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Permit B96-0135 - PREMIUM WIRE AND CABLE - STORAGE RACKS
City of Tukwila Z. (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT Permit No: 896 -0135 Type: 8 -RACKS Category: Address: 120 ANDOVER PK E Location: Parcel #: 022300 -0062 Zoning: TUC Contractor License No.: TAYLOEI062B4 Status: ISSUED Issued: 05/24/1996 Expires: 11/20/1996 Suite: 160 TENANT PREMIUM WIRE & CABLE, INC. 120 ANDOVER PK E, TUKWILA, WA 98188 OWNER HOME ELECTRIC COMPANY Phone: (206)455 -1341 PO BOX 9, BELLEVUE WA 98009. CONTRACTOR TAYLOR EQUIPMENT INC. Phone: 206 241 -5996 15427 11TH S.W., SEATTLE, WA 98166 CONTACT STEVEN EWART Phone: 206 241 -7545 120 ANDOVER PARK EAST *160, TUKWILA, WA 98188 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: INSTALL RACK STORAGE IN WARHOUSE AREA. UBC Edition: 1994 Valuation: 3,500.00 Total Permit Fee: 148.46 ** k**• kk**********,*******************•*****.* * * * * * *** * * * * * * * * * * * * * * * * * * * * * ** Center Authorized Signature -5 a.(4--q_CQ Date I hereby certify that I have read and examined 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 performanc,„p of work. I am authorized to sign for and obtain this b ui. }✓ding per i' Signature: 0/'Ir "/' Date: t[ e-14x 1_4' Print Name :774.al?i,.r35 1= - - -G=C L zki:4IT i t 1 e _6 L_ 5S..:r 5 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. �v u �� 6 . , DER R1 . v ,� MM � .e. EN:. ) � f i.(I �� Am �i 'S�. �; ° + tit ; DA � 4r TE IN, 9..�e. •1:".��f. :f'i R&M ; ;; ` ,..�.. t .,. / .� .k1 `x �r : y, r :.. ,., a� . a043 -C tr ZS <t'. 4 1,. oa * ' ' -if , ' EG R EME 'n rCOMMEI�ITS.,. , fit S 51.S e.`M1fNkl'Nt: i %.N.l Z i �0 < y Tel �z. U' tiC173�ai1.+� #'. �.. .Ik:sh!r: 1 d'FR�;f -Pi:. .3N . , .r g Plan Review Meeting 5 _ 1 571 q (U BY: .) (init ....4_13 2nd NOTIFICATION NIT: 0 BUILDING - • initial review BY: (init) V � ��' ROUTED s-, w_ ONSULTANT: Date Sent - Date Approved - rIREPROTECTION: G, Sprinklers Detectors OWA 60 FIRE 6- +L16 FIRE DEPT. LETTER DATED: 4'- 21) INSPECTOR: \1ii —C/O NIT4 1 PO ` O PLANNING ZONING: PAR/LAN DUSECON DITIONS? QYes Q No n EFERENCEFILENOS.: NIT: MINIMUMSETBACKS: N- 5- E - W- QPUBLIC WORKS • UTILITYPERMITSREQUIRED? QYes 0 N I ' UBLICWORKSLETTERDATED: NIT: (4 BUILDING - final review qiv- ti b TYPEOFCONSTRUCTION: CERT.OFOCCUPANCY? QYes Q No UBC EDITION (year): NIT: CIL., I BUILDING OFFICIAL •• L9 ZZ 611° 5 - ).3/y . NIT: AMOUNT OWING: /'� �J CONTACTED n -P . Q DATE NOTIFIED t: c —Q� q (U BY: .) (init ....4_13 2nd NOTIFICATION BY: (init) 3RD NOTIFICATION BY: (init) PLAN CHECK NUMBER ?R ( O)35 CITY OF TUKWILA Department of Community Development — Permit Center 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PROJECT NAME Pr-Lmi m U ir.Q_ abtP,, fn SITE ADDRESS 1 �O l ar)\J Pk -E., SUITE NO. AO INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N/A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. REVIEW COMPLETED 07/1 vvvv vVU(II{wlIL I L7VUIVVa1 U, I UAVVIIa VVn ao too (206) 431 - 3670 DESCRIPTION AMOUNT ' RCPT # DATE BUILDING PERMIT FEE , : : ? Or - - P APPLICATION n1U':r HF FILLED OUT COAIPL ETELY PLAN CHECK FEE. BUILDING SURCHARGE U,( OTHER: TOTAL - 1E4 SITE ADDRESS ---. SUITE # '� r 2C /fI�<.ICi'C:'l' <.ti k l- -a5-f_ IL t VALUE OF CONSTRUCTION - $ -5� o a fox PROJECT NAME/TENANT I' ' ' i (HI Jl ) i I' ( c alb c . i i C �; ASSESSOR ACCOUNT # C) ?? --300 - UcJ 6`D -cc, TYPE OF New Building Addition 0 Tenant Improvement (commercial) • Demolition (building) WORK: (:Hack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: insi CLUCLUGil a r C(CL S BUILDING USE (office, warehouse, etc.) J NATURE OF BUSINESS: C Lal trlll.l n 1 Ca( ton (16 t'l ba I (or') WILL THERE BE A CHANGE IN USE? RNo 0 Yes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: i g`,-, ,: i Tenant Space: it c) Area of Construction: sc,0 fc 4 . WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? to 0 Yes IF YES, EXPLAIN: FIRE PROTECTION FEATURES: aSprinklers 0 Automatic Fire Alarm System PROPERTY OWNER 1 V r E 1(c.1 t t (. PHONE ADDRESS ZIP CONTRACTOR —' ICH ICI WWI' it PHON y 1 - 2: ')”!7 ADDRESS l- ti D ZIP WA. ST. CONTRACTOR'S LICENSE # -774V L ue 10j, 2 ' EXP. DATEf LL _ cm ARCHITECT f -_ tV E: /v €Z12 cN L c5>_% Ioc c 'Teti./ PHONE-c_ c 3.e;? `6 71:rS ADDRESS 2/3 Kt =ZLy sT. e4 - c ,,,f_ Lc D i ZIP 9 T .7c. CITY OF TUKWILA Department of Community Development - Building Division I HEREBY CERTIFY;THAT T , BE TRUE AND CORREC I:A litlfirtt 1 ' R BUILDING OWNER OR AUTHORIZED AGENT CONTACT PERSON SIG PR AD AD D : : EXAMINED THIS APPLICATION AND KNOW; THE.; SAME; AUT ' RIZED TO APPLY FOR THIS 1 S c . 1 , I,- BUILDINJ PERMIT APPLICATION DATE , PHON l `1' CITY/ZIP ,c 4 (,)c Ss PHONE c //._ 7 5 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 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architectengineer, 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 431 -3670. DATE APPLICATION ACCEPTED DATE APPLICATION EXPIRES t-16-qU , a22JIKI COMMERCIAL NEW COMMERCIAL BUILDINGS /ADDITIONS i i Completed building permit application (one for each structure ) Assessor Account Number Two sets (2) of the following: Specifications • ri Structural calculations stamped by a Washington State licensed engineer. n Soils report stamped by a Washington State lioensed engineer n Topographical survey Q Energy calculations stamped by a Washington State licensed engineer or architect Legal description F-1 Working drawings, stamped by a Washington State licensed architect, which include: • Site plan • Architectural drawings • Structural drawings • Mechanical drawings • Elevations • Civil drawings !Landscape plan Completed utility permitappiication (one for entire project) Six (6) sets of civil drawings NOTE: See utility permit application and checklist for specific utility submittal requirements. e ortkY o3.,kot! Completed building permit application Assessor Account Number Two (2) sets of plans, which include: f I Building floor plan showing: • Entire space where racks will be located • Exit doors • Dimensions of all aisles C Tenant space floor plan showing rack storage layout, aisles and exits. : .... NOTE: Include dimensions of racks (height, width and length), aisles and exit ways on plan I Structural calculations stamped by a Washington State licensed engineer (rack storage e' and over) RESIDENTIAL RACK STORAGE NEW SINGLE-FAMILY DWELLINGS /ADDITIONS I7 Completed building permit application (one for each structure) n Legal description C Assessor Account Number Two sets (2) of working drawings, which include • Site plan - -s■ (on plan, show Closest hydrant Wagon. • Foundation plan • Include access to building; showing • Floor plan width and length of access.) • Roof plan • Building elevations (all views) • Building cross- section • Structural framing plans Washington State Energy Code data El Completed utility permit application In Six (6) sets of site plans showing utilities NOTE: Building site plan and utility site plan may be combined. See utility permit application and checklist for specific submittal requirements. Additional topographical and soils information may be required if unique site conditions. SUBMITTAL CHECKLIST : COMMERCIAL' TENANT IMPROVEMENTS Completed building permit application (one for each titiuct re or` tenant) • E Assessor Account Number Two (2) sets of construction •plans,;which Inclu • ' ., Site plan Location of tenant specie • Existing and. proposed parking r Landscape plan (if applicable, i e „ of use Overafl building plan ; • Tenant location Use of adjaoent Well) tenant m �: Overall cimensiona of building or square foots Floor plan of proposed tenant space Tenant'spece plan with use of each room labelled Exit doors;. egress patterns New walls;•existing wall, and walls to be dem olished. n Construction details • Cross sections showing wall construction and method of . attachment for floor and ceiling: n.Structural calculations stamped by a Washington .State licensed engineer may be required if structural work is to be done (2 sets) • NOTE 11 any utility work Is to be done, submit separate utility permit application and plans. REROOF Completed building permit application (one. for each structure) n .. Assessor Account Number f n Narrative describing existing roof, material being removed, and material being installed. NOTE A certification letter Is required prior to final inspection and sign- off of the permit II ANTENNA/SATELLITE DISHES Completed building permit application n Assessor Account Number Two (2) sets of plans, which Include Site Plan (showing building and location of antenna/satellite