1300 1200 950 Type..,9.11. 2700 2300 2000 1650 1400 • ' 3000 2700 2200 1850 1600 .'.TYpie-pF,, 4000 3500 2800 2300 2000 OVERALL RACK DIMENSIONS AND TOP ARM LOCATION DIMENSIONS FOR POSTS AND BASES DIMENSION CHART TO THE TOP ARM LOCATION BASED ON THE TYPE OFARM. , „, NOM. MOMENT CAPACITY IN LEIS. DIMENSION INCHES a b c d h e -:. • B. 60,000 51/4” 4" 5" 81/2" 13/4" 2" ;.,C. 125,000 8" 4" 8" 81/2" 11/2" 2" E: We 4" 9" 91/2" 11/2" 2" F3r, 350,000 131/4" 4" 11" 103/4" 1%" 31/2" 500,000 151/4" 4" 13" 12%" 1%" 41/4" 730,000 171/4" 4" 15" 123/4" 1%" 43/4" ARM ,,'"B,-:','': .':. ',,rA"Y': 1•.,C.- '.:::::F!-!':i.i'•''.' X 311/16" 47/8" 415/16" 415/16" 511/16" 3 CAPACITY CHARTS LOAD LOAD LOAD LOAD `DEFLECTION 1 lr�,llix };' �,� ': t1 oa 1,..{; y: iF..k... $ I :C .T• a <f.•. kc� rCp 6�5 .�' ...: 4Ti�`:�; ✓,ai. . ;!:V i.. ':,+ 5%4:• „�. I..y� s� 'X.:.k: 4.Zp �R ti.'., .:r MAX. WEIGHT PER UPRIGHT VS. LENGTH OF ARM Capabilities given above are for single loading. Double sided uprights have the capacities as shown on each side. Example: Type "C" upright with 48" arm has a capacity of 5200 Ibs, each side. Thus a double upright has a capacity of 10,400 Ibs. (5,200 Ibs, per side) base load not Included In upright capacity. Loads to span two or more uprights with weight evenly distributed on arms, MAX. HEIGHT OF UPRIGHT VS. LENGTH OF ARM SAFE MAX DEFLECT H /80 H /80 H /100 H/120 H/120 H/120 184 258 268 280 316 360 180 256 264 275 290 350 176 252 256 267 284 339 !M LENGTH, HEIGHT IN INCHES 171 248 249 259 277 334 167 242 244 251 270 328 162 236 239 243 258 315 156 228 234 235 246 302 144 210 224 226 230 278 Max, height to top load arm permitted ARMS EASILY ADJUSTED BY ONE MAN Get maximum cubage, arm adjustments to 3 inch , :,;)n„ers. All designs available single or cio:ii:il,) face. Full stability, arms offset, t 1 1 f AISLE AISLE TRANSVERSE t AISLE to stay within allowable deflections at top of upright, m CROSS BRACING SCHEMES EFFECTIVE ANGLE OF BRACING Min. 30° Max. 65° SINGLE RACK ELEVATIONS U DOUBLE TRIPLE LONGITUDINAL QUAD. 4 ARM LENGTH 12" 18" 24" ; 30" . 36" 42" 48" 60" UPRIGHT. LOAD IN POUNDS .B 9,000 6,500 5,000 4,000 3,000 2,800 2,500 C 20,000 13,000 10,000 8,000 6,800 5,900 5,200 4,000 'E: 33,000 22,000 16,500 13,000 11,000 9,500 8,300 6,500 F3 . 58,000 38,500 29,000 23,000 19,000 16,500 14,500 11,500 F5.. 83,000 55,500 46,500 33,000 27,500 23,500 20,500 16,500 F7 81,000 60,500 48,500 40,500 34,500 30,000 24,000 Capabilities given above are for single loading. Double sided uprights have the capacities as shown on each side. Example: Type "C" upright with 48" arm has a capacity of 5200 Ibs, each side. Thus a double upright has a capacity of 10,400 Ibs. (5,200 Ibs, per side) base load not Included In upright capacity. Loads to span two or more uprights with weight evenly distributed on arms, MAX. HEIGHT OF UPRIGHT VS. LENGTH OF ARM SAFE MAX DEFLECT H /80 H /80 H /100 H/120 