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Permit 5352 - Marketing Group - Storage Racks
RR' CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 - I84? BUILDING PERMIT Work to be done T.I. (RACKS) PERMIT # 5 3 �- I3sdz Control # 88 -212 (513) Site Address b /UU S. UL LIEN Suite # Tenant MAKKti1NU GROUP Building Use OFFICE Assessors Account # 0- UU8U-U Property Owner MARKEEFE JQINT VENTURE 622 -0820 Address /300 COLUMBIA CENTER SEATTLE, WA Zip 98104 Contractor SELF - MARKETING GROUP Al Phone # Address FOR BUILDING PERMIT ONLY Approved for Issuance By: .1'%L 1 {(% 17f , Zip Date: ,7 Sq. Ft. Office warehouse Retail Other Occ. Load 1st F1. 2nd F1, 3rd F1. Total Fire Protection: ® Sprinklers 0 Detectors Zoning (' °rn Type of Construction Fee sq. ft. @ 1st F1. $ sq. ft. @ 2nd Fl. $ sq. ft. @ other $ sq. ft. @ other $ Total Valuation of Construction $ 5,000 Bldg. Permit Fee Receipt #LIs51 $ 103.68 Plan Check Fee Receipt # $ Demolition Receipt # $ Surcharges Receipt # $ 3.50 Other Receipt # $ Other Receipt # $ TOTAL $ 107.18 Special Conditions FOR SIGN PERMIT ONLY ❑ Permanent ❑ Temporary ❑ Single Face ❑ Double Face [❑ Wall Mounted ['Free Standing ❑ Other Building face Setbacks: Front Side Side Rear Square Footage of each sign face Total square footage of sign Special Conditions THIS PERMIT BECOMES NULL ANO VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK l5 SUSPENDED OR ABANDUNEU FUR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK 15 COMMENCED. 1 HEREBY CERTIFY THAT l HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE •% WO L BE ' PLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE 'ANGEL/ TH �'VISIO OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRU ION THE PERFORMANCE OF CONSTRUCTION. Date if L �g r Signed I hereby affirm that 1 am Nce Contractor (signature) .41 LICENSED CONTRACTORS DECLARATION isions'of the Busin ss and Professions Code, and my ii Date in full force and effect. S^ vv OWNER- BUILDER DECLARATION ( ) I, as owner of the property, or my employees, with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ( ) 1, as owner of the property, am exclusively contracting with licensed contractor's to construct the project. Owner (signature) Date CITY OF TUKWILA Building Division 6200 Southcenter Boulevard Tukwila, Washington 98188 (206) 433 - BUILDING PERMIT Work to be done T.I. RACKS Site Address Building Use Property Owner Address Contractor PERMIT # Control # 88 -212 (513) • II OFFICE 7300ECOLUMBIATCENIER SELF - MARKETING GROUP uite Tenant Assessors Account # 78889U- UUBU -O SEATTLE, WA Phone # 622 -0820 Zip 98104 Phone # Address Zip FOR BUILDING PERMIT ONLY roved for Issuance S Ft. Sq. • Office Warehouse Warehou/ Retail Other Occ. Load 1st Fl. 2nd Fl. 3rd Fl. Total Fire Protection: ( Sprinklers [] Detectors Zon i ng__(;_- f'L _, Type of Construction Special Conditions Fees' Date: 7- sq. ft. @ 1st F1. $ sq. ft. @ 2nd F1. $ sq. ft. @ other $ sq. ft. @ other $ Total Valuation of Construction $ 5,000 Bldg. Permit Fee Plan Check Fee Demolition Surcharges Other Other TOTAL Receipt # US -)." $ 103.68 Receipt # $ Receipt # $ Receipt # $ 3.50' Receipt # $ Receipt # ' $ mn $ 107.18 FOR SIGN PERMIT ONLY 1 0 Permanent [] Temporary ❑ Single Face ' ❑ Double Face ❑ Wall Mounted [] Free Standing [] Other Building face Setbacks: Front Side Side Rear Square Footage of each sign face Total square footage of sign Special Conditions THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK 15 SUSPENDED OR ABANDONEU FUR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE 0 WORKL BE C PLIED WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE URA pANCEL ' TH VISI0 OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRU ION THE PERFORMANCE OF CONSTRUCTION. Signed_ Date ' / 2- 8 r LICENSED CONTRACTORS DECLARATION I hereby affirm that 1 am ce ed der Iijisions/of the Business and Professions Code, and my 11 'nse is in full force and effect. Contractor (signature)_�.214/ Ze�FiL� Date OWNER- BUILDER DECLARATION ( ) I, as owner of the property, or my employees, with wages as their sole compensation, will do the work, and the structure is not Intended or offered for sale. 1 1 I, as owner of the property, am exclusively contracting with licensed contractor's to construct the project. Owner (signature) Oat* 4 CITY OF TUKWILA 'Building Division 6200 Southcantar Boulevard Tukwila, Washington 98188 •(206) 433 -1849 INSPECTIN RECORD PERMIT # 3 S" 2- TocI Date 1 ��5. Type of Inspection ,.2- hca C �j' i /�Ale/C S Date Wanted - / -c Site Address (.'10O S• lace,-- Project 1/14affkei,,,,./ 6vrou1, 'frtmiLdio MaLaa ( Phone # '25 /- ^9 lequestor Special Instructions Inspection Results /Comments: Date FA" CITY OF TUKWILA ( ~Control No. f'S' -74 Z, Central Permit System Permit No S 3 5 2 . FINAL APPROVAL FORM 1 TO: ❑ Building ❑ Planning Project Name ir >,, - ' e Address i ,7,-/2 Type of Permit(s) / ❑ Public Works E Fire Dept. ❑ Police ❑ Parks/Recreation ‘,7 G ,-, -; 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. This project is NOT approved by this department; the following corrections are necessary: () f /4/// () () () () () () () () \, Authorized Signature Date This project is approved by this department: Authorized Signature Date CPS Farm 3 ETA' TECH., Ililt PALLET RACKING >r+oai.CALIPORNIw _STRUCTURAL CERTIFICATION' DESCRIPTION PRE'ARED BY ShEET No. DATE 'Via, /bet DRAWING NO. NO.1 REVISIONS I GENERAL 'RACK LAYOUT / BEAM SELECTION SEISMIC ANALYSIS TRANSVERSE SEISMIC ANALYSIS LONGITUDINAL "FOUNDATION .4 ANCHORAGE REFERENCE APPENDIX Y 'DATE -.:BEAM .SECT' PROPERTIES COLUMN ^- SECT PROPERTIES- R -4 ' R -S R-6 R -7 R -8 .UPRIGHT BRACING —SECT PROPERTIES' BEAM MOM. CAPACITIES (SEISMIC):. • BEAM BRACKET MOM, CAPACITIES A.1.S.I. F. Ys. KVr VALUES ' SEISMIC "Fi COFF/ U8C STDS 27-11 SEISMIC "C" GOFF/ AISC ENGR. JOURNAL 1975 Z•►J QUARTER NS.F. SEISMIC STUDY 6 / 1980 URS /BLUME. ANCHORS; CoNxxera - I. C. ES.D. * 2391 LMT 101/7M/I -84 - 15rz.ecNVRE PALLET RAC INSTALLATION DWG. RACKING DESIGN ¢ FABRICATION IN ACCORD W/ U.8 C. - 85 4 UB,C, STP Z7 -II 'SS 2) A.N.S.1. M H IG.1 -1974 (RACK MFG. INST SPONSOR) 3� CITY or- LOS pk^14Cc.c5 F44E0 CATon.. ' LI CEp-+s E IZ44 exe• MAY AB CITY OF TUKWILA APPROVED JUL sa lees BUILDING DEPT. 1Lbi ETAI TECH., INC( t ;, LODI. CALIFORNIA AIL.- Am LOk,✓�L w� CYI>q -- TAYe,vtt ors.. 'Pr7 PREPARED BY SHEET NO. I n o DATE 1// t /$6 DRAWING NO, '.. V= ZIKCSW C COFF. FROM PROBABLE (TsEC) PERIOD w/ ALLOWABLE DRIFT C Ll = c4h °x'.005 TRANS. (BRACED FRAME) =.OIO LONG. (MOM. FRAME) • TRANSVERSE • • GENERAL LAYOUT UTILIZATION VERTICAL C 100 % TRANS. , @ 70 %; LONG. @ 70 %' QeAMS W-P�b _ c.00" Cc* 4.)/0 r 28 S = M /4 2 8's. /2 . 1.4 19 42. = , S S? "' P•cn OnAM 'Se ,401o4 W17,41 = ,0104c3.4x 341) = .275 94 /so S 2 - .'1. " .> •t tS L1 3 5'4 - 9 ,! MA„ oth MiTALTECH., INCA,' 1 LORI, CALIFOANIA Vp rt14NT CAP'►e.trI 4.011 ..2 • . TgitiNm s vttit4 R At AD -•- TOY. IAA 11.A r:..�.�, 5a." 1 c'o..K1c. Yy :.10'01 1"4 5y :.44.rel rye 1.11`►I!. Lobo4sTnwroAL ,"y $.*,1, L° ti..,urPoRr = 4.11 �yc • "Y- Y" I.I-? '1) C Nt S 1 cu,6uit SCE 4, b R .-r. V'Y s 41. ,'2....--„,„;,,. - A ; 2 0 . di qty ( 11ji 11 cu *ul1S V -3.L°) ARC (1.sll.y.) .. .5* &4W. SILK. Cs. * R - Z. 19' .: _.. • V• A C A i tA) - • 12,0 14 1t- 1,16 j1 -,,• PREPARED BY SHEET NO. .•.e•.•� 2/10 DATE DRAWING NO, NO REVISIONS BY I DATE 11 4' .' o 4 ' . ' o - rt.; sj , 414%45 Le) ADI T'w.a O►� �Y a 10 o % 19 c 1 i.11.AT1s L. 44 b. L , <4). -r (.11r C,.054^ 43) 1n. 4 .339 11 Pc . l>atiT: G 1.5'�L ,b15 ) 4e,. 4.cR, 4 50e 4.44 = ,eV, I.o LI-t 2, 0.14. Lituvr. Di .MEDAL TECH• , IN� LORI. CALIFORNIA 10 - %.