dish) Details antenna/satellite dish and method of attachment Structural calculations stamped by a Washington State licensed engineer may be required RESIDENTIAL REMODELS (n Completed buiiclng permit application (one for each structure) n Assessor Account Number I Two (2) sets of working drawings, which include: Site plan Foundation plan; Floor plan Roof plan • • Building elevations (all views) Building crosssection • •••.Structural framing plans`::. : NOTE; If any utility work is to be done provide Utility permit application and plans must be submitted removed and REROOFS C Completed building permit application (one for each structure) • In Assessor Account Number Narrative describing existing roof, material bein material being installed. • NOTE: A; certification letter Is required prior to final Inspection and sign- Project Name City of Tukwila Fire Department FINAL APPROVAL FORM e (c tAA ,c C-c41 Thomas P. Keefe, Fire Chief TUKWILA FIRE DEPARTMENT Permit No. Gn. 1)c) /11, Address Suite # Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: FINALAPP.FRM T.F.D. Form F.P. 85 John W. Rants, Mayor lt› /00 /,t rif 1 / ..), f 2 Authorized Signature Date Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 CITY OP Permit No: B96-0135 Address: 120 ANDOVER P1'-. E Suite: 1611 Tenant: PREMIUM WIRE & CABLE, INC,. Status: ISSUED Type: B - RAC1':.'S App iet1: 05/15: 1996 P rc.e 1 4: 022300-0062 Issued: 05/24/1996 *4:44 44•k**4'4kk**'4 4 kk 4 kk4•4kk44*'444:.44k4 4kk t 4.4 4. 44444444444•,1 44444444x.44 Perm i t Conditions : 1. No changes w i l l be made to the r, fans unless approved ed by the Architect or Engineer and r. h.e..Tukwiia Building Dit.ision. 2 . Al 1 permi ts, in_ Dec:t ion record. t acid ppt'ultt,tl plan_ _•ha I be a vat liable at the , oh • 1.te t for to the sta " t.'41 any con - stru.tion, the e tioC.uments4are tofff, be ma iritiiinei and av3i I- x 1 h le until f iii l i n_.oect`lOn a pr to 1 i =. 3. All construct; do tr be ddtie th :ino •oved plans an ti ?e'ou i re,merits Of the On i'r term Eau 1'd1 3ia :1 ' d - .(1:94 Edition' ; as ainentid'i 4 Val idiir'!i,:i f.,Fermi.t. the issuance of a i'e: o!tal of r- • o 1 any" r, • :,i1et i t 1 Cat ions, and cOmpi7tat i tln:< _ ha I i �tnot :' be. r. r, stt'ue,.ti �' a tle,rrit Or an "apL l:!t any i'') o1at.ltm of all V of the arntt is ions - of the bu i l d i nu code of of ;an Othp9'.' t Or'd1I'naTice ' ' of th lur No permit presuming' to U tl: t 61ate or:: 1 the prov is ion: of:. thi cu,de _ha.1 i he` vial id. 4 4 4 4 4 en ‘4/0.A*:k * *•kik *k:4** ** *AA CITY OF 1 U1.wl;L VA ** *4.:4 * *•k *k *kA *A */r * +4•.4* I4 ?NNSMl:1 Number: 9600 Payment Method: CHEC Permit No: 1396._ Par•ce i No: 0223 Site Address: 120 This Payment *A•* *A * *•ka1 A * *•k* kit k * *A•k•A (account Cody: 000/322.100 000/345.030 000 /306.904 1 0 9 * 4149 Amaur`t: K Notation: 1.48.46 ( 4 A *A641:%k* **.t****k* *.k4.1•k k kk•k+r•4 *.t.k*.4** * ** Description BU] LDI:NG -• UGNRE:i PLAN CHECK - NONRFt3 €tTA1 E f3UILD1NO SUkCIt it?GE 1t Nit1T h 1:11 / **A **.1.:t * * *:t *•4k *k* *•k•+r•4* 148.46 05/1 5/9 ° PREMIUM WIRE ani Total Dees. Total ta.LL Pmts: Balance: 0135 Type: B RACKS RACK STORWiE PERMIT 00 -0062 (a 4f)4)VE( PR E 141.46 148.46 .00 k****0 ** **.l A ** ** k •*•k *s!•k** * ** * *l.*.l * Amount 87.25 56.71 . 4.50 Q •.o rr C2 q m rn rn N � c q o8 w • 1 GENERA 148. TOTAL CH '0n CH .56 148.46 0.10 GE 0.00 5461A000 16.00 N q P. a, CR Project: . Type of inspectio • j �' Address:, z /(:),_ Date called: Special instructions: Need �A A Date wanted: �� Requester: Phone No.: INSPECTION NO. Approved per applicable codes. COMMENTS: Inspector: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D4 T F >.e. 9 9 6 -0 4 3,, PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Date $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: "" Type of inspection % L INA p 4 4-S O f'C 11 N or 0 n1 •& i - 1 i a PoS; LA n9 (.t ►,,. r .S /G NS c Vn' 1 • 56 Requester: Si.).. 'M- /hi ; r - 2.--6 - • Phone No.:2A 1 _ 754 5 "sk- A1f1/4....6IC. y�. r. fo ttjh IN)I2E 4.. cAELE. Type of inspection % L INA ess 1.�„ . 5. tl �� � ' � 1 i Date called: 2., L A _ Cri Date wante • • 1 91 a.m m S pecial instructions: t/. e- 4 F. M. VL> Requester: Phone No.:2A 1 _ 754 5 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Receipt No.: 1 INSPECTION RECORD Retain a copy with permit Date: PERMIT NO. (206) 431 -3670 Approved per applicable codes. [Corrections required prior to approval. Inspector: Date: 1 7 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Project: ,+ `f � t S , • Type of inspection: -- Address: io. Date called: Special instructions: Date wanted: / ( ,0� L,9 I itrr` Requester: Phone No.: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 COMMENTS: �f INSPECTION RECORD Approved per applicable codes. t vv�At1 f� Ft1AL- z P6-11- 1,0,m-s- St 6 wA Inspector: [eceiPt No.: Retain a copy with permit Date: eta 013s PERMIT NO. (206) 431 -3670 Corrections required prior to approval. Date: G $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. PREMIUM WIRE & CABLE PREAARITBY SHEET NO. LODE METAL TECH., INC. 120 ANDOVER PARKWAY EAST SUITE 160 1 tv 6 E 1/ or 16 DATE DRMNING NO LODI. CALIFORNIA via TAYLOR TUKWILA, WA 03 MAY' 96 ITEM 12 13 - 15 16 R -1 R -2 R -3 R -4 R -5 R -6 R -7 R -9 R -10 DESCRIPTION PALLET RACK GENERAL RACK LAYOUT SEISMIC ANALYSIS - TRANSVERSE SEISMIC ANALYSIS - LONGITUDINAL BEAM ANALYSIS FOUNDATION AND ANCHORAGE REFERENCE APPENDIX LB BEAM SECTION PROPERTIES LM COLUMN SECTION PROPERTIES LM BRACING SECTION PROPERTIES LB BEAM MOMENT CAPACITY LB BRACKET CAPACITY ALLOWABLE AXIAL COLUMN LOADS SEISMIC 'Fi' COEFFICIENTS - U.B.C. Std. 27 -11 ANCHORS, CONCRETE - `RED HEAD - WEDGE' I.C.B.O. 1372 L.M.T. BROCHURE L.M.T. STRUCTURAL DETAILS / SHOP DRAWING #96 -5392 RACKING DESIGNED AND FABRICATED IN ACCORDANCE WITH 1. 1994 UNIFORM BUILDING CODE - CHAPTER 22 DIVISION VI SECTION 2231 2. A.N.S.I. MH16.1 - 1990 (RACK MANUFACTURERS INSTITUTE) 3. CITY OF LOS ANGELES FABRICATOR LICENSE #1244 4. WELDED AND INSPECTED PER A.W.S. D 1.3 WITH L.M.T. FULL TIME A.W.S. CERTIFIED WELD INSPECTOR ov 100 APPS %'L 1S tit NO1 REVISIONS BY' I DATE L . EXPIRES 08/01/94 J NISkO (,1 5 MAY 031996 392 RECEIVED CITY OF TUKWILA MAY 1 5 1996 PERMIT CENTER L,nnnU. .cwvioi — I 1 r-4.___I 1 2000Ibs 2000Ibs 20001b. 12000Ibs 1 1 J 1 1 1 200011,4 20001b. 20001b. 20001b• I 1 t • 1 • • I _ ''41' N\-- BEAMS . LBF404 -94 (i i L.4 w.'.in 98P8392 180 52 52 52 LODI METALTECHI, INC, PREMIUM WIRE LODI, CA 96240 T U K W I LA, WA OATE 3 MAY 19916 DRAWING BY NO. REVISIONS GENERAL LAYOUT Design is per 1994 UNIFORM BUILDING CODE Chapter 22 Division VI Section 2231 MATERIAL: A.S.T.M. A570 w/ Fy > 50 ksi Safety Factor for Bending = 1.65 Safety Factor for Columns = 1.92 97 97 Longitudinal LOAD k SEISMIC LOADINGS: U.B.C. ZONE 3 & V =(ZIC /Rw)W and Vertical distribution per 2237.5.2 k PREPARED BY SHEET NO. P..Tfrgcy 1 of 16 42 Transverse STATIC LOADINGS: UPRIGHT: LM20- 180 -42 w/ 3/8 x 4 x 7 FOOTPLATES BEAMS: LBF404- -094 LOAD: Each load is a uniform !oad in the negative y direction. Each load is 2000Ibs BEAM LEVELS: 3 k UPRIGHT LM20- 180 -42 NO. DATE LODI METALTECH., INC. I E LODI, CA 98240 LM2OCAP MODEL in LM20 COLUMN SECTION PROPERTIES H in 8 in X in Ix in S in r in I in Sy in r in LM20 .075 3 3 1.435 1.023 .682 1.263 .872 .557 1.165 .618 WE oNwNa MAY .' i6 NO. REVISIONS 8! AREA in 2 r r LM20 COLUMN CAPACITY: TRANSVERSE: w/ BRACING 0 ----s- ) _ 5 0/C - Ly do Lt LONGITUDINAL w/ BEAMS • ( ) - gZ " 0/C Lx LONGITUDINAL TRANSVERSE: Kx= 1.2 Ky =0.65 Kt =0.65 Lx= yZ Ly= 5', Lt- SG P' (FROM R -6 ) = f Z,9 7ei k ALLOWABLE AXIAL LOAD per A.I.S.I. AND R.M.I. My' (TRANSVERSE ALLOWABLE) — Fb(Sy) - 30.3 (.557) - 16.878 in.k. Mx' (LONGITUDINAL ALLOWABLE) = Fb(Sx) 30.3 (.682) a 20.667 in.k. STATIC VERTICAL LOADING ® 1009 PIM= uv P. S. nngey OROOS WA - 0.731 .q.In. — PEr Mm - 0.011 sq.r►. P(actual) = Live Load + Dead Load = PALLET LOADS + BEAMS + UPRIGHTS = (2000)6)(3) + (3(") + /09 ) _ p = (/2. ) + (2B') 6,414-4f = 2 g � k (Per Column) MOMENT (Design) = R.M.I. 0 1.5% OF COLUMN VERTICAL LOAD w/ Lx MOMENT (Design) = M = 0.015 (C,t +t ) �2 = 2 , Q6 in.k. COMBINED LOADING — STATIC AXIAL + RMI MOMENT P P' M — WO- + z:396 Mx' / 1,178 20.667 =,55 < 1.0 WY N0. j- of / N. 1 OA1E BRACING DESIGN MEW). LOAD KIP K L SIZE (PER R 11 , 857 , •146A. C IYs " l% . 12 1. 470' 6 ¢ 4:f. 3 Eh 13 r, 14 4- ,i - 14- i.2 15 0 , At-3S Ib 3. 169' .. - �•K , 4-0 "' J7 4-67 INPUT MATERIALS NO. A E I COL. —C . 3X3 X ,075 1 , ?t7 477 BRACE --C 17z IA *.075' .2 .284 3 Eh • 04 LODI METAL TECH. INC. LODI, CALIFORNIA VrRANS = (Z I C /4' W - (' 3) / 1 (z1 (Z, 2� 9x) J 5 D VTR *NS = W = V.