H/120 H/120 184 258 268 280 316 360 180 256 264 275 290 350 176 252 256 267 284 339 !M LENGTH, HEIGHT IN INCHES 171 248 249 259 277 334 167 242 244 251 270 328 162 236 239 243 258 315 156 228 234 235 246 302 144 210 224 226 230 278 Max, height to top load arm permitted ARMS EASILY ADJUSTED BY ONE MAN Get maximum cubage, arm adjustments to 3 inch , :,;)n„ers. All designs available single or cio:ii:il,) face. Full stability, arms offset, t 1 1 f AISLE AISLE TRANSVERSE t AISLE to stay within allowable deflections at top of upright, m CROSS BRACING SCHEMES EFFECTIVE ANGLE OF BRACING Min. 30° Max. 65° SINGLE RACK ELEVATIONS U DOUBLE TRIPLE LONGITUDINAL QUAD. 4 FEATURES ,r .St`c..lnIjt, ?� Y k�,�r'..,4 rt, ,} . }�,- �r!;•xl«li.� i,lta? .��,.,�r ai�, o. ,b. . ;. • Easy Adj ustbility • High Strength • Fast Installation Fast, no -tool assembly. Bracket pins engage and lock from both sides In a controlled position — the bracket is Inserted Inward and seats down Into the body of the upright corners clamping the arm bracket securely to the column — As the load Is increased, a greater clamping action is applied with all flat surfaces in contact, creating more rigidity In the solid interlocking of the two parts. SINGLE -SIDE LOAD CAPABILITY The BIG Space Saver In Modern Storage No upright Is ever In the way to obstruct or restrict horizontal storage. No space Is lost between products. Greater maneuverbility of handling equipment Is provided. Unmatched Flexibility forVarying Storage Needs! Arms are quickly and easily removed and replaced. Their ALL -IN -ONE design eliminates all possibility of human error. Arm levels are Independent of each other. Shelving can be as deep and high as required — on either side, Full Range of Load Capacities Far greater load carrying capacity In a given design size :. , YOU SAVE MONEY! Minimum initial assembly time .. , a faster, ready -to -use storage Installation. Safety -arm connections provide greater rigidity and resistance to external force than in any comparable design. 5 L'! CANTILEVER RACK ACCESSORIES GUIDE RAILS ENTRANCE GUIDES AISLE ENTRAK 4 tll ASCAN TILEVER er ` rwa. AISLE ENTRANCE AND RAIL GUIDES Aisle entrance and rail guides provide controlled entrance and alignment for straight line travel of order pickers down the aisle. The entrance guides are spring loaded, available in heavy, medium duty or a medium duty fixed design for lighter type units. All guide rails are supplied to corresponding weight requirements. Custom and /or specialized designs are available on an inquiry basis. DECK SUPPORT BEAM SADDLES Arm Saddles are available in single side or double side saddle designs for arms and single side saddles for upright bases. MODEL FRS -2 -AS (double on arm) MODEL FRS -1 -AS (single on arm) WOOD DECK SUPPORT BEAMS rag:„ese are designated Model 96F (Front or Rear) Support Beams. Model 961 serves as an Internal Support Beam. Front and