*...u,, t4r' PREPARED BY SHEET NO. DATE DRAWING NI , : 'SQS. 1 514 % C. -•- -fCAt4 s v NO.( REVISIONS ( BY JD 'L114GSW v S .7si;.1)C.1.3'9) x x.y.) = ,lo CS•4' -� 0 �, ® r LA•, D IlT. - v 1� C. �� = V w.�•, j ft4 - - • :$414 . i - ) .1be.1k K NIA3h4 .4)4D f o/4111. .77 rt. r-7.,7 ADP MA1L. CI' 2/ INPUT MATERIALS NO. A E 14 COL.^ -C SX3X.o75 1 664. 3E), .`'v9 BRACE.^ -C I %z>' IA *.075 1 ,.184 3E6 .04.14 BRACING .DESIGN . MEMB. LOAD KIP KL SIZE (PER R•3) 11 .s41,11( '5o G"SZ 39.4•• ",14GA. C I'/: 011/4 13 .271- go 14 1.OZ6 14 17 1? .157 1.306 .'toz • S7L . ;o 37.4 1.5e1 3c' 7.97 ♦. 4.,o5` 12..14 11.140 • 821 + . 344 .• .ec FILE SPEC: MAIL02 /FEM :1 ENGINEERING ANALYSIS SOFTWARE EASI Finite Element Program :MAIL02 /Z -TRANS NODE COORDINATES: NODE 4 X COORD. Y COORD. Z COORD. 1 0.00000E +00 0.00000E +00 0.00000E +00 2. 0.00000E +00 6.00000E +00 0.00000E +00 3 0,00000E +00 4.80000E +01 0.00000E+00 4 0.00000E +00 9.60000E +01 0.00000E +00 5 0.00000E +00 1.44000E +02 0.00000E +00 6 0.00000E +00 1.92000E +02 0.00000E +00 7 3.60000E +01 0.00000E +00 0.00000E +00 8 3.60000E +01 6.00000E +00 0.00000E +00 9 3.60000E +01 4.80000E +01 0.00000E +00 10 3.60000E +01 9.60000E +01 0.00000E +00 • 11 3.60000E +01 1.44000E +02 0.00000E +00' 12 3.60000E +01 1.92000E +02 0.00000E +00 33' 5 t4 MATERIAL PROPERTIES: MAT 4 AREA E G J IY IZ 1 5,82000E -01 3.00000E +07 0.00000E +00 0.00000E +00 0.00000E +00 7.29900E -01 2 2.86000E -01 3.00000E +06 0.00000E +00 0.00000E +00 0.00000E +00 4.64000E -02 PROBLEM GEOMETRY: ELEMENT 0 MAT 4 NODE 111 NODE 42 NODE 113 NODE 114 ANGLE OF ROLL 1 1 1 2 0 0 0.00000E+00. 2 1 2 3 0 0 0.00000E +00 3 1 3 4 0 ,,0 0.00000E +00" 4 1 4 5 0 0 0.00000E +00 5 1 5 6 0 0 0.00000E +00 6 1 7 8 0 0 0.00000E +00. 7 1 8 9 0. 0 0.00000E +00.. 8 1 9 10 0 0 0.00000E+00 9 1 10 11 0 0 0.00000E +00 10 1 11 12 0 " 0 0.00000E +00 11 2 6 12 0 . 0 0.00000E +00 12 2 6 11 0 0 0.00000E +00 13 2 5 11 0 0 0.00000E +00 14 2 4 11 0 0 0.00000E +00 15 2 4 10 0 0 0.00000E +00 16 2 4 9 0 0 0.00000E +00 17 2 3 9 0 0 0.00000E +00 18 2 2 9 0 0 0.00000E+00 19 2 2 8 0 0 0.00000E +00 NODE LOADS: NODE 4 FX FY FZ MX MY MZ 3 9.00000E +01 0.00000E +00 0.00000E+00 0.00000E +00 0.00000E +00 0.00'.'•0E +00 5 ' 2.70000E +02 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E+00 10 1.80000E +02 0.00000E +00 0.00000E +00 0.00000E +00 0.0.'.'',0E +00 0.00000E +00 12 3.60000E +02 0.00000E +00 0.00000E +00 0,00000E +00 0,00000E +00 0.00000E +00 NODE RESTRAINTS: NODE 0 . X. 1 ' RX RY RZ VALUE 0 0.00000E +00 7 1 ELEMENT FORCES: ELEM # NODE # FX 1 1 - 3.59999E +03 2 3.59999E +03 2 2 - 2.38452E +03 3 2.38452E +03 3 3 - 2.38043E +03 4 2.38043E +03 4 4 - 5.10464E +02 5 5.10464E +02 5 5 - 5.07878E +02 6 5.07878E +02 6 7 3.59999E +03 8 - 3.59999E +03 7 8 3.59257E +03 9 -3.59257E +03 8 9 1.33533E +03 10 - 1.3353E +03 9 10 1.33150E +03 11 - 1.33150E +03 10 11 1.78613E+00 12 - 1.78613E +00 11 6 - 3.61886E +02 12 3.61886E +02 12 6 6.32444E +02 11 6.32444E +02 13 5 2.31628E +02 11 - 2.31628E +02 14 4 - 1.02597E +03 11 1.02597E +03 15 4 - 1.57262E +02 10 1.57262E +02 16 4 1.30596E +03 9 - 1.30596E +03 17 3 2.02334E +02 9 - 2.02334E +02 18 2 - 1.58977E +03 9 1.58977E +03 19 2 2.55648E +02 8 - 2.55648E +02 1 0 0 0 FY 6.75814E +02 - 6.75814E +02 - 1.01971E +02 1.01971E +02 1.03639E +01 - 1.03639E +01 2.09721E +01 - 2.09721E +01 - 1.73979E +01 1.73979E +01 2.24186E +02 FZ 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 - 2.24186E +02 '• 0.00000E +00 - 3.14669E +01 3.14669E +01 1.65157E +01 - 1.65157E +01 - 6.22302E+00 6.22302E +00 - 1.88615E +00 1.88615E +00 - 1.78589E +00 1.78589E +00 - 2.27814E -01 2.27814E-01 - 2.58718E +00 2.58718E +00 - 4.19037E -01 4.19037E -01 - 3.83248E +00 3.83248E +00 - 5.67993E -01 5.67993E -01 - 4.09002E +00 4.09002E +00 - 1.54199E +00 1.54199E +00 - 7.42463E +00 7.42463E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 MX 0.00000E +00 0.00000E +00 0.00000E+00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E+00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 MY 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E+00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E+00 0.00000E +00 0.00000E+00 0.00000E +00 0.00000E+00 0.00000E +00 NODE DISPLACEMENTS: NODE # X Y Z RX RY 1 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 2 4.18182E -02 1.23711E -03 0.00000E +00 0.00000E +00 0.00000E +00 3 2.20771E -01 6.97307E -03 0.00000E +00 0.00000E +00 0.00000E +00 4 3.95686E -01 1.35172E -02 0.00000E +00 0.00000E+00 0.00000E +00 5 5.65952E -01 1.49206E -02 0.00000E +00 0.00000E +00 0.00000E +00 6 6.74648E -01 1.63168E-02 0.00000E +00 0.00000E +00 0.00000E +00 7 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 8 3.10917E -02 - 1.23711E -03 0.00000E +00 0.00000E +00 0.00000E +00 9 2.12281E -01 - 9.87903E-03 0.00000E +00 0.00000E +00 0.00000E +00 10 4.02284E -01 - 1.35500E -02 0.00000E +00 0.00000E +00 0.00000E +00 11 5.56233E -01 - 1.72105E -02 0.00000E +00 0.00000E +00 0.00000E +00 12 6.89832E -01 - 1.72154E -02 0.00000E +00 0.00000E +00 0.00000E +00 NODE REACTIONS: NODE # X Y Z MX MY 0.00000E +00 MZ . 3.90625E -03 4.05486E +03 a c2t ►-v►4 - 3.86604E +03 - 4.16726E +02 4.87638E +02 9.82910E +00 9.12087E +01 9.15455E +02 - 8.68791E +02 3.36917E +01 - 3.90625E -03 1.34509E +03 - 1.21741E +03 - 1.04198E +02 2.34054E +02 5.58703E +02 - 4.90411E +02 1.91707E +02 - 1.25730E +02 3.51958E +01 - 2.90946E +01 - 3.51976E +01 - 4.59622E +00 - 9.07644E +00 - 4.66605E +01 - 4.64781E +01 - 1.47290E +01 - 1.04277E +01 - 6.96782E +01 - 6.82911E +01 - 1.66274E +01 - 1.74461E +01 - 7.09132E +01 - 7.63277E +01 - 4.92144E +01 - 3.60896E +01 - 1.39599E +02 - 1.27688E +02 RZ - 7.15488E -03 - 6.59934E -03 - 3.29133E -03 - 3.81503E -03 - 2.91162E -03 - 1.92247E -03 - 5.24338E -03 - 5.05909E -03 - 3.99148E -03 - 3.63566E -03 - 2.88803E -03 - 2.71165E -03 MZ - 6.75814E +02 - 359999E +03 0.00000E +00 0.00000E +00 2.24186E +02 3.59999E +03 0.00 000E +00 6.00000E ±00 • 0.00000E +00 0.00000E +00 . 0.00000E +00 0.00000E +00 OBI' METAL TECH., INC LODI, CALIFORNIA Mq.i4. -An v��► `Tr►Yu�z IF.�ter.)1 PREPARED BY DATE 7 / /anE# SHEET NO. DRAWING NO 1- .o►�G� 1 TJ fs 1 �N �- NO REVISIONS V= �1kGSW SRO ../C(1)(1) C.°C ) CI•5) L 3''x 4•1lc.b7 G. ri S ©tee• - ;49` _,248" -t` ' hi' 0.4"11-7 . E w' h O \I�l.e�r+.4) BY DAT • - . - iV1aMg . " N! ARIA V„ r !' C.,.. uel zp 1 • .5a4 3El .9,48g bIA. Lbr S4. 2 ,9/11.1 , 92!4 -R_4 N-.t 0 biz .1j,99' 12.14 1‘.96"-' I.o'3G.tc. %:1''SS c? 14. w/ ewe., L. i t ' <, 1 °).ZS t�.4 Z PK ^h YtA MKT ENGINEERING ANALYSIS SOFTWARE EASI Finite Element Program :MAIL01 /Z -LONG FILE SPEC: MAIL01 /FEM:1 NODE COORDINATES: NODE # X COORD. Y COORD. Z COORD. 1 0.00000E +00 4.80000E +01 0.00000E +00 2 0.00000E +00 9.60000E +01 0.00000E +00 3 0.00000E +00 1.44000E +02 0.00000E +00 4 0.00000E +00 1.92000E +02 0.00000E +00 5 9.70000E +01 0.00000E +00 0.00000E +00 6 9.70000E +01 4.80000E +01 0.00000E +00 7 9.70000E +01 9.60000E +01 0.00000E +00 6 9,70000E +01 1.44000E +02 0.00000E +00 9 9.70000E +01 1.92000E +02 0.00000E +00 10 1.94000E +02 4.80000E+01 0.00000E +00 11 1,94000E +02. 9.60000E +01 0.00000E +00 12 1.94000E +02 1.44000E +02 0.00000E +00 13 1.94000E +02 1.92000E +02 0.00000E +00 MATERIAL PROPERTIES: MAT # AREA E G J IY IZ 1 5.84000E -01 3.00000E +07 0.00000E +00 0.00000E +00 0.00000E +00 9.98800E-01 2 9.18100E -01 3.00000E +07 0.00000E +00 0.00000E +00 • 0.00000E +00 9.28400E -01 PROBLEM GEOMETRY: ELEMENT # MAT # NODE 111 NODE #2 NODE #3 NODE 114 ANGLE OF ROLL 1 2 1 6 0 0 8.00000E +00 2 2 2 7 0 ,,r•.0 0.00000E +00 3 2 3 8 0 • 0 0.00000E +00 4 2 4 9 0 0 0.00000E +00 5 1 5 6 0 0 0.80000E +00 6 1 6 7 0 0 0.00000E +00 7 1. 