�� h:. R = ,5 ( / . 4 - 1. - AT. AT. LOAD bi USG 5T0.27 -11 F:. .33(/69 = C5-6 . Fi .170694)' "/ tJ 10 0 10 u 8 TRANSVERSE COLUMN DESIGN TRANS, 1, y, J Z l ELEM." 1 f VERT 1 e frtff- _ >24 MOM. G ELEM ' 7 C '" ACTUAL _ P M ALLOW 1 36 ` . �, (ft 1Z916 /6 iVer PR PARED BY SHEET NO. C All to PALLET RACKING DATE r DRAWING N STRUCTURAL CERTIFICATION 2/ 7,4 ADP 6 -�3�Z� I ITLE Lx) < << -Pc. ()5 -r P 11.6 r3 /, 33 1,33 1NO.1 REVISIONS I BY DA LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 _ ANALYSIS INPUT EASI4 -87 FEA PREMIUM WIRE - TAYLOR GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 .00000 .00000 2 .00000 6.00000 .00000 3 .00000 62.00000 .00000 4 .00000 118.00000 .00000 5 .00000 174.00000 .00000 6 .00000 180.00000 .00000 7 42.00000 .00000 .00000 8 42.00000 6.00000 .00000 9 42.00000 62.00000 .00000 10 42.00000 118.00000 .00000 11 42.00000 174.00000 .00000 12 42.00000 180.00000 .00000 Vi File: 96- 53921.127 Date: 5/03/96 Time: 10:17:32 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (psi) (in2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 6.1800E -001 8.7200E -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 Ni N2 N3 N4 THICKNESS Al A2 A3 (in) 1 1 1 2 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 1 2 3 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 3 1 3 4 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 4 1 4 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 1 5 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 1 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 1 10 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 10 1 11 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 11 2 5 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 12 2 4 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 13 2 4 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 14 2 4 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 15 2 3 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 16 2 2 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM PREMIUM WIRE - TAYLOR 5/03/96 10:17:32 Page 17 2 2 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) 1 1 12 0.0000E +000 2 7 12 0.0000E +000 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -lbs) 1 3 1 2.87000E +002 2 10 1 5.58000E +002 3 5 1 8.45000E +002 PREMIUM WIRE - TAYLOR 5/03/96 10:17:32 ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP Y - DISP RZ (in) (in) (radians) 1 0.00000E +000 0.00000E +000 - 1.44425E -002 2 8.59397E -002 1.77738E -003 - 1.35746E -002 3 5.59356E -001 1.08270E -002 - 6.02371E -003 4 8.97932E -001 1.98592E -002 - 5.75367E -003 5 1.20165E+000 1.98687E -002 - 5.22153E -003 6 1.23298E +000 1.98687E -002 - 5.22153E -003 7 0.00000E +000 0.00000E +000 - 1.05252E -002 8 6.29082E -002 - 1.77738E -003 - 1.02303E -002 9 5.37892E -001 - 1.83324E -002 - 7.51392E -003 10 9.22285E -001 - 2.19084E -002 - 5.53427E -003 11 1.15968E +000 - 2.54711E -002 - 3.55976E -003 12 1.18104E +000 - 2.54711E -002 - 3.55976E -003 ELEMENT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 NODE FX (SXX) (lbs) 1 - 5.49210E +003 2 5.49210E +003 2 - 2.99606E +003 3 2.99606E +003 3 - 2.99031E +003 4 2.99031E +003 4 - 3.13456E +000 5 3.13456E +000 5 0.00000E +000 6 0.00000E +000 7 5.49210E +003 8 - 5.49210E +003 8 5.48091E +003 9 - 5.48091E +003 9 1.18390E +003 10 - 1.18390E +003 10 1.17950E +003 11 -1.17950E +003 11 - 1.45519E -011 12 1.45519E -011 5 8.51330E +002 11 - 8.51330E +002 4 - 1.47013E +003 11 1.47013E +003 4 - 4.94011E +002 10 4.94011E +002 4 2.25745E +003 9 - 2.25745E +003 3 4.35413E +002 9 - 4.35413E +002 ELEMENT FORCES FY (SYY) (lbs) 1.26133E +003 - 1.26133E +003 - 1.32874E +002 1.32874E +002 1.55389E +001 - 1.55389E +001 - 6.33041E +000 6.33041E +000 - 8.91305E -011 8.91305E -011 4.28666E +002 - 4.28666E +002 - 3.85436E +001 3.85436E +001 3.35891E +001 - 3.35891E +001 - 3.03997E +001 3.03997E +001 1.00044E -011 - 1.00044E -011 - 3.13456E +000 3.13456E +000 - 4.35197E -001 4.35197E -001 - 4.40157E +000 4.40157E +000 - 7.47065E -001 7.47065E -001 - 5.75062E +000 5.75062E +000 MZ (SXY) (in -lbs) - 1.09139E -011 7.56800E +003 - 7.24781E +003 - 1.93117E +002 3.08941E +002 5.61238E +002 - 4.25836E +002 7.13334E +001 - 4.91127E -010 1.96451E -010 - 3.63798E -012 2.57200E +003 - 2.34814E +003 1.89699E +002 1.57160E +001 1.86527E +003 - 1.77357E +003 7.11873E +001 3.79259E -010 1.08412E -009 - 7.13334E +001 - 6.03182E +001 - 1.95946E +001 - 1.08691E +001 - 9.31601E +001 - 9.17058E +001 - 2.26469E +001 - 2.96477E +001 - 1.15824E +002 - 1.25702E +002 Page V/i9 PREMIUM WIRE - TAYLOR 16 2 - 3.10473E +003 9 3.10473E +003 17 2 4.67210E +002 8 - 4.67210E +002 BOUNDARY FORCES NODE FX FY (lbs) (lbs) 1 - 1.26133E +003 - 5.49210E +003 7 - 4.28666E +002 5.49210E +003 END OF ANALYSIS DATE: 5/03/96 TIME: 10:17:32 5/03/96 10:17:32 - 1.77478E +000 1.77478E +000 - 1.11876E +001 1.11876E +001 MZ (in -lbs) - 1.09139E -011 - 3.63798E -012 - 7.41695E +001 - 5.00653E +001 - 2.46024E +002 - 2.23856E +002 Page I/ INPUT MATERIALS A 1 E 1 I xx COL. —C 3x 3 . x ,075" 1 , 4/8 3 /1023 BEAM --L1 LBF 4-0 Z , 3c`7 ,205/2 e teE-evi(utv\ PALLET RACKING • LORI S T RUCTURAL CERTIFICATION V�o►�v. -a I C/41/../"1:-- 65.762 75 )/5 •289A 3 /7 LATE AL LDAD Dt51 RRIBUTiON FEE USG STD. 27 -11 -" t? = V LODI METAL TECH., INC. CALIFORNIA BEAMS a NEG (R -4) 0 X5 317) = F, ; #/7(3I7); - 5'r El 58 I MOM W '+- SEISMIC Q X70 (r) + G. 6/ 2 a 1 (J D Q a 9 7 w; h. E,4, Iti ADP-= . 53'9 Z __ _ TITLE -- e2- •v' .< 3 C7 Z COLS — COMBINED STRESS RATIO P t M 4,14 - 1 t ', 78 7 P 1 (2.118 20, 447 , 4"7 + , e- 7 = , 9 5 4 1.33 PR ARLO BY i 6°t( DATE !NO.! REVISIO �9b NS� BY I DA SHEET NO o>; DRAWING NC Q.K. LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 ANALYSIS INPUT EASI4 -87 FEA PREMIUM WIRE - TAYLOR GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 52.00000 .00000 2 .00000 104.00000 .00000 3 .00000 156.00000 .00000 4 97.00000 .00000 .00000 5 97.00000 52.00000 .00000 6 97.00000 104.00000 .00000 7 97.00000 156.00000 .00000 8 194.00000 52.00000 .00000 9 194.00000 104.00000 .00000 10 194.00000 156.00000 .00000 9/1 File: 96- 53922.127 Date: 5/03/96 Time: 10:22:08 MATERIAL PROPERTIES ID E G A IZ J IY (psi) (psi) (in2) (in4) (in4) (in4) 1 3.0000E +007 1.2000E +007 6.1800E -001 1.0230E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 2 3.0000E +007 1.2000E +007 9.9310E -001 2.0512E +000 0.0000E +000 0.0000E +000 DENSITY = .28 lbs /in3 ELEMENT DEFINITION ELEMID MATID N1 N2 N3 N4 THICKNESS Al 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 23 0.0000E +000 2 2 23 0.0000E +000 3 3 23 0.0000E +000 4 4 123 0.0000E +000 5 8 23 0.0000E +000 6 9 23 0.0000E +000 7 10 23 0.0000E +000 PREMIUM WIRE - TAYLOR 5/03/96 10:22:08 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -lbs) 1 5 1 5.40000E +001 2 6 1 1.05000E +002 3 7 1 1.58000E +002 /'0 / Page PREMIUM WIRE - TAYLOR ANALYSIS OUTPUT NODE X - DISP (in) 1 1.91339E -001 2 4.16142E -001 3 5.56669E -001 4 0.00000E +000 5 1.91339E -001 6 4.16142E -001 7 5.56669E -001 8 1.91339E -001 9 4.16142E -001 10 5.56669E -001 ELEMENT 1 2 3 4 5 6 7 8 9 FX (lbs) 1 0.00000E +000 2 0.00000E +000 3 0.00000E +000 4 - 3.17000E +002 8 0.00000E +000 9 0.00000E +000 10 - 2.91038E -011 NODE END OF ANALYSIS GLOBAL DISPLACEMENTS Y - DISP (in) 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 NODE FX (SXX) (lbs) 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 0.00000E +000 5 0.00000E +000 5 0.00000E +000 6 0.00000E +000 6 0.00000E +000 7 0.00000E +000 5 0.00000E +000 8 0.00000E +000 6 0.00000E +000 9 0.00000E +000 7 2.91038E -011 10 - 2.91038E -011 5/03/96 10:22:08 ELEMENT FORCES BOUNDARY FORCES FY (lbs) - 1.02088E +002 - 8.16565E +001 - 3.69368E +001 0.00000E +000 1.02088E +002 8.16565E +001 3.69368E +001 RZ (radians) 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 - 2.61872E -003 - 2.09462E -003 - 9.47487E -004 0.00000E +000 0.00000E +000 0.00000E +000 FY (SYY) (lbs) - 1.02088E +002 1.02088E +002 - 8.16565E +001 8.16565E +001 - 3.69368E +001 3.69368E +001 3.17000E +002 - 3.17000E +002 2.63000E +002 - 2.63000E +002 1.58000E +002 - 1.58000E +002 - 1.02088E +002 1.02088E +002 - 8.16565E +001 8.16565E +001 - 3.69368E +001 3.69368E +001 MZ (in -lbs) - 3.28998E +003 - 2.63153E +003 - 1.19036E +003 9.78755E +003 - 3.28998E +003 - 2.63153E +003 - 1.19036E +003 MZ (SXY) (in -lbs) - 3.28998E +003 - 6.61257E +003 - 2.63153E +003 - 5.28915E +003 - 1.19036E +003 - 2.39251E +003 9.78755E +003 6.69645E +003 6.52868E +003 7.14732E +003 3.43097E +003 4.78503E +003 - 6.61257E +003 - 3.28998E +003 - 5.28915E +003 - 2.63153E +003 - 2.39251E +003 - 1.19036E +003 I/ Page ITEM QTY. DRAWING NCI. LBF404 — 94 BEAM DETAILS 7/8 DESCRIPTION RATED LOAD = 5502# PER PAIR W L 5502(94) M= — =51.71 ink 10 10 dact = f = Fy / 1.85 = 45ksi / 1.85 Sreq = dmax = C g . f-10 1 U M 3' LBF404 Properties Ixx = 2.0512 in Sxx = .9481 in 3 A = .9931 in a 45 ksi Min. Yield M 51.71 2 f 2(27.27) Sreq = Su .0104W L 2 E L 180 dart < d Max 1 7/16 t1 /16 1 3/8 2(3E7)2.0512 94 - --- = .52 in 180 DATE 5 MAY '93 .0104(5502)94 3 DRAWN BY P.S.T. 1.8365 t 0 5-5-c71.4 - SC72 2 00) - O0 = 27.27 ksi 0.9481 111 NO. .38 in DRAWING NO. LBF404 REVISION DATE BY ok- re) U Sc LODI METAL lECH., INC. . LODI. CALIFORNIA CHI LINV4 SLAB RENDING S M PUNCHING SHEAR V = CONCRETE SLAB INVESTIGATION p �, G f CONCRETE PO1N OF INFLECTION 0 00 SHEAR UNE NOTE BECAUSE OF CONIDMIY, THE am %ILL TAKE NEGATIVE IiO1D11S P, _ 1 //,36k= Mery _ — f — /077 10 n //.63A = SS psi < 8 9 psi = 2 IF X10 b d 12(5) 6 S"o /,&f-t CO 3 In _ /000 <,/i9) 12 In = 3 Z“ 2 ft 20 t= � = // ,636 6= / ► 4-7 ft,) in —tbs 4 + /r + 7 +/7 2 2 PREP RE • BY SHEET NO. .6y 1;001 DATE I DRAWING NO. • • (N0.1 REVISIONS (ALI DATE s f /e" Psf SOIL BEARING = ft x= . 