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Home My WebLink AboutPermit 6128 - Office Club - Storage RacksAPPROVED FOR l !- BUILDING ISSUANCE BY: / fiLi1 ;'1 f(, j ,cam OFFICIAL 6 , ,c OFFICIAL DATE: _ - 3/ - 6 I hereby certify that I have read and xamined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting 01 this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the . = rformance or work. I am authorized to sign for and obtain this building permit. SIGNATURE: �`/ ,t,.� DATE: COMPANY: l o PRINT NAME: f Jp x,v , "1 c b ; by.tl -. — A e U _ PROPERTY OWNER Richard W. Peterson PHONE ADDRESS 11703 N.E. 98th, Kirkland, WA ZIP 98033 CONTRACTOR Bell -Mann Corp. PHONE 214 -594 -7200 ADDRESS 2401 Gateway Drive, Suite 110, Irving, TX ZIP 75063 WA. ST. CONTRACTOR'S LICENSE # BELLMC102LH EXP DATE 6_08 -91 ARCHITECT Ed Larson PHONE 714 -380 -8941 ADDRESS 2156D VIA i°lariposa, Laguna Hills, CA ZIP 92653 TYPE OF CONSTRUCTION: UBC EDITION (year) 38 SETBACKS: N _ E - FIRE PROTECTION: ®Sprinklers 0 Detectors ❑ N/A _i_ REQUIRED UTILITY PERMITS RE t] Yes Q N o (th rough ( Public Works) ZONING: BAR /LAND USE CONDITIONSoyes ® No o CONDITIONS (other than those noted on or attached to permit/plans): BUILDING SURCHARGE 4.50 DESCRIPTION AMOUNT RCPT • DATE BUILDING PERMIT FEE 83.46 '1 IIIIILMETi o PLAN CHECK FEE BUILDING SURCHARGE 4.50 ENERGY SURCHARGE OTHER: TOTAL - 87.96 'I \(/ CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. I.Q`6 DATE ISSUED: 290 Andover Pk E PROJECT NAME/TENANT Office Club Install rack storage. BUILDING; PERMIT (POST WITH INSPEC', ..)N CARD AND PLANS IN A CONSPICUOUS LOCATION) FEES PLAN CHECK #90 -211 PROJECT IrJF OFU'1/1TIO o ' • •T, - , re 10,000.00 ASSESSOR ACCOUNT N 022320 0030 - TYPE OF ■ New Building ■ Addition ■ Tenant Improvement (commercial) ■ Demolition (building) ■ Grading/Fill WORK: ® Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: CODE COMPLIANCE. USE 4 4 TOTAL SQUARE FEET OCC. LOAD SQUARE FEET OCC. ' SQUAFE LOAD FEET CCC. SQUARE OCC. LOAD FEET LOAD / SQUARE OCC. FEET LOAD TOTAL SQUARE FEET TOTAL . OCC. LOAD This permit shall 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. OCCUPANCY NO. CERTIFICATE OF DATE ISSUED: , i PERMIT NO. CONTACTED Left- , rne �� DATE READY DATE NOTIFIED S -1 (� � I - ! o rirl PERMIT EXPIRES 2nd NOTIFICATION BY: (init.) AMOUNT OWING ...- • 3RD NOTIFICATION BY: init. PLAN CHECK NUMBER 9 0 all BUILDING PERMIT APPLICATION TRACKING PROJECT NAME c>ft cI vb RRC.\( s- tpre SITE ADDRESS ago P\ndov.or Pk E SUITE NO. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans 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 ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCCU- PANCY LOAD DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project. BUILDING initial review i FIRE O PLANNING UL ZONING: ate at roved - FIRE PROTECTION: Sprinklers ( ) Detectors O N/A FIRE DEPT. LETTER DA 7 d INSPECTOR: / j- 1BARILAND USE CONDITIONS? f Yes O PUBLIC . O OTHER 5 - /4-`io 5 --21 -' D S-21-91) (ROUTED) 1. INIT: INIT: INIT: INIT: BUILDING - 5 29 OFCONSTRUC final review .7•4.-1-96 5":144, K Cke\ REFERENCE FILE NOS.: MINIMUM SETBACKS: N- S- E- W- tMLITYP ERMITS REQUIRED? I ) Yes pK No PUBLIC WORKS LETTER DATED: UBC EDITION (year): REVIEW COMPLETED CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 PLAN CHECK � O NUMBER A1'!'L IC/I [ION PAP I 13E f I I 11 I) 0(1 1 C; OAIPL L TEL Y SITE ADDRESS ,29 o A/ /L' /Z PAP. SUITE # e4 T VALUE OF CONSTRUCTION - $ 10 00o.on PROJECT NAMEttENAND Off / CO G LUp ASSESSOR ACCOUNT # 42 2 3 2 0 --- Oo3D --� TYPE OF U New Building U Addition U Tenant Improvement (commercial) U Demolition (building) WORK: g Rack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other DESCRIBE WORK TO BE DONE: .s ro P-A �E BUILDING USE (office, warehouse, etc.) R� 7,6'// . /4/4-,42._/--/o as NATURE OF BUSINESS: AE. rfl /L /44/640 LE. SALE ©C, /G 0P,raG4e.5/ru,2,v /ru,ze WILL THERE BE A CHANGE IN USE? (eNo U Yes IF YES, EXPLAIN: SQUARE FOOTAGE - Building: 2 2, 75"0 Tenant Space: 2 76 Area of Construction: WILL THERE BE STOR E OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? ❑ No U✓ Yes IF YES, EXPLAIN: c c /si PROPERTY OWNER � cy,q..,Q.p w , p - rig_se ADDRESS /1 7 4 , 3 A g TN ,z /1Q.k L-A-A1 0 1 ki 'CONTRACTOR -N. q,v,U Loft ADDRESS ') 40 1 r �� -� � S u; L \ 0 ! RVZ WA. ST. CONTRACTOR'S LICENSE # (,? \ ` m C j 02. ARCHITECT D LA/2561 ADDRESS 2/5 D V/A MAR /pO LA�u^/� /4/ 3 , Cy? PHONE ZIPCIFO3 PHONE ei�{ 5 99_7;400 ZIP -- 1' o6 3 EXP. DATE ( %_ ct PHONE (7/4) 3 t - &94 ZIPg2653 BUILDING OWNER OR AUTHORIZED AGENT ADDRESS /(03 C /,4-LL cJ 6 rt CONTACT PERSON L' '(/ GNP DATE 5-- /)r 9 PHONg�/6 CITY /ZIP ooucvAo rA 94, PHONE (yes x l 5g2. APPLICATION SUBMITTAL In order to ensure that your application is accepted 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 433 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 of Community Development Building Division at 433 -1849. DATE APPLICATION ACCEPTED BUILDING PERMIT APPLICATION FEES (for staff use only) AMOUNT; RCPT: a T DESCRIPTI BUILDING PERMIT FEE PLAN ::..CHECK FEE BUILDING' SURCHARGE ENERGY: SURCHARGE :: TOTA DATE APPLICATION EXPIRES I - I HA° o3/30,,. COMMERCIAL OOMliiERCIAL: UILdNi8/A fled d�' HM$oc:_A000unt Num ted building permit appiica Afoot 's Etttlr� �pooa:.wharer rum w1il,0a; Ei tt doors :::;. SOS bgwin 'RA K r+aNr Icolouhatiaie �itamj , inwr tidk t bMfip 6`;uid o .................... ............................... RESIDENTIAL ►. r qutrefitee S6r3MITTAL CHECKLIST .............. .............. ............... ERciALIEtuortompRoyriA I ted bul ding perm ses or'g runt .......................... ............................... RElIIDENTIA oA tlb `p r t NoTF IC.anY ..;.. ud :must ....................... TO: FROM: DATI: SMUT: (10 /T2.MEMO) City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 QOM) 433-1800 Gary L. Vanousen, Mayor MEMORANDUM 'Yna ILL Mc) O � �tC-Q C1v�b ) row x ke X 10 h.e.►9 ier t r o uLzs k a 1 i n-e oar -F*. k 1 o h-e_ i foLo.s ) i near - {�- th �C 1 0 h.eiD ht= Q rows X 3 to I i n E o r fedt- x I O h ht.= 1 row X S Li I � neat 10 h.e i cj ow >z. 1Q 1 heipt r ow X Li l i near - r^ -.eet X I n hu ht ccji3 X 1 t iniea r - C- . K (0 1A.6b h t Io r / o 5X �1 inkwe - F��t < to hei3ht- f oV V. • + ) % , ( 4 (a o 1 CxJ - - %5. `l00 1(9 0 (o3c SLI D 1Q0 94 0 I UD a 3-30 CITY OF TUKWILA Build' .:. Oep.r utsva 6300 uentsr Bo Tukwl , YA 98188 (206) 431 -3670 Type of Inspection 'Z /\41 Si to Address olio. p4- E. Requestor cc4^-4-- Special Instructions Inspection Results /Comments: Inspector • y:•. ukwpwaYMa +.wnhwrwwMUpsrtlYna+iwsaeWh��K oWMn3m* Jn an.. i+ Mpi ' mmnnafl 'itl'amnma'.r.eunw6+p�nh4M ne. INSPECTION RECORD PERMIT # Q ( � Date Date Wanted ‘76/7 Project O crE Phone # na+ d iC/ 9e a.m. CITY OF TUKWILA Buildinoartment 6300'Sot anter Boulevard Tukwila, (206) 431 -3670 Type of Inspection Date Wanted Site Address v A717(2 Pkg. Project Requestor Inspection Results /Comments: INSPEC PERMIT # Date ON RECORD (Z� LP Inspector '" Date 7 -( Gr - 1?- 1111, p .m O Phone # Special Instructions 44!405 Special Instructions ' VirEe Cn„ �A�jr l�rr:ivh'.::!use�y- mn 4letgl40% CITY OF TUKWILA Bui 1 di ry�;:'''partment 6300'S enter Boulevard Tukwila. A 98188 (206) 431 -3670 Al Type of Inspection PnC..Ir)or Site Address a P•d ovk Requestor -4v Inspection Results/Comments: " #4 - APPx.4vW. 441G,e.- ea e-re -{ i t' A F A N e-1 a r`.- gra L 3 wt TA Wk '�- k+J 2'f4" c n i 4.1 "11— et {dYlatiaN[• L xtiR7:73"1�r1^aa�h " !3 rr k�Kr� e�et41.S q 1 ! 1...6 INSPEC ON RECORD PERMIT # OS Date Date Wanted - c r_YCiQ Project ( C._ C ( 2 Phone # Q44 -czgmr) LtrrkL ILazz LUMP: the 16) 7± . , r � Inspector v ��"'-- - - `� p Date �,� � d a.m. . a .rr •. . .• 00 • .. ,. .. .r • .... ..... MP .. .a.. •• .......i-n• aa. a. .........000.0 ors LO1 TECH., INC. r O ` ' WA rc>tni.nwr.>fwNn>Ee>"nw Nkbyi� - 7 ,,p v,,,,,. . ... col 33t..zs cr Ol K 1...n1,4A 81/t4v1v+4 ,X1 a ertto.-+ Ate Gam ge.•K ii JUN 28 1994 CITY OF PLANI ■ING DEPT. CiV wC +1.-4 Ks. c.. r _A ' s• -C u4r /ergs N $ 6 / sod sJ •414.• LA∎r7 •, s w a t ea.' 4 • c 4- e o P Ir • t vet crs.ftn /FA S+ • b4? j e . Ct.' VP. / K 44'. - a l f':. 5# F c.i 1 r i4+n. XIT 61 A3 c- i' 1 1 4 0 S r } i 4 A A 4 t 5T74 ti 464- 64t u ai et.pie- AMd* ; fi r — �� - lam w *Ri u s dp. *ow .d✓ % re) OV alga .1`m0',1411mmlu � S Nays L 11 hC4.' /,.• Ws., u aJ Ca r! • I p g20- 4ur°rg° . e e••■ 4/ 5 pin $ -n 7 EVE'' r$ 4114'4. /AJ .rwC.- S 4W •N i. Y 40 e" 60••.r / s 't Fri - d 6 z'f ou gyn. iw «r. „y/ /. x~ sir fd, 4r's -6re.r • C. Lam41 3 ' ;—"- . $. •s q *el a t i+r.,,. �- 5C ,.4' �.� p,/ C*"- 14' ?, E r*, /Arr. 4 001. Wei. • -wric° PR AR !ill' IM 4 6 1 td U \Jrut,J9 /14 34 ebre rrs 1114 S -Y lotoss-det' 60 3. 4.4 ..O NT .. om am .. / yam; .... e,;;,6 f,, ,; ; . . +s r -. /N SHEET NO, DRAWING NO, tNO{ RCVISIONI 1 f!V (RATE OfFrCil &al& -11.4440.0 1 <_04' MTN fv'- PAL Al, eft, eH' Coo" Tr#or c t stump E LAO r ft r6+10 ,$'v 6444 441 Leh' to 21 '/I e. & yr • fV /1 5" sower/ Fter AL N 'i4Sp0q. � 1 '11:0 A 14 I Q0 SC ^s t I'IHJ. @ —e -- (11"'-' t )Di 1YIETAI TECH., INC, LODI, CALIFORNIA A • .A rzo" • 0F• C ewe itoe.dir Amp A * 4 '�.71RAN5v5s 4 1/ \(1) 1. O. yr 6) 3 (o(1.r)(Q0)10) Jr v' - ZA I 11. a C &' : '# ¢, 1 'f �. So. Ad ;A-1°<<° 4111444 I .. t.. b M Of" 04 .s O I)E G ooP>c 4 2 - 1 ki .L W 67. I/ I Q O 1 C rrq 1 4. CPO UATir / DRAWING NC. 13Qar. NO REVINIUNIii MY WATJ .. ''' Ag• lietritltiii, O'3),a'8ij(�I.SX 0 d 0 �' • b o b _ OI, c-Airu NrN* /14 ►'H l 011° )(i s 8' 1 ,s.1c. I,; wtort 1F.t .1� 5( f , . 7) s 45.609< 1� •� [ rte e;:,) 4- `,2 3 z „ ..._,.. _ • , . 41,8,r4 • AN �.'►IeR got."t oovpc; CON cRare ( S¢ )(4./3)(2) 28.zz • ww • • • 1.8 6 S...14. I tf Perim t,.d Aga 1- 06-T.' -:•14 tl CITY OF TUK'�i�►ILA Central Permit System TO: ❑ Building El Planning Cl Public Works Fire Dept. Project Name 0 I : : :) ). Address ;) i( ) Pj C" Type of Permits) f' ;r� ``! r� FINAL APPROVAL FORM control No. ' `� 1( Permit No. El Police ❑ Parks /Recreation This project is nearing completion. Please investigate your area of responsibility and indicate below either your final approval or necessary corrections. If no response is received within one week, it will be assumed that the project is of no concern to your department and a certificate of occupancy may be issued. J r This project is NOT approved by this department; the following corrections are necessary: O ( ) � 1 ( ) ~` ( ) ( ) ( ) ( ) ( ) Authorized Signature Date This project is approved by this department: 1 � . -;� Authorized Sic(ature 5- Date CPS Form 3 LORI METAL TECH., INC. LODI, CALIFORNIA C it y of lAn Li. A B OIL-01446 rifear , .., ItTlrl: (,sA/Y S e�V-d+�' K 206 -I S/ - 3666 (F RE: ANeNO E A'1' 'rJ K A Q a v6 -rjr .w-ca I y A Rev ► S C4+0 .e ...e De L &b' 1 /f •,/s) pV 4Cy-cr ,CrNku /, C/lr+►c vrr o1-Tro S i W eNS w 6 oRIi,Mkt.t.Y 4.