7 8 0 0 8.00000E+00 8 1 8 9 0 0 0.00000E +00 9 2 6 10 0 0 0.00000E +00 10 2 7 11 0 0 0.00000E +00 11 2 8 12 0 0 0.00000E +00 12 2 9 13 0 0 0.00000E+00 NODE LOADS: NODE # FX FY FZ MX MY MZ 6 2.50000E +01 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 7 5.00000E +01 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E+00 0.00000E +00 8 7.50000E +01 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E+10 9 1.00000E +02 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 NODE RESTRAINTS: NODE # X 1 0 2 0 3 4 0 5 1 10 0 11 Y 1 1 1 1 1 1 Z RX RY 0 • 0 0 • 0 0 • 0 0 0 0 0 0 0 • 0 0 0 • .0 0 . 0 A 0. 0. RZ VALUE 1 1 1 1 0 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E+00 0.00000E +00 0.00000E +00 12 0 1 0 0 0 1 13 0 1 0 0 0 1 ELEMENT FORCES: ELEM # NODE # FX FY FZ MX MY 1 1 0.00000E +00 - 1.22588E +02 0.00000E +00 0.00000E+00 0.00000E +00 6 0.00000E +00 1.22588E +02 0.00000E +00 0.00000E +00 0.00000E +00 2 2 0.00000E+00 - 7.87203E +01 0.00000E +00 0.00000E +00 0.00000E +00 7 0.00000E +00 7.87203E +01 0.00000E +00 0.00000E +00 0.00000E +00 3 3 0.00000E +00 - 5.14226E +01 0.00000E +00 0.00000E +00 0.00000E +00 8 0.00000E +00 5.14226E +01 0.00000E +00 0.00000E +00 0.00000E +00 4 4 0.00000E +00 - 2.55795E +01 0.00000E +00 0.00000E+00 0.00000E +00 9 0.00000E +00 2.55795E +01 0.00000E +00 0.00000E +00 0.00000E +00 5 5 0.00000E +00 2.49944E +02 0.00000E+00 0.00000E +00 0.00000E +00 6 0.00000E +00 - 2.49944E +02 0,00000E +00 0.00000E +00 0.00000E +00 6 6 0.00000E+00 2.24965E +02 0.00000E +00 0.00000E +00 0.00000E +00 7 0.00000E +00 - 2.24965E +02 0.00000E +00 0.00000E +00 0.00000E +00 7 7 0.00000E +00 1.74982E +02 0.00000E +00 0.00000E+00 0.00000E +00 8 0.00000E +00 - 1.74982E +02 0.00000E +00 0.00000E +00 0.00000E +00 8 8 0.00000E +00 9.99982E +01 0.00000E +00 0.00000E +00 0,00000E +00 9 0.00000E +00 - 9.99982E +01 0.00000E +00 0.00000E +00 0.00000E +00 9 6 0.00000E +00 - 1.22588E +02 0.00000E +00 0.00000E +00 0.00000E +00 10 0.00000E +00 1.22588E +02 0.00000E +00 0.00000E +00 0.00000E +00 10 7 - 3.12500E -02 - 7.87203E +01 0.00000E +00 0.00000E +00 0.00000E +00 11 3.12500E -02 7.87203E +01 0.00000E +00 0.00000E +00 0.00000E +00 11 8 - 3.12500E -02 - 5.14226E +01 0.00000E +00 0.00000E +00 0.00000E +00 12 3.12500E -02 5.14226E +01 0.00000E +00 0.00000E+00 0.00000E +00 12 9 - 3.12500E -02 - 2.55795E +01 0.00000E +00 0.00000E+00 0.00000E+00 13 3.12500E -02 2.55795E +01 0.00000E +00 0.00000E +00 0.00000E +00 NODE DISPLACEMENTS: NODE # X 1 6.38803E -01 2 9.80020E -01 3 1.20970E +00 4 1.34451E +00 5 0.00000E +00 6 6.38803E -01 7 9.80020E -01 8 1.20970E +00 9 1.34451E +00 10 6.38803E -01 11 9.80020E -01 12 1.20970E +00 13 1.34451E +00 NODE REACTIONS: NODE # X 1 0.00000E+00 2 0.00000E +00 3 0.00000E +00 4 0.00000E +00 5 - 2.49944E +02 10 0.00000E +00 11 0.00000E +00 12 0.00000E +00 13 0.00000E +00 Y Z RX RY 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 .0.00000E +00 0.00000E +00 0.00000E +00 0.00000E+00 0.00000E +00 .0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +0@ 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.0000QE +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 Y Z MX MY - 1.22588E +02 0.00000E +00 0.00000E +00 0.00000E +00 - 7.87202E +01 0.00000E +00 0.00000E +00 0.00000E400 - 5.14226E +01 0.00000E +00 0.00000E +00 0.00000E +00 - 2.55795E +01 0.00000E +00 0.00000E +00 0,00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 1.22588E +02 0.00000E +00 0.00000E +00 0.00000E +00 7.87202E +01 0.00000E +00 0.00000E +00 0.00000E +00 5.14226E +01 0.00000E +00 0.00000E +00 0.00000E +00 2.55795E +01 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 MZ - 3.96367E +03 - 7.92734E +03 - 2.54529E +03 - 5.09057E +03 -1.66266E +03 - 3.32533E +03 - 8.27069E +02 - 1.65414E +03 - 7.81250E -03 1.19973E +04 Go+--jRo j5 3.85734E +03 6.94101E +03 3.24013E +03 5.15902E +03 1.49164E +03 3.30828E +03 - 7.92734E +03 - 3.96367E +03 - 5.09057E +03 - 2.54529E +03 - 3.32533E +03 - 1.66266E +03 - 1.65414E +03 - 8.27069E +02 RZ 0.00000E +00 0.00000E +00 0.00000E +00 0.00000E +00 - 1.65115E -02. - 6.90213E -03 - 4.43223E -03 - 2.89527E -03 - 1.44021E -03 0.00000E +00 11.00000E +00 0.00000E +00 0.00000E +00 MZ - 3.96367E +03 - 2.54529E +03 - 1.66266E +03 8.27069E +02 0.00000E +00 - 3.96367E +03 -2.54529E +03 - 1.66266E +03 - 8.27069E +02 • � M14�L -,4b LODIMETAL TECH., INC. ^ LODI, CALIFORNIA • 17VILI-ALLAl PREPARED BY SHEET NO. ►•�►.? a�� a R,/4.4 STAl LrTy 31‘ 11.. 142 - 3� PIg.te p =31'C.(o'3)= 004KQTott +1e.T DATE DRAWING NO. 744, /8!S NO. 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IN&' 5PE.1 1F1r,.b c. 4. r LODI, CALIFORNIA I u'n C. Ci1'`r 2s 1Z a Sri Z7-11 5147$2." 0,E. LV $IIc.1.S 1"t 'mats $ 13 C,4'/ 3 2 • .a27. .4 .3 .z .1 7 PREPARED SHEET NO. Rs7 DATE DRAWING /40 /so NO INO.1 REVISIONS 1 BY IDAT .ZS /0 -,► . f S • 13 t .1.1 9 -+ di, 11 S .1e, a --+ .15 1e '4 3 2 A ,/4 7 -••■■•• •/3 -4-7,1- 9 . /O • 4 ._s. •// It CA =717.. .07 r •°y • 7 ,D4 4 --B. .Q7 C•4.= 707._ .... ` z rimp .ate 4 1 • - 41..o.1- 3 •-s. .22. 7 -o► •l9 0 5• . -x..24 --� .1+ CAR tit% .* 0 =711: 707'. ....402 ./Z • i"74' -.•- .11 VIP 1 2 1 ...in. .11 0 G,4 -1077. v1 13 C S. O / -x.10 --; •04 • CA 63% • - -x..04 .-fir .03 ...JUMP .0/ --• 13 K 11 .1 1t •-■. ./'3 ..Aft bit. 10 -.•• .1/ 7 y.lo i--a. • oq '7 G s 4 2. 1 0 - ,O'er .07 C.4. �.04.• C.9 %. - T LOul mETAL IECH., INC. • LODI. CALIFORNIA 1 o L E L. C.. v= zUsW Foot ut.c.T A C.ONTR.OLLatil %5tw1iC.. Z)IrtiFT CRrrasklA AlSc E.1.442 , 0 60 R. MAL 197S 2.`"*• 44.,AirrEft. 6T it . 1.5" trcec.. . ts Irra-37-Tft- cy( . •01 9G PREPARED BY SHEET NO. R.— 8 DATE DRAWING NO. BY I DATEF,F, 41:4 I NO. REVISIONS cl< c.1 Fart Mart Rokc.w. in '- 514^Clit, a••• c 2.0 • o 3 J.11 . S.f4.t .054 . 'Li 4 Joao .o.S1 .0t ....1.40? —Lail 0 _ 2. g 2 o So 2 44- 1 . es..•41" 2.7G 1.1..!;.!•4 ?S_ 3 • o4 04? I. 0 41 ?JP 47 20 .o SP _.,c• 536* I # if fa..0 1,4 • 04S- .c- • se.7 .0157 , 084 . 6,s1 • 0111 _as& a/ e• • .16.9 .07k .811 .074 1 .852 . 813 .932. .o47 , 970 ,o4.48P Loog • °lab ,- /. dps- • 04.5- /. 1/ -7 • 06'S .042. 1.187 1.110 .354 1.584 1.417 .ocol .c•ca0 .060 . 051 .058 _ e▪ )57 .c>57 • • 1Z-8A VR. S PPM o� Ia.r��tiYRIA. S ay STa. Ri►.vs R . F, t`1,5 . � . S L� 1 i M1 G STwoY ih,.►e 11 R C 0.22- 0.20 0.18- II 0.16 -- 0 • c) . 0.14--- - D. -- If 0.12- d 4 u - 0.10 0 ILA 4 0.08- 4, ul N 0.06-/ a as 0.04- 0.02- UBC (Table.23 -J) CS - UBC (Table 23 -J, with reduced storage- weight) :;7,-"\* cs (maximum) • Period of Interest for � UBC (Standard No. 27 -11) C - 1972 RMI V = ZIKCSW K = 1.0 r =Z= 1.0 Load Factor = 1.0 Moment- Resisting Frame System • r iIBC I -'�• Cs (minimum) 0.5 1.0 1.5 Period (sec) 2.0. 2.5 FIGURE 13.1 UBC AND RMI BASE SHEAR COEFFICIENTS MOMENT- RESISTING FRAME SYSTEM t; ' t F, • L) R.s • / 5EIS1-11C STvvpy OP 11- aDuSTttU.t STVE1... STA. RAcuS ti 19 EI■to 1,. S. F, 0.22 0.20 .0.18 — i' 0 0.16 - w P. 0.14— d 0.12- - u .4- ; 0.10 0 L, �. P 0.08 N W a 0.06 - m • 0.0 4 0.02— - UBC (Table 23 4) UBC (Standard No. 27 -11) RCS (maximum) xcs - UBC (Table 23-400th. ,, reduced stprage. weight Period of Interest for 'Braced Frame System • C - 1972 RMI UBC xcs ( . v • 7.1KCSw X -1.3 I - Z 1.0 Load Factor = 1.25 nimum) 0/5 1 0 1 5 Period (sec) 2.0 2.5 FIGURE 13.2 UBC AND RMI BASE SHEAR COEFFICIENTS BRACED FRAME SYSTEM 462- • . ICBO Evaluation Service, Inc. A subsidiary corporation of the International Conference of Building Officials • EVALUATION REPORT R? Report No. 2391 August. 1986 Filing Category: FASTENERS — Concrete and Masonry Anchors TRUBOLT WEDGE, AUK, DYNABOLT, DYNASET AND RAM -DRILL CONCRETE ANCHORS RAMSET FASTENING SYSTEMS SHAMROCK STREET EAST ALTON, ILLINOIS 62024 1. Subject: Trubolt Wedge. AUK. Dynabolt. Dynasct and Ram -Drill Concrete Anchors. 