7* ft _ 0" psi < 71 psi = 1.6 ff = 1,6 127 = 2 2o C 5 ) = Z/'1 In2 LODI METAL TECH., INC. 1 . LODI. CALIFORNIA "POLO. 24 1 2 assumed rotation point =2, 717A.:(<- P _ FOOT PLATE DESIGN (TRANSVERSE) A = 4" x 5 = 22 in t Effective 22 22 4 1_51. 3 4 7 ANCHORAGE (LONGITUDINAL) Pm= 6 .la"4t 11 i , ftX 1 t„ = 2n P =2( 14) 36 _T t =, 303 In. < .375 in. Bose Plate P_1 (24)+ P ( 52) > M, id i ( + ) > / 9,/7 > ,,7g7 ANCHOR BOLTS: 2 Dia X 'T 9 -Long 1 4 Min. Embedment P.._ =q = P„ PREPAR D BY SHEET NO. 16r' It of 4 / DRAWING N DATE O, NO REVISIONS 1 BY 1 DATE . LODI METAL TECH. , INC. LODI. CALIFORNIA • oto 21 '2-2 o oa): I- do o cs o 4r,48 I.I 2w 7 / O' 1 5E V= ssb PR E BY cEIrLU ^'Grn' DATE t DRAWING NO. 2 /NA( q NO.i REVISIONS BY DATE OVEkruiNs Nc. M o ,v, „.,T /60 -5 <: L.I sr f44. 14 o &- S G,QM err Ei4EET " NO. ICo:16 8 1-"O a0 0- 2897(2.1) gw ce4& 6 0 L rs 1 /2 X i�4.. Mr &* N 2 Do0 rsi coh PEA. t e 6 0 : 1 4 (1 15 ) 2. 133 = /23' Z— LODI METAL TECH., INC. I LODI. �.�.��. LODI. CALIFORNIA P (' - ' , &•-■( REFERENCE APPENDIX PREPARED BY SHEET NO DATE / DRAWING NO. Z' fr 7 NO1 REVISIONS 1 BY DATE R -1 LB BEAM SECTION PROPERTIES R -2 LM COLUMN SECTION PROPERTIES R -3 LM BRACING SECTION PROPERTIES R -4 LB BEAM MOMENT CAPACITY R -5 LB BRACKET CAPACITY R -6 U.B.C. ALLOWABLE AXIAL LOADS R -7 SEISMIC 'Fi' COEFFICIENTS - U.B.C. Std. 27 -11 R -9 ANCHORS, CONCRETE 'RED HEAD - WEDGE' I.C.B.O. #1372 R -10 L.M.T. BROCHURE BEAM SECTION . . PROPERTIES PREPARED BY P.s.rin►ey DRAWING NO. R -1 DATZ 14 SEP.'93 REVISION NO. DATE I BY MODEL t in H in D In I„ 1n S in rx In I y 1n Sy 1n ry In - AREA In 2 1 LB020 .075 2 .75 2928 .274 .716 .6033 .4133 1.031 .5718 LB030 .075 3 .75 .7604 .4659 1.026 .8786 .6054 1.103 .7218 LB035 .075 3.5 .75 1.1854 .6313 1.223 .9475 .6712 1.093 .7922 LBC30 .075 3 .75 1.3689 .8817 .184 .9403 .6099 .9820 .975 LBC35 .075 3.5 .75 1.951 1.0473 1.363 .9705 .6159 .9614 1.050 LBC40 .075 4 1.5 2.6631 1.2769 1.538 1.105 .7096 .9921 1.125 LBC45 .075 4.5 1.5 3.5073 1.5033 1.709 1.2449 .8025 1.018 1.200 LBC50 .075 5 1.5 4.6437 1.7655 1.908 1.3902 .9029 1.044 1.275 LBC55 .075 5.5 1.5 5.7951 2.0453 2.071 1.5269 .9975 1.238 1.350 LBC55A .105 5.5 1.5 7.7919 2.7571 2.038 2.0719 1.3498 1.051 1.876 LBC60A .105 6 1.5 9.587 3.1421 2.192 2.1979 1.4517 1.049 1.995 LBF356 .060 3.5 1.5 1.2039 .6277 1.274 .7576 .5097 1.011 .7414 LBF354 .075 3.5 1.5 1.4739 .7699 1.267 .9284 .6242 1.006 .9181 LBF404 .075 4 1.5 2.0512 .9481 1.437 1.0635 .7190 1.035 .9931 LBF454 .075 4.5 1.5 2.7526 1.141 1.605 1.1984 .8143 1.059 1.0681 LBF453 .090 4.5 1.5 3.2119 1.333 1.598 1.3985 .9497 1.054 1.2578 ir# COLUMN SECTION PROPERTIES ' PREPARED BY ps.1ingey DRAWING NO. R-2 DATE 16 JAN.'92 REVISION NO. DATE BY A 15APR'93 PST MODEL t In H in B In X in I In S In r In I y In S Ina r In AREA in LM 15 .075 3 1.625 .689 .582 .388 1.156 .205 .219 .686 .411 LM 20 .075 3 3 1.435 1.023 .682 1.263 .872 .557 1.165 .618 LM 30 .105 3 3 1.45 1.373 .915 1.249 1.164 .752 1.15 .859 LM20/15' 0 3 4.625 2.607 1.78 1.187 1.231 2.577 .988 1.481 1.143 W20/20'7: 3 6 2.714 2.222 1.481 1.268 4.701 1.431 1.845 1.349 LM30/15' 3 4.625 2.789 2.126 1.417 1.23 3.052 1.094 1.473 1.384 LM30/20' 3 6 2.951 2.568 1.712 1.262 5.45 1.788 1.838 1.590 LM30/30 3 6 2.707 2.98 1.986 1.256 6.387 1.94 1.839 1.875 .23 H .67 - V`_ T--- x X - 1 y LM .53 1 Lt. PRIMARY COLUMN PUNCHED 1T BACK-UP COLUMN UNPUNCHED B y x T in X in I x in Sx in rx in I y in Sy in ry in AREA in 16 .060 .4189 .0893 .1190 .6234 .0379 .0456 .4066 _ .2297 14 .075 .4261 .1081 .1440 .6169 .0464 .0564 .4043 .2839 12 .105 .4405 .1418 .1890 .6041 .0621 .0767 .3999 .3885 10 .125 .4551 .1706 .2275 .5914 .0764 .0960 .3956 .4878 BRACING SECTION PROPERTIES PREPARED BY P. TINGEY DRAWING NO. R -3 REVISION DATE 10MAY91 NO. DATE F HY 10 9 8 7 6 5 4 3 2 1 0 20 H =1 1/2 30 40 50 60 LENGTH IN INCHES fir► \11111111111111111111111111111r1111111111111111111111111111111111111111111■ ������� ►� 10 Ga ■MHOMMINIMUMOMMII IHIIIIMMOMMURIMUIMIUMME INIMMIUSHINUMMIIMEIMEMONNUMMIlini OM 14 G "'\Unli\ZOI\\IUMMUMMUMM■ INIMMMEMMIMICAMMUK MIHMEMOMMINIMM NUNN 70 0 80 13.3 14.6 10.6 9,31 7.98 6.65 5.32 3.99 2.66 1.33 if BEAM CONNECTION PROPERTIES PREPARED BY P.S.rtngey DRAWING NO. R -4 DATE 31 JAN.'94 REVISION NO. DATE BY 1 MODEL TOTAL BEAM MOMENT CAP. f S NEGATIVE MOMENT DEVELOPED ALLOWABLE 0 BEAM /COLUMN BEAM SEISMIC MOMENT CONNECTION 6" BKT. CAP. 8" BKT. LB020 8.303 1.661 11.043 35.20 55.76 LB030 14.118 2.823 18.777 35.20 55.76 LB035 19.130 3.826 25.443 35.20 55.76 LBC30 26.718 5.343 35.535 35.20 55.76 LBC35 31.736 6.347 42.209 35.20 55.76 LBC40 38.693 7.738 51.462 35.20 55.76 LBC45 45.554 9.111 60.587 35.20 55.76 LBC50 53.500 10.700 71.155 35.20 55.76 LBC55 61.978 12.395 82.431 35.20 55.76 LBC55A 83.548 16.709 111.119 35.20 55.76 LBC60A 95.215 19.043 126.636 35.20 55.76 LBF356 19.021 3.804 25.298 35.20 55.76 LBF354 23.330 4.666 31.029 35.20 55.76 LBF404 28.730 5 74 38.211 35.20 55.76 LBF454 34.575 6.915 45.985 35.20 55.76 LBF453 40.393 8.078 53.723 35.20 55.76 LW t' /e wt . 125 .10 f N . ji $ 1 t SEISMIC PLUS VERTICAL 1 SEISMIC MINUS VERTICAL .__ t__.1 7._ e _.1 t VERTICAL SEISMIC LATERAL COMBINED BEAM BRACKET MOMENT CAPACITY 6" THREE PIN BRACKET P, = fu. A = 40(.09281) = 3.712K P2 2.75/4.75(3.712) = 2.149K P3= .75/4.75(3.712) = .586K MOMENT = 4. 75(3.712) +2.75(2.149) +.75(.586) = 17.63 +5.909 +2.93 = 26.46 k —in. NORMAL STRESS 26.46(1.33) = 35.20k —in. SEISMIC STRESS PREPARED BY P.S. Tingey DATE 16 JAN.'92 REVISION NO. DRAWING NO. R -6 DATE 13APR.'92 8" FOUR PIN BRACKET BY PST Po = fu. A = 40(.09281) = 3.712K P, = 4.75/6.75(3.712) = 2.612K P2= 2.75/6.75(3.712) = 1.512K P3= .75/6.75(3.712) = .412K MOMENT = 6.75(3.712) +4.75(2.612)+ 2.75(1.512) +.75(.412) = 25.05+12.41+4.16+.309 = 41.92 k —in. NORMAL STRESS 41.92(1.33) = 55.76k —in. SEISMIC STRESS 8 1 6 E E L 3 1/4 1 .4 - P 13/32 DIA --�� 11/32 DIA ---1-0-01 11/16 i 5/8 DIA 1-* 44 I 2 NET AREA= 4D — .09281 2 C1010 COLD HD QTY. fu-=40K (ASTM A354 -79) Section: LM -20 Column Physical Properties Reference Column Section Properties sh# R -2: y t =.075 H =3.0 B =3.0 Xbar =1.435 Ix =1.023 Sx =.682 rx =1.263 Ybar =1.5 Iy =.872 Sy =.557 ry =1.165 Area =.618 Additional Properties: m - Distance from shear center to centerline of web Xo - Distance from centroid Xbar to shear center J - St Venant torsion constant CW - Warping Constant Ro - Polar radii of gyration TFC - Torsional - flexural constant Constants for Steel: E = 29500 G = 11300 Fy = 50 Allowable Axial Load Constants are: Ky =[.65] Kt =[.65] Inputs: Kx = [ 1.2] Lx = [ 52.0] Ly = [ 56.0] Lt = [ 56.0] Oex = [ 119.2783] Ot = [ 296.1546] The following will solve directly for F: (Eq. C4.1 -1): (Fe)1 = [ 119.2783] ksi (Overall Buckling) (Eq. C4.2 -1): (Fe)2 = [ 64.5678] ksi (Torsional- Flexural Buckling) Torsional - Flexural Buckling Stress < Overall Buckling Stress Eq. C4.3 Governs - Ref: UBC Std.'91 27 -9 (AISI '86) (Fe)lx = [ 119.2783 ] ksi (Fe)ly = [ 161.9083 ] ksi Fe = [ 64.56784 ] ksi F = [ 40.32026 ] ksi The allowable compressive is F = [ 40.32026 ] ksi Net area = [ .618 ] F.S.= [ 1.92 ] The allowable Vertical Column Load Pa = [ 12.9781] kips LMT upright with 52 inch beam spacing has a capacity P' = [ 25.9562] kips All LMT column sections (flanges, webs, and lips) are fully effective. [End of Processing] Physical Properties & Axial Loads 1991 Uniform Building Code - v1.2 LMT Column Sections v x .