rear Support Beams are provided with a lip to protect the edge of the Wooden Decking. IMPORTANT: When ordering designate whether Beams are between Arms or Base. METAL ROOFING MODULAR SHELTER RACK WITH CANTILEVER For Your Other Specialized Racking Needs CAT • LMT 107 Versa & Long-shelf Storage Systems CAT # LMT 108. Selective Storage Systems CAT I MIT 109 Hot Rolled Structural. Storage Systems ---11311H1 HI THE MATERIAL HANDLING INSTITUTE, INC. MEMBER COMPANY i� vi II RACK MFG. INSTITUTE MLODI METAL TECH, INC. P. O. Box 967 / 213 S. Kelly St. lilly Lodi, California 95241 Tel: (209) 334 -2500 / Fax: (209) 334 -1259 Write or call for a free catalog on any of the other systems or materials Lodi Metal Tech offers the material handling industry. Ask about Lodi Metal Tech's Quick Ship Program. LMT 15M 10/90 DISTRIBUTED BY: CAT # LMT 105 M LODI METAL TECH, INC. PALLET RACKING The LMT design representsthe most proven, up -to -date concept in a boltless, easy to assemble, durable stor- age racking system. You will see that precision parts are manufactured to provide ease in assembly. LMT pallet rack has the capabilities to quickly handle changes to meet your needs today, as well as a wide range of applications for tomorrow's storage. FRAMES • STANDARD -DUTY RACK LM15 Upright The basic systems of modular pallet racking for all regular storage applications, with strength and safety at realistic costs. • MEDIUM -DUTY RACK LM20 Upright The popular range of pallet racking in seismic areas. • HEAVY -DUTY RACK LM30 Upright Features 3" square columns. A rack system for the heavier toads and the high rise, high cube application. • SUPER-DUN RACK Re- Enforced Uprights These uprights are offered on application only, The uprights offer additional strengths where impact properties or greater Toad requirements are needed. Subject to inquiry. BEAMS SECTIONS o ROLLED FORMED BEAM The LBF series is our most cost effective beam with depths from 31 /2 "to41 /2 ", This beam can span upto 168" forstandard and medium pallet loads. • CLOSED BEAM Fri The LBC series is our highest capacity beam with depths from 3" to 6", This beam can span upto 168" for standard and heavy pallet loads. f-- • OPEN BEAM The LBO series is for lightweight pallet loadsand hand - loading. This beam can span up to 144" with depths from 2" to 31 /2 ". POO • Z -BEAM The LBZseries is for hand - loading Items, This beam can span up to 120" and has depths from 2" to 3 ", BRACKETS BRACKET FEATURES • The three stud connector has an attached safety lock for a safe and reliable connection to the upright frame. • While most manufacturers only use two studs in their design, LMT beam bracket is one of the most efficient designs on the market. STANDARD BRACKETS • 3 stud connection with automatic snap lock, High stability and effec- tive load distribution to the upright frame. • 4 stud bracket available as required on larger beams or