11. Description: A. Trubolt Wedge Anchor: TheTruholt Wedge Anchor consists of a zinc - plated steel stud bolt and expansion sleeve assembly for use in stone aggregate or lightweight concrete. The anchors arc furnished in diameters of '/. inch through 1 rla inch in a variety of lengths. The stud bolt is threaded with standard coarse threads at one end. while the other end is machined to a uniform taper. terminating in a short cylindrical section having the same diameter as thc stud. A one -piece steel clip is formed to slip fit and fully enclose the tapered section. The clip is embossed with three dimples uniformly spaced on the periphery so that when the anchor is driven into a drilled hole. the dimples engage the sides of the hole. As the nut is tightened. the clip engages the concrete and is expanded due to the contour of the taper on thc stud. The anchor is installed in a predrilled hole to the depth and diameter noted in Tables Nos. 1 through VI. The hole is to be cleaned of all cuttings prior to anchor installation. The anchor is next inserted and driven into the hole with a three -pound sledge hammer. The nut is turned to be finger tight and then turned three and one -half to five complete turns to set the anchor. The allowable tension and shear values for the anchors installed in stone aggregate concrete are noted in Tables Nos .1 and 11. respectively. Allowable values for anchors in lightweight concrete area noted in Table No. IV. Allowable values in lightweight concrete composite slabs and grouted masonry walls are noted in Tables Nos. V and VI. respectively. 8. AUK Anchor: The AUK Anchor is IT hearing -type undercut slccve anchor designed w provide ductile failure of the stud steel. The anchor consists of a threaded stud. a thick-walled sleeve. an expander coupling. washer and heavy hex nut. The stud is zinc plated and manufactured from ASTN1 193 Grade B7 steel with a minimum tensile strength of 115.000 psi. The anchor is thrcadcd at one end with standard coarse threads and is attached to an internally threaded expander coupling. The sleeve is slit longitudinally into four equal segments. allowing it to expand. and cut into the concrete as a hammering force is applied using a setting tool. Table No. VII notes sizing information and Table No. VIII notes the allowable shear and tension values for anchors installed in stone aggregate concrete with a minimum compressive strength./ 3000 psi. Where shear loads arc present and the anchors are prcloaded with cali- brated hydraulic equipment. attachment displacements may exceed Vih inch at design load. Component pans of the anchor must be used as a complete unit and must not be disassembled. The AUK anchor is available in r /. -. ` /s- and 1/2 -inch stud diamerexs. The AUK Anchor is installed in the following manner: 1. A hole is drilled to the specified dcpth and diatneter noted in Table No. VIII using a Ramsct 325 Dynadrill clectropneumatic rotary hammer drill. A depth gauge on thc rotary hammer drill must be used to ensure that the required depth is obtained. 2. The hole is cleaned of concrete dust and debris using either a vacuum or oil -free compressed air. 3. The assembled anchor is inserted into the hole. The slccve must project above the concrete surface the required amount noted on the sleeve. 4. With the drill set to the "hammer only' oxide. the setting tool is positioned over the threaded stud and the sleeve driven into the hole until the top of the sleeve is just hclaw• the concrete surface. 5. The material to be fastened is located and the stud tensioned to the recommended torque rating or prcloaded using calibrated hydraulic equip- ment noted in Table No. VIi. C. Dynaholt: Thc Dynabolt Concrete Anchor is a drop -in type for use in regular or lightweight concrete of various strengths. The anchor consists of a stud bolt of zinc - plated SAE 1018 to 1035 steel. threaded at the upperend. with a straight- tapered section enlarging 10 a short cylindrical section at the base. A slip -fit. rolled steel tube section. enclosing the embedded ponian of the rod when the anchor is in final position. is Nu ions three equal segments to expand when forced over thc tapered section oldie stud holt. The slits. enlarged into holes at their upper ends. are each formed to a curvature sharper than the curvature of thc tube itself to provide additional spring action against the side of the concrete hole. Either standard nuts and washers or several types of cap nuts may be used to anivatc the anchors. After the anchor is dmpped into the drilled hole in the conerae. take -up on the nut fortes the tapered lower end of the rod to expand the segments of the tube against the sides of the hole. Tightening of the bolt is continued until the entire assembly is fonibly wedged into its final position. ' A hole of the same diameter as thc nominal anchor diameter is drilled into the concrete at the required location. The anchor is placed in the hole. the required nut installed and made "finger-tight.- The nut is then tightened three to four full turns to fully expand the expansion sleeve. See Table No. IX for allowable loads in stone aggregate and lightweight concrete of various strength. D. Dynaset Concrete Anchor: The anchor is an internally threaded shell -type drop -in anchor for us^ in stone aggregate lightweight concrctc of various strengths. Thc anchor consists of a cvlindri -al shell and an inter- nally prcasscmhled expansion plug. The shell has four symmetrical slots cut axially at its expansion end and is internally threaded at thc other cnd. The internal bore at the expansion cnd is tapered to match the taper of thc expansion plug. Thc shell is made from AISI 121.14 steel and the expansion plug is made from AISI 1062 steel. The shells and expansion plugs are zinc plated. The anchor is installed in a predrilled hole conforming to the respective length and diameter noted in Table No. X. The hale must be cleared of all cutting debris after drilling. The anchor is placed in the hole and expanded by a manual or power - driven setting tool. The minimum embedment is achieved by setting the top of the anchor flush with the surface of the concrete. The setting tool is designed to stop on the top of the anchor when the expansion plug is fully driven. The setting tool may be used to gauge the expansion of the anchor. Complete expansion has taken place only when the setting tool is fully seated in the anchor. Allowable shear and tensile values for the anchor installed in aggregate or lightweight concrete arc noted in Table No. X. E. Ram -Drill Concrete Anchor: The Ram-Drill Anchor is a self- drilling oncrete expansion shell anchor with a single cone expander both made from case - hardened steel. The anchor has eight sharp teeth at one end and is threaded internally al 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 zinc plated. The anchor is installed either by a power 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 of concrete cuttings. The depth of the hole is regulated by the anchor length. An Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, 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 at 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 facilities to make an independent verification. Then is no warranty by ICBO 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, merchantability. Page 1 of 6 Report No. 2391 expander cone is set into the bottom of the anchor prior to insertion in the hole. The concrete anchor is then driven. causing an expansion of the anchor in the hole. The chucking end of the anchor may be broken off with a hammer blow. Verification that the anchor has beeh installed properly is evidenced by the anchor body's not projecting above the concrete surface and the ex- pander cone's being visible at the bottom of the hole. The anchors may be installed in stone aggregate or lightweight concrete with allowable shear and tensile loads set forth in Table No. XI. F. Identification: The Trubolt Wedge Anchors arc identified by the company name on the expansion sleeve. The AUK anchors are identified by labeled containers indicating the size and type of anchor, along with the company name and address. The Dynaboll. Ram -Drill and Dynaset anchors miy be identified in the field by the circled letter "R stamped on the face of each steel tube section. 