= 1.969316 =- 3.404316 = 1.656985E -03 = 3.090895 = 3.813366 =- 2.039144 Page: R -6 SEISMIC LOADINGS SPECIFIED C.G. Fi. U.B.C. SECTION 2312 & STD. 27-11 DRAWING NO. R -7 REVISION PREPARED BY P. TINGEY DATE 15FE891 NO. 1 DATE 1 BY 4 --- .4 3 .5 3-.-.3 2 .66 2 .33 2 .2 1 1 100 1 .3 82 % 1 .1 78/ 1 •1 757 0 r 0 5 .-....33 4 ' -.27 -ft- 3 ---.20 2--.13 1 -"-.07 , 737 0 9- .20 8 -".18 7 -•-.15 6 --.13 5 .11 4 -- ".09 3 ---.07 2 r•- ■.04 1 -■-.02 70% 0 F;, = V (cu;, Pi E - 1 ) 6 --.28 5 --.24 f 4--.19 3-.14 2 - -•-.09 1 72% 10.18 3 .16 8--.15 7 ---.14 6 -x-.11 5 --.09 4 --.07 3--.05 2--.04 1 2 70% 8 -- .22 7 . ---.25 7 ---.19 6 --•21 6 - ---.17 5 --.18 �-- 5 14 4 - ---.14 4 .11 3 --.10 3 ---.08 2 --.07 2 -x-.05 1 --.04 1 - -.-.03 71% 71% 11 .17 10 .15 O 1A 8 --.12 .F 7--.11 6 ---.09 5--.08 4 ---.06 3 -y-.05 2--.03 70% 12- -x-.15 11 -∎-.14 10 - ---.13 9 -.1 1 8 -"-.10 f 7 ---.09 6 ---.08 5 - ..-.06 4 ---.05 3 ---.04 2 ---.03 1 --.01 69% 0 0 EVALUATION REPORT Copyright © 1992 ICBO Evaluation Service, Inc. ICBO Evaluation Service, Inc. R9 A cubsidiary corporation of the International Conference of Buiidi.ng Officials Filing Category: FASTENERS --- Concrete and Masonry Anchors (066) 111N RAMSET/RED HEAD SELF - DRILLING, NON- DRILL, STUD, DYNABOLT SLEEVE, TRUBOLT WEDGE, MULTI -SET II CONCRETE ANCHORS AND STEEL DECK INSERTS ITW RAMSET/RED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 I. Subject: ITW Ramset/Red Head Self-Drilling, Non - Drill, Stud, Dyna- bolt Sleeve, Trubolt Wedge, Multi -Set II Concrete Anchors and Steel Deck Inserts. II. Description: A. ITW Ramset/Red Head Self Drilling Anchor: The ITW Ramset/Red Head anchor is a self - drilling concrete expansion shell anchor with a single cone expander, both made from heat - treated steel. The steel for the body conforms to the minimum requirements of AISI Specification C -12L14 and the steel for the plug conforms to the minimum requirements of AISi Specification C -1010. The anchor has eight sharp teeth at one end and is threaded intemally at the other end. The outer sur- face of the tubular shell at the toothed end has annular broaching grooves and four milled slits. At its threaded end, the anchor is provided with an unthreaded chucking cone which has an annular break -off groove at its base for breaking off the cone for flush mounting. Anchor shell and expan- der cone are electrodeposit zinc and chromate plated. The anchors are installed either by a Model 747 Roto -Stop Hammer, by air or electric impact hammer, or by hand. The anchor is used as a drill in forming the hole in the concrete. After the hole is formed, the anchor Is removed and the hole thoroughly cleaned. The depth of the hole is regu- lated by the drill chuck. A Red Head plug is set into the bottom of the an- chor prior to insertion in the hole. The concrete anchor is then driven over the plug, causing an expansion of the anchor in the hole. The chucking end of the anchor is broken off with a hammer blow. Verification that the anchor has been installed properly is evidenced by the fact that the anchor does not project above the surface of the concrete and that the red plug is visible at the bottom of the hole. The allowable shear and tension values are as set fcrth in Table No. I. 8. iTW Ramset/Red Head Non -Drill Anchor: The non - drill anchor is de- signed to be installed in concrete In a predrilled hole. The shell is formed from steel meeting the minimum requirements of AISI C -12L14 and is provided with 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 mini- mum requirements of AISI C -1010. The anchors are installed in drilled holes having a diameter and length the same as the anchor. After the hole is formed, all concrete cuttings are removed and the anchor is set in a manner identical to the self - drilling an- chor. The allowable shear and tension values are as set forth in Table No. II. Report No. 1372 June, 1992 C. ITW Ramset/Red Head Stud Anchors: The iTW Ramset/Red Head stud anchor is a non - drilling anchor which provides a protruding extemal- ly threaded stud when installed and is formed from steel meeting the mini- mum requirements of AiSI C -1213. The anchor body has an axial hote, ax- ial slots and series of annual broaching rings in the expansion end of the anchor. A flanged, conical expansion plug of steel meeting the minimum requirements of AISI C -1010, is preassembled into the body. The anchors are installed in drilled holes having a diameter the same as the anchor and are set as described above the self - drilling anchor. The al- lowable shear and tension values are as set forth in Table No. III. D. ITW Ramset/Red Head Dynabolt Sleeve Anchor: The Dynabolt sleeve anchors are designed to be installed in a predrilled hole equal to the anchor diameter and are expanded by tightening the hex nut or head-style nut with a wrench or screwdriver. The external shell or expansion sleeves are stamped and formed from commercial quality carbon steel or stainless steel meeting the minimum requirements of AISI C -1010 or Type 304, re- spectively, in No. 22 and No. 16 gauges. The threaded expansion pins with integral conical expanders are formed from carbon steel or stainless steel meeting the minimum requirements of AiSI C -1010 or Type 304, respec- tively. Holes are drilled into the concrete or masonry at the required loca- tions of the same diameter as the nominal anchor diameter. The ;,nchors are placed in the hole and the nut is turned until the minimum installation torque as indicated in Table No. IV is reached. Allowable shear and tension values are as set forth in Table No. IV. E. ITW Ramset/Red Head Trubolt Wedge Anchor. The Trubolt wedge anchors consist of a stud bolt type of drop -in anchor designed for use in stone and lightweight aggregate concrete of various strengths. The an- chors are cold formed or machined from either zinc - plated and chromate - dipped carbon steel, hot- dipped galvanized carbon steel or stainless steel. These anchors meet the minimum requirements of AISI C -1015 to AISI C -1022 and AISI C -1213 carbon steels, or Type 302HO, Type 303 or Type 316 stainless steels. The expander sleeves are fabricated from carbon or stainless steel meeting the minimum requirements of AISI C -1010 or Type 302, respectively. The anchor stud is threaded at its upper end and has a straight cylindrical section reduced in diameter around which the expan- der sleeve Is formed. A straight- tapered section enlarging to a cylindrical base acts to increase the diameter of the expander ring as the stud is tight- ened in the concrete hole. The expander ring, which is formed around the stud bolt, consists of a split ring element with a "coined" groove at each end. The expander ring is designed to engage the walls of the concrete hole as the tapered portion of the stud is forced upward against its interior. Cold- formed anchor studs are available only for the ye, 3/ -, 54- and 3 /4- inch - diameter wedge anchors. The anchors are installed in the field by drilling a hole in the concrete, the same nominal size as the anchor size, to a depth greater than the length of embedment desired, but no less than the minimum embedment. It is not necessary to clean out the hole prior to the installation of the anchor, provided the hole is sufficiently deeper than the desired embedment. The anchor is then tapped into the hole to the embedment depth desired, but Evaluation reports of ICBO Evaluation Service, Inc., an issued solely to provide information to Class A members of ICBO, utilising 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 recommen- dation 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 hos 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 "orather matter in the report or a: to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Pogo 1 of 8 Page 2 of 8 no Tess than the minimum embedment. A standard hexagonal nut and washer are used worths material being fastened and the nut tightened un- til the minimum installation torque as indicated in Table No. V is reached. The allowable shear and tension values are as set forth in Table No. V. F. ITW Reamo lined Need MNN-$M 11 And er: The multi -set anchors are designed to be installed in a predrilled hole equal to the anchor diame- ter. The anchor consists of a shell funned 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 AISI C -1010 or Type 303, respectively. The expansion end is divided into four equal segments by radial slots. The expander plug is preassembied 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. Theanchoris set by Installing the expansion shell and then driving the cone expander with a setting tool. A special setting tool