- eoPr • f 7o frA bf I Cti J03 .... P*CKA -G - V 6G 58fSM /c. aoNF 5 tNc..i .1 S / s /t Al e,t 5'1' 4 c.&. r rZE4 i „e. . f.•+"r - w titti t► 5 6✓elie To Du d4k -ruIc r41 P too / n+ r*d ,fry ot.i dI O c.rt 4"/5 % Pe" o to ig 4,r`,, J342 1 f-R.' /5 s- T7e.c —. /.iv 6 rcrdis • f. /, 5 SA.F T'r 1" * Z-u f'A -o'r • N L Y 6 D 'At (Saw- i s N ib. /".1 � 6-4t er Z rite /*n 39?4 3¢CZ� 61( QJe'g e,,44_6(,8 ak sr '� w�, )Ah4 • $Nou k•a Sr T ou Crtilr K..+t..'% uy /. s s. oie( -sr 6.0 fd N5'a 1 .v / 5 5-f. fog a 6.127v•e•J' a; - j - goy 6A5/ Y ,•-vi' 60 = PuvL - D vt..,�•.i CJ .1 TH ON Y 1142' •66 eFNr. 1 r ' i .. MINECZEMITJEEMI PR ARE BY ,rn DATE 218 cover qi#1 Aio r rr SHEET NO. DRAWING NO. [JUL 0 CjTY OF "i UKWILA Of F /FF ..... .. SANIONc; DEPT.._ Ttcw/ i 4. r r. LrS* PALM Ht .0DI METAL TECH., INC. LODI, CALIFORNIA o" l.s(;t, 52.4 (!6)EG000x.o 4-2i &J 3it (tit) = NO REVISIONS I BY DATE • ‘fr \ci ) 3 3V08)(b 51(3 000 .60 , IMO v - =3S kr rr V.:- 4 (1)(1.31)(,0110 Y- z OV ekT aver- 3 +8 .54 ,wk, ta ;4oF )5 DATE I DRAWING NC 6uERTuRIVit.3 � Ati Ai f-s�. T • (400 )c g8) = N I t s 5 AF61 FA-e T o n• /,5( q- b,rs'ff = X9,809 <.. STA611.teINYG•.. MaMe-f,,,T (18 Cs &cP> ¢B ,r4 ANCTho2 FsaV"t k EMI3e.D. 2 o00Psi CoN CRCTV ( 3+ )(4i5)(Z) = 281 74-7 DePerm Aet.tdw it V (t& \s • 1.15% .A2 ".. ` PREPARED BY SHEET NO. OFFQI,�C� E CL IDDI METAL TECH., INC. .� Iv Aav� r K v Sr. DATE D AW r N orn. CALIFORNIA v,� s ,s " (AP �.4 �. W •4 2 6 A 9 b 7 �e s NO.1 REVISIONS l'9Y DATI ITEM DESCRIPTION 15 R -1 R -2 R -3 R -4 R -5 R -8 R -7 R -8 R - 9 R -10 PALLET RACK GENERAL RACK LAYOUT / BEAM AND UPRIGHT SELECTION SEISMIC ANALYSIS - TRANSVERSE SEISMIC ANALYSIS - LONGITUDINAL FOUNDATION AND ANCHORAGE REFERENCE APPENDIX OPERTIES LB BEAM LM COLUMN E SECTION R PROPERTIES 3 1990 LM BRACING SECTION PROPERTIES LB BEAM MOMENT CAPACITY LB BRACKET CAPACITY A.I.8.I. Fa vs K1 /r VALUES SEISMIC 'Fi' COEFFICIENTS - U.B.C. Std. 27 -11 SEISMIC 'C' COEFFICIENTS - A.I.S.C. JOURNAL 1975 2nd QUARTER AND NATIONAL SCIENCE FOUNDATION STUDY OF 6/1980 BY URS /BLUME FOR R.M.I. ANCHORS, CONCRETE - I.C.B.O. 01372 L.M.T. BROCHURE L.M.T. DRAWING 4840FFC RACKING DESIGNED AND FABRICATED IN ACCORDANCE WITH 1. U.B.C. - '88 & U.B.C. Std. 27 -11 - '88 2. A.N.S.I. MH18.1 - 1974 (RACK MANUFACTURERS INSTITUTE) 3. CITY OF LOS ANGELES FABRICATOR LICENSE 01244 4. WELDED PER A.W.S. D 1.3 RECEIVED CITY OF TUKWILA MAY 1 4 1990 PERMIT CENTER A PPROV ED A MAY 2 9 1990 '�U ILDING DIVISION .ODI METAL TECH., I . LODI, CALIFORNIA GENERAL LAYOUT DESIGN UGC IZD 4 - - PREPAR ED BY SHEET NO. .' orrice CLEF 7.. NG i 015 NC. PALLET RACKING D DRAWING NC STRUCTURAL CERTIFICATION )3 0x-r. 89 NO., REVISIONS I BY `DAT ' 85 4. UBC STD 27-11 / RMI 3o00 - L8F354- 0� 3 1 X 09 .1 Scoo 1 , 3000 4 " 3000 f/ 3 %:. cerNC - 604.75 LONGITUDINAL C2 :6 60) TRANSVERSE MATERIAL ASTM A570 w /{y > 34 K5I ZZ iks' LOADINGS ^- MAX LOADINGS PER LEVEL AS SHOWN IN GENERAL LAYOUT SEISMIC U8C ZONE IT . V= ZIKCSW 'C COFF. FROM PROBABLE (TsEC) PERIOD w/ ALLOWABLE. DRIFT @ D = 0 =< TRANS. (BRACED FRAME) = .010 LONG. (MOM. FRAME) BEAMS M= .w1/10= WOO = 3000(rob)//0 . II a-4 Il ►09 CA 1 .$. 5 ` M/f Z = q*C5 / Z9 S /BEAM 6 '` .0104 W.e = 0104 x 300° n ion _ ZZ5 zx 3E7 x Z.75Z.G, MAX b = SPAN /180 s /o` / /Bo • , 5 89 LBF3 54 0 • LM ZO - (20- 3 6 UT ILIZATION VERTICAL C 100 % TRANS. @ s o % LONG. e 80 % ,ODD METAL TECH., INC. I OFF( c 6 C L v 6 PALLET RACKING CERTIFICATION CALIFORNIA CKING TIFICATION NO.I REVISIONS I BY'DATE : UPRIGHT CAPACITY SEE SHT.''1 CONFIG. _ , • - •• • LL120 o1..w ...4 = •7299 ax4 S ry :1.'117 1a.l3 �aa g4.5,1:.; r,� =�3a'�- ... • TRANSVERSE W/ - 2 � C LONGITUDINAL W/ BEAMS G (az,,,,« f • 'TRANS —'Y LONG. ^ -'X -X" CONT. FIXED . BASE ' LM2O - COL.. K I (54) 1 - - $. ) .: 37 r 1.1177 I.3o74 F ACTUAL = L.L. '+ • DL. =(3000)3 ' ( 6 5 ) 3 . • ]: FA (A.I.S.C. CURVES) SEE. SHT" R-6 • Fy (o CHART V _ • )7,S KS, AREA (NET) - .584 °' SEE SHT. R -2 Piu.l.ow. t FA (A NET) •'I7.5 (5B4 /o;22.' o; 2 2. ' k ' /B.'0 65e4)i/o.5(2 I' MALLOW. = Fb (5 = V.Z. (.4&22) - 1.0 , d 8¢ K ZZ (GGSg) = I'¢, 529 K -iN• VERTICAL LOADING ONLY G 100' /o UTILIZATION = 9000 + 271 * 9' Z7 ( - 4,634 K L /0. 2.2 K .'. O.K. MOM / RMI e 1.5 % OF W • ' _.015 0:436)( 6 ,- ).8 77 K-II P M a 4 6 3G .+ 1,8 77 P' M' jo, 2.2 /o. 0 89- _ , '-5 + ! 9 = 6 9 < 1.0 40.K. W/ LM 2 0 V5gT( dArz La t N h Iwo 5 Et 5 M•( c.._. L.t.... OJT/L. I A•r(oN + Q .L , DoO (8o) 1-- 2 7 I = 7.4- 71 I4/oper -r 3 735 1 c-/Coc. ✓Mt4 PREPARED BY I SHEET NO. �(0 2oF/ DATE DRAWING NO )3 /$i I Sl _. , BRACING DESIGN MEMB< LOAD KIP K L . SIZE (PER R 9 •815 .S84 •I4GA. C II/x' I' /, so .. • 1 , 4 l •7(59) = el. 3E1, II • , 4 I qk IZ 2.365 .. 5,3 K L 15 .3 85 Avow INPUT MATERIALS NO, A E I COL. ^-C ,75 t.,MZO I .S84 3E7 ,7299 BRACE ^~C IA I. 1% %.075 2 .284 3E1, .044¢ LODI MET1L TECH., IN6 LODI. CALIFORNIA , VTRAHS' = ZIKCSW / rI) (1.33)4:Q83)675)(7. 4-7 1‘ LAT. LOAD DISTRIBUTION — 10 m 0 oFFrccr C.L PALLET RACKING STRUCTURAL CERTIFICATION I /3 ©cT 8'1 ADP_ t o.D DFFG I 7LT1Tv O FF(CF' c LU$ . ` K Ysrne - MOM. GJ ELEM u F = VAki., 44I . ht LAIC STD. 21- tl 3• TRANSVERSE COLUMN DESIGN TRANS. 3,22 ELEM. ! z Qs VERT 1 7' 4I l k = 3'736 K = 194 5. 08 0 .-- PREPARED BY SHEET NO. cer:ic elf 3oF? DATE , DRAWING N NO REVISIONS j BY I DA: ,G 7 (czo7): 809. F1 : , to7) 3 96 ;. h ,. per P4 3.225 1-3.735 P� = 4.16 r� ACTUAL _ P j . M < I 33 ALLOW M 14.22 /0.06 • • o K TO V$ _ODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 ANALYSIS INPUT EASI4 -87 FEA OFFICE CLUB - HYSTER GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 .00000 .00000 2 .00000 6.00000 .00000 3 .00000 60.00000 .00000 4 .00000 114.00000 .00000 5 .00000 120.00000 .00000 6 36.00000 .00000 .00000 7 36.00000 6.00000 .00000 8 36.00000 60.00000 .00000 9 36.00000 114.00000 .00000 10 36.00000 120.00000 .00000 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (psi) (in2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 5.8400E -001 7.2990E -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 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 1 7 8 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 2 4 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 10 2 4 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 11 2 3 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 12 2 2 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 13 2 2 7 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) File: 4640FFC1.127 Date: 10/13/89 Time: 11:38:32 ' 0 6 Load : Case : 1 . (."" ) POINT LOADS ID NODE DIRECTION VALUE (lbs'OR in -lbs) 1 3 1 3.98000E +002 8.09000E +002 OFFICE CLUB - HYSTER 4NALYSIS OUTPUT GLOBAL DISPLACEMENTS ODE X - DISP Y - DISP RZ (in) (in) (radians) 1 0.00000E +000 0.00000E +000 - 1.15784E -002 2 6.88034E -002 1.10451E -003 - 1.08824E -002 3 4.31702E -001 4.93816E -003 - 4.33573E -003 4 6.44960E -001 8.75433E -003 - 3.69879E -003 5 6.67153E -001 8.75433E -003 - 3.69879E -003 6 0.00000E +000 0.00000E +000 - 8.80259E -003 7 5.25317E -002 - 1.10451E -003 - 8.50645E -003 8 4.11800E -001 - 1.10068E -002 - 5.35820E -003 9 6.79422E -001 - 1.10213E -002 - 4.70166E -003 10 7.07632E -001 - 1.10213E -002 - 4.70166E -003 ELEMENT 1 2 3 4 5 6 7 8 9 10 11 12 13 ELEMENT FORCES NODE FX (SXX) FY (SYY) (lbs) 1 - 3.22517E +003 2 3.22517E +003 2 - 1.24381E +003 3 1.24381E +003 3 - 1.23813E +003 4 1.23813E +003 4 0.00000E +000 5 0.00000E +000 6 3.22517E +003 7 - 3.22517E +003 7 3.21276E +003 8 - 3.21276E +003 8 4.70383E +000 9 - 4.70383E +000 9 7.27596E -012 10 - 7.27596E -012 4 - 8.15581E +002 9 8.15581E +002 4 1.48204E +003 8 - 1.48204E +003 3 4.71014E +002 8 - 4.71014E +002 2 - 2.36542E +003 8 2.36542E +003 2 3.85097E +002 7 - 3.85097E +002 ( rJ 1'0/13/89 11:38:32 (lbs) 8.46744E +002 - 8.46744E +002 - 7.90663E +001 7.90663E +001 - 6.05234E +000 6.05234E +000 - 2.27374E -011 2.27374E -011 3.60256E +002 - 3.60256E +002 - 2.48408E +001 2.48408E +001 - 6.58079E +000 6.58079E +000 - 4.72937E -011 4.72937E -011 - 4.70383E +000 4.70383E +000 - 5.43395E -001 5.43395E -001 - 5.67418E +000 5.67418E +000 - 1.43521E +000 1.43521E +000 - 1.24112E +001 1.24112E +001 BOUNDARY FORCES NODE FX FY MZ (lbs) (lbs) (in -lbs) 1 - 8.46744E +002 - 3.22517E +003 - 1.09139E -011 MZ (SXY) (in -lbs) - 1.09139E -011 5.08047E +003 - 4.78945E +003 5.19873E +002 - 4.21692E +002 9.48652E +001 2.70120E -010 5.82077E -011 - 5.45697E -012 2.16153E +003 - 1.94732E +003 6.05914E +002 - 4.43909E +002 8.85466E +001 - 1.20963E -010 - 5.09317E -011 - 8.07912E +001 - 8.85466E +001 - 1.40740E +001 - 2.11923E +001 - 9.81818E +001 - 1.06089E +002 - 5.84211E +001 - 3.47241E +001 - 2.32589E +002 - 2.14215E +002 Page 3 OFFICE CLUB - HYSTER 6 - 3.60256E +002 3.22517E +003. 5.45697E- 012 END OF ANALYSIS DATE: 10/13/89 TIME: INPUT MATERIALS *' A I E I I xx COL. - -C 3x5x.on 042 I ,594 3 E 7 ,9985 BEAM ^-Ca LBF354 ' Z ,9 8( 3E /, 4739 . ..:; DF Fr c F CLL.) 6 PALLET RACKING LODI ' METAL TEcH. LODI. CALIFORNIA IW BEAMS • El a U I DI ADP- "ovg 47. o�Fz NEG (R- STRUCTURAL CERTIFICATION VLoNG. • Z IKCS W ' V LON6• = I ( I) (I) ( .064- ) (1.5) [ 7. Z r = 36 LATERAL" LOAD DISTRIBUTION PEg 'MSC STD. 27 -11 -- F•, = V "',h', hi •/7(3s9)x 4,2IF F = 5(3 s9) s 1 ?9 F = , 33 359) 0 F f1 ELEM � N a 0 TITLE --- FPI C L u B - N Y MOM W -t- SEISMIC. Cif (MAI) t 4, 884•• / d, COLS ^ COMBINED STRESS RATIO P + M _ 3.735 t /0.189 rt /0, s1 z 14-4 529 .36 ♦ .70 = 1.06 ro PREPARED BY .N6 DATE / 3 Oc-r, � 6 9 218 z6,60 SHEET NO. oe DRAWING h NO REVISIONS F37671 < 1.33 QK. To pie .ODI Metal Tech., Inc. EASI4 -87 FEA !13 S. Kelly St .odi, CA 95240 1NALYSIS INPUT OFFICE CLUB - HYSTER GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 40.00000 .00000 2 .00000 80.00000 .00000 3 .00000 120.00000 .00000 4 109.00000 .00000 .00000 5 109.00000 40.00000 .00000 6 109.00000 80.00000 .00000 7 109.00000 120.00000 .00000 8 218.00000 40.00000 .00000 9 218.00000 80.00000 .00000 10 218.00000 120.00000 .00000 File: 4640FFC2.127 Date: 10/13/89 Time: 11:43:12 '15 MATERIAL PROPERTIES ID E 0 A IZ J IY (psi) (psi) (in2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 6.8400E -001 9.9880E -001 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E +007 1.2000E +007 9.1810E -001 1.4739E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 ELEMENT DEFINITION =LEMID MATID N1 N2 N3 N4 THICKNESS Al A2 A3 (in) 1 2 1 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 2 2 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 3 2 3 7 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 2 5 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 8 2 6 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 9 2 7 10 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 2 0.0000E +000 2 2 2 0.0000E +000 3 3 2 0.0000E +000 4 4 123 0.0000E +000 6 8 2 0.0000E +000 6 9 2 0.0000E +000 7 10 2 0.0000E +000 Zt :Eb :t 300+300061.'1 L L E 300 +3000Bt't t` 9 Z W0+300003'9 t 9 t (sgL-ut. sqL) 3friVA NOI1038Ia . 