111. Evidence Submitted: Report of shear and tensile tests. manufacter- cis installation instructions and descriptive data. Findings IV. Findings: That the 'D ubolt Wedge, AUK. Dvnabolt, Dynaset and Ram-Drill Concrete Anchors as described in this report comply with the 1985 Uniform Building Code, subject to the following conditions: 1. Anchor sixes. dimensions, edge distance and minimum spacing and embedment depths are as set forth In the attached tables. 2. Allowable shear and tension loads are asset forth in the attached tables. 3. Allowable loads for anchors subjected to combined shear and tension forces shall be 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 must not be subjected to vibratory or shock Toads such as supports for reciprocating engines or crane rails unless their adequacy is determined by tests and approved by the local build. ing official. 5. Allowable Toads may not be increased for duration of loads such r.s wind or seismic forces. L. Expansion anchors (other than self- drilling type) must be In. stalled in holes predrilled with a carbide - tipped masonry drill manufactured within the range of the maximum and minimum drill tip dimension of ANSI Standard 894.12.1977 for the allow. able values set forth in this report. 7. The AUK anchors must be installed under special inspection in accordance with Section 306 (a) 12 of the code. This report is subject to re- examination in two years. TABLE NO. I- TRUBOLT ALLOWABLE TENSION VALUES IN STONE AGGREGATE CONCRETE (In Pounds)' ANCHOR DIAM. 0 (R MIN. EMBED. E (1) EDGE DIST2 kl CONCRETE COMPRESSIVE STRENGTH (psi) SPACING 1.000 3.000 4.000 1,000 REOUIRED2 S (O WMh SP. Inap.a Wnhoul Sp. VI P.4 WMA SP. Ws), Whoul S. Msp.a Wh 1p. inap.a Without ap. Insp•a Wah 1P. MSP.a Wthoul SP.InsP•a 14 11/1 2 4 395 195 430 215 465 230 500 250 11 114 3 - - 620 310 630 315 650 325 114 no 514 795 395 890 445 990 495 1,085 540 sh 214 2% 41/2 865 430 1.000 500 1.135 563 1.270 635 3 2% 41h 940 470 1.110 550 1.280 640 1.455 725 411: 3! /a 6` /a - - 1.450 725 1.530 765 1.610 805 214 4 77/1 1.085 540. 1.335 665 1.590 795 1.840, 920 14 3 3 6 1.260 630 1.790 895 1.980 990 2.170 1.085 4 3 6 1.435 715 1.800 900 2.170 1.085 2.540 1.270 2s /a 5 95/a 1,785 890 2.050 1.025 2.315 1.155 2.575 1.285 sh 3% 3% 714 2.095 1.045 2.560 1.280 3.070 1.535 3.570 1.785 5 3% 71/2 2,405 1.200 3.090 1.545 3.775 1.885 4.455 2.225 3'/s 6% 1314 2.330 1.165 2,695 1.345 3.060 1.530 3.425 1.710 2/a 414 41/2 9 2,540 1.270 3,230 1.615 3.950 1.975 4,660 2.330 6 4112 9 2.755 1.375 3.585 1.790 4.415 2.205 5.245 2.620 -_ 9 6% 1314 - - 4.240 2.120 5.280 2.640 6.320 3.160 4 7 14 - - 4.040 2.020 4,330 2,165 4.620 2.310 74 51/4 51 4 101/2 - - 4,230 2.115 5.560 2,780 6.880 3,440 7 5% 101/2 - - 4.420 2,210 6.780 3,390 9.140 4,570 41/2 77/a 15' /. - - 4,750 2.375 5,080 2.540 5.420 2.710 1 6 6 12 - - 5,860 2.930 7.290 3,645 8.720 4,360 8 6 12 - - 6.130 3.065 8.090 4.045 10.050 5.025 514 9% 1914 - - 5.740 2.870 6.880 3.440 8.030 4,015 114 714 71/4 141/2 - - 9.950 4.975 10.520 5.260 11.100 5.550 10 711. 14112 - - 9.820 4.910 11.370 5.685 12.930 6,465 'The ubulated ensile values are for anchors installed in concrete having the de ignated ultima a compressive trcngth at the time of installation. rile ubulated values are fee anchor installed at the specified edge and spsc, .g distances. Spacing and edge di. lance may be reduced Ina minimum of 0.5S and 0.5m. provided the values are reduced by the factors listed in Table No. 111. Linear interpolation may be used for intermediate spacings. Spacing reduction factor are cumulative for groups of three or moor anchors. ',these tension values are applicable only when the anchors zee installed with special inspection as in forth in Section 306 of the code. 'These Tension values are applicable when the anchors are installed without special inspection as set forth in Section MI6 of the code. R 9 A C. it k1 • • • Page3of6 R96 Report No. 2391 TABLE NO. II— TRUBOLT ALLOWABLE SHEAR VALUES IN STONE AGGREGATE CONCRETE (In Pounds)+ • ANCHOR DIAM. 0 On.) MIN. EMBED. f (In.) EDGE OISTA w On•) SPACING REOUIREDS 1 On.) CONCRETE COMPRESSIVE STRENGTH Deg 2000 1000 4,000 Moo 44 11h 1Ih 4 240 265 290 310 Va 11h 21/4 544 615 675 735 795 With Without 33/4 544 730 745 . 760 795 rh 23/4 3 73h 1.085 1.130 1,175 1.215 20. 111110.8 5 7'h 1.610 1.770 "1,940 — s/s 23/4 33/4 93h 1.580 1.740 1.900 2.035 390 380 6 93h 2,600 3.235 3,950 — 3/4 31/2 43/4 131h 2.093 2.270 2,440 , 2,605 980 th 71h 134s 3.090 3,705 4.345 4,935 rh 4 8 14 — 4.880 4,915 4.955 1 41h 8 153/4 — 6,620 7,495 8,375 1,480 6 8 15'/4 — 9,135 9,650 10,170 144 51/2 12 1944 — 8,485 9,810 11,135 71k 12 191/4 — 12.210 13.280 14.330 Me tabulated shear values are for anchors installed in matte having the designated asahpsesdve strength M die time of installation. =The tabulated values are for anchors installed M the specified edge and spacing distances. Spada and edge distance may be reduced to a aoim® of 035 and 0.5m. provided the values are reduced b y the factors listed in T a b l e No. IIL Liam imnpolasioa maybe used far intermedine speeiop. Spacing reduction factors ase cumulative for groups of three or mole radon. TABLE NO. III—REDUCTION FACTORS FOR REDUCED SPACING AND EDGE DISTANCES FOR TRUBOLT WEDGE ANCHORS+ 2 CAPACITY SpseTENSION EdOadlsstanoa.lm) Feeler S min. - 0.5S 0.7 at min. so 0.5m 0.6 SHEAR CAPACITY Edge Olmtrhea MOYwI dh ria m rein. me 0.5m Toward edge Not toward edge 0.5 0.6 glees: imerpolatiao is allowed for edge distances which fall bsrssmn 0.5es and 1.0m, and Mena spacing which falls betwesa 0.SS and 1.0S. 2TLe application of load raison is cumulative. TABLE NO. IV— TRUBOLT ALLOWABLE VALUES IN LIGHTWEIGHT CONCRETE (In Pounds)' 'The tabulated shear and tensile values are for anchors installed In concrete having the designated ultimate compressive strength at the time of installation. Me tabulated values are for anchors installed at the specified edge and spacing distances. Spacing and edge divana may be reduced to a minimum of 0.55 and 0.5m, provided the values are reduced by the factor listed in Table No. 111. Linear interpolation may be used for intermediate spacings. Spacing reduction factors are cumulative fa three a more archon. 'These tension values are applicable only when the anchors are installed with special inspection u set forth in Section 306 of the code. •These tension values are applicabk when the anchors are installed without special inspection as set forth in Section 306 of the code. CONCRETE COMPRESSIVE STRENGTH (pe ) 2000 3.000 4.000 ANCHOR MIN. EDGE Tension Sher Tension Sheer Tension Slhaa► DIAM. EMBED. DMSTi SPACINGS With Without With Without With h Without 0 1 r 3 (tbh.) On.) On.) On.) Sp. tnsp.a 0. 14410 20. 111110.8 Sp. Insp.4 SP. Ina)' a SF kMp.4 44 Ph 2 4 285 140 325 330 165 390 380 170 ^ 440 31s 142 23/s 544 500 250 810 610 305 980 710 355 980 th 21b 4 73/4 720 360 1,600 880 440 1,750 1,040 520 1.750 31. 