is provided with each anchor size. When the cone expander is driven down into the anchor, the legs of the shell expand. The allowable shear and tension loads are as set forth in Table No. VI. G. ITW Named/Ned Nsad Steel Dedt hdset The steel deck insert is de- signed to be placed in steel decking, before concrete is poured, where a hanging fastener Is desired. The anchor assembly consists of two major parts, a headed stud and a coupling, both of cold -rolled steel meeting the minimum requirements of AISI C- 1010-1018. The coupling is assembled to the stud and is internally threaded to receive a threaded rod. A spring clip assembly locks the steel deck insert in place. The anchors are installed in a hole drilled through the steel deck and are placed before concrete is poured. The hole must be drilled in the center of the flute or rib. Spacing of the anchors along the rib or flute shall be a minimum of 19 inches on center. The insert is pushed through the tole such that the spring clip expands on the underside of the deck and locks the insert firmly in place. The deck must be a minimum No. 22 gauge, steel deck institute Type W deck with 1 inch -high flutes and minimum 3 -inch Report No. 1372 le9A concrete cover over the flutes. The allowable shear and tension loads are as set forth in Table No. VII. 111 H. Identi tenon: The concrete anchors are identified oY their dimen- sional characteristic and the anchor size stamped on the anchor. The coni- cal shaped expander plugs are colored red. See Figure No. 2 for additional details. III. Evldenon Sabmltted: Product brochures, calculations, mutts of shear and tension tests. Findings IV. Finding: That the fTW IlemeeMed Need legman described In Misreport are alternate types N ambers to these swilled le the 1N1 *Mono Mem Cede. added M the IMlowieg cendflens: 1. TM allowable shear end tension vetoes de eat exceed Me se set Ise In Tables Nes. I Sweeps VII. 2. The minimum spacing, edge and end *damn conform to re- quirements set fare ie the tables. 3. Allowable feeds ter ambers abject,/ le cembined shear and %maioe Imes are determined by the NM et the Mai shear to the allowable shear 'loathe ratio Nth, astral tension to the al- lowable tension oat easesdle/ 1.111. 4. Metiers art not added to vibratory or :heck loads sech as sap - pntster mcipneatlep engines or cries rails eaters adequacy determined bytests wilt resells approved bythe local Wilding official. 5. The allowable valets Indicated la the tables are maximum val- ets and fhey are not to be increased ler wind or seismic loads. 8. Expansion anchors (other than self- drilling type) shall be in- stalled in holes predrilled with a masonry drill manufactured within the rape of the maximum and minimum drill tip dimension N Anti Standard 8.114.12.1977 for the allow- able values set forth in this report. This report is subject to m- examination in one year. ANCHOR DIA. (In.i INSTALLATION TORQUE (FL•Lb4.) MIMMUY EMBEDMENT DEPTHS (In.) STONE AGOREOATE CONCRETE /' a 2500pol / a 3000 pet /' a 3500 pel /' a 4000peI I', a 4500 psi r a 5000 pit{ I' a NOOpoi Toulon SHEAR Tension SHEAR TAnslon 1NEM Tans on f1EAR Tension iIKAR Tension SWAN T«+Men SIEAII WhA Sp. Insp.3 Without Sp. Inse.4 MA Sp btp.3 MARINA Sp. bees MM Sp bnp.l MINA EP. 1i 4 Me, Se Np.I Moat $. meets w1IA Se kup.l wMlisia Sp hoe4 MIMI SP. Mel WNMN Se loses MINI Sp, knp.3 WMNA Sp Imo 1 4 - 8 11/4 1j1/4n 2 271) 6111 681) 1... 305 3411 405 30 6711 715 155 335 355 445 340 725 745 170 360 375 44S 3911 750 765 195 165 380 460 445 755 770 225 375 385 470 500 755 775 250 380 390 485 560 760 780 280 380 3911 495 'N 25 II2 3 41/4 625 1.065 1.220 315 535 610 765 690 1,205 1.325 345 600 6611 975 755 1,345 1.425 380 670 710 960 805 1390 1,460 410 695 730 980 845 1,455 1,515 420 725 761) IMO 885 1,485 1.550 440 745 775 1.020 925 1,520 1,580 460 760 790 1,035 55 21/ 4 6 1110 (.420 1,530 415 710 765 1,115 1 ;140 11515 1.745 •.: &211 755 1/711 1.485 1.250 1.605 1,960 625 800 980 1,590 1.290 1.835 2,250 .3545 915 1.125 1,680 1,330 2.155 2,595 665 1,080 1,300 1.770 1,380 2,475 2,940 690 1,240 1,470 1,860 1.395 2,800 3,285 700 1,400 1,645 1,945 4n 90 21/4 5" 71/4 1.225 1.955 2.605 613 980 1,305 2.800 1.535 2.121) 2.735 765 1.060 1370 3.115 1.841) ' 2,285 2,870 920 1,145 1,435 3,135 1,920 2,545 3.115 960 1,270 1,555 3.120 2,000 2,865 3,435 1,000 1,435 1.720 3,120 2,090 3,190 3,755 1,045 1,595 1.880 3,120 2,175 3,510 4.080 1,085 1,755 2.040 3,120 ' 175 3 61/4 10 1.720 2.451) 2.640 86) 1,225 1,320 4.090 2.1120 3.110 3.5211 1.1110 1.565 1.760 4,375 2.315 3.805 4.395 1.155 1.905 2,201 4.425 2,420 3.940 4,850 1.210 1.970 2,425 4300 2,520 4.080 5,3110 1.260 2,040 2,6511 4,580 2,620 4,210 5,740 1.310 2.105 2,870 4,660 2.715 4,345 6,185 1.360 2,170 3,095 4,735 /,. 250 31/4 6 8'14 2.215 2,960 3.125 1110 1,480 1,560 4,4111 2.705 3.655 3.835 1.350 1.825 1,915 5,618) 3.190 43511 4.545 1,595 2.175 2,275 5.960 3.290 5.005 5,140 1.645 2.505 2.570 6,240 3.380 5.645 5.740 1.690 2.82)) 2.870 6.520 3,480 6.280 6,335 1.740 3,140 3365 6,800 3,570 6.915 6.915 1,785 3,455 3,455 7,075 1 3(81 41/4 71/4 10 /4 3,765 5,540 7.435 1,885 2,770 3320 6.190 4.335 6.280 8.195 2.171) 3.140 4.095 6.795 4.910 7.020 8.950 2,455 3.510 4,475 6,660 5,090 7,6181 9,310 2.545 3,800 4,665 7,110 5,270 8,180 9.700 2.635 4.090 4,850 7,555 5,440 8,775 10.080 2,720 4.385 5.040 8.000 5.620 9.335 10.465 2,810 4.665 5,230 8.450 1 5181 59 8 101/4 4,490 7,64(1 9,735 2,245 3,820 4,8711 9,015 5,365 9.961) 11.8'81 2.685 4.980 5.945 10.460 6.241) 12,281) 14.040 3,120 6.1411 7.020 10.495 6.630 12.6811 14,560 3,315 6.340 7,281) 10,930 7.020 13,070 15,440 3,510 6.515 7.720 11370 7.410 13,461 15,775 3705 6,730 7,890 11.800 7.800 13,855 16,115 3.900 6,925 8,055 12,240 ANCHOR TYPE - STAINLESS STEEL ANCHOR DIA. (In) INSTALLATION TORQUE (Fl..Lbs.) MINIMUM EMBEDMENT DEPTHS (In STONE AGGREGATE CONCRETE /' .. 2500 psi /' a ,7000 pet r p a 3500 pet a 4000 pet 1l' a 45CO pen l' a 5000 eel I' ■ 5500 psl Tension SHEAR Tension SHEAR Tension SHEAR Tension SHEAR Tension SHEAR Tsnelon SHEAR Tension SHEAR VIM Sp. Insp.l Without Sp. blues WIIA Sp. lnp.3 Wlthoul Sp Inp,4 MM Sp Insp.' Without Se Nsp,4 WNh Sp. Inp.l VAthoul Sp. k14p,4 NU Sp. 1n.p.3 MMool Sp Insp.4 OM Sp lnp.i �t 1 1 $th Sp inp.3 MNAoua Sp Inp.4 1 /4 8 1 1 /4 I 2 94 285 685 765 145 345 380 530 350 7211 765 175 3611 380 555 415 750 770 210 375 385 580 465 770 775 235 385 390 590 510 780 785 N 605 550 790 795 275 395 395 615 595 805 805 295 400 400 625 94 25 11/4 3 444 640 1,095 1.330 320 545 665 775 718) 1.205 1.425 350 605 710 900 760 1.320 1.515 380 660 760 1.030 785 1.415 1.600 395 710 800 1.050 795 1.495 1.675 400 750 835 1,070 805 1,580 1,750 400 790 875 1,095 813 1,660 1,825 405 830 910 1.115 1 /2 55 204 41/4 6 820 1.625 1,775 410 815 885 1,845 101) 1,775 2.025 500 890 1.0111 2.060 1,18(1 1.925 2,270 590 965 1,135 2,270 1.200 2,151) 2,495 6110 1.075 1,245 2,340 1.230 2,420 2,695 615 1,210 1,350 2,410 1,270 2,690 2,900 635 1345 1,450 2,480 1,275 2.960 3,105 640 1.480 1.550 2,550 1 91) 21/4 5 71 1,235 2,555 2,635 615 1,275 1.320 3,040 1.505 2,665 2.7811 755 1.310 1.390 3.075 1,775 2,775 2,925 890 1,385 (.46(1 3,110 1.860 2.975 3.2181 930 1.485 1,6011 3,400 1,920 3,235 3.560 960 1,615 1,780 3,680 2.000 3,495 3.920 (.000 1,745 1,960 3,965 2.045 3.755 4,280 1.025 1.875 2,140 4.250 94 175 31/4 61/4 9 1,761) 2,841) 3,030 880 1.421) 1,515 3,930 2.061 3.255 3.3911 1,0111 1.625 1.695 4.218) 2,353 3,670 3,750 1.175 1,835 1,875 4,470 2.4511 3,970 4.2111 1,225 1,985 2,11)5 4.680 2.550 4.27(1 4.735 1,275 2,135 2,365 4.890 2.640 4.570 5,261 1.320 2,285 2,630 5,095 2,740 4.870 5.785 1.370 2.435 2.890 5,300 94 2511 3'/4 61/4 8 2110 2,435 3,455 1055 1.215 1,730 4,9181 2,8211 3.155 4.570 1,41(1 1,575 2.285 5.5181 3,530 3,870 5,685 1365 1,935 2,840 6.110 3,620 4,670 6,090 1.81(1 2,335 3.145 6,435 3300 5.525 6.500 1.850 2.765 1.2511 6,755 3,780 6,380 6.911) 1.890 3,190 3,455 7.080 3,870 7.235 7.315 1.935 3,620 3.660 7,400 1 3181 41 71/4 101/4 2,961 4,11)5 4,09)) 1.480 2,0511 2,045 5,8711 3,6311 4.435 4.625 _ .v r. I 6,781) 4.315 4.765 5,165 2.1511 2.180 2.5811 7,685 4,6311 5,1911 5,6'81 2315 2.595 2.845 8,2411 4.960 5,685 6.205 2.481) 2,8411 3,1181 8.791) 5,290 6375 6.720 2.645 1.991 3361 9,350 5.620 6,670 7,235 2.810 3,335 3.62() 9,90 TABLE NO. V-ITW RAMSETiRED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (Pounds)' 2 ANCHOR TYPE- CARRON STEEL (('t" /iiu11PIf1 al CO x. cac.c .F vnlOiV • t �•L'lkL CTL= C.1 NADI./ - Moir .401%1 O: x1t_ F IDO5TDO LOaorr. DCac cwc>rr. YID OvseE,ID DOOR TO Retail Fawn Isr.,ns cumin 10'_x• I ' y') 51-;74.v:' ['; 1 Ic1 1�rfcUP 1 `.G ..:, 9" 1 r" � rr�s+rr ww ,. ,� . -,.