when specified by LMT Rack Engineering Dept. O0 6" 3 Stud Bracket O0 8" 4 Stud Bracket • , • , 1, , • • • 1. • • -- • '••' IM HOW TO USE FRAME CAPACITY CHART After determining clearance between shelves and selecting total required ca- 80 pacify for frame; Read vertically from maximum shelf spacing to point where capacity shown equals or exceeds re- 70 quired total frame load. UPRIGHT FRAME FEATURES 60 There are absolutely no dead spots along full height of the column, permitting beam placement freedom. Each column has a foot plate pre-punched for lagging to the floor, MAXIMUM RIGIDITY AND STRENGTH The placement of the bracing is calcu- lated to meet individual upright section requirements. The horizontal and diago- nal bracing, (1 1/2 x 1 1/4), are inserted and mig welded directly to the columns. COLUMN FACTOR OF SAFETY The factor Is based on minimum yield point of 1.92, which conforms to stan- dards of the American Iron & Steel Institute (AISI) and Rack Manufacturers institute (RMI), FRAME LOAD IN 1000 LBS. so 40 30 20 10 0 FRAMES FRAME CAPACITIES Pill BASE PLATES STANDARD ---•-1 I 5/81--.-- 1-1- 3 -1i1 411 • 4. ' • 7iP . r 0 BP-15 11111 3 3 i Os, WM1Mr."1,.. EVANIEILILlt.... ..... ,-----J1 LM15 LM20, LM30 SEISMIC 11 I 5/8 hi-- I-61- 3 -.1 II 111 BPS-15 nnMnulmommMt.zimmun maulownnumuumm..■4 volminmdmMUumiumNIII BPS-20, C 0 BPS•30 1 941 087 86 V ■ 1,673 0.93 92 .„1.; 3 3 LM15 LM20, LM30 REINFORCED -.0 - 3--15,- I, ro- 3 -4w-IL-11- 3 - •--1 _....,_______.! „Itifnfraltt,"41.:11=11117171VIErrIEIMbt,... WOMVEMUMWEIMOOMMUOMh. InFarlitt:F1f13=10011[T,MFAMEIVAdrzUMb,'"Iing ''',4tillitlinEEMZEIRB!:=LJOEMEILiMingb,■1! I P,57741rm,..,...MAINI LICIE1=2129,1 MEMEMEOWLEMOgraIRATPMIPI IIIIIIIIIIIIiiiiigail44ight immillarnaMENIMMIS Firlam ilriElnifnitl521.11 UMMWM=MalkaganiAMNOWUPINUITIMmo, UUMWEAMMUMMUMUMMI=OUBAMBUNMMUtt mmr.mmylvuommmummmmnmmmnpornmnmvm Nmpimmuummnrmormummummnnmmgbm rawenalmimmme4>A0ouvNalymmmuuotipmnom us.vinonouwMommtnt..,nomnuumtnwamta UULIUMUBLIMUMMUMOZULIMMMWERSAUUJUU 1 re - iciLEMLUrnilatitaivIEMILIM1214, 11111ii■VIQUOMMONglatabo, ' iiiiiIiii11111 ,152k.lrilDlrelAszie... "ME Ellatfilgyt.t....i ta 4111 linft-"MM Ell mina mrs.c........ MIMI .ItiVIEINgtngoog.IMOINd II 0' to 40" 50' 60" 70' 80" 90" BEAM SPACING IN INCHES COLUMN SECTIONS BASE PLATES STANDARD ---•-1 I 5/81--.-- 1-1- 3 -1i1 411 • 4. ' • 7iP . r 0 BP-15 FL°, BP-20, BP-30 3 3 i , if 7 , ..... ,-----J1 LM15 LM20, LM30 SEISMIC 5,121 0.33 48 4883 0.37 50 4,666 040 52 4 A67 0.44 54 T' 4,374 046 55 • _ I 5/8 hi-- I-61- 3 -.1 e■,:! • 1 BPS-15 0 C 0 BPS-20, C 0 BPS•30 1 941 087 86 V ■ 1,673 0.93 92 .„1.; 3 3 LM15 LM20, LM30 REINFORCED -.0 - 3--15,- I, ro- 3 -4w-IL-11- 3 - •--1 _....,_______.! 0 1.1 LM20/15 & LM30/16 ti 1-_ 3 LM20/20, LM30/20, 1 LM30/30 il T , II Lo_ o SBP-20 SBP-30 100" IM Load Capacity and Deflection for Uniformly Distributed Load, Load Support Beams Longer than 168' or of Sp cold-formed steel design manual. Safety Factor Is 1.65 based on steel with minimum yield strength 01 45,00 LBF354 °VI] ONE-PIECE CLOSED BEAMS 6" BRACKET STANDARD 1%. 