23/4 5 93 /1 990 495 2,630 1,230 615 2,750 1,480 740 2,750 3/4 31/4 63/4 133/4 1,310 655 2.940 1,620 810 3,560 1,950 975 3,940 'The tabulated shear and tensile values are for anchors installed In concrete having the designated ultimate compressive strength at the time of installation. Me tabulated values are for anchors installed at the specified edge and spacing distances. Spacing and edge divana may be reduced to a minimum of 0.55 and 0.5m, provided the values are reduced by the factor listed in Table No. 111. Linear interpolation may be used for intermediate spacings. Spacing reduction factors are cumulative fa three a more archon. 'These tension values are applicable only when the anchors are installed with special inspection u set forth in Section 306 of the code. •These tension values are applicabk when the anchors are installed without special inspection as set forth in Section 306 of the code. STORAGE RACKING 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. matches the requirements of a particular application, whether your warehouse is hand, pallet or high -rise storage. BEAMS S • 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 TJ • 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. SELECTIVE SYSTEMS The LMT design represents the most proven up to date concept in a boitless, 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. 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 L. MnAL TECH., INC. 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 11/2 x 11/4 channels and' x 3/4 channels used on LM10 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. Al! frames carry the p ofix LM followed 07 6 or 7 digits. The first two digits designate the !tame model number. The ',;1r•, tainder, the size. ::�arnple; LM 30 120 36 ` i ANDARD SIZES ARE: Heights- 6 ft. to 24 ff. In 1 ff. increments. Depths- 2 ft, to 5 ff. in 1/2 ff. Increments. ON REQUEST: Heights- 3 ff. to 35 ft. in 1/2 ft. increments. Depths- 11/2 ff. to 6 ff. in 2" Increments. 13/4 " • FRAME O 1 FRAME CAPACITIES 453 40 35 30 25 20 15 10 5 4,r 60" •M„ ■I„ BEAM YSVPACING 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 hH r-i1/21 3„ 3" LijL,.,u LM10 LM /5 LM20,LM30,LM40 3" LM 40 3x3x.135 LM 30 3x3x.105 LM 20 3x3x.075 LM 15 3x 1518x.075 LM 10 1314x1518x.075 %„ L1F354 LORI METAL TECH., ZEE BEAMS .078' LBZ2 z 0 tZ T a. T .076' �" LBZ3 1 448j 2,125 .15 18 W:60 1,722 .24 22 i:3; .105 LBZ3A oC J � g 5,155 .11 4,124 .17 ONE -PIECE CLOSED BEAMS 23/4 31% 2% LBF404 4 L$F454 2%4 Q4 41 LBC45 61c3 1 Y�rt'3i C1 a 54 1.60: o-14, 74. 106' 110, `114i 9.998 9,129 8,399 7,777 6,999 6.773 6,363 5,999 5.675 5,384 5,121 4,883 4,666 4,467 4,374 4,285 4,117 3,962 3,818 3,634 0.09 0.10 0.12 0.14 0.18 0.19 0.22 0.24 0.27 0.30 14,818 13,529 12,447 11,525 10,372 10,038 9,430 8,891 8,410 7,979 0.33 50 0.37 52 0.40 54 0.44 56 0.46 57 0.47 0.51 0.55 0.60 0.63 58 61 63 65 67 3,280 0.67 70 '4 ,�L ` §463 2,975 0.70 73 4101 i'Q49. 2,711 0.73 77 ,5,772,• c, 0 73 ti 2,480 0.77 80 "3/81',{ to .a77 2,278 0.80 83 ,k0,170b X ,~0.10'3 3 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 0.07 0.08 0.10 0,11 0.14 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 57 60 62 65 66 67 70 72 75 77 81 85 88 92 96 Load Capacity and Deflection Design of booms conforms with yield strength of 42.000 pounds Deflection limited to 1/180 .44:44a4Y fJ,i 1i',Y . ... ....... .. _. , .. . N 1111 ,. .. y .v . ,r r..,�....1 i, ... fl. '..fr!.. t• •„f.: :, :. .: 1 ;1, .,, is 1 . 4.4- 467.,: Y •4 11 4•; ( v'r: . ./.,,i ,7 ■' r, i ,iL:Wh4, .pit 3,W: :A,,!,,::,: 0_0,...4 ,,,, (,tn,,!61 ,,,t 4, :,..... ir<'M1'x5•y:i, it: S:.ti7'},i ,..,4;,,,r.. ,11 vvi''4'r. .;!•: ,, :it ,:;,,, 1,4, y: 0Y, ,,,,,,I,',,,,, ., ,•, 0'NMr: '',`,V....i .n..:.a; „Y a,v. :,:.,..,.,• ,.t,{ ,.:,.u1r1', 4,,,,,:.,, v:.:.w.,1 ■.,. - H,,,,iln: ,, *.qy,4 'R,:':-it`, t q'h'.,,.: ".i'lyt;ti. .k.,110 ,}•,v,(if;:, 1.t:.tti1 •+!F tk •4',M.., 11,,,4, 4, 1Wk:i ft: •f,'., wit "•v'.?'- +."J!..4. .v i:,,, kw, w.. . • "t .C14:" ,,,.v :,d,,.•n Si■:f1'F`,i' 1f7:::, .4T:.,...,J 'J. I;'..i,,i .,.... Y,_ tN`t1t, ++:1y1£l !...•,t, 4,r 60" •M„ ■I„ BEAM YSVPACING 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 hH r-i1/21 3„ 3" LijL,.,u LM10 LM /5 LM20,LM30,LM40 3" LM 40 3x3x.135 LM 30 3x3x.105 LM 20 3x3x.075 LM 15 3x 1518x.075 LM 10 1314x1518x.075 %„ L1F354 LORI METAL TECH., ZEE BEAMS .078' LBZ2 z 0 tZ T a. T .076' �" LBZ3 1 448j 2,125 .15 18 W:60 1,722 .24 22 i:3; .105 LBZ3A oC J � g 5,155 .11 4,124 .17 ONE -PIECE CLOSED BEAMS 23/4 31% 2% LBF404 4 L$F454 2%4 Q4 41 LBC45 61c3 1 Y�rt'3i C1 a 54 1.60: o-14, 74. 106' 110, `114i 9.998 9,129 8,399 7,777 6,999 6.773 6,363 5,999 5.675 5,384 5,121 4,883 4,666 4,467 4,374 4,285 4,117 3,962 3,818 3,634 0.09 0.10 0.12 0.14 0.18 0.19 0.22 0.24 0.27 0.30 14,818 13,529 12,447 11,525 10,372 10,038 9,430 8,891 8,410 7,979 0.33 50 0.37 52 0.40 54 0.44 56 0.46 57 0.47 0.51 0.55 0.60 0.63 58 61 63 65 67 3,280 0.67 70 '4 ,�L ` §463 2,975 0.70 73 4101 i'Q49. 2,711 0.73 77 ,5,772,• c, 0 73 ti 2,480 0.77 80 "3/81',{ to .a77 2,278 0.80 83 ,k0,170b X ,~0.10'3 3 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 0.07 0.08 0.10 0,11 0.14 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 57 60 62 65 66 67 70 72 75 77 81 85 88 92 96 Load Capacity and Deflection Design of booms conforms with yield strength of 42.000 pounds Deflection limited to 1/180 E CAPACITIES n.. 84" 'ACING IN INCHES Y CHARY shelves and selecting i vertically from capacity shown equals 3" ij M 20, LM 30, LM 40 LM 40 3x3x 135 LM 30 3x38 105 Its1C. FiEAMS ZEE BEAMS 43/4,10 " F ,o7s^ 3' .105' LBZ2 7a• 1 LBZ3 LBZ3A I z O ,(7'J U z pQc (=a -9 OJT. � W d. °w c z. O UN w �U `1,z • OPEN BEAMS r LB02O .J . LB030 311 LB035 -1 0 fj w 1,Z Qg. 52 cl- W c pQd ¢a O. z O "-U (50- 42 3,144 .15 20 . 6,347 • .10 23 7,245 .08 25 46 2,870 18 21 4,882 ,12 25 6,615 ,10 27 48 2,125 .15 18 ..3,873 .11 . 20 ' 5,155 .11 28 50 2,641 .21 23 4.491 .14 . 26 6.086 .12 29 54 2,446 .25 24 4,159 .16 28 ' 5,635 .14 30 60 1.722 24 22 ' 3,100 . `:18 24 4,124 .17 35 60 , 2,201 30 26 3,743 .20 30 5,071 .17 33 LM 20 62 2,130 .32 27 3,622 ' .21 31 4,908 .18 34 3x3x 075 '...66 .• 2,001 .37 28 3,402. .24 33 4,610 .21 36 70 1,794 .39 29 3,208. ' .27 • . 35 4,347 .23 38 72 , 1,433 .34 26 2,583 .26 ; 28 3,438 .25 40 ' . 74 1,595 .41 30 .3,035 .30 37 4,112 .26 40 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 LM 15 84 . 1,229 .46 29 2,213 •.. .35 32 2,947 .33 46 .: 86.. 1,183 .48 33 2,611 .41 41 3,538 .35 46 3 x 1 518 x 075 _ 90 • 1,078 50 34 2,495 . .45 .. 43 3,381 .39 48 94 991 52 36 2,3$9 49 44 3,237 .42 49 96 940 .53 33 1937. - ;45 36 2,578 44 52 , ::96 936 .53 37 2,327 .51 45. 3,153 .45 50 LM 10 13/4 x 1 5/8). 075 96" 108 . ' - - - ..1,722: ' : .57 98 102 2,291 .55 58 1 :.1 0 114 120 ;. - - 1,450 44 2,021 - - - 2,291 - - - 2,202. - - 2,012 - - - '.1,861. - - - ,.1,732 .53 ' 46. 3.105 .46 51 .57, ' 48 2,983 50 52 .61 49 2,871 .58 56 .63 ' "' 52 2,669 62 57 .67 64 120 132 • 138 144 - - - 2,450 .67 59 - - 2,036 .73 65 - - . 1,857 .77 67 - .- 1,707 ,80 69 ONE -PIECE CLOSED BEAMS 2% 3% LBF354 2% 4 LBF454 2% 4% 3 411' LBC45 CLOSED BEAMS - --23/4" - 2',?'. 23/4" 111"1 t 5u' 611" : 1 K'l LBC50 LBC55 t. LBC55A -s. t LBC60A 4.--mour +. Oa Oa .g§ 62 6 t a . 9a 6 Cm E? a. 42 9,998 0.09 28 12,313 . 0.08 30 .' 14,818 0.07 32 ' 46' 9,129 0.10 31 .:11,242''' 0.09 ' 33 13,529 0.08 35 50 8,399 012 33 10,343 ' ' 0.11 35 12.447 0.10 37 54 7.777 0.14 35 9,577 :' 0.13 37 . 11,525 0.11 40 60 6,999 0.18 38 8,619 ' .0.14 . 41 ' 10,372 0.14 43 62 6.773 0.19 39 . 8,341 , . 