300N aI sawn INIOd ( ) I. ;I ese0 Imo' a31SAH OFFICE CLUB - HYSTER (7 10/13/89 ,NALYSIS OUTPUT IODE X - DISP (in) 1 1.46306E -001 2 3.52482E -001 3 4.95919E -001 4 0.00000E +000 5 1.46306E -001 6 3.52482E -001 7 4.95919E -001 8 1.46306E -001 9 3.52482E -001 10 4.95919E -001 ELEMENT 1 2 3 4 5 6 7 8 9 NODE FX (lbs) 1 0.00000E +000 2 0.00000E +000 3 0.00000E +000 4 - 3.59000E +002 8 0.00000E +000 9 0.00000E +000 10 1.45519E -011 END OF ANALYSIS 11:43:12 GLOBAL DISPLACEMENTS Y - DISP RZ (in) (radians) 0.00000E +000 2.00284E -003 0.00000E +000 1.77610E -003 0.00000E +000 9.79387E -004 0.00000E +000 0.00000E +000 1.21973E -019 - 4.01788E -003 2.10064E -019 - 3.56302E -003 2.16840E -019 - 1.96474E -003 0.00000E +000 2.00284E -003 0.00000E +000 1.77610E -003 0.00000E +000 9.79387E -004 ELEMENT NODE FX (SXX) (ibs) 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 - 5.34241E -014 5 5.34241E -014 6 - 3.85840E -014 6 3.85840E -014 6 - 2.98800E -015 7 2.98800E -015 6 0.00000E +000 8 0.00000E +000 6 0.00000E +000 9 0.00000E +000 7 - 1.45519E -011 10 1.45519E -011 BOUNDARY FORCES FY (lbs) - 4.48141E +001 - 3.97407E +001 - 2.19141E +001 - 5.34241E -014 4.48141E +001 3.97407E +001 2.19141E +001 FORCES FY (SYY) (lbs) - 4.48141E +001 4.48141E +001 - 3.97407E +001 3.97407E +001 - 2.19141E +001 2.19141E+001 3.59000E +002 - 3.59000E +002 2.97000E +002 - 2.97000E +002 1.79000E +002 - 1.79000E +002 - 4.48141E +001 4.48141E +001 - 3.97407E +001 3.97407E +001 - 2.19141E +001 2.19141E +001 MZ (in -lbs) 0.00000E +000 4.54747E -013 2.27374E -013 1.01898E +004 - 1.36424E -012 - 1.81899E -012 - 4.54747E -013 MZ (SXY) (in-lbs) 0.00000E +000 - 4.88473E +003 4.54747E -013 - 4.33174E +003 2.27374E -013 - 2.38863E +003 1.01898E +004 4.17021E +003 5.59926E +003 6.28074E +003 2.38273E +003 4.77727E +003 - 4.88473E +003 - 1.36424E -012 - 4.33174E +003 - 1.81899E -012 - 2.38863E +003 - 4.54747E -013 Page 3 n45 • LODI METAL TECH., L3. LODI. CALIFORNIA CONGR°_TE SLAB INVESTIGATION CALCS. .... r: ht14 SHa =.4R ; ^ T .... — !P.I. U II L = Zs 6t4 ESECAUSk Or SLAB CONTINUITY, SLAB WILL TAKE NEGATIVE MOMENTS. 12) Et4DING N1 u /r b S CI* - S Z ` Sep .< t r o =1F6 -- PA V b F CL . ;' _ PALLET < AC NG C: ":'!GATiD!d N• x %56I X=,56 �r = ‘,d - /52 = 2oo 0 r / ' Z. ••r, .v•■• ../ . .dl I..6 I IY1./. NbE? 126 1 DATE RAWING NC r. 130c D 89 NO.1 REVISIONS I BY IDAT I REQb. 12 • . 'tti. : 1_ $ = 6 '` ,x '1000 PA - 6196 - fN = 60 0 o, ,, ,�,t -�` .: L =APP = Z, 6 t 1 =b , b d 1 _ /1/41 3 ' r•4 f 65 M F„ 4112 't - �� = / 2 M FF�; C.L VS �uE�l l TECN. ii•iC �� LODI A LODI, CALIFORNIA .•; ; S T2JGTJRAL C= ZT1F!GA.TmoW , i A= 4x . lo, /89 :" . • -- k- - - 3,735' - — I FFEar , ; 20 .: , .:• 4Q40 el..k _.,f. = 2r Z"=,;17 3751 • P r.P0_ E O Zlz� f t 1156) a/8� :_.j/. /x/ DATE 13Gtir P_ .PARED EY :..EE' s i9 ' - ; N 1 5 0 DRAWING NO. NO.1 REVISIONS I BY !DATE 35 • IDI METAL IECH., INC. LODI, CALIFORNIA PREPARED BY. SHEET NO. D►N 4-tr 15 of /5 DATE 1 DRAWING NO. NO., REVISIONS I BY I DATE • .ODI METAL TECH. , INC. LODI, CALIFORNIA • MODEL t . N. d. rxx. Sxx , rx r 5 , 173 , Aocei4 : 1.6 OZo ,075 Z 3 4 .Z4728 .274 .7/4 ,4633 , 4r 33 1. .57/ 8 L603 .onS 3 3 /q .740f .$551.624 .6786 ,cost 1.1 .721E L6036' • .075 3;'2. y4. /,1» t ,6313 ).ZZ3 .947$ .`712 093 .71%% .,7s 1.8c30 .075 3 �/4- OM .9817 1.184 MO 4077 .9szo LBG 3 5 • 3 /4' 061 /.o'r73 /.343 ,97os .6,59 .7414 1.05 1,6C. 44 _3 •075 4 (/7, 7.6431 /.270 1.538 /.165 .7094 .997.1 1.125 L 9 ,070 .07S )4 5 fY. 11/2, 3.073/403s 41437 /.8033 1.7468 /.709 -,1.214.9 /•.908 1.39o? .SozS .10 /,ois 1.01"; 1.z.a 1.176 L 6C S'O Lie 55 .075 5Y2 /54.. 5P7151 Z•0153 Iasi! 1.00 .9976 /435 1.36 L BC 554 .1o5 < %z. 1Y2, 7.711, 1.7571 Z. sSs Z• o?n /.34' $ 4051 1.876 LAC 4 o4 ,105 b (1/ /s s1 * 12. /9z Z•1979 1.4517 /•o +1 6795 r `6 F 3 59 .075 3Iz I %2 1.4139 .7•99 1.267 AU" .6242 he :' • , 41 b I O6P 404 .075 4- 11/7. 2.0 i .99x1 1.437 1.0635 .1190 1.036 .1931 L 3F +64. .076 +/s 1/z, 2.7626 bill /3,o6 1.1994..8143 1.067 1.04s1 • • Looi .METAL TECH., Inc. LODI, CALIFORNIA Nord ALL. DI•e.f /ON1 4 E".• rot $ •m. imeNEf S EAM S6C1 PRoP607 PREPARED EY int b6Y DATE IA J.1' NO SHEET NO. DRAWING NO. REVISIONS (B [ DAT! A,... LOF I.l **el '' 44 / P 4., 3 g 1 " 2244 7107 5_CAI4 2.4144 /.2.47 6144`4 , 2.1194 1.7510 2.7151; C LODI METAL TEC'I. , INC. WDI, CALIFORNIA CoLU re, E -T1co N PrtoF+ N 13 FP LI'ARLD 13 ( '.;IHLCT R.-2. DATE 1 / 1 7/81 10 REVISIONS I Avo Z up-DAT ret t DRAWING N A.•-• �► friape‘ H H 1 13 t t A AREA W WT. I IS* S SAIL r rgs r rYY S SYY r rYY X X L M 10 1 1) 1 14 • •o'i*- • •,3•5 1 1.30 , I I ,1823 : :Iasi x x1411 .. . .112'1 . .b593 ; I LM 1S 3 3 r r;r1 i As .378 1 1.24 . . SS7S . .3117 1 1.2144 0 0726 , ,2089 . .4.754 , ,799 Lfr ZO 3 3 3 3 . .o1S .584 1 1.99 , ,99s5 . ..bv59 1 1.3o14 . .729°J , ,442 1 1.011 1 1, 57 9 LM 3o 3 3 i i . .los ,So.) v vt 1 1,33sa• • •. 592.5 ' ' 1.2934 , ,9646 . .60 1 1.0980 1 1.5 43 01 2 S S 4 4 % ' '. /.116 1 1.8o 1 1.7561 1 1.1707 / /254/• 2 2"z . .8570 1 1.40'45 2 2,67.3 LM - . 3 3 c c ' 'Ts. 1.322 4 4.50 2 2, 197 4 1 1.4649 / /.2989 4 4.1 54 / /.2678 1 1.7710 2 2.727 3 6 6 ' ' 1.100 S SS 210/ /5 4 47412 4 42:776 0 0319 / /. 39/ r 1 1.737 7 2 2.50 3 L L� ' 0.43 4 4.2) / /.9277 / /.285/ / /.2453 2 2.55114 . .8503 / /. 47,i 2,9c', / LM 3 3 G G 1 1 1.532 5 52 2 2 ,5729 L LG866 / 4,7 1 1.5704 / /.7674 2 , LM' /So 3 3 G G ' ' /,SoC 6 /.7/i/ / LM 4.0 3 3 M M� . /35' 1,00s 3 3.42' 1 1.6467 1 1.0775 1 1 9 ► ►,11.88 . .1 tt2 1 1.0181 LM 4° 3 3 L L �� t 'I hrzf C CI 2 2 /. 5969 / /.2534. 2 2.8E4,Sr' . .9P..gl. / /.375'7 Z Z. E4 Ito 3 3 , ,'n 4� S 1.8 10 1 1.250'5 / 5.2 5'16 9 /.66S s /•;¢29 d LM 4% , r 3 6 6 ' C LODI METAL TEC'I. , INC. WDI, CALIFORNIA CoLU re, E -T1co N PrtoF+ N 13 FP LI'ARLD 13 ( '.;IHLCT R.-2. DATE 1 / 1 7/81 10 REVISIONS I Avo Z up-DAT ret t DRAWING N A.•-• �► 4 k• t kat WT. r "'fit Ix K SW./ 1'rY I.0( 5.11 ryN X 11 1 • G . 0(0) .2297 .114 19. ,ceta'S i I MO : x ' , . :0379 1c456 :4 .41s° + "1i- .o1& .2839 .9C6 IS• .10 !S 1 .1440 .416'D .o4404- joS64 .4cz43 .424. t •12 .loS ,3885 1.306 ID' "' .1413 .1810 .6041 ;061.1_.._ .o167 - •`.4y4 .44o I t lo .13s •4818 1443 s•' 1 .1 ,2215 .S914 .0164 .0960. .39.,6 ,4 SS + .1E1 4,01 2.192 S." •21o1 .Zgo"b . .5696 .0577 .1270. •3SS3 .1196 •4°o .512` ..5 .1.5 B212 2. 765 4fr• ;2426 .32 3 5 ,53 35 J ..11 84 • ;16DC LODI METAL TECH., INC. LODI. CALIFORNIA PREPAI:ED BY f. :1_1 p 14 c. L PRoPERTIV DATE DRAWING NC '/24/3 I f No.I REVISIONS ( BY f DA 1- M 1 RAG, t l 4 B EAD pos.4. NcE. I11OM• eAe. t` $ N EC. Mcm. DEVe/.0 /6C BRAe NoRM4 3 P1" -ifET AA OM. L. 4ri++ C. p AtiTtr SEISMIC- 3 11 4/1 AL t - OwA64.0 ,SEISMIC MOM - CAP (a ISE /GoL. CoA1Ntems.. L6010 . L.$S 1.$7 ' Z . * ( 6 41.9% 35.20 55.74 9,11 0303 0 11.105 Z. 33 / 4. 1.6 03 5 /6.78 3.1(.. 20.98 Ler 35• 17.Z5 3.15 t • .` • . 25.60 Led 3o 22.E 4.41 g I • z9 31 L.BF'404 25.7 ¢.74 • 31.52 Let 35 26.17 5. z3 . , 39.18a L BF g.54 28.53 5.71 a 3 540 374 5s74 L8C 40 31.92 4.38 I • e 36.z0 4Z40 Cs76 Ll3C45 37.58 7.52 `' 4 s•, -' .zo 49.98 f :74 L6C 50 44.14 8. 83 • • 35.2o 58.70 ss.74 LeC 55 5/•13 / • • 3C20 48. ss.74 L85 5A 6 8.77 /3.75 36. zo 7/.4t. TS. 7G L 6C 4OA 18.65 /5.71 1 r T s zo /0411 ss74 L OD1. METAL. TECH., INC. LODI, CALIFORNIA • • •37s ,, , A • VEAtrl a w.. BEAM SECT /ON PROPERTIES SE /sM,e. P Nsr. s � r ..) .10 C.»4t*va.1ug f " , s� s (.5 .)(yS J • .0104 \A../ E s PREPARED BY DATE /6 JA.4. NO. Seism AL -Ve r f„ •r011.• Eo Mid REVISIONS e 2 6111" M.... o • Are SHEET N0. R-4 DRAWING NO BY DAT Ew' P3.r ofJf.. i • $EISMi C. 4- VLRT • • LODI METAL TEC - OLOGY P EP.ARED EY GUS Y. SUAS1N DATE / -/1 7 R_S SNT. No. / 4 • •/ 14 P.�,.. *Ave./ In. . 7 r ,. _ T1/JEE P/N BEAM BRACKET ALLOW. MOM, CALC5. • 1 . 1 p, N 6n i At JL LA. -'I A NET • WvlG Nr = S LB. 3 — S TD. B141', x 4. = CA.,- A it 4oGo9vii) = 3.1 re' P = Z.Ts /a C 3.`12) ;2.141 .S SG p3: •754.75C Me•� 4 T5 (1.'T1z1+ zns'C2.l4wP +.75 (sac') 11.4 -I. S.4a9 " 2.6. N.RMAI. 5r(lKS 3 35.20 a 1.33 s1RE33 SEcTioN A- A • I . H IG • a CUA. Ii wT ARKA :. 'TI' C = . 0, -Les d "" 1 1SS C AST M ASS + -19) .( 442 S 4 --- pt� SPA, t31cT. • 4o(.v4z1al) 477S (•76' (.3.712) 7r /L75 C ! L OIA. H.,1 4.7603.712)»- 4.75 02.1.11..) 5 +'r64 . tS.o S t V2.41 + 4.tL + • 3 0 ? 41.9% k "" NotZMAt. STRES S 6V K'" M t•13 4TRa.s ' 3t 35 30 25 20 15 10 �� :� g Umtttn Values ■■ C _ C. or K U r �� B KL /r- �_ - d2,r l(oF,) pt , KL/r �� 58 10o 2 ...r11■ ■■ ■ 62 15 ■■ . 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CALIFORNIA 4..)1 23 1Z $ 1,D - 11 •ORAC41s- 1-r =ILLLS 'TN es OP /4 I3 e 3 1 0 0 0 IK C,4= 2 . LL 4 I . .11 c 4 az% 3 •-a . -_81. .1S , IT C.4•r 7d% s 13 7 s 1 s •-e■ • 0 I 0 I • 11110 C.44 • 03 2 --w .04. . of = • Toy. // .-a .17 7 07. PREPARED BY `LiricE1 Nu. DATE DRAWING I NO.1 REVISIONS BY 1 D/ I I •-O. . /V to 9 $ 7 4 • -x.. 1. -eh. D9 9 __ • I4 19 .10. . --r.. Is 40.711 1 .// 7 1.. .11 I1 ./11. ,... 09' 10 . // 5" 5 ./0 C 40 '107. 4 ...0.04t. • .0q 3 .0g- 7 . 0 I I !.' 07 I ..... . 01. S. .0 0 _ 4 ,o 4- I t3 C STos. 7.1 -•I F a V •a.r; h.i ,o•c 1 .0/ LODI METAL TECH., INC. • LODI, CALIFORNIA ' CoNT2e3t..L0.D 5L15MIC 2) its Pr CR1T'.1t1A‘ 16 S G ENGR J 1'37S Vas' art h `C' a . 25 1 h MO .__1 4• _ I& flo 1 .92 _2_020r c• , 2+47 2. 52 2G4 27 i 2 815 . Z ="SAW OK: .O hva • LGS9 I . Zr 00 1.992 312 . . .._ Z• o_4.'S 3 zo .• _1_9 so 336 Z. 1 4ff •548 o - r G .911. • ../ 0. /.. Obi / 2 0_ _ / •1..I _` L2,11td .oc, ,S3 . o571 . 056 I. I. 54.2 of : 0l Fore . 0 5•S . 05'4 . Of" • oft . Os1 o So . 0 49 L-A ?ERA -t. � c. Cc :WV, V= ZitoCs ram Nut-v:1- k'A k c, G = Artrf .045. DATE POI tart RAti. FRAME O( •4". ` 511AG80O - r 5 e7 ..712,6 ;3.6.9. .811_ .852•• . 893 . 9 32 ,970 PREPAKi.V BY 4 REVISIONS I BY DA SHCET ..'_). 1Z-5 DRAWING NC _._ :PAL- . 0 , 01 a .0Th ▪ 074 672_. •0.71.. _.. _0 ,068 .Obb 064 06'3 . 04'Z oGol . 0400 o59 . 057 .D57 .054 • • V V ft, S R�tt Rag, •'`. S. F. Sets e..' STv'oy o'° 0.22- 0.20 0.18- I .. 0.16- 0 w • 0.14-- - c 0.12 - w u . 0.10 tJ ::::: m 0.04- 0.02- CS - UBC (Table 23 -J, with reduced storage weight) MC (Standard No. 27 -11) \ (maximum) '.N. Period of Intere: t for ■ S ` — Frarpe System Moment-Resisting ng " '� •' C - 1972 RMI \ .A... AAao.v..