21/4-1 t 1 LBF404 1 LBF454 I 411/2 LBF ..,„,, ., ._, Z ---="-- , oE o3 e., . Ng. QZ 4; ....____,,,.. Qm.- 6 g 9 , s.-. ei al p z 0 411 • 4. ' • 7iP . 9.998 aoc 28 :Li: 1" , • 9,129 0.10 30 8899 0.12 32 7,777 0.14 34 tjjt 6999 0.18 37 ."41,, t, ',1 -14818---0.07 51 13,529 0.08 34 12,447 0.10 36 11,525 0.11 38 10,372 014 42 6,773 0.19 38 6,363 0.22 40 5.999 0.24 42 Ai 5,675 0.27 44 5,384 0.30 46 1; t1 , if 7 , 10038 0.15 43 9430 al 7 45 8.891 0.19 48 8,410 0.21 50 7.979 0.24 53 • i'J ,.. I. f • ■ 4 , 1 1! 41 •,,,.: ,., 5,121 0.33 48 4883 0.37 50 4,666 040 52 4 A67 0.44 54 T' 4,374 046 55 • _ 1 / e■,:! • 1 7,590 026 55 7237 029 57 6.915 032 60 6,621 0.35 62 6,483 086 0 6850 0.38 65 6.101 0.41 67 5871 0.44 69 5,658 0.47 72 5459 0.51 74 5,186 0756 78 4,939 0.62 81 4,715 0.68 85 4810 075 89 4254 080 92 3825 0.87 99 3,125 0.93 106 _ 4285 047 56 . 4,117 0.51 58 3,962 085 60 3818 060 62 1, 3835 0.63 64 .1v .4 3280 • ' 067 68 'Pt .". 2,975 olo 71 V 2,711 0.73 74 2,480 077 77 2278 0.80 80 r. ••••• ■.. .. 1 4'41 11/4 ' 1 941 087 86 V ■ 1,673 0.93 92 .„1.; , 6" BRACKET STANDARD TWO - PTEC E LBC35 LBC45 1- -2i4l ir a. 11,450 0.11 29 10,455 0,13 31 9,618 0.15 34 8.906 0.18 36 8.015 0.22 39 7,757 0.23 40 7,287 0.27 42 6,870 0.30 45 6,499 0.33 47 6,166 0.37 49 5,865 0.41 51 5,592 0.45 54 5.343 0,49 56 4,965 0.52 58 4.760 0.53 59 4,568 0.54 60 4,217 0.57 62 3.904 0.59 65 3,626 0.61 67 3,376 0.63 69 3,046 0.67 72 2.763 0,70 76 2,518 0.73 79 2,303 0.77 82 2,115 0.80 86 1,803 0.87 92 1.554 0.93 16,583 0.08 33 15,141 0.10 35 13,929 011 38 12.898 0,13 40 11,608 0.16 44 11233 0,17 46 10,553 0.20 48 9,950 0.22 51 9,412 0.25 53 8,929 0.28 56 8,494 0.30 58 8,099 0.34 61 7,739 0.37 63 7,409 0.40 66 7 255 0,42 67 7,107 0.44 69 6,828 0.47 71 6.570 0.51 74 6,332 0.55 76 6,109 0.59 79 5.804 0.65 83 5,376 0.70 86 4,898 0.73 90 4481 0.77 94 4,116 0.80 98 3,507 0.87 /06 3,023 0.93 113 iiiiiiia. maramitta, BP ,_.,_ -20, BP -30 BPS Ci -20, BPS-30 fj 1 c s f SBP•30 NH pqrti r ® ®f31 r. LM' �( /r5 1 "411111111 VIII eermailloi mmom�pl..1, LM OO 'A_. . Ell -mo IM -.mil M® INQ •IIIIp IB .. R� d th� Irgm®9J® ®m *MWI AMR 1E1C�21 [1d Iola BI�fOf�fi99Dl3i®f�i IiZ9Yd O 60` 70' 80' BEAM SPACING IN INCHES 90" ',SE PLAITS BP i 1.2.l -20, BP -30 BPS Ci -20, BPS-30 fj 1 c s f SBP•30 100' Load Capacity and Deflection for Uniformly Distributed Load. Load Support Beams Longer than 168' or of Special Capacity are available upon request. Design of beams conforms with American Iron and Steel Institute light gag Deflection limited to 1/180 of span cold-formed steel design manual. Safety Factor Is 1.65 based on steel with minimum yield strength of 45,000 pounds per square Inch. 114 t_ c 0 IA LBF354 , .1 . va o _,T LLi i (Q. u 0 N� o? 5d 9,998 0.09 28 9,129 0.10 :10 