^ �ti� 1 • 7 R L L NEW T.= T.L • Kr" 5:;-: I k. Y •+ A -/ f 1. u•1• arQEI i —ExIST IldthereCterMISIMMO r-, • EXI CEILNG. CONCRETE FLOOR 100D D.F. 1 Ex'ST rtit 4 " W ALL -- o � [C2TTT14N 6W A L1A EXISTING DOOG NIGH DOORS TO IE." fAIN wcw s+.C.BRTfr f 1 i C2AGC W / Cr618 C ILIHC, L. No New MLdrrNb en coeds 2ro 55:o Cr-int C, ??-Y t - cry - 771.o vE.- ric• *,ur ri;7- , CNi/;N• /L K Or7G t mem.F - ut w Jro fszovF A/C a (TA /Wool. wet , W ti://L Ty CQOL j I kr. T y I I .•.e• 111-0• D � p Of- � \I E D R M Al 2 L 1996 _..., Hints DIVISION EXISTING E MT DOOR ANIII TO tv AIN RECEIVED CITY OF TUKWILA MAY 51996 'ERMIT CENTER Pallet Rack Systems }i" 'd lig kr 41•••••• 1 , 1 1 11 . 1 .0DI METAL TECH, INC. •••• rrl �7 Lir PALLET RACKING The LMTdesign represents the most proven, up -to -date concept in a boltless, easy to assemble, durable stor- age racking system. You will see that precision parts are manufactured to provide ease in assembly. LMT pallet rack has the capabilities to quickly handle changes to meet your needs today, as well as a wide range of applications for tomorrow's storage. FRAMES BEAMS • STANDARD -DUTY RACK LM15 Upright The basic systems of modular pallet racking for all regular storage applications, with strength and safety at realistic costs. • MEDIUM -DUTY RACK LM20 Upright The popular range of pallet racking in seismic areas. • HEAVY -DUTY RACK LM30 Upright Features 3" square columns. A rack system for the heavier loads and the high rise, high cube application. • SUPER-DUTY RACK Re- Enforced Uprights These uprights are offered on application only. The uprights offer additional strengths where impact properties or greater load requirements are needed. Subjectto inquiry. SECTIONS • ROLLED FORMED BEAM The LBF series is our most cost effective beam with depths from 31 /7 to41/2". This beamcanspan upto 168" for standard and medium pallet loads. • CLOSED BEAM The LBC series is our highest capacity beam with depths from 3" to6". This beam can span upto 168" for standard and heavy pallet loads. • OPEN BEAM The LBO series is for lightweight palletloadsand hand - loading. This beam can span up to 144" with depths from 2" to 3 1/2". • Z -BEAM The LBZ series is for hand - loading items. This beam can span up to 120" and has depths from 2" to 3 ". a ° ° ° ° • • BRACKETS BRACKET FEATURES • The three stud connector has an attached safety lock for a safe and reliable connection to the upright frame. • While most manufacturers only use two studs in their design, LMT beam bracket is one of the most efficient designs on the market. STANDARD BRACKETS • 3 stud connection with automatic snap lock. High stability and effec- tive load distribution to the upright frame. • 4 stud bracket available as required on larger beams or when specified by LMT Rack Engineering Dept. 0 6" 3 Stud Bracket O 0 0 Oa Oa 0 0 0 as as 0 a 0 ao as c1 0 8" 4 Stud Bracket 9 COLUMN SECTIONS 1 BASE PLATES STANDARD -- I-i 1 5/8 H. - li 3 3 [L_--i1 h*. 3 ... ► c BP -15 BP -20, BP -30 LM15 LM2O, LM30 SEISMIC - N - ' 1 5/8 H -- Ho -- 3 -0 -1 o ( 1 C �' 0 BPS -15 BPS -20, BPS -30 i = - -.1 i 3 ii 3 LL_: L --- 71 LI- . - _--1 LM15 LM20, LM30 REINFORCED ..-• . 3 - ►-. LM20/15 & LM30/15 .. 3 LM20/20, LM30/20, LM30/30 ..1 r ( , i SBP -20 SBP -30 1.1g4.4if+,dYlNrnhi W koa,n„W*..w.*r• �M T HOW TO USE FRAME CAPACITY CHART After determining clearance between shelves and selecting total required ca- B0 pacity for frame; Read vertically from maximum shelf spacing to point where capacity shown equals or exceeds re- 70 quired total frame load. UPRIGHT FRAME FEATURES 60 There are absolutely no dead spots along full height of the column, permitting beam placement freedom. Each column has a foot plate pre - punched for lagging to the floor. MAXIMUM RIGIDITY AND STRENGTH The placement of the bracing is calcu- lated to meet individual upright section requirements. The horizontal and diago- nal bracing, (1 1 /2 x 1 1 /4), are inserted and mig welded directly to the columns. COLUMN FACTOR OF SAFETY The factor is based on minimum yield 10 point of 1.92, which conforms to stan- dards of the American Iron & Steel Institute (AISI) and Rack Manufacturers Institute (RMI). to 40" FRAMES FRAME CAPACITIES 50' 60" 70' 80" 90' BEAM SPACING IN INCHES 100" Load Capacity and Dafl.ctioi `i cold•lormod stool design ma'•;;? 5.999 5.675 5.384 5.121 4.883 4.666 4.467 4,374 4.285 4.117 Q G — o 11.450 0.11 29 10.455 0 13 31 9.618 0.15 34 8.906 0.18 36 8.015 0.22 39 7,757 0.23 40 7,287 0.27 42 6.870 0.30 45 6.499 0.33 47 6,166 0.37 49 5.865 0.41 51 5,592 0.45 54 5,343 0.49 56 4,965 0.52 58 4,760 - __ 0.53 ___ --- 59 4.568 054 60 4,217 0.57 62 3.904 0.59 65 3.626 0.61 67 3,376 0.63 69 3,046 0.67 72 2,763 0.70 76 2,518 0.73 79 2,303 0.77 82 2,115 0 80 86 1,803 0.87 92 1,554 0.93 99 LBF354 I • 3� EV __- 9,129 010 8,399 0 12 1.777 0 14 6.999 0 18 6.773 0 19 6.363 0 22 0 24 0.27 0.30 0 33 0 37 0 40 0 44 0 46 047 0.51 3.962 0 55 3,818 060 3.635 063 3,280 067 2.975 0.70 2,711 073 2,480 0 77 2.278 080 1,941 087 1.673 0 93 LBC For Your Other Specialized Racking Needs CAT• LMT 105 Cantilever Storage Systems 11/1/ T i mI 1 , ,r: t, '1,' CAT • LMT 106 Drive-in Storage Systems CAT • LMT 107 Versa & � ong�sh¢If Systems LODI METAL TECH, INC. P. 0. Box 967 / 213 S. Kelly St. Lodi, California 95241 Tel: (209) 334 -2500 / Fax: (209) 334 -1259 Write or call for a free catalog on any of the other systems or materials Lodi Metal Tech offers the material handling industry Ask about Lodi Metal Tech's Quick Ship Program. .If CAT • MT 109 Hot Roled Structural Storage Syshems DISTRIBUTED BY F THE MATERIAL HANDLING INSTITUTE, INC MEMBER COMPANY EMI II n iuI RACK MFG. INSTITUTE CAT # LMT 108 1 for Uniformly Distributed load. Load Support Beams Longer than 168' or of Special Capacity are a nual. Safety Factor Is 1.65 based on steel with minimum yield strength of 45,000 pounds per square 'NE -PIECE CLOSED BEAMS 21/ -1 2 a 1 r 11/2"r 1 fi' + 1_ 1 2 c i Oa 35 28 30 32 34 37 38 40 42 44 46 48 50 52 54 55 56 58 60 62 64 68 71 74 77 80 86 > ,7,01 , 1 ±.0,87 92 82? a 1s'oya " BRACKET STANDARD 1 1 - 23/4"1 LBF404 6" BRACKET STANDARD 3 i LBC40 -_„ a o Oa 2 16,583 15,141 13,929 12,898 1 1 11.233 10,553 9.950 9,412 8929 8.494 8,099 7.739 7.409 7.255 7.107 6.828 6.570 6,332 6.109 5.804 5,376 4.898 4.481 4.116 3.507 3.023 0 ? 0 08 0 10 011 0 13 0 16 017 0 20 0 22 0 25 0 28 0 30 0.34 0 37 0 40 0 42 0 44 0 051 0.55 0 59 0 65 0 70 0.73 0 77 0 80 0.87 0 93 LBF454 0 a 0 : a t5 14818 001 13529 008 12 0 10 11.525 011 10.312 0 14 10038 015 9.430 0 17 8.891 0 19 8,410 021 /979 024 1,590 026 1.237 0 29 6.915 032 6621 035 6.483 0 36 6.350 0 38 6.101 041 5,871 044 5.658 0 5 .459 0 51 5,186 056 4 939 0 62 4.715 068 4,510 0 75 4.254 0 80 3.625 087 3125 093 TWO_P@EC ,j a 3a 33 35 38 40 44 46 48 51 53 56 58 61 63 66 67 69 71 74 76 79 83 86 90 94 98 106 113_ 1 /1 a c 3a 31 34 36 38 42 43 45 48 50 53 55 57 60 62 63 65 67 69 72 74 78 81 85 89 92 99 106 14:54 7 . `Q10 . 4L o111' .' X44. 112:12'4 0, 7,40 i1J0731 0' ' 00 0;34.1 oil ?2,929. - 02 1i`1q; 59 9'325, a . 0N i eri 6.1 8.870. ''70 677 o *0 • 7A O;b 46;610„ 7 ,0, fir & 4964 '':080 u 141231x , 1 1 g' , R.1.�7' I 7 u 0>4334t/12 5'3, 1,134 61, Oa O a U W o 22.928 0.06 20,934 0.08 19.259 009 17,833 0.10 16.050 0 13 15.532 0 14 14,591 0 16 13.757 0 18 13.013 0.20 12.346 022 11,744 024 11.197 027 10 700 0 29 10 244 0 32 10.031 0.33 9.826 0 35 9.441 0.37 9.085 0 40 8,754 043 8,447 047 8,025 0 52 7,643 0.57 7,295 063 6,978 0.68 6.687 0.75 6,115 087 5.272 0 93 FARMS ,LOSE[) BEAMS vallable upon request. Design of beams conforms with American Iron and Sleet institute light gage 5' LBC50 LBC55 �a c a 38 41 44 47 51 53 56 59 61 64 67 70 73 76 77 79 82 85 88 Inch. Deflection limited to 1/180 of span 90 95 99 103 108 112 121 129 82 dee ,06 1.10 ' Y4: bb � 120' ., ,i126.: 824 - 2 217;` I r .. yt . r LBO20 OW 3.558 3 249 2 989 2 768 2 491 2410 2. 154 1915 1./13 4.542 1 305 1 268 1158 1 062 1.018 0 Uw p 0 16 0 19 0 22 0 26 0 32 0 34 037 0 39 041 0 43 0 46 0 48 050 0 52 0 53 1,2&562 . '0,06 242521 ,.0.Q7 ,,22,/3)[2 0 2 0/9 1 „;18,593 .4, 0J24 i>17.9. .. ; 015' ` 4`15,937 t.0 •, 6, .47 0418, 020 ,4_114L02: ` P4F: 13,605 8 0,22,;. 12,97 th 0,25'1, X74. 12,395;, 0 77 „ ,868 x. . v , Bo 1. 621ttn ,p.29,,; 0:31-, .a.. 81:w 1 4',0,3210,400 e 4 ` ;4407_ '89 ,. 