__ d AIC C s (mihimum) V. ■ ZIXCSW K ■ 1.0 I • Z ■ 1.0 Load Factor a 1.0 C p UBC (Tab1e.23 -J) 0.5 1.0 1.5 2.0 Period (sec) FIGURE 13.1 UBC AND RMI BASE SHEAR COEFFICIENTS - MOMENT- RESISTING FRAME SYSTEM • R -8A i,.1i .s STEEL S i, Qaiiw= 4u.+.se 11 B o • • R -SB ‘..) so. • / SEtswc. STu•vy oa 1)4005T+s1P.i 5T LL ST4. Ric.scs reR .)use 1, 8 N.S.K. • v • PCCSW x • 1.33 I• ZI1.0 . Load Factor = 1.25 XCS - UBC (Table 23- J, reduced storage. weight) Period of Interest for sBraced Frame System FIGURE 13.2 UBC AND RMI BASE SHEAR COEFFICIENTS - BRACED FRAME SYSTEM 0.22 0.20 . D.18— 0.16 — w cs 13 0.14— d w 1 0.12 — T {J ■• p • 0.10 1. • 0.08 — t N V ' 0.06— 0.04- 0.02— . C F - UBC (Table 23 4) UBC (Standard No. 27 -11) XCS (maximum) 4,. EVALUATION REPORT Cop,NrW 0 i,es IC /O rwlutlon Service. Inc. ICBO Evaluation Service, Inc. A subsidiary corporation ofthe International Conference of Building Officials RECEiVED AUG 31 1989 Sling Category: FASTENERS — Concrete and Muonry Anchors PHILLIPS RED HEAD SELF-DRILLING, NON - DRILL, STUD, SLEEVE, WEDGE, MULTI -SET D AND REDI-CHEM CONCRETE ANCHORS AND STEEL DECK INSERTS ITW RAMSET/RED HEAD POST OFFICE BOX 364 MICHIGAN CITY, INDIANA 46360 1. Subject: Phillips Red Head Self - Drilling, Non - Drill, Stud, Sleeve, Wedge, Multi -Set I1 and Redi -Chem Concrete Anchors and Steel Deck Inserts. 11. Description: A. Red Head Self- Drilling Anchor: The Phillips 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 12L 14 and the steel for the plug conforms to the minimum requirements of AISI Specification C1010. The anchor has eight sharp teeth at one end and is threaded internally at the other end. The outer surface 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 expander cone are electrodeposit zinc and chromate plated. The anchors are installed either by Phillips 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 regulated by the drill chuck. A Red Head plug is set into the bottom of the anchor prior to inser- tion in the hole. The concrete anchor is then driven over the plug causing an expansion of the anchor in the bole. The chucking end of the anchor is broken' off with a hammer blow. Verification that the anchor has been installed properly is evi- surface of of the concret the red pl plug is project at the bot tom of the bole. The allowable shear and tension values are as set forth in Table No, L B. Red Head Non -DrW Anchor: The Non -Drill anchor is designed to be installed in concrete in a predrilled hole. The shell is formed from steel meeting the minimum requirements of AISI- C12L14 and is provided with internal threads at one end and a plain hole at the expansion end which is divided into four equal segments by radial slots milled 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 over a 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 minimum 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 con- crete cuttings are removed and the anchor is set in a manner identical to the Red Head Self - Drilling anchor. The allowable shear and tension values are as set forth in Table No, II. C. Red Head Stud Anchors: The Phillips Red Head Stud anchor is a non - drilling anchor which provides a protruding externally threaded stud when installed and is formed from steel meeting the minimum requirements of AISI C -1213. The anchor body has an axial hole, axial 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. LODI METAL TECH. R 7 Report No. 1372 June, 1988 The anchors are installed in drilled holes having a diameter the same as the anchor and are set as described above for the self- . drilling anchor. The allowable shear and tension values are as set forth in Table No. III. D. Red Head Sleeve Anchor: The Philips Red Head 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, respectively, 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, respectively. Holes are drilled into the concrete or masonry at the required locations of the same diameter as the nominal anchor diameter. The anchors arc 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. Red Head Wedge Anchor: The 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 anchors are cold formed or machined from either zinc- plated and chromate - dipped carbon steel. hot - dipped gal- vanized 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, orlYpe 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 expander 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 tightened 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 I /4 -, /a -, 1 1: -, Ns- and 3 /4 -inch- diameter wedge anchors. The wedge 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 leas than the minimum embed- ment. 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 embed- ment. The anchor is then tapped into the hole to the embedment depth desired, but no less than the minimum embedment. A standard hexagonal nut and washer are used over the material being fastened and the nut tightened until the minimum installation torque as indicated in Table No. V is reached. The allowable shear and tension values are as set forth in 'Bible No. V. F. Red Head Multi -Set 11 Anchor: The Multi -Set anchors are designed to be installed in a predrilled hole equal to the anchor diameter. 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 steel meeting the minimum requirements of AIS1 C -1010 or Type 303, respectively. The expansion end is divided into four equal segments by radial slots. The expander plug is preassembled 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. Evaluation reports of ICBO Evaluation Service, inc., are issued solely to provide information to Class A members of ICHO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommendation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test faciitiss to malts an independent verification. There is no warranty by 1CRO Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, marbantabu uy. Ptpa1of9 O. Steel Deck Iaaert: The Steel Deck Insert is designed to be placed in steel decking, before concrete is poured, where a hanging fastener is desired. The anchorauembly consists of two major parts, a headed stud and a coupling, both of cold - rolled steel meeting the minimum requirements of AISI tr�10.1018. The coupling is assembled to the stud and is internally Dock Insert threaded rod. A spring clip assembly locks the Steel 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. Spicing of the anchors along the rib or flute shall be a minimum of 19 inches on cent= The insert is pushed through the hole such that the aping clip expands on the underside of the deck and locks the insert firmly in W The deck must be a minimum No. 22 gauge, Steel Deck Institute Type deck with 11- inch -high flutes and minimum 3 -inch concrete cover over the flutes. The allowable shear and tension loads are as stet forth in'dble No. VII. H. Red Head Redi -Cher Concrete Anchor: The Redi -Chem anchor is a two-pert adhesive anchor for use in stone aggregate concrete having a minimum compressive strength of 4000 psi anchor consists of a threaded anchor rod of zinc- plated low - carbon steel with a minimum tensile strength of 70,000 psi and a sealed glass tube containing measured amounts of liquid polyester resin, quartz aggregate and a catalyst. inside the tube of resin is a smaller tube containing the benzoyl peroxide catalyst. The threaded anchor rods are manufactured from either a zinc-plated low - carbon ASTM A 307 steel; or, zinc -plated high - carbon AISI 1144 steel (this rod is plated with a yellow dichromate); or, a Type 303 stainless steel. The anchor is installed in a predrilled hole in concrete that has been cleaned, using a brush and stream of water or a brush and compressed nit: The depth and size of the hole are noted in Table No. VIII. The glass capsule is inserted into the hole with the flat end facing out of the opening. The • setting tool is then inserted into the rotary hammer and the anchor rod secured into the setting tool with the set screw. The beveled end of the anchor rod is placed on top of the tube, and the combination of die rotation tube. the and is en to the bottom of�the hole, the of is i mmediat ely stopped. The set screw may be loosened and the rotary hammer disengaged. Care should be taken to ensure that the anchor bond is not disturbed for an initial cure p rlodof 10 minutes. Before applying a load, the rain must be allowed to cure at the temperature and time period noted in Uble No. XIE. The anchor rod must be embedded up to the minimum embedment ring. which is marked on the rod. Redi -Chem anchors cannot be used to resist pullout forces unless proper consideration is given to fire. The resin used with the anchors becomes temperature sensitive at approximately 170'E Allowable tension and shear values are tabulated for various -size threaded rods in 7kble No. l and are adjusted in accordance with Figure No.1 where the concrete temperature may exceed 68'E L. Identification:' The concrete anchors are identified by their dimen- sional characteristic and the name "Phillips" and anchor size stamped on the anchor. The conical- shaped expander plugs are colored red. See Figure No. 2 for additional details. The Redi -Chem concrete anchor capsule is identified by its catalog number and "RED HEAD" printed on the capsule. The anchor rod is identified by its proprietary drive mechanism and embedment groove. 111: Evidence Submitted: Product brochures. calculations. results of shear and tension tests. Findings IV. Findings: That the Phillips Red Head fasteners described in this report are alternate types of anchors to those specified in the 1985 Uniform Building Code, subject to the following conditions: 1. The allowable shear and tension values do not exceed those set forth in tables Nos. I through XIII. 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 allowable tension not exceeding 1.00. 4. Anchors are not subject to vibratory or shock loads such as supports for reciprocating engines or crane rails mikes ade- bq= Is determined by tests with results approved by the local 5. The allowable values indicated lathe tables are maximum values and they are not to be increased for wind or seismic loads. 6. anchors (other than self-drilling type) shall be hr sholes predrilled with a carbide -upped asaeonry drill manufactured within the nge of the maximum and minimum drill tip diastole's of ANSI Standard B- 94.12.1977 for the al- lowable values eel forth in this report. 7. The Redd -Chem concrete anchor cannot be used to support fire- resistive construction. 