8.399 0.12 32 7.777 0.14 34 6,999 0.18 37 6.773 0.19 38 6,363 0.22 40 5.999 0.24 42 5,675 0.27 44 5.384 0 30 46 5.121 033 48 4.883 0.37 50 4,666 0.40 52 4,467 0 44 54 4,374 0.46 55 4.285 0.47 56 4,117 0.51 58 3,962 0.55 60 3.818 0.60 62 3.635 0.63 64 3.280 0.67 68 2,975 0.70 71 2,711 0.73 74 2,480 0.77 77 2,278 0.80 80 1,941 0.87 86 1,673 0.93 92 CLOSED BEAMS 6" BRACKET STANDARD 2r /4a -r_ 1/ F2%., 4 41 LBF454 l LBF453 6" BRACKET STANDARD -- 24'. "-1 1yi LBC30 a z 9a o LBC35 Otn W Qft ajt 11,450 0.11MT -29 - 10.455 0.13 31 9,618 0.15 34 8,906 0.18 36 8.015 0.22 39 7,757 0.23 40 7,287 0.27 42 6,870 0 30 45 6A99 0.33 47 6,166 0.37 49 5,865 0.41 51 5.592 0.4E 54 5,343 0.49 56 4.965 0.52 58 4,760 0.53 59 4.568 0.54 60 4217 0.57 62 3.904 0.59 65 3,626 0.61 67 3.376 0.63 9 6 3,046 0.67 72 2,763 0.70 76 2,518 0.73 79 2.303 0.77 82 2,115 0 80 86 1,803 0.87 92 1,554 0.93 99 OPEN BEAMS 6" BRACKET STANDARD 23a" Ir �" LB030 L -.i LB035 2tAt7 1'" LB020 L I� C C t.1' b - �1Fi + Z -Pd t UJ i 2-n r j 9.1 w U m 1 g 14,818 0.07 31 r , f c. . ; 3,558 0.16 20 13,529 0.08 34 f�: S12 ` 08(1+ 44 4b 3.249 0.19 21 12,447 0.10 36 1454 0 1Q '� 141 '1 2989 0.22 22 11,525 0.11 38 , 13 • 0,j 7tt{' ? ^' 2,768 0.26 24 10,372 0.14 42 '�1�`i122x,p lA�a ,: 4 F �! 2.491 0.32 25 10.038 0.15 43 2,410 0.34 26 9.430 0.17 45 ?y., I,b20 "7 '" +753 2,154 0.37 27 8,891 0.19 48 , 29 . 8.410 0.21 50 1,713 0.41 30 7979 0.24 53 1325,.4 sb; gi 1,542 043 31 7.590 0.26 55 QB7Q aO 6' 1821 1,395 0.46 33 7,237 0.29 57 `�8A57 Q2 t 1268 0.48 34 6,915 0.32 60 as 48 0.3 S� . Q fQ�� 1.158 0.50 35 6,621 0.35 62 �', 3B�Q VQx 1,062 0.52 36 6,483 0.36 63 y • 7'g ?'.1;36 • � (' 1.018 0.53 37 6.350 0.38 65 - - 6,101 0.41 67 5,871 0.44 69 5.658 0.47 72 5,459 0.51 74 5,186 0.56 78 4,939 0 62 81 4,715 0.68 85 4,510 0.75 89 4.254 0.80 92 3,625 0.87 99 3,125 0.93 106 !?jti��if�y ?a+L.' ; p!''A TWO-PIECE CLOSED BEAMS LBC40 1" a �c CC}} O 7 z U a 16.583 0.08 33 15,141 0.10 35 13.929 0.11 38 12,898 0.13 40 11,608 0.16 44 11,233 0.17 46 10,553 0.20 48 9.950 0.22 51 9,412 0.25 53 8.929 0.28 56 8,494 0.30 58 8,099 0.34 61 7,739 0.37 63 7.409 0.40 66 7.255 0.42 67 7,107 0.44 69 6,828 0.47 71 6,570 0.51 74 6,332 0.55 76 6,109 0.59 79 5.804 0.65 83 5,376 0.70 86 4,898 0.73 90 4,481 0.77 94 4,116 0.80 98 3,507 0.87 106 3,023 0.93 113 r 23" 2yi" 1 LrJ 1i�� r L. 8" ax" LBC45 LBC50 ��, LBC55 a z a v�! OJ� LLz 3�s 8,T98 009 7.486 0.11 6,887 0.13 6,377 0.15 5,739 0 18 5,554 5,217 4.919 0.19 0.22 0.25 4.653 0.28 4,415 0.31 4,199 0.34 4,004 0.37 3.826 0.41 3,663 0.44 3,587 0.46 3,514 0.48 3,376 0.52 3248 0.57 3,130 0.61 2,923 0.63 2.638 0.67 2,392 0.70 2,180 0.73 1,994 0.77 1.832 0.80 8" BRACKET STANDARD r 2ve, -r- 1 K" J r-- 11/2" 815" LBC55A ' z ". ..y R g, 1+ z O u� =a d, um 5 } M � d . CY 22928--5.06 38 j 1 , 006 • r 35,806 _- - -_ 0.06_. 20,934 0.08 41 r Q 32,692 0.07 19.259 0.09 44 ;.2l lt,yy r,r: 30,077 0.08 17.833 0.10 47 2Q . rT �' Itr 27,849 0.10 16,050 0.13 51 25,064 0.12 15,532 0.14 53 QQ�' -.. 