0.17 ' 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 ' 6,630 ' 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 6,013 0.32 56 7,237 0.29 60 90 4,666 0.40 54 ' 5,746 035' 58 6.915 0.32 62 '94 4,467 0.44 56 '5,501 0,39..' . 60 ' 6,621 0.35 65 , ' 96' 4.374 0.46 57 5,387 , 0.40 ' ' 62 . 6,483 0.36 66 '98, 4,285 0.47 58 .5,277.' 0.4? '. ' •.63 ., 6,350 0.38 67 '.102 4,117 0.51 61 •6.070 0.45 :. ; '.65 :` 6,101 041 70 106' 3,962 0.55 63 , 4,079 0.49 67' 5,871 0.44 72 ' 110 3,818 0.60 65 4,701 0.53.:. 70 ' 5.658 0.47 75 ..114 3,634 0.63 67 .1 4,536.' 0.67 72 • : 5,459 0.51 77 .120 3.280 0.67 70 • ' 4,309 0,63 ,.' 76 =" 5,186 0.56 81 126 2.975 0.70 73 '4,104 069 ' 79 :' 4,939 0.62 85 1132 2.711 0.73 77 3,772. , 0.73: 82 4,715 0.68 88 138 2,480 0.77 80 3A51, ' 0.77. . 86 ' 4,510 0.75 92 :'t 144 2,278 0 80 83 ' . 3.170 .. ' 0.80 [ 89 :: : 4,254 0.80 96 3 411' LBC45 CLOSED BEAMS - --23/4" - 2',?'. 23/4" 111"1 t 5u' 611" : 1 K'l LBC50 LBC55 t. LBC55A -s. t LBC60A 4.--mour +. Oa H ..� Oa O �c Oa �i �a 0.c �a g��r .17251, ,: 15,751 ': 14491` 13418. ;. 12.076.. • : 07''.: ..35; - .08 :. " 38 10 `::.'41, - 11 .•.;.,.43 : - .14 ,,47: - - - - - - - - - - - .- - - - - - - - - - - - - - - - - - - . . - - - .- . - - - . 42 46 60 . 54. 60. 11686'`` 10,978 '' 10,350 9,791 ' 9,289 ::'. .15 49: 13.724 17 '' . 51 :. 12.893 .19 .54: 12,156 .21 ;. 57 ., 11,499 ..23', ' ,'60' 10,909 .13 .15 .17 .19 .21 54 57 60 63 66 15,899 „14,935 : :14,082 . 13,321, ''.12,637 .12 '.14 '.16 . .17 .19 .. -.; - : - ' - :, -: 18,590 17,464 16.466 15,576 14,777 .11 .12 .14 .15 .17 - :21,186 - ' 19.903.. - 18,765., - 17,751 - 16,841 .10 ' .11 .,',13 , , ,14 .16 -. - - - . -. 62 66 70 74 78 8,836 •' 8,425 8,051 :' 7 708 7,508 ... ' ,26 : •'63':, 10,377 28 . :.. '66 ., 9,894 31 . ` 69 ' 9,455 34 ' 71 .', 9,052 .36 '.: ,73,; 8,818 .23 .26 .28 .31 .32 69 72 75 78 80 . "12,021 . ,11,462 . 10,952 ';10,486 -, 10,215 ' `,21 .23 .26 : `.28 .'',30 : 70 ` 73 76 ` • 79 :.• , 82" 14,056 13,402 12,807 12.262 11 944 .19 .21 .23 .25 .26 - . 16,019 - .45,274 . 108: 14,595 112 . .:13,974 114 13,612 -. ,17 • ,19 .21 ,23 ,24 ; .' - , - . 114. 119. 121 82 86 90 94 96 , 7.393 7.103 ' , , 6 835 6,587 r`: ' 6,356 " ,37 . . .76' :; 8,683 40. :: .79. 8,342 ,43 82 ; 8,027 .47 , •> 84 ', 7,736 ' ,50 .: '' ' 87 ;i 7.464 .33 .36 .39 .42 .45 81 84 87 92 93 ‘. 10,058 ,.9,664 '- 9,299 . 8,961 .'. 8,647, ,31 . .33 ;36 ,38 ,41 .. • 84 ; 87• , 90 , 93 . '. 96 ; 11,761 11,300 10.874 10,478 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 ,'128 132 : - 137 .. 142 :. 98 102 ' 106 110 114' 6,038 "6,750 ' .` 5,489 . . :' .6250 :' 5,032:.';. 55 . `. 91 '.-' 7,091 61. ." .' 95 •, 6,753 67 100,, 6,446 73 '...1042: 6,166 ,80..: 108 :. 5,909 .50 .55 .61 .66 .72 97 101 105 109 113 " 8,214 .' 7,823 7,468 .7:143 6,845 1-46 '.50 ,55 ,60 ;.66 101 •106 ' 110> -115. :.;''119 9,605 9,148 8,732 8,352 8,004 .41 .45 .49 .54 .59 141 ':10,946 147 10,425 • 154 9,951. 160 ..9,519. 167 .' 9,122 , .37 .41 .45, .49:, ,54: 148. 155';. 162.. 169',. :176.1 120 126 132;, 138 144 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 Steel Institute light gage cola formed steel design manual. Safety Factor Is 1.65 based on steel with minimum yibid strength of 42,000 pounds per square Inch. Deflection limited to 1/18001 span 4 SKID CHANNELS For use with any Load Support Beam. 2% DRUM CRADLE Model DC , 121/4" Frame Depth ACCESS8RIES Part No. Wt. Cap. 30" SC -30 8.5 970. 36" SC -36. 10,0 800 40" SC -40 11.0 715 44" SC-44 12.0 650 48" SC-48 13.0 590 60" SC -60 17.0 470 Frame Depth 30" 36" • '.40" 48" • 60" Part No. Wt. Cap. SCH•30 11.5 3350 SCH•36 13.5 2720 SCH•40 15.0 2420 SCH -44 17.0. 2180 SCH -48 18.0 1980 SCH•60 22.5. 1560 For use with any Load Support Beam to prevent drum from rolling. Base of cradle fits over top of support beam. Can be used singly or In pairs, Shipping Weight each: 3 lbs. WALL TIE COLUMN PROTECTOR ROW SPACER 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" RS-60 10.0 72" RS-72 12.0 FORK CLEARANCE BAR Frame . Part No. Wt. Use with any Load 2 Depth Support Beam, 30" FC8.30 5,0 36" FC8•36 6.0 40" FCB•40 7.0 214" ' 44" FC8 44 7.5 8.0 10,0 48" . FCB•48 60" FCB•60 Two 7/16" x 1" bolts with nuts Included with each. Wall. to Column Part No. Wt. Face 4" Wt.-4 1,8 6" Wt.-6 21 8" Wt.-8 2.4 10" Wt. -10 2.7 12" Wt. -12 3,0 CROSSBARS Without Flanges Should only be used in outer support positions, With Flanges 3" Model Height CP•24 24" Depth of Part No. Frame Wt. Cop. Depth of Part No. Wt. Cap. Frame Standard Use with beams having 3/4" step. 30" CBF•30 3.5 465 30" 36" CBF•36 4.2 375 36" 40" CBF-40 4,6 335 40" 44" CBF -44 5.0 280. 44" . 48" CBF•48 5.5 . 230 48" 60" CBF•60 6.8 140 60" Heavy Duty Use with beams having 11/2" step. 30" 36" 40" 44" 48" 60" CBHF•30 4.7 CBHF -36 5.6 CBHF -40 6.2 CBHF -44 6.8 CBHF -48 7,4 CBHF•60 8,6 CB -30 CB•36 CB-40 CB-44 CB-48 CB-60 1340 30" CBH•30 1080 36" CBH•36 955 40" CBH•40 860 44" CBH•44 780 48" . CBH•48 615 60" . CBH•60 3.0 3.6 4.0 4.5 5.0 6.3 4.0 5.0 5.5 6,0 6.7 8.4 465 375 335 280 230 140 1340 1080 955. 860 780 615 OWNEAPPLICATICA For Your Other Specialized Racking Needs CAT • LMT 106 Drive-in 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. LMT 15M 3/88 CAT 0 LMT 107 Versa& Storage Systems CAT • LMT 109 Hot RoIIed Structural Storage System: DISTRIBUTED BY: CAT# LMT 101 4 w W " { 0 in u O z m 0 z CP Y 1 ,G • 13 o v rui n • o p' o z 74 0 11 z O n t1 • A rn ✓ p ^� z z 70 1/1 a z1 • rn z to z U > 0' CA z, r. m t7 rrt o o d 0A o v IN Alli%Akr 9 4 4 4 4 4 ) i0 '0 b b a a o 1 1 0 0 Lag • 0 • H ti O z 0 01 tfim rn v • -- r 0 0 0 r rn > ✓ xi > ' 0 • • w 2 u .r. u A • • • • ti { 0 11 3nilvzlsn1-1I_ 4.1 /Mg OM • • 1I r— • • 1 •N ; N I C m z •z O Q. • City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 • 1908 • Gary L. VanDusen, Mayor July 25, 1988 Fire Department Review. Control Number. 88 -212 Re: Marketing Group (racks) - 6700 South Glacier, Tukwila, Wa. Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The following applies to the area of high rack storage only The total number of fire extinguishers required for your establishment is calculated at one extinguisher 'for each 1,500 sq. ft. of area. The extinguisher should be of the "all purpose" (2A, 20 B:C) dry chemical type. The travel distance to any extinguisher must he 75'' or less. (NFPA 10,3 -1.1) (UFC 10.301) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinents, or set on shelves (NFPA 10, 1 -6.6), and shall be installed so that the top of the extinguisher is not more than 5 ft, above the floor. (NFPA 10, 1 -6.6) (UFC 10.301) Extinguishers shall be located su as to be in plain view (if at all possible), or if not in plain view, .they shall be identified with a sign stating, "Fire Extinguisher," with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.301) 2. No point in a sprinkl.er.ed building may be more than 200 feet• from an. exit, measured along the'path of travel. (UBC 3302)' (UFC 12.101) 3, If the building is to be used for the storage of City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number Gary L. VanDusen, Mayor high- piled combustible material .