8. Special inspection in accordance with Section 306 (a) 12 of the code must he provided for the Redi -Chem concrete anchor. : 9. The Redi -Chews concrete anchors may resist pullout forces solely In floor installation. This report is subject to re-examination in one year. MCNO117Y/FCAIr011 ME M IIIININUM STONE AOONEO m E CON0110E re. mord r. as r.. awEwl ( r.. 4IST pet ( r.• r.i f r t re` w 7Mdmn TMndNn wlsYn f f TMd 0n f _ t Tendon ise t Imam Vila Wand TM MOM Mt UMW Mt UMW woe ISTWJJMON _B WM Med MO MOM Mt IMMO OM. •U 1010M 1 W BM M rfM BEM i � IM a� EIENt EfAl1 M� lo a OMAN I'6 270 135 155 340 170 390 IOC 445 225 500 250 560 280 44 8 1 610 305 405 670 335 445 725 360 445 750 365 460 755 375 470 755 380 485 760 380 495 2 680 340 715 355 745 375 765 380 770 385 775 780 390 1'h 315 380 845 4711 440 925 3h 25 3 535 765 1 975 960 980 1.455 00 1,520 745 1,020 1,035 41/2 610 _ 2% 830 -415 1,010 52 1 90 uc 1,330 1,380 690 1,395 '13 55 41/2 6 1,420 1,530 710 .765 1.115 1,775 1,745 755 VO 1.415 1,590 1,835 2,250 915 1,125 1,680 - 2,155 2,595 1,770 2,475 2,940 1,240 1,470 1,860 2000 3,285 1,945 sh 90 PA 508 7' /2 1,225 1,955 2,605 615 980 1.305 2,800 1,535 2,120 2.735 ,65 1,060 1,370 3,115 920 1,145 1,435 1135 1,9.0 2,545 3,113 l eRn ti 3,120 2,000 2,865 3,435 1,000 1,435 1,720 3,120 2,090 3,190 3,755 3,120 2,175 3,510 4,080 LOU 1,755 2,040 3,120 344 1,720 2,020 1,010 2,315 2.420 1,210 2,620 1,310 2,715 1,360 3 /4 175 6 2,450 4,090 3,130 1.565 4,375 3,805 4,425 3040 1,970 4,500 E' Ni 4,580 4,210 2,105 4,660 4.345 2,170 4,735 10 2,640 3,520 1,760 4,395 4,850 2,425 5,740 2,870 6,185 3,095 3 2,215 1110 2,705 1,350 3.190 1,595 3,290 1,645 3,380 1,690 3,480 1,740 3,570 1,785 711 250 61 2.960 1,480 4,410 3,655 1,825 5,600 4,350 2,175 5,960 5,005 2,505 6,240 5.645 2,820 6,520 6,280 3,140 6,800 6,915 3,455 7,075 83/4 3,125 1,560 3,835 1,915 4,545 2.275 5,140 2,570 5,740 2,870 6,335 3,165 6,915 3,455 41/2 1765 1085 4,335 2,170 4,910 2,455 5,090 2,545 5,270 2,635 5,440 2,720 5,620 2,810 300 7 5,540 2,770 6,190 6,280 3.140 6,795 7,020 3,510 6,660 7,600 3,800 7,110 8,180 4.090 7,555 8,775 4,385 8,000 9335 4,665 8,450 101/4 7,435 3,720 8.195 4,095 8,950 4,475 9,330 4,665 9,700 4,850 10,080 5,040 10,465 5,230 502 4,490 2,245 2,685 6,240 3,120 6,630 3,315 7,020 3,510 7,410 3705 7,800 3,900 sop 8 7,640 3,820 9,015 4980 10,460 maw 6,140 10,495 12,680 6,340 10,930 13,070 6,535 11,370 13 •" "'" 11,800 13,855 6,925 12,240 1002 16.115 8,055 MOOR TT1W-UMMEWIT STEEL STONE AOMMOATICOMMETE .• 2lM /M r UMW r, rd r,. MN psi - MMrd w 1 re - rd I doe 1Mwn lip n Mon ( Tonulsn WM Mrr MO Y MM + }l 4 MINI 4 `t !EM 4 4 SWAN 4 SWAM 4 1CM 4 1CM 11/2 145 175 415 210 465 510 255 275 '4 8 1 345 530 360 555 750 375 580 770 590 780 390 605 395 615 625 2 380 380 770 385 775 785 390 11/2 350 760 785 395 795 805 400 815 405 3 1, 25 3 775 605 900 1.320 1,030 1.415 710 1,050 1,495 1,070 1,580 790 1,095 1,660 830 1,115 41/2 710 1,515 1,600 800 1,675 1350 -875 1,825 910 21/4 410 1,000 306 1,200 600 1,230 615 1,270 635 1,275 3h 55 41/2 6 815 1,845 1.775 890 2,060 2.270 2,150 1,075 2,340 2.420 1.210 2.410 2,690 1345 2,480 2,960 2.550 6 885 2,025 1,010 2.495 1,245 2,695 1.350 2,900 1,450 3,105 2 1,235 015 755 1.775 1.860 1,920 960 2,000 1,000 2,045 1,025 / 90 51/2 2,555 1,275 3,040 1,330 3,075 2,775 3,110 2.975 3,400 3,235 1,615 3,680 3,495 1,745 3,965 3,755 1,875 4,250 7'/: 2,635 1,320 1,390 2.925 _ 3,200 3,560 1,780 3,920 1,960 4,280 2,140 3'/. 1.760 880 2.060 2,355 1,175 2.450 1.225 2,550 1,275 2.640 1.320 2,740 1,370 3 /4 175 6 2,840 1,420 3,930 3,255 4.200 3,670 1,835 4,470 3,970 1,985 4,610 4,270 2,135 4,890 4,570 2,285 5095 4,870 2,435 5.300 9 3,030 1,515 3,390 3.750 1,875 4,210 2,105 4,735 2,365 5.260 2,630 5.785 2.890 3 2110 1055 2,820 .,4 1.765 620 1.810 3,700 1,850 3,780 1,890 3.870 1.935 3h 250 6'4 2,435 1,215 4,900 3,155 1,575 3,500 Mf 1,935 6,110 4,670 2,335 6,435 5,525 2,765 6,755 6,380 3,190 7.080 7,235 3,620 7.400 8 3,455 1.730 4,570 2,215 2,840 6,090 3,045 6,500 3,250 6,910 3,455 7,315 3,660 402 2,960 1,480 3030 1,115 4,305 4,630 2,315 ��O N ♦vf �O 2,480 '5,290 2,645 5,620 2,810 1 300 7 4.105 2,050 5,170 035 2.215 6,780 4.765 7,685 5390 2,595 8.240 2,840 8,790 6.175 3090 9,350 6,670 3.335 9,900 10'h 4,090 4,625 2,315 _ 5,165 5,690 2.845 3.100 _ 6,720 3,360 7,235 3.620 - TALE NO. 11-RED HEAD WEDGE ANCHOR AUDI/ ABLE SHEAR AND TENSION MLUES (Pounds) = (Continued) y eD M MCM011 rnS- 01+1110atm ANCHOR 1 ONE AMOK* • panes) /MTA� M LI AION gleuSpu SHI_NM Munn) tJOM WOMIMrAWONtOATS0OMC11111111 NonnipM reM Me psi ro11111tl/M Teraina Ti 11aMn SHIM n WWI lip. Imp., Sp 1 1sF 4 SF MP Sp Ine4 Me Ire 8 I 265 130 470 360 Sp InmsA 180 Spartelos 330 1 /s 25 11 /t4 430 215 835 560 2110 930 tit , 45 12 730 363 1,150 890 1 443 1580 1,520 sit 95 12 /+s 1,070 335 1,990 1.520 760 2 2,820 3 /4 175 133/4 1,610 805. 2,550 1,9410 660 990 3,670' 7 h 230 13 1,710 855 4,090 2,140 21115 1,070 1000. 4,450 1 300 14 1,970 985 '4,750 3,450 1;725 1 6,340 1 500 15' h 3,450 1,725 7,805 4,950 2,475 10,050 ' Page 7 of 9 TABLE NO. V -RED HEAD WEDOE ANCHOR ALLOMNSLE SHEAR AND TENSION %SLUES (Pounder a— (ConINMUd) TABLE NO. VI—RED HEAD MULTIWSlT N ANCHOR ALLOV1 JLE SHEAR AND TENSION VALUES (Pounder e R9 � Report No.1372 ITb tebulebd sheer mod tulle vales are for whore intWMd in done or bibroaight q vapase corcrele having the desipred uldmese compressive swage at the tense of a nelledee. 1k tab dv.lu foramens brrtalledamWmumof 12 diameters on center and antleinaan edge distance dais diameters for 100perce s arbor efficiency. Spans and edge distance may be reduced to aixodit rodeo spacing and t rewdinrr let edge distance, provided the values are reduced SO percent. linear imapoladon may be used for insenndire'peep mid edge rThese tention values are applicable only when the anchors are installed with special inspection as set forth in Section 306 of the code. Mese tension values are applicable when the anchors are installed without special Inspection as set forth in Section 306 of cods. Me tabulated she ad tensile values are for anchors installed is atone ajpegw concrete h vieg the &signaled ultimate compressive e strength at the time of installers. Values have but tabulated for both ASTM A 307 ad A 449 bolts Matelled with elm device. ulased values are for anchors InMaIledamlnlmumof I2diametan metanon ncedaisdiameterfor100percent fficleacy. s maybe reduced o sie.diame ee spacing and rlreediaaler edge distance, provided the values are reduced SO pacer Liner interpolation may be used for eMrmerNs a Rungs end edge singled, uprose tension values are applicable only when the anchors are installed with specW inspection as set forth in Section 306 of the cods. 'These tension values we applicable when the anchors ore installed without special inspection as set forth in Section 306 of the code. 'If ASTM A 449 bolts are used the allowable tension value may be 100 pounds. .:.,iik-i:::S::::;:;.:J,'..'/,',...,::''',,i;:;:;1;'.'•,:,:',?::;".:',,4v.,.;.;::::;;:tjf:',-..::if:',..:',.::(i:7.:;::(,:i:,...7:::-...,..•;.:..,,,...,,., ,, , L M T LMT offers a wide range of capacities plus Versa - Shelving and Drive -In (High -Cube) Racking. This means you can obtain and install from one manufacturer the system that FRAMES • LIGHT -DUTY, LOW PROFILE RACK LM 10 Upright An economical answer to storage of hand loading systems requiring more than regular steel shelving. • STANDARD -DUTY RACK LM 15 Upright The basic systems of modular pallet racking for all regular storage applications, with strength and safety at realistic costs. • MEDIUM -DUTY RACK LM 20 Upright The popular range of pallet racking in seismic areas, • HEAVY -DUTY RACK LM 30 Upright Features 3" square columns, a rack system for the heavier loads and the high rise, high cube application. • SUPER -DUTY RACK LM 40 Upright This upright offered on application only. The LM 40 offers additional strengths where impact properties or greater load requirements are needed. Subject to inquiry. The LMT design represents the most proven up to date concept in a boltless, easy to assemble, durable storage racking system. Precision parts manufactured to provide ease in erection and change over to handle the wide variety of applications for today's and tomorrow's storage systems. • PALLET RACKING Conventional 1, 2, or 3 pallet facings per load beam bay with adjustable storage levels to 32 feet high. • VERSA - SHELVING Versatility is obtained when a wide variety of different size products must be hand stored along with your standard racking needs, • WIDE SPAN SHELVING Large bulky Items — such as furniture, carpet and building supplies stored for selective orders. STORAGE RACKING matches the requirements of a particular application, whether your warehouse is hand, pallet or high -rise storage. BEAMS S SELECTIVE SYSTEMS • Z -BEAM 2" - 3" depth to 120" span for hand loaded items. • OPEN BEAM 2" — 31/2" depth to 144" span for hand loading and lightweight pallets. • CLOSED BEAM 3" — 6" depths to 144" span for standard and heavy pallet loads. • ROLLED FORMED BEAM 31/2" — 41/2" depths to 168" span for standard and medium pallet loads. BRACKETS • TRI -GRIP FINGER BRACKET Quick adjustment on hand loaded storage. Fabricated on "Z" or Open Beams. Interfaces with all upright frames (side hole, drop -in lock- ing pin on request). • STANDARD BRACKET 3 stud connection with automatic snap lock. High stability and effective load distribution to the upright frame. Interfaces with all frames except LM 10. LMT personnel have over 25 years experience in storage racking. We have, and offer to you, our ability to solve special or unusual problems. The fact that over 75% of LMT racking business is from existing clients speaks well for our products and service, • DRIVE -IN RACKING The high cube, high density, storage system using components from all our storage rack systems. LMT can offer the wide range of steel modular systems to meet your needs, • ENGINEERED MULTI -LEVEL RACK MEZZANINES For pallet feed and walk -pick retrieval complete with catwaks, railings and access stairways, 2 CM T UPRIGHT FRAMES There are four basic LM upright frame models in various sizes and gauges, LM 10 • LM 15 - LM20 LM30, LM40 is available for special application, HORIZONTAL AND DIAGONAL BRACING, are continuous mig welded to upright for maximum strength. Use 1 x 11/2 channels and 3 /4 x 3 /4 channels used on LM 10 uprights. FRAME FEATURES There are absolutely no dead spots along full height of column. permitting beam placement freedom. Each column has a foot plate pre-punched for lagging to floor. COLUMN FACTOR OF SAFETY Based on minimum yield point: 1.92. Conforms to standards of the American Iron & Steel Institute (A,I,S,I,) and Rack Manufacturer's Institute (R.M.I.) Order frames by catalog number. All frames carry the prefix LM followed by 6 or 7 digits. The first two digits designate the frame model number. The remainder, the size. Example: LM 30 120 36 o ° oti STANDARD SIZES ARE: Heights- 6 ft. to 24 ft. in 1 ft. Increments, Depths- 2 ft. to 5 ft. in 1 /2 ft. increments. ON REQUEST: Heights- 3 ft. to 35 ft. In % ft. increments. Depths -1 ft. to 6 ft. in 2" Increments, 40 35 30 25 20 15 10 5 r - 11/2 T T 3" 1b- FRAMES' FRAME CAPACITIES 36" 4$" 60" •Mrr $422 SEAM SPACING IN INCHES HOW TO USE FRAME CAPACITY CHART After determining clearance between shelves and selecting total required capacity for frame; Read vertically from maximum shelf spacing to point where capacity shown equals or exceeds required total frame load. COLUMN SECTIONS h -1 "H T o L.. 3" H u LM 10 LM 15 LM 20, LM 30, LM 40 96 " 111 62; 70' Saj etst 0 t0; 1'14: LM 40 3x3x.135 LM30 3:3x,105 LM 20 3 :3x.075 LM 15 3x 1 5/8 : 075 LM 10 1314 :15/8x.075 ONE -PIECE CLOSED BEAMS 9,998 9,129 8,399 7,777 6,999 214 3 0.09 0.10 0.12 0.14 0.18 LiF404 28 61k30 3' 3 31 33 '4 t` ,,19,577.