1 24255 0.13 14,591 0.16 56 t iM • t r , . 22,785 0.15 13,757 0.18 59 :7 +lj . ` r .'' �e 21,483 0.16 13.013 0.20 61 20,322 I, •1(i%• ' "•; k s; 20,322 0.18 12.346 0.22 64 � 4 : u. ^: t •i : ` 19.280 0.20 11,744 0.24 67 ? t i Ii'^ 18.339 0.22 11,197 0.27 70 17486 0.25 10,703 0.29 73 16,709 0.27 10,244 0.32 76 15,998 0.30 10,031 0.33 77? r'•'= : it 15.665 0.31 109 9,826 0.35 79 v 15,345 9441 0.37 82 r „ ,�, t �s «, .. 14,743 9,085 0.40 85 14,187 8,754 0.43 88 y12 13,91 8.447 0.47 90 13,11 -rr"; • Fh�17je . ���:�� 92 8.025 0.52 95 12,532 '; <3', {St;ss t • 7.643 0.57 99 t , 11,935 7,295 0.63 103 a�' ru �;: 11,393 6.978 0.68 108 10,897 10,897 6,687 0.75 112 E I.�d1a: +17 } 4: i 'r 10A43 6.115 0.87 121 U';4l 18.C'P #j;1h? 7� �a 9.640 5.272 0.93 129 i �,•�i4;r`', ?lFu 8.848 LBC60A 56 60 65 71 73 77 81 86 90 94 98 102 107 4: 4! 5( 54 6( 6: 6! 71 74 71 8: 8! 9( 94 9! 0.32 111 ja�� +'1'piarS.'.•1�' 1:`i cl^r r; 93 0.35 115 10: 038 119 1 040 123 11 0A3 128 il?G'• : ��iF i t1 I� 11' 0.48 134 ryi`G {y) Irk+ fl1l 12( 0.53 140 �tr }t ., ir! 12! 0.58 147 ;1+7; y� , 'tY t I +f 13: 0.64 153 .�. 131 0.69 159 14/ 0.81 172 0.93 184 ;''1 �$ �� k .: t. s',1 .V � , 16( A AC ESS SKID CHANNELS For use with any Load Support Beam. Frame Depth Standard -c.4" DRUM CRADLE Model DC 12 'lei tr WALL TIE COLUMN PROTECTOR Part No, Wt. Cap, 30" SC -30 8,5 970 36" SC -36 10.0 800 40" SC -40 11.0 715 44" SC-44 12.0 650 48" SC -48 13.0 590 60" SC -60 17.0 470 Frame Depth 30" 36" 40" 44" 48" 60" • Part No. Wt: Cap. SCH•30 SCH•36 SCH -40 SCH•44 SCH -48 SCH -60 11.5 13.5 15.0 17.0 18.0 22.5 3350 2720 2420 2180 1980 1560 For use with any Load Support Beam to prevent drum from rolling,: Base of cradle fits over top of support beam, Can be used singly or In pairs, Shipping Weight each: 3 lbs. • Two 7/16" x 1" bolts with nuts:. Included with each. Wall to Column Part No, Wt, Face 4" Wt,-4 1,8 6" Wt.-6 2.1 Wt,-8 2,4 10" Wt.-10 2,7 12" Wt. -12 3,0 8 ". Model Height Wt".: CP•24 . `_ 24 14 IES ROW SPACER FORK CLEARANCE BAR Use with any Load 2" Support Beam. 2 CROSSBARS Four 7/16" x 1" bolts with nuts Included with each row spacer. n Spacing Part No. Wt, 4" RS-4 6" RS-6 8" RS-8 10" RS -10 12" RS-12 18" RS -18 24" RS -24 36" RS-36 48" RS-46 60" RS-60 72" RS-72 1.0 1.3 1.7 2.0 2.3 3.1 4.0 6,0 8.0 10,0 12.0 Frame Part No. Wt. Depth 30" FCB-30 5.0 36" FCB•36 6.0 40" FCB -40 7.0 44" FCB•44 7.5 48" '. FCB -48 8.0 60" FCB•60 10.0 Without Flanges Should only 3� be used in outer support positions. With Flangesr���\\\� Depth Depth of . Part No. Wt. Cap. of Part No. Frame Frame Standard Use with beams having 3/4" step, 30" CBF -30 3.5 .. 465 30" CB -30 36" CBF -36 4.2 375 36 CB -36 40" CBF-40 4.6 ' 335 ' " 40" CB•40 44" CBF•44 5.0 ' 280 44" CB-44 48" CBF -48 5,5 • . 230 . 48" CB-48 60' CBF•60 6.8 60 CB -60 HeavyDuty Use with beams having 11/2" step.' 30" CBHF•30 4.7. 