(as defined in UFC, Sec. 9.110); automatic fire - extinguishing systems, smoke - removal systems, fire protection and fire separations are required per Uniform Fire Code - Article 81. A permit from the fire department is.required for rack storage over 12' high. .Please obtain a permit. application and a list of permit requirements by 'contacting .the Tukwila Fire Department or call 575 -4404. Yours truly, e Tukwila Fire Prevention Bureau cc: T.F.D. file ncd. ti r CITY OF TUKWILA APPROVED IJ In ► ry Roo# A 2 BU (DING DEPT. EldITtTlini^ /:11§1'\ n BUI' 'ZING PERMIT APPLIC, rION A8�/ . r Boulevard Washington Control # �'' (206)-433-1849 Site Address 6700 S Glacier Suite# Floor# Project Name /Tenant Marketing Group Valuation of Construction ,5, %O Assessors Account# 7$$, RU-0080- 0 Property Owner' MarKeefe Joint Venture Phone 622 -0820 Address 7300 Columbia Center, Seattle WA Zip 98104 Applicant Marketing Group Phone 251 -9383 Address 6700 S Glacier, Seattle, WA Zip 98188 Architect /Engineer Ed Larson Phone 714- 380 -8941 Address 2156 -D Via Mariposa E, Laguna Hills CA Zip 92653 Contractor Se/17 License# Phone Address Zip Class of Work: ❑ New ❑ Addition El Tenant Improvement ❑ Remodel (residential) ❑ Reroof ❑ Demolition E Interior Demolition Ei Other Describe work to be done install storage racks Type of Const. (UBC) Occ. Group (UBC) Square footage of entire building 29,772 Square footage of tenant space all Building Use direct mail advertising Will there be a change of use? Yes X No If yes, describe change of use, including square footages of changed areas Will there be storage or use of flammable, combustible or hazardous materials on the premise or area of construction? ❑ Yes [ No If yes, explain I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT AND THAT I HAVE THE PROPERTY OWNER'eS ,AUTHORIZATION TO DO THIS WORK. Applicant /Authorized Agent (signature)%22 , �r'_ �''� � Date %'' (print ne) )$'1M' r )vJA-A.S1 At L... Contact Person (please print) 'j o 6 .- .i) A . Phone •, / - 93,g3) OFFICE USE ONLY tie G 'GC- /2i FEES: Building Permit Fee (000/322.100) $ 105,66 Receipt# 1-1/;S;-Y- Date Paid 7-2-- Plan Check Fee (000/345.830) Receipt# Date Paid Bldg Code Sur Charge (000/386.904) 3.50 Receipt# Date Paid Energy Sur Charge* (000/386.907) Receipt Date Paid Other ( ) Receipt# 1r Date Paid 11 *New construction only TOTAL Lral$ (OWES: $ JD7, 0 ) SQUARE FOOTAGE /BUILDING USE INFORMATION 4S uare Footpe of EntirQ Building: FLOOR USE /Occ Type SQ.FT. UGC LOAD_ USE /Occ Typ, SQ.FT. OCC LOAD. USE /Occ TVD€ SO.FT. OCC roan TOTAL SQ.FT. TOTAL OCC. . , , TOTAL 1 TRACKING DEPT. - DATE 1N DATE OUT COMMENT � BLDG ��� ..7"Z/- Approved for Issuance Type of Const. -4� To Mahan: Approved: FIRE vie Approved (Initials) " Per letter dated 7- 2- z - - ;,</ Fire Protection: rinklers ❑Detectors 573 PLNG Approve nitials) ❑BAR OLAND USE /SEPA CONDITIONS Zoning Setbacks: N S E W Parking stalls required for: Site Tenant Space Parking stalls provided: Site Tenant Space ADDITIONAL PARKING STALLS REQUIRED: PWD Approved (Initials) Per letter /plans dated su s • r i fLtql fiag VICINITY MAP Le al Description of New Lot 8, Souncsenter S uth. That portion of Lots 7, 0 and 4 of the plat of. Southcenter South Industrial Park as recorded in volume 97 of Plats, pages 22 to 25, records of King County, Washington described as follows: Beginning at the northwest corner of said Lot 8; - Thence N 11°i23' 50" E along the west line of said Lot 7 a, distance of 52.93 feet; Thence S 78 °36'10" E parallel to the north line of said Lot 8 a distance of 290.00 feet to the east line of said Lot 7; Thence S'11 °23'SO" w a distance of 96.56 feet; Thence along a curve to the left, the center of which bears S 88°37'08" E halving a radius of 459.28 feet an arc distance of 135.19 feet through a central angle of 16°51'57; I" Thence S 18 °44'38" E a distance of 29.40 feet to the "south line of said Lot 8; Thence N 88 °49'10" w along the south line of said Lot 8 a distance of 305.89 feet; Thence along a curve to the right having a radius of 50.00 feet, an arc distance of 87.46 feet through a central angle of 100 °13'00" to the west line of said Lot 8; Thence N 11 °23'50" E along said west line a distance of 224.91 feet to the point of beginning. containing 95+9279 SF or 2,117 Ace ,.NERMJ NGT : All work shall be done by trained mechan!.1s and shall reflect the highest quality of the trade. The designer reserves the right to reject any work which in his estimation does not meat this requirement. All work performed to complete this project shall be governed by and shall comply with all federal, stat•a and local codes and ordinances. The designer shall obtain building permit. Contractor to provide all other permits and inspections. Contractor will verify conditions on site and notify designer of any discrepancies. Where manufacturers' printed recommendations and specifications for items used in this work exist, they shall be followed in so far as they apply. Landlord shall be cons lted for points of connection to building services. All blocking, backing, and insulation shall be non - combustible. Metal stud and GWB partitions: All joints and corners to be reinforced and finished 'to the recommendations of U.S. Gypsum or equal for best quality results. Surfaces to be ready for paint. See wall insulation schedule for insulation requirements. Partitions and furring - 3 -1/2" metal studs @ 16" O.C. with 5/8" GWB each side, unless noted otherwise. Approval note: required documents not provided herein shall be submitted to the architect for approval -• mechanical, electrical, exhibit, and sign shop drawings. . All documents; mechanical, .. electrical, exhibit, and ' sign shop drawings are bidder design And will be submitted for approval. Testing of exterior concrete dolor to be 5' square swatch on building. General contractor shall coordinate with and access openings as required for equipment. Exit door hardware shall conform to U.B.C. Section 3303(C). All construction it#hall conform to the 1985 edition of the U.B.C. and all other applicable codes and regulations, approved by designer from his subs all bases, curbs mechanical and electrical All construction shall be done in accordance with these • plans and project specifications. All wood in contact with concrete or masonry shall be pressure treated wood of any species or foundation grade cedar or redwood. All marked by an approved testing agency. All dimensions-are to face of concrete, face of framing or column lines unless noted otherwise. Provide horizontal fireblocking in all frame walls at 10,0" center and where frame walls penetrate ceilings. Fireblock accordance with U.B.C. Section 2516(F). General contractor to verify all dimensions. In the event of conflicts ok changes between details or between the plans and specifications, notify the architect immediately. Finish floor reference datum equals (0'0 "). General contractor responsible for permits. PROJECT: OWNER: AGENT: PROPOSED USE: OCCUPANCY GROUP: CONSTRUCTION TYPE: FIRE ZONE: GROSS SQUARE FOOTAGE: OCCUPANCY LOAD: OFF - STREET PARKING: LIGHTING: LEGEND ;PAIL WM. NO- ROMP- 6 ` DIX tilMeg- 1464X Wait. Markeefe Joint Venture for Mail /Ad Markeefe Joint Venture 83 St. King St., Suite 615 Seattle, WA 98104 (206) 622 -"820 Contact - Tom O'Keefe Same as above. Warehouse /Office B -2 III -N Sprinklered III Warehouse: Office: Total: Warehouse: Office: 22,067 square feet 7,705 square feet 29,772 square feet Required: 44 Proposed: 44 Standard Stalls 33 Compact Stall 10 Handicap Stall 1 Calc. on rentable floor area (gross) Requirements per UBC 1985 code: Office: 1.7 watts per sq. ft. i9:.'i°rcG�� f?'?'..F' "9s .i... �_'� ....r.�iS'".� "._.... '.3•: , r'.. �,.. sir ,-_ . r • ■ • • ?.r } 1111111111111111111111 TI11111111 2 III LLi,..III II'IIL.._III ,�� L1i lll. �� �.��I� '•I 1I! ��� II� 1 � ' 1j111. 1L.. I I I I 1 111 III III III III III III III !II lIf 111 11, 111 111 1' ((( I 1' 1 I II I I�Ii� II�III� I I I i{ 1{ 11� I I " c 9 10 11 MAflF.INGFVMANY 12 f the microfilmed document is 'less clear than this it is dy{u� r.o the quality' of the original document iy zr, .wfrr • ,+ .. 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