- , ti 38 35 t&619 6,773 0.19 39 �j{ „,„ ,0 7; 6,363 0.22 41 (t�:7,1351r," �> ;191; 5,999 0.24 43 i w N 0,21, 5,675 0.27 46 r 'r� 5,384 0.30 48 :S6, e,0,2 5,121 0.33 50 S 4,883 0.37 52 ' 4,666 0.40 54 � 4,467 0.44 56 1.,..03,501.'s" t • O,39 A ti 4,374 0.46 57 1 5:31?Ai.... .O 234 3 ZEE BEAMS 4,285 0.47 58 1 '' 9 ' S,iZL'`'�"i0A21 , 4.117 0.51 61 !'5.070 ;11v p,115• 3.818 0.60 65 47 70.1 O 3,634 0.63 67 ''4.536 ,0,47., 3,280 0.67 70 Is349 063 2,975 0.70 73 711104 069 2,711 0.73 77 6,1 , QZ3. 2,480 0.77 8o {+ .7k / 1 0.77' 2,278 0.80 83 11;3.11O ` '.0,1Or1 2 z tg y X54 4 UlF 154 10,038 9,430 8,891 8,410 51 *?t 7,979 214 7,590 7,237 6,915 6,621 6,483 6.350 6,101 5,871 5,658 5,459 5,186 4,939 4,715 4,510 4,254 4 0.15 0.17 0.19 0.21 0.24 0.26 0.29 0.32 0.35 0.36 0.38 0.41 0.44 0.47 0.51 0.56 0.62 0.68 0.75 0.80 1 �1 y.,16 ST T .07 LSD 35 t'48,76i 37 #yt ,491;i 40 S�'1ii3,A18 ` 1� 43 fr`<.I1.2 45 x41 ;686. 47 `10,978.' 50 tii 10;350,. 52 4r ,,i49,791 ± 55 ;,9,289: 57 ‘S-:t'4",;138.8,05' 60 Ab,% 62 21 65 x;7;708 66 :7,608 67 70 72 75 77 81 85 88 92 96 LSC45 .105' LSZ3A 2,021 .67 104±; 18Q7itlkl Load Capacity and Deflection for Design of beams conforms with yibtd strength of 42,000 pounds berlectlon limited to 1/180of :Y ±ri<7rr. `;r °.N.':$ :'t {., '1:. ^y.:• .-,,,a.,,...!.. ,,,,u; ^. O. MOMS ., : t .�4' NIZSM 11,....."7 'f` ,s`:,4 - .. _•r;,, ts' '.4: ✓.. 1,554:; , 0,4"4•1/4 •7i :•�2'ri2 ?. 5.VAw2 .,k,l„S . '401 , :h • ,. r: t: *. ; Pt'i i. -. . ., i ; ., : .4 a .: ;f., l:..., .,. , .;:,....,, ° :S ..i t '1::, ..M, .. - 5555 xs„ . ;, ; 5'1'15,.., .. , �� ». ,:.�..., - . 5'155:, , � r.1•.+'eah, . •Y'. +:a�1 - ; 1'rr.;:l;'. v ..!',V' • ..:,:Y. , +5 '14.1' , F`: ;1: ,i'f •: •:•ir' .... : 55 ; '1. to NM= .r. ^ , ., . 5'155 ."MNi Y•. ,t 1 -Y , ..'.' } F �'f4 f t320MERB •.srr.v1 it BERM ,11 Iii. -- . - . 5 .455,4. ,v... •.;r., If�tlt l tt39q.- .. l.... .4 .:,,4'•.:.n•tw. j4 1. ..uu:,e4 h.t , YI , -, � .:.l,! r. Y .� 1n .. +�riJii t 7 't 1 '.0 }_sin* 1h,Y+1 {S' 4. " t 4.' r .' '4 7.2! ■ Z}, 4.•. l4'41 .. t . 4 ,- •• fit,. vv,,,, '..0:. i:nq, > r ' .V: ..1 . µ 1. ,.•,, t, Y.::i. .• < }12•.x. i� I�WliMp i.e ?G � L ,fr _ i .f 1, 5;54'4 d♦, U0.i :x }?5.47:';2: L.4.4,51'.`: ' , , 4 ! ' t . 4 4!' .4:i p'di CM T UPRIGHT FRAMES There are four basic LM upright frame models in various sizes and gauges, LM 10 • LM 15 - LM20 LM30, LM40 is available for special application, HORIZONTAL AND DIAGONAL BRACING, are continuous mig welded to upright for maximum strength. Use 1 x 11/2 channels and 3 /4 x 3 /4 channels used on LM 10 uprights. FRAME FEATURES There are absolutely no dead spots along full height of column. permitting beam placement freedom. Each column has a foot plate pre-punched for lagging to floor. COLUMN FACTOR OF SAFETY Based on minimum yield point: 1.92. Conforms to standards of the American Iron & Steel Institute (A,I,S,I,) and Rack Manufacturer's Institute (R.M.I.) Order frames by catalog number. All frames carry the prefix LM followed by 6 or 7 digits. The first two digits designate the frame model number. The remainder, the size. Example: LM 30 120 36 o ° oti STANDARD SIZES ARE: Heights- 6 ft. to 24 ft. in 1 ft. Increments, Depths- 2 ft. to 5 ft. in 1 /2 ft. increments. ON REQUEST: Heights- 3 ft. to 35 ft. In % ft. increments. Depths -1 ft. to 6 ft. in 2" Increments, 40 35 30 25 20 15 10 5 r - 11/2 T T 3" 1b- FRAMES' FRAME CAPACITIES 36" 4$" 60" •Mrr $422 SEAM SPACING IN INCHES HOW TO USE FRAME CAPACITY CHART After determining clearance between shelves and selecting total required capacity for frame; Read vertically from maximum shelf spacing to point where capacity shown equals or exceeds required total frame load. COLUMN SECTIONS h -1 "H T o L.. 3" H u LM 10 LM 15 LM 20, LM 30, LM 40 96 " 111 62; 70' Saj etst 0 t0; 1'14: LM 40 3x3x.135 LM30 3:3x,105 LM 20 3 :3x.075 LM 15 3x 1 5/8 : 075 LM 10 1314 :15/8x.075 ONE -PIECE CLOSED BEAMS 9,998 9,129 8,399 7,777 6,999 214 3 0.09 0.10 0.12 0.14 0.18 LiF404 28 61k30 3' 3 31 33 '4 t` ,,19,577.- , ti 38 35 t&619 6,773 0.19 39 �j{ „,„ ,0 7; 6,363 0.22 41 (t�:7,1351r," �> ;191; 5,999 0.24 43 i w N 0,21, 5,675 0.27 46 r 'r� 5,384 0.30 48 :S6, e,0,2 5,121 0.33 50 S 4,883 0.37 52 ' 4,666 0.40 54 � 4,467 0.44 56 1.,..03,501.'s" t • O,39 A ti 4,374 0.46 57 1 5:31?Ai.... .O 234 3 ZEE BEAMS 4,285 0.47 58 1 '' 9 ' S,iZL'`'�"i0A21 , 4.117 0.51 61 !'5.070 ;11v p,115• 3.818 0.60 65 47 70.1 O 3,634 0.63 67 ''4.536 ,0,47., 3,280 0.67 70 Is349 063 2,975 0.70 73 711104 069 2,711 0.73 77 6,1 , QZ3. 2,480 0.77 8o {+ .7k / 1 0.77' 2,278 0.80 83 11;3.11O ` '.0,1Or1 2 z tg y X54 4 UlF 154 10,038 9,430 8,891 8,410 51 *?t 7,979 214 7,590 7,237 6,915 6,621 6,483 6.350 6,101 5,871 5,658 5,459 5,186 4,939 4,715 4,510 4,254 4 0.15 0.17 0.19 0.21 0.24 0.26 0.29 0.32 0.35 0.36 0.38 0.41 0.44 0.47 0.51 0.56 0.62 0.68 0.75 0.80 1 �1 y.,16 ST T .07 LSD 35 t'48,76i 37 #yt ,491;i 40 S�'1ii3,A18 ` 1� 43 fr`<.I1.2 45 x41 ;686. 47 `10,978.' 50 tii 10;350,. 52 4r ,,i49,791 ± 55 ;,9,289: 57 ‘S-:t'4",;138.8,05' 60 Ab,% 62 21 65 x;7;708 66 :7,608 67 70 72 75 77 81 85 88 92 96 LSC45 .105' LSZ3A 2,021 .67 104±; 18Q7itlkl Load Capacity and Deflection for Design of beams conforms with yibtd strength of 42,000 pounds berlectlon limited to 1/180of Hietei - o w � W t '±. gg• a , a , 9 ° t - =a J W a 0.09 17,251' :15,751 •14,491 13,418 . 07; 08, 10! 11' : 35'% 38 : 41,` 43 1 - - - - - - - :.:+ s - r , '. 32 - - - - - - - - 31 - - - - 4 .11,686 • 10,978 10, •;9,791 9,289. , 15` 49'• 17 51 . 19: .54 ; ' .21; ':::,57.,?, :..23 : .60 13,724 12,893 12,156 11,499 10,909 13 .15 .17 .19 .21 54 '.15899 57 ;. , 60 ,:. 14,082 63 ; 13 321 ' 66 1,, - 12,637, . ' , 12 14 16 17 .. ' .19 , 18,590 ' 17,464 16,466 15,576 14,777 .11 .12 .14 .15 .17 - ;.'' - 19,903 18,765 '17,751 - : 16,841.. .1 ,11 .13 ,14 '.16 - - - - " 62 66: 70 :. 74 , .78 "` 8,636 26' 8,425 28. 8,051 ,31 , . 7,708 34 , ..7,508, ; :.:.1 1 . , :„ . .. 36:. . 63 ; 66 " 69 -71 ; .: 73 i 10.377 9,894 9,455 9,052 8,818 .23 ,26 ,28 .31 .32 69 '-`12021 72 '11462 ,:, 75 ' . +, 78 1 .10 486 80 "..,A0,215...; :% 21 23 26 28 . < : ..,30...',. 70 . 14,056 73.; 13,402 76', 12,807 79 ; 12,262 • 82 ' 11,944 .19 .21 23 .25 .26 216,019 15,274 108 ..14,595 . 112 : - .713,974 114 ..13,612 , Y ?.17 19 .21 .23 . .724 - - 114 119 . , . - 121 82 66 . 90 , 94 ' 96 '7,39 7,103, 6,835 9 ` , ', 6,587 6,356' 37 40'• 43' t 47 ; SO; ; 76' 79 ; 82 ; 84 . . ' 87.; 8,683 8,342 8,027 7,736 7,464 .33 .36 .39 42 A5 81 :.10058 ' 84 `C 9664 87 ,' 9299 92 ' : 8,961';. 93 ;; 8647 . ; : 31 33 3 38 41 ; : ' : •'84' 11,761 87 ; 11.300 90: 10,874 .. 93 1 10,478 96., 10,111 .27 .29 .32 .34 .37 117 ; " 13,404 121. 12,878 125 :' 12,392 130 ,:11,942 134 , .,11,523 , .,25 27 '.29 .31 ` ; . 34 .123. 128 ;. .. . 137 ., • ...142 ' 98 ' 102 106,..i. 110 ,: 114. . 6,038 5,750 5,489 ,.5,250. }'5,032 .;80: . 55 91 ; 61 95 67 : 100 ' 73' . 104? 7,091 6,753 6,446 6,166 5,909 ,50 .55 .61 .66 72 97 -;` 8214 , , 101 ',, 105 r 7468 109 , ....'11,143.':,' , 113 p`, 1 6845 46 ' 50 55 660p 66.:.J 101.1 9,605 1061 9,148 110 8,732 115 8,352 119 8,004 .41 .45 .49 .54 .59 141 . 10 ;946 1,37 ''148 147 t 10,425 • ;41'1,...=;:;:155'.'. 154 9,951 ".45..;:.:::; 160. •;9.519 .49 ,,,169, 167;.'9.122 ,.,..54 : .;`176,' 41 Hietei g C c �� a �r gg• a , il h a 9,998 0.09 28 0.08 : ' 30 ' . 14,818 0.07 32 9,129 0.10 31 ; .12,313 11,242 0.Q9 .' 33 ' 13,529 0.08 35 8,399 0.12 33 .. 10,343 . " 0,1,1 35 . 12,447 0.10 37 7,777 0.14 35 ` 9,577, . 0.'43 ' 37 ' 11,525 0.11 40 6,999 0.18 38 8,619 '''. 0.16 41 10.372 0.14 43 62 0,713 0.19 39 ": 8,341 . 0 , 7 7 ' ' .42 , : 10,038 0.15 45 66 6,363 0.22 41 7,835:' • 0.19. 44 : 9,430 0.17 47 70 5,999 0.24 43 . 7,388' ' , 0.21 47. 8,891 0.19 50 -74 5.675 0.27 46 ; 6,988 0.24. '..49',., 8,410 0.21 52 78 5,384 0.30 48 .1 .'6 .: 0.27 , :51 , .. 7,979 0.24 55 : 82 5,121 0.33 50 . • . 6,306 ' • . 0.29 54, : 7,590 0.26 57 86' 4,883 0.37 52 ' 0.32 . 56 . 7,237 0.29 60 90 4,666 0.40 54 .6,013 1 5,746 ' 0.35 - 58' .. 6.915 0.32 62 .94 4,467 0.44 56 ' 0,39 60 6,621 0.35 65 96 4,374 0.46 57 ..5,501 ::6,387 '. 0,40 62 6,483 0.36 66 4,285 047 58 ' 5,277 :.0.42' 63 6,350 0.38 67 4,117 0.51 61 : 5.070. 045 65 6,101 0.41 70 3,962 0.55 63 4,879 , :0.49 • ' 67...` 5,871 0.44 72 3.818 0.60 65 , 4,701 0.53 . ';70..- 5,658 0.47 75 3.634 0.63 67 1' . 4,536' . 0.57 72. ' 5,459 0.51 77 Ric.Igin41 3,280 0.67 70 4,309 0.63 76 ; 5,186 0.56 81 i 2,975 0.70 73 , 4,104 ' ' , 0.69 : :79 :' 4,939 062 85 2,711 0.73 77 .3,772 ' 0.73. .. r. 82 ' 4,715 0.68 88 2,480 0.77 80 3,451 •.0,77 '. 86 4,510 0.75 r 92 2,278 0.80 83 :3,170 ' 0.80. ' 89 4,254 0.80 96 !Et 2 4ACITIES fl n 84„ IN INCHES and selecting ally f rorn ;ity shown equals 130, LM 40 LM40 3x3x.135 `r te LM 30 3x3x 105 LM 20 3x3x.075 LM 15 3 x 15/8 x 075 LM 10 1314x1 518 x075 LBF354 ONE -PIECE CLOSED BEAMS 2v 31 ZEE BEAMS 8 , oo Qa J C a 1.433 34 26 2,583 , 1,229 .46 29 .'2,213. 940 .53 33 : 1,937 120 - - - 1,450.'' 4 LBF454 x 4Y 3 SEAMS OPEN BEAMS h-11'." r I 11'i" -.I " Zvi -� 7 ," a" vx " - i .0 75^ LBZ 7S. ! LBZ3 Ul LBZ3A U1 LB020 Cr.] J .1. 42 ' 3,144 A6' 2,870 2,125 .15 18 ''3,873 1 1`.'.,r '20„ 5,155 .11 28 ....50 2,641 54 ,: 2446 1.722 .24 22 ,3,100.` `.18 :24: 4,124 .17 35 ;)::60:' 2,201 Q2 -- Qa O Oc U '6,1 'n d w u, .15 20 : 5,347 . .10 23 :. 7,245 .08 25 .18 21 4,882 .12 25 •. 6,615 .10 27 .21 23 : 4,491; ;14:.- 26. 