36 CBHF•36 : 5.6 CBHF -40 , 6.2 44" CBHF•44 6.8 48" : „- .CBHF•48 .' :. .7.4 60" ; CBHF•60.: 8.6' 1340 30" CBH -30 1080 36" . CBH•36 955 40" C8H•40 860 ' 44" , CBI-I-44 780 48 ". . CBH -48 615 ' 60" CBH -60 Cap. 465 375 335 280 230 140 1340 1080; 955 860 780 615 ",or Your Other Specialized Racking Needs CAT' LMT 106 Drive-in Storage Systems CAT • LPAT 107 Versa &. Long-shelf Storage Systems 'CAT ILMT109 Hot Rolled Structural Storage Systems THE MATERIAL HANDLING INSTITUTE, INC. MEMBER COMPANY r ICI I RACK MFG. INSTITUTE AIM LODI METAL TECH, INC. P. 0. Box 967 / 213 S. Kelly St. air rip Lodi, California 95241 Tel: (209) 334 -2500 / Fax: (209) 334 -1259 Write or call for a free catalog on any of the other systems or materials Lodi Metal Tech offers the material handling industry. Ask about Lodi Metal Tech's Quick Ship Program. LMT 15M 6/92 DISTRIBUTED BY: CAT # LMT 108 X . , • ' • I•?',1: 1 ;I. s ; 4 CN ••••••••■•••■■•■••■■■••••■ ; 0) ; • ; I 1; r- OFFICE AREA • 1; i; I; 11 1.1 ..........1.11•■••••■••■••■■•■■•■• 4 ORTHERN STEEL Solutions Plus imismorimEHo.mosm 6633 N.E. 59TH PLACE PORTLAND, OR 97218 PH. 288-0155 FAX 288-0194 CUSTOMER : 86--6 GLASS DEPOT-TUKW I LA, WA. PROJECT DESCRIPTION N : -- CANT 1 LEVER & SELECTIVE RACK 0) 4 •■•••••••••■•■■••••■•••■•■•••••■••••••■••••■•••••••■•■••••••••••••■•*/•••*•••••••• ---------- e8 DEO. 5 3/4. t _ a _ , A LOAD ARM DETAIL N.s. CA-12-0--- LOAD ARM 34• PUNCHED POST FOR ADJUSTABILTY ; 34° 1 CA -18- LOAD ARM • 34' 1/4. MVP) 1 46" 142 J. SIDE ELEV. CANTILEVER RACK UPRIGHTS w/4 ARM LEVELS 500#LBS. PER ARM FILE COPY I understand thdt ti- Plan Chcc"; ". subject to errors cznd orniscicn3 c.7);..._;v:.1 of plans does not authorize the violation c; any adopted code or ordnance. Receipt of contractor's copy of Date 3- 93 pertnit No. 11. CITY OF TUKWILA APPROVED APR, 1)3 fitN41. DI !SION MAR 2 9 DRAW NG NO. E T ECKEL) B. qE S. y. AV. 3 4TK RAWN—DY:P U ELUL_ Amoy • THIS DRAWING (OR PRINT) IS THE PROPERTY OF NORTHERN STEEL PORTLAND, OREGON AND SHALL NOT BE REPRODUCED IN ANY MANNER Nut ES : NOR USED FOR ANY PURPOSE WHATSOEVER EXCEPT BY WRITTEN PERMISSION OF NORTHERN STEEL. 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EXPIRES 12-09-93 1 •- f/ �i IF: f L rit f/ �i IF: f L 1 J 0 )% CITY of TUKWILA A- PPROVED APB -993 , .4 BUIL I DIVISION • MAR '3 fi 1.994, r_ ursi ( IIIII II( IIIIILIIIIIIIIIIII IIIIIIuIIIIIIIIIII ! !l!_JIII iIJr r(L I►I��►lijlll(I�IIIlt(III(III(Ii 4iI(Illjill(Illjil'I(�Iljlli(I EI 0 16THC INCH 1 2 £ 3 4 5 NOTE: �If the microfilmed document is lese, clear than this notice, it is due to the quality of the Qriginal document. I('l II I I(1111111(IIIIi11 111 11 111IIIIi(I11It111 3 1 10 11 w40E24OERIUAN( 12 • (Alm AIM A. 6 L..WI.,{Il , (0. t J r N • 6N 61Z4-1- v 171,11 ki L- N-16, . I se$ L411, ki i2 FRAME CIA .- Q( --'R tl i 1.• / W ;,p PS.Erif:r. Cfii? eF TIrW A . 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