6,086 .12 29 .25 24 4,159.: •r...16. '28. 5,635 .14 30 .30 26 ' {3,743 `.20; ; 30'.: 5,071 .17 33 '- 62''• 2,130 . 32 27 3,622.' :,' :•,21 .. -31 : 4,908 .18 34 2,001 37 28 .3,402, :.24 33. 4,610 21 36 1,794 . 39 29 :.. 3,208 :'..' .27:. " 35 : 4,347 .23 38 28 3,438 .25 40 :74:; 1,595 41 30 .':3,035':. :''..30. ,; -. 37., 4,112 .26 40 `i 78 1,438 . 43 31 ;`2,879 "::' .`;34:, :.: .38 3,901 .29 41 82 :: 1.410 .45 32 . 2,739 :37 ' ' '39; 3,711 32 43 32''% 2,947 .33 46 %:.86'. 1.183 . 48 33 2,611 ,41 41 3,538 .35 46 90:; 1,078 . 50 34 :..2495 45 -43. 3,381 .39 48 '9c V 991 52 36 ' . 2389 49 44 3,237 42 49 36.': 2.578 44 52 96 936 53 37 2,327 • 51 .:.',45 3,153 .45 50 :.9B; '' 102`', `:.106'7 0`' 2,291 .55 58 110 ;; 2,021 .67 64 : 120 " :1" 126" , 132 , : `.138 :! - - - ;' 2,291 - : , ',.;,.53,:.,`'..46'1 3,105 46 51 - - . ' 2,202 57 • 48 2,983 50 52 - -- ' 2,012 59 '49:- 2,871 .54 54 - - - 1,861 61 50 2,766 .58 56 - - - ,' 1,732 63. 52`1 2,669 .62 57 CLOSED • BEAMS • 211 ".. -..21i - - 23/4, r ! 1 1 115" I 115 ",� r. 51Y 1: l ! 3" 31/2 LB030 LB035 515" O h �O+ a 2,2 24 , 70 63 2,036 .77 67 1,707 80 69 2v. - -- t 115 "I 1 6" LBC55 LBC55A i LBC60A Load Capacity and Deflection for Uniformly Distributed Load, Load Support Beams Longer than 144" or of Special Capacity are available upon request. Design of beams conforms with American Iron and Sleet Institute light gage cold.lormed steel design manual. Safety Factor Is 1.65 based on steel with minimum yield strength 0142,000 pounds per square inch. Dellec flan limited to 1/180 of soon 4 SKID CHANNELS For use with any Load Support Beam, Frame 2 +14 Depth Part No. Wt, Cap. 2 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 Standard Heavy Duty 401 Two 7/16 ". x 1" bolts with nuts Included with each. Wall to Column Part No. Wt. Face 4" " W,-6 21 8" Wt.-8 2.4 10" Wt. -10 2.7 12" Wt.-12 3.0 '4)- FORK CLEARANCE BAR Frame Part No Wt. Use with any Load 2 : Depth Support Beam, Y 30" .. FC8.30 5,0 36" FCB•36 6.0 ., 40" FCB•40 . 7.0 21/2" 44" FC8.44 7.5 48" FCB•48 8.0 60" FCB•60' :.10.0 CROSSBARS 3." With Flanges Without Flanges Should only be used In outer support 1 " positions. Depth Depth of Part No. Wt. Cap, of Part No. Wt. Cap, Frame Frame Standard Use with beams having 3 /4" step. 30" CBF -30 3.5 465 30" CB -30. 3.0, 465. 36" C8F -36 4.2 375 36" CB-36 3.6 375 40" CBF•40 4.6 335 40 ". CB•40 - 4.0 335 44" CBF•44 5:0 280 44" CB-44 4:5 280 • 48" CBF•4B 5.5 230 48" CB-48 5.0 ` . 230 Model . Height Wt 60" CBF•60 6.8 . 140 60" CB•60 6.3 140 CP -24 24" 14 Heavy Duty Use with beams having 11/2" step, 30" CBHF -30 4.7 1340. ' 30" C8H -30 .4,0 1340 36" CBHF -36 5,6 1080 36" ' C8H•36 5,0 ' 1080 40" CBHF.40 ' 6,2 ' 955 40" ' CBH•40 '5.5 ° 955, 44" CBHF•44 6.8 860 44" ' CBH•44 6,0 . 860 48" CBHF•48 ' 7,4 780 ' 48 CBH•48 6.7 ' '780 60" CBHF -60 8,6 615 60" . CBH•60. : 8.4 615 DRUM CRADLE Model DC � 12'/. " ;WAS WALL TIE COLUMN PROTECTOR Frame Depth 30" SCH -30 11.5 3350 36" . SCH•36 13.5 2720. 40" . SCH•40 15.0 2420 44" SCH•44 17.0 2180 48" SCH•48 18.0 1980 60" SCH•60 ' 22.5 1560 Part No. .Wt. . Cap. 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 ibs. ACCESS6RI ES ROW SPACER 1. 4' Four 7/16" x 1" bolts with nuts Included with each row spacer. Spacing Part No. Wt. 4" RS-4 1.0 6" RS-6 1.3 8" RS-8 1.7 10" RS-10 2,0 12" RS-12 2.3 18" RS -18 3.1 24" RS -24 4.0 36" RS-36 6,0 48" RS-48 8.0 60" ' R . 12,0 v ntilever forage ystems CAT / LMT 105 OWNED APPLICATIONS For Your Other Specialized Racking Needs CAT # LMT 106 Drivein Storage Systems 213 South Kelly Street Lodi, California 95240 209/334 -2500 FAX # 1 (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. CAT # LMT 107 Versa & Long -shelf Storage Systems CAT #LMT109 Hot Rolled Structural Storage Systems DISTRIBUTED BY: eAT * LMT 10 CITY OF TUKWILA 6200 SOUTIICENTER BOULEVARD, TUKH'll.A, U A SIUNGTON 9n188 Plan Check #90 -211: Office Club 290 Andover Pk E THE FOLLOWING COMMENTS APPLY TO AND BECOME P4RT OF THE APPROVED PLANS. UNDER TUKWILA BUILDING PERMIT NUMBER `QJ Iellu, E#120O433•1H(10 No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. All high- strength bolting to be special inspected (Sec. 306, UBC). All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washignton State Energy Code (1989 Edition), and Washington State Regulations for Barrier Free Facility (1989 Edition). Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for , or an approval of, any violation of any of the provisions of . this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. Gary L, Vu,Dusell, Mayor "X" REQUIRED INSPECTIONS PHONE DATE APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED 1 Footings 431 -3670 2 Foundation 431 -3670 3 Slab and/or Slab Insulation 431 -3670 4 Shear Wall Nailing 431 -3670 5 Roof Sheathing Nailing 431 -3670 6 Masonry Chimney 431 -3670 7 Framing 431 -3670 8 Insulation 431 -3670 9 Suspended Ceiling 431 -3670 10 Wall Board Fastening 431 -3670 X 11 Anchor Bolting 431 - 3670 12 13 X 14 FIRE FINAL Insp: 575 -4407 15 PLANNING FINAL 431 -3670 16 PUBLIC WORKS FINAL 431 -3670 _ BUILDING FINAL 431 -3670 (INSPECTOR COMMENT SECTION ON REVERSE) CITY OF TUKWILA BUILDICIG PERMIT INSPECTION RECORD (Post with Building Permit in conspicuous place) Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 SITE ADDRESS: 290 Andover Pk E BUILDING PERMIT NO. DATE ISSUED: SUITE NO.: PROJECT: Office Club CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE OTHER AGENCIES: INSPECTION PROCEDURES AND REQUIREMENTS All approved plans and permits shall be maintained available on the site in the same location. 1. FOOTING - When survey stakes and forms are set and rebar is tied in place. 2. FOUNDATION - When forms and rebar are in place. 3. SLAB - If structural slab or if undersiab insulation is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAILING - Prior to cover. 6. MASONRY CHIMNEY - Approximately midpoint. 7. FRAMING - After rough -in inspections such as mechanical, plumbing, gas piping, electrical and fire stopping is in place. 8. INSULATION - After framing approval, but before installation of wallboard. Baffles must be installed to koep attic ventilation points clear. 9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing. 10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G). 11. 12. 13. 14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements. 15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements. 16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department for their requirements. 17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete. Plumbirtg (including gas piping) — King County Health Department — 296 -4732 Electrical — Washington State Department of Labor and Industries — 277 -7272 A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by contacting the Department of Community Development, Building Division at 431 -3670. Although not required, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. 06/17/90 IV REQUIRED INSPECTIONS k 1 Footings I Foundation 3 Slab and/or Slab Insulation 4 Shear Watt Nailing 5 Root Sheathing Nailing 8 Masonry Chimney 7 Framing r 8 Insulation 9 Suspended Ceiling 10 Wail Board Fastening 11 SPeti4-. "rtasPiVlorIZ 1 tkwcoorl, 11 aLTi ►a to ) 13 n 14 FIRE FINAL Inap: 15 PLANNING FINAL 18 PUBLIC WORKS FINAL. _ 17 BUILDING FINAL PLAN CHECK NUMBER n-2.1( PROJECT: OP C. GEMS tht MOMS COMMENTS APPLY 10 MNI IECONS PANT OF INS APPROVED PLANS 1011111 WW1 SIJILOIN0 HMI MAW •. W ee change• •111 be made is the plans unless Searsved by the Architect and the Moils Iuildieg Oivislen. O Pleating permit shall, be obtained %brsuth the Cog County Wealth department and pluehing will to isspeeted by that agency, Including all gas piping 13NN•4733). tlectrical wait shalt be obtained through the Washington State house of Labor and Industries and all electrical wort will be inspected by that agency 1072430ti. O Ail esehanleal meet shell be under separate permit through the City of Tukwila. 11 permits, inspection meres and approved pleas shalt be Posted at the Job site prior to the start of any construction. O i When special inspectlse is required either the 'veer, architect or engineer shall notify the fubella Puhlding Division of appointeent of the Inspection agencies prior to the first building inspection. Copes of all special inspectios reports shall be submitted to the Iuild ng Division is $ tiaety canner. Reports shall contain address, protect case and pera/l avatar of the project bidet inspected. 0 All structural concrete to be special inspected itec. 304, USC1. O All structural welding.to be done by W.A.$.0. eertlfted molder and special inspected (lee. 30$, UIC1. all hlgh•strengtb bolting to be special inspected hies. 306 0001• le Asp see ceiling grid and light fisture installation Is required to nest lateral bracing requieeaents for teisals tens 3. I1 Partitive walls attached to collie, grid meet be laterally braced 11 over sight till fest Is lsngth. 12 Seedily accessible access to reef aouated etelpaent is required. li tngieoereed tress drawings and calculation shell be on site sod 'vallablo to the building inspector fee Inspect!** purposes. Ooceeents shall bear the seek end signature of a Washington State Prsleislssel tnglneer. 14 Any deposed laudations backing saterlal to have Place Spread Sating of 23 or less• one satirist shall bear Identillcattoa showing the fire perlsreance rating theres!. 1' tutgrads preparation Including drainage, oaeavattos, sonpaeties, and fill requiresests shalt'esnfers strictly with receeeendatiens given in the sills report prior to final iaopettioa !see attached precelwe. /. f4 A statement ins the vialtag sentreeter verifying fire retardant' • of rook sill be required prior to final Inspocties isee sttacbed precedcrel. 111 esestructive to be dose is eonforeanse with approved plans and •sgulressnts of the Uniform Iuilline Cede 1111$ Edithend, Oilers Mechanical Cede SASS tditisnl, Weshlgntoe State Energy Code 4111, Editienl', and Washington Sin logutatises for lamer Free 'agility 11050 Edition!. 11 All feed preparation estabiisheents oust have King County Wealth Oeparteoet sign■ofI prior to opening sr doing any feed processing. Arrasgeseets for final Neatt% Oeparteent inspection should be Bade by calling King busty Nealtb Separteent, 214.4711, at least three vendee days prier to desire iespettlen dote. On net requiring Wealth Oepartaent approval, it is the coetractsr's responsibility to have a set of plans approved by that agency on the job site. N Pin retardant treated mod shalt have a Ileac spread of Rot over 23. Ali materials shall bear tdestifltatlos shaming the firs performance rating thereof. Such identification shall be Issued by as spprivsd impiety basing a service for inspection at the factory. ZO • Netily the City of rubella Iulleing Itvlslee prior to placing any concrete. This procedure is is addition to any requirements for special Inspection, E All spray applied firepreofing as required by V.S.C. Standard No. 434, shall be special Inspected. All cud to resale is plated concrete shall be treated seed. all structural masonry shall be epeeist inspected per Y.I.C. Settles 30$ tat 7, ►el /St of Persil. the Issuance of a feral er approval of . pleas, speelflcotiess and ceepetattoes shall net be construed is be'a perett for , Of as optical ef, any violative of any of the sdlstl fwprelvi5tess ss. of this cone or of any ether ordinanss el the We perslt presusing to give authority er violate or can +s1 tem ef..a.tam• ■a .h.. e labial ►a Fire Department Review Control Number 90 -211 (512) Re: Office Club - 290 Andover Park East Dear Sir: City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 May 24, 1990 Gary L. VanDusen, Mayor The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Rack storage of materials above 12' will require a high -piled storage permit issued by the fire department. The fire department will require verification that the sprinkler density at the ceiling meets N.F.P.A. 231C density requirements for Class III commodities of .52/2000 gpm /sq. ft., based on multipe row racks with 8' or wider aisles and 165 F ceiling sprinklers. 2. Your shop drawings indicate racks to be 10 feet common throughout, although your structural calculations use 12 feet, and stocking schedule shows storage up to 14 feet. Be aware that the above mentioned requirments take effect at 12 feet and above. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Plan Review PROJECT ( FF I c e._• L U ADDR te.„ DATE . Orr OP TUKWILA DEPARTMENT OP COMAttiNstY DEVS4oPmENT prepared by: PLANNING DIVISION Sta PLAN CHECK NUMBER c rO - 21 OFFICE CLUB 1635 Challenge Drive Concord, CA 94520 415.682 -2582 Dear Shellie: Cordially, OFFICE CLUB, INC. Donald Chew Director of Facilities DC:akw enclosure(s) Via Federal Express �lFFicf l.iai Office Products atWarehouse Prices! Shellie Bates City of Tukwila Department of Community Development Building Division 6300 Southcenter Boulevard Suite 100 Tukwila, Washington 98188 RE: Building Permit Application Rack Storage 290 Andover Park East Please find enclosed the following: 1. Completed Building Permit Application 2. Building Floor Plan 3. Structural Details for Racks 4.. Structural Calculations The package submittal is for plan check and permit for Rack Storage at above subject location. I will call you on Monday morning to answer any questions you may have. May 11, 1990 RECEIVED CITY OF TUKWILA MAY 1 4 1990 PERMIT CENTER PROPERTY OWNER Richard W. Peterson W - 1PHONE UTILITY PERMITS REQUIRED?0Y 0 N ADDRESS 11703 N.E. 98th. Kirkland. WA COMPANY: 8e 1/ A4, lrlJ Yp_ )N DITIONS (other than those noted on or attached to permit/plans): ZIP 98033 CONTRACTOR Bell -Mann Corp. PHONE 214- 594 -7200 ADDRESS 2401 Gateway Drivc. Suite 110, Irving, Tx ZIP J5063 WA. ST. CONTRACTOR'S LICENSE BELLMC102LN EXP. DATE 6 -03 -91 ARCHITECT Ed Larson PHONE 714 -380 -$941 ADDRESS 2156D VIA lariposa, Laguna Hills, CAA ZIP 92653 YPE OF CONSTRUCTION: UBC EDITION (year) SETBACKS: N _ S - E - W - IRE PROTECTIONS rinklers ❑ Detectors (3 N/A UTILITY PERMITS REQUIRED?0Y 0 N p ei�cworim TONING: BAR/LAND USE CONDITIONSOYes ®No COMPANY: 8e 1/ A4, lrlJ Yp_ )N DITIONS (other than those noted on or attached to permit/plans): WHOVED FOR / BUILDING SUANCE BY: ,L4+7 i 7 , . � , OFFICIAL DATE: O ,� / - /Q I hereby certify that I have read an xamined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the rformance or work. I am authorized to sign for and obtain this building permit. C r/f.L,_ DATE: 6 ^ U - o IGNATURE: / 1 ---. COMPANY: 8e 1/ A4, lrlJ Yp_ RINT NAME: ' 1 "I '(.V; rao,ut. _ CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. DATE ISSUED: ISE WOR OTA DUILVIIV" a r 'runt I (POST WITH INSPE'� •ON CARD AND PLANS IN A CONSPICUOUS LOCATION) PLAN CHECK #90 -211 U FEES DESCRIPTION BUILDING PERMIT FEE PLAN CHECK FEE BUILDING SURCHARGE ENERGY SURCHARGE OTHER: TOTAL - AMOUNT RCPT • DATE 33.46 apfg Pb " 4.50 57.96 PROJECT INFORMATION 290 Andover Pk E " ' - - - 10 PROJECT NAME/TENANT Office Club ASSESSOR ACCOUNT rr 022320 - 0030 -0 TYPE OF ❑ New Building Addition Tenant Improvement (commercial) ❑ Demolition (building) Li Grading/Fill WORK: ® Rack Storaoe ❑ Reroof ❑ Remodel (residential) ❑ Other: DESCRIBE WORK TO BE DONE: Install rack storage. CODE• COMPLIANCE SQUARE FEET 0CC. LOAD . SQUARE FEET OCc. _LOAD. SQUARE FEET occ. LOAD Ccc. LOAD SQUARE FEET occ. LOAD TOTAL SQUARE FEET TOTAL OQS.LOAD This permit shall become null and void if the Work is not commenced within 180 days from the dale of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. DATE ISSUED: ERTIFICATE OF :CUPANCY NO. �J' ; �• 1 I j 1 f W /' .- Y d, S •' 1 l J 11I1111 1 I11111111 111 1 1 I11 1 1 11 1111 11 1111 111 111 I �) 11 1 1 11 • I 111 1 111 I 111 1 111 I 111 1 111 I 11 1 111111 5 6 7 e y 10 1 MAOE GERM/Oil NOT - E: If the microfilmed document Is iess clear then this notice, it is due 'to the ouality' or the oripinel c'ocurl ent. - — _,.....,._...._. LZ 9e.- 5G t e irk Z.Z LG Q � Eel 81 Ll 91 SI +il l Zl 13, Qi 6 $ P I ICI 1 III , II�, i!� I I I 1! I111�1 iI1! II ! II�IIII 11!�,iill !Ili�ll�!�II,I�!Iii I I #JIII!i IIII�I��! !I!I�II�! III!li�ll il�l�lll� IIII�!!!I!Ilil�illl !1!I�IIII llli�llll II #I�I {II ili�llll Illl�illl►II!I� ill! IIII'llli IIII�IIII �II I b ,,.. .. :.. _ .....' � .. .....•,..�...:.. .. .: 27 .. 4 _ ... _ _ , •'r.. i. :'+:. fr �; :.fe , �� iy_ , _ d.. - �� J r - *S .sF`. r... :�f:' l� �: r.� , �. :., ? SY.S3£,.._ _ . - .w.s. !BILE. COPY .,•,,:, 0205000000000.6,00...00.00.." i 1 understand that the Plan Check approval. a ' E errors and ()Missions and a prG'J 1 ; ,uh }ect to r� � the violation ai •,•: cis not authoriz., F ,,- plans d0. � Receipt C3' adopted code or c�rdinan�ti �s�,c;" � ��i c- -c' t "Actor. J copy of proved � ► ) t- / By Date "°.. 14GA ASTM A570 GR40 ROW SPACER DETAIL Permit No.. ---- -- - r F354-106 BEAM 4 1/8 L I2 120- 36 /$F'S --//' FRAME 1/2 DTA 4 HOLES 7/16 UNC x 1'LG HEX HO BOLT & NUT 3000 LBS i 3000 LBS 40 40 IL_LUSTRATIVE RACK LAYPUT AND ELEVATIONS 120 19/32 DIA 2 HOLES h 2 BASE it 2 REQD 1 3/1 6 j" _1/ 5 -- 1/ V .531 SQUARE 54 LM20i 14GA ASTM A570 GR40 FRAME COLUMN DETAIL 3/16 1/2 - 3717;72 - 374 2 1 1/2 '-� _ 4 I 3/4 - �•o -7 - 5 1 /2 _ _-+� •s- 3/4 -4YP COLUMN 2 REQD 120 LG DIAGONAL 2 REQD 60 LG STRUT 3 REQD 34 LG LM20--120 -3E /BPS FRAME ASSY ---- 54 ..- 120 -_- - -a. r_ A 1/8 R- r--3i4 TYP LENGTH SEE FRi`.ME ASSY 1 1/4 - 1 1/2 l.m.- BASF) 3/8 THK A36 MIL_I) STEEL # 14GA ASTM A570 5R40 BASE PLATE TO CCILUMN DETAIL } STRUT DIAGIt] JAL DETAIL 1 5/8 STUD = CROSS STAKE 3 PLACES +.0 ^0 .625 DIA LOCK BEAM BRACKET ASSY '�4� - .188- 005 - .156 0 2-0 .688 *. -- ---�-# 106 - -- r,• A i A ti . A • • A 14 m / 3 1/4 •� C- BRACKET 7 GA ASTM A570 GR36 • 0 • q n A • 0 A • ' / n 0 • nt 0 - I • A . ; 4 r • ► t i L- BEAM SECTION .075 THK. ASTM A570 GR40 BRACKET ASSY 6 +.005f +,015 .34:.r. ,406 - J DIA LDIA 01010 COLD HEAD QUALITY BEAM BRACKET STUD 2 1/4 MIN I EMBEDMENT 1 jji 1 ANCHOR D APPROVED SAY 2 9 MI 4 NCHTOC TO AU. US OWAH AI I Tilt WW2 COTTA:18 OCHMIN IAA. 0- FORWATTON ARO Z OH Hilt 00M Y2061 THAT fl OS AMMO ON OtMk q � � l A At P OT Or O(Pm . �s - 4'i TiiE' tl�.kUF C�7tA�l, � &TO.�C't or � M TESL NO. IN TOMO C COP'YV+'RITED 1987 out man cr ONIAOTONS Mt 44 TY} 1/8 1 L BF `. BEAMS ASSY .34 DIA REVISION 2 3/4 2 17/32 CROSS STAKE '.-- .06 SOIL BEARING 1 1000 PSF IL DING DIVISION c A 4 OT OATS 9OAL$ ORA•0 1 KOALA RA13 6MAR89 ►, `�� r aAne NONE �- PIN SPRING .030 C1075 SPRING STEEL HARDENED TEl RC44 -48 SPRING LOCK ASSY +.030 .562 -- - -- -- «r ` +.000 I +.000 .245 - ,296 - DIA 1 DIA + C1006 COLD HEAD QUALITY BEAM SAFETY LOCK PIN __ _- JO 1 RGQut (zs' 5peck =re's , Icati 3/8 ANCHOR BOLT I 1/2 °DIA RAMSET T RUBQLT LC.B,U, 2391 OR EQUIVALENT CONCRETE SLAB STRENGTH I 2000 PSI RECEIVED CITY OF TUKWILA MAY 1 4 1990 PERMIT CENTER • 1 111 .V11 TECH i� , of c A T. x. 9$ RHf i.JRA.... DETAIL EFL- ICE CLUB _. • STOCKING SCHEDULE Mummer MATERIALS STORED .PALLETS _ OR 'RACKS HEIGHT , FLOOR AREA # USED (sq. ft.) REMARKS Class I -IV Commodities: Office "' supplier s office . equipment, office furniture, small appliances an:l related • products I • 6' racks .• , ., 10''racks Storage on pallets Bulk" furniture ` Furniture display : • 12' max 14'' Max 12' max 12'' , 5' max :. ` 17s . . ,. e { .:.. +� �" I � GO Floor Storage •. Floor storage Opened "displays Note:" All material to be stored minimum 36" (3 feet), from sprinkler heads/ Lo HT sACK0 FURNITURE DISPLAY EMPLOYEE LOUIE STCRAG 19 LECT RM 4 4 e S14HPA1NG /,R C l /ING • fee G OFFICE .Oilp 2 l r0 1 1 prA • ;pal BULK STORAGE iA FzAcKe 161.1 14r. 12,440Ke. - 1 U' GENERAL DISPLAY AREA L r 07 _7 'PIcAL Al GHcle r27±a1I -4 9 G Il 6>e ! - o ti p 4 1{ I a� 111": PACK0 C 1S ER OM s 11c �---- JAN CASHIER 4 ^ T L , , BUST sRvt CEN R HALL 18 ENTRY _ FLOoR : . LOBBY ri 4.6 P • ! $ TOR ADMIN NCH DETAIL R4CKING PLAN . 44 .a MGR OFFICE , ax ' a P .ELCA.L :COLiJM 3 `' `lA2)i/'2 =4' AM SE .,` CAT # T12400 G eQUAL. C 2' /4 EMBEDMENT). D LORI METAL' TECH. 2 13 S. Kelly St, : ,< P.O. Box 967 CA 95241 170k 10 ©.HI i=i :PACl<S-21 i'PJCAL EA -COLUM 1/8 1' -0 RECEIVED CITY OF TUKWILA MAY 1 It 1990 PERMIT CENTER TOILET RM 'ti�4f�Mi'HVf. w.,.v� 1f+5L+".4h" Y'h•?i• Y+.+ Y1 ifY%�+'RSyr:FN.cilCgIt'}',kl'�S H'+ry 14. w.. ��..wl. .Y. ;.:.". �t �.�': r '. Jy.: 7 . K . i ,..9 -2_ Y '.r '!.� • Y (/ /• �. '•r4 -`` O , J •' •�. ty .', e '��, f' i 4' .4.1„ { ;E�{� {�{1{!{111i1ilil��ilillli 1111111111111111111111111111111111111111 1 1111111111111111111111 i {�{ 11 W1111111111 {11 11111111 11111 11111111111111111i1il 5 6 7 8 9 11/ ! 11 MAC FUI GfkMAHY 12 NOT`=: If the r;nicrcfilened c'ocurntrnt is less deer then this notice, it is cue to 'the quality 'et the cripinti eocturent, 0 h<' fig LL SAC 9Z ve CZ Z bL 91 LL 9t Sl Oil Cl Zl LL 01 6 8 �1llillin { In lli lil iil i�ii►iliiil�!n inn 111,1 ; ili�nnl ini ► lnliiii I! ilillllll�lill llinlii ii� iiiil �ii iliillliiisliiil llni�iiiiliiii�iil�linil iii !IriiiIMIIIIIl1lli 111111in11111i111111iiiiIMIIIiii RACKING PLAN - JOB NQ. 98 402 ties DATE /APR 271 DRAWN CHECKED h sogh Waft - i n s et ai byw:` r„t,.* SS ix':-. YJ+%Yxt�:' '3•w.'�'�7'f,Y�/"�� {,•yk94:'i�3' i �tiC :/,.�d". h• :aF.=+l1i:�"- YP!/I'F+K.`.S'�. 0:�7Y:s * :i°`J,�fie -+4'3