9t786 0`43:d',.'4 95 2� (' 0 G OPEN BEAMS 6” BRACKET STANDARD 20 21 22 24 25 26 27 29 30 31 33 34 35 36 37 8" BRACKET STANDARD r 11 " 5 LBC55A c o W a 35,806 32.692 30.077 27.849 25,064 24,255 22.785 21.483 20,322 19,280 18,339 17,486 16,709 15.998 15,665 15.345 14.743 14.187 13.671 13.192 12,532 11,935 11,393 10,897 10.443 9,640 8,848 LBO3O 0 2 u o = 006 52 007 56 0 08 60 0 10 65 012 71 013 73 0.15 77 0 16 81 0 18 86 0 20 90 0 22 0 25 0 27 0 30 0.31 0 32 0 35 0 38 0 40 0.43 048 0 53 0 58 0.64 0.69 081 0 93 0a 0ri 94 98 102 107 109 111 115 119 123 128 134 140 147 153 159 172 184 3' , 27;!942 ? 44,90 kR4 r. �23 . 221.972„ 1BC60A 1 6 iaop 1.0M 034 2y: 3K' LB035 0 Oc 8 198 7 486 6.887 63 5 739 5 554 5 217 4 919 4 553 4 415 4 199 4 004 3 825 3 663 3.58/ 3514 3,376 3 248 3 130 2 823 2 638 2.392 2.180 1 994 1.832 O 2W'- 1 YS 'j _r w_ N 000 011 0 13 0 15 0 18 0 19 34 022 36 025 37 0 28 39 031 41 034 43 0 37 45 04.1 46 0 44 48 046 49 0 48 50 0 52 52 05/ 54 061 55 063 57 067 60 0 70 63 0 /3 65 077 68 080 11 4'146 �A7 59 y 34 77,. p,,08y fl 3' 31/7 , 0O9 ; 4 47 ,o; 0 a 25 27 28 30 33 42 46 50 54 60 62 66 70 74 78 82 86 90 94 96 98 102 106 110 114 120 126 132 138 144 156 168 4 SKID CHANNELS For use with any Load Support Beam. T Frame 2% Depth Part No. Wt. Cap. 30" SC-30 8.5 970 Standard 36" SC -36 10.0 800 40" SC -40 11.0 715 4" DRUM CRADLE WALL TIE COLUMN PROTECTOR 44" SC -44 12.0 650 48" SC-48 13.0 590 60" SC -60 17.0 470 Frame Part No. Wt. Cap. 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 For use with any Load Support Beam to prevent drum from rolling. Base of cradle fits over top of support beam. Can be used singly or in pairs. Shipping Weight each: 3 lbs. Two 7/16" x 1" bolts with nuts Included with each. Wall to Column Part No. Wt. Face 4" Wt.-4 1.8 6" Wt.-6 2.1 8" Wt. -8 2.4 10" Wt. -10 2.7 12" Wt.-12 3,0 ACCESSORIES Model Height Wt. CP -24 24" 14 Depth of Frame ROW SPACER With Flanges FORK CLEARANCE BAR Use with any Load Support Beam. CROSSBARS Port No. Wt. Cap. Frame Depth Part No. Wt. 2' y� 30" FCB -30 5.0 36" FCB -36 6.0 40" FCB -40 7.0 2 1/2" 44" FCB -44 7.5 48" FCB -48 8.0 60" FCB -60 10.0 Standard Use with beams having 3/4' step. 30" CBF -30 3.5 465 30" CB -30 3.0 465 36" CBF -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•48 5.5 230 48" CB-48 5.0 230 60" CBF•60 6.8 140 60" CB-60 6.3 140 Heavy Duty Use with beams having 11/2" step. 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 Without Flanges Should only be used in 3" outer support positions. Depth of Part No. Wt. Cap. Frame 30" CBHF -30 4.7 1340 30" CBH -30 4.0 1340 36" CBHF -36 5.6 1080 36" CBH -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" C8H•48 6.7 780 60" CBHF•60 8.6 615 60" CBH -60 8.4 615 5 Jan 28, 1997 City of Tukwila Department of Community Development Steve Lancaster, Director STEVEN EWART 120 ANDOVER PARK EAST #160 TUKWILA, WA 98188 RE: PREMIUM WIRE & CABLE, INC. Dear Permit Holder: Sincerely, (7P-ef-&57i, Kelcie J. Peterson Permit Coordinator Department of Community Development • ^?x t;1..Arm6Mfis7.7nAMaY;MMI . MT' '.4L BILE COPY John W. Rants, Mayor Our records indicate that on Dec 07, 1996, one hundred and eighty days will have passed with no inspections having been called for under Tukwila Building Permit Number B96 -0135. Unless you call for an inspection, or obtain a written extension from the Tukwila Building Official prior to that date, your above referenced permit will become null and void on Dec 07, 1996. If your project has been completed please call for final. If you are actively working on it please notify our office. If you have any questions or need further information to obtain an extension on your permit, please call the Tukwila Building Divison at 431 -3670. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 -3670 • Fax (206) 431-3665 t. City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Fire Department Review Control #B96 -0135 (510) Dear Sir: May 20, 1996 Re: Premium Wire & Cable, Inc. - 120 Andover Park East, Suite #160 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. To use any building or portion thereof exceeding 500 square feet for the storage of high -piled combustible stock. A floor plan showing the dimensions and location of the stockpiles and aisles shall be submitted with applications for such permits. (UFC 8101) High -piled combustible storage is combustible materials in closely packed piles more than 12 feet in height or combustible materials on pallets or in racks more than 12 feet in height. For certain special- hazard commodities such as rubber tires, plastics, some flammable liquids, idle pallets, etc., the critical pile height may be as low as 6 feet. (UFC article 2, sec. 209 -H) 2. In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 231C) 3. Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4-2.5 and NFPA 231.5 -1) Storage may not be closer than 36 inches in all John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone; (206) 575.4404 • Fax (206) 57$4439 t.. City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Page number 2 directions to ceiling -hung "Space or Unit" heaters. (UFC 1109.2) 4. Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinkler at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 231C, 3 -2.3) 5. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1013.1) 6. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Extinguishers shall be installed on the hangers or in John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 57.4439 City of Tukwila Fire Department Page number 3 the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1 -6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.9) Extinguishers shall be located so 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 Standard 10 -1) Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A -4 -4) 7. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. John W. Rants, Mayor Thomas P. Keefe, Fire Chief All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 C.: City of Tukwila Page number 4 Ordinance #1742) Yours truly, cc: TFD file ncd Fire Department Thomas P. Keefe, Fire Chief 8. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. The Tukwila Fire Prevention Bureau John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 - 4404 • Fax (206) 575.4439 a • ri.: 5/17 %: ph itcr' IIO1O•IMMIONNI1mCi , - 111RPRIIIPRIBRPLE- I . • /I !._.• ;.„ , •.., --- _. 34TINVIPPliftifi1.90.6 1810611E041:All‘raSIONIMUE91PrAMD 1 V . I 7 e *--sv' ..--..,........,( -, eirt • 411.1-gai Naj =1:aGC a.F .jiMbOvI 41'.O• LiHT DETIIINO WU. KU WWI'. IX COW. Of Le (;;Tsg 0.:)) DS' TfrE X I 60:0E • 9 ExISTNG COLL* TIT. h4L auk' 1..1701-• Dit.relt.k "i 1 ‘101,1 .■• 2.1 SO • ' I [KIT ert.J4-72r fift11 Attvit rniArA 1 V.It.u..s To TachoZ-1 * No 7P/1. t KIT a 1..J e.) - R,ADr "DEG wor ficanIEQZ— E 1 4RdPVigE-6riIe•MRerR!lR•RIlRRi!IIIR'O 1iiIi3*tEIL PNWetrie cK;;) ,• p N ig f i • TIM th4k Carl E va )(1 A 17 ti r t_ .11:2 111 `1Y,P L IC4 1 • LINE OF C.ANOPT A Z•avE • Abkr5Z. E>P06E1 CEILING, CONCRETE FLOOR 'pee 6P. 80 -pAgiaa...Astuaft 1,1 10-11 WPM!. Fuel s•NJ Evff rpil* 0 • I al EXISTING DOCK DOORS TO REMAIN :EILI G, CONCRETE FLOOR Fu LL v...) . —c c -F5 660 MOVER- 0! vv �►d( 4 1 '' WA«— • •} bw5 CiIuu1. �T .•••an.R. `� 4I0 1{ 1 Mill/ IOW Nt LW A LIT) • 55.o EXIbTING DOCK NIGH D OORS TO REMAIN 21 -p ;r /1/4 771.011 VF/•T/CA re' IL CHIP:o. IL ar 07c, • T y� I o II \I ..� T 1 IDOSTKG LOADNG DOM I CANO�r, Ito 0vesfiAD DOOR TO REVA t .t by Ric)- f4 ►JC• H.C. h ilt T D / I G E 5 W / &4JE C61L IIMG No N(w 'M ArMVb on coouti (AZ Alf N► IT'crAC v0W LC G[/I211/6 Aj vi N A (IL / rV cea kpp R 1 (�\ED A MAY 21. ti996 LANG EXISTING EXIT DOOR A� LING TO REMAIN ►K n� MASON W'-O• RECEIVED CITY OF TUKWILA MAY 1 5 1996 PERMIT CENTER } • 05/14/1996 Dote: y —r- b To: �` a� Memo: 15106 FROM TAYLOR EQUIP / 4 70 P, 01 DEPARTMENT OF LABOR AND INDUSTRIES THls CERnFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED 0Y LAW AS A MATERIAL HANDLING AND STORAGE EQUIPMENT 15427 11TH AVE S.W. SEATTLE WASHINGTON 98166 PHN. (206)241 -5994 FAX. (206)248 -9430 j " DETACH To OISDL&V CEHTIFICATE From: Total Sot pages. jgcover sheet: j. .. TOTRL P.01 RECEIVED CITY OF TUKWILA MAY 1 5 1996 PERMIT CENTER 0 0 PREMIUM WIRE & CABLE MAXIMUM PERMISSA8LE LOADING 4000# MAXIMUM LOAD PER LEVEL 12000# MAXIMUM TOTAL LOAD PER BAY WARNING! *8.98 d 8 220. M. 8 48N0 on for Om,. m.o. Ad. Cwoody -tNB� �asB N�..NAiebn 4. dvlyrd mW C.b.hvol8d M Ommdmul Am RsaY 4',..../...........! AMO4 tem M O 0 RACKS SHALL AT /(>�STRU,; .EXIT RDDRSt P7 TO EXITS AN4 'EXI?T ILL0MINATION$ £Y , " NOTES. RACK DESIGNED AND FABRICATED PER, 1. 1994 UNIFORM BUILDING CODE - CHAPTER 22 DIVISION VI SECTION 2231 - SEISMIC ZONE 3 2. A.N.S.I. MH 16.1 - 1990 (RACK MANUFACTURERS INSTITUTE - SPONSOR). 3. CITY OF LOS ANGELES APPROVED FABRICATOR LICENSE 4401244. 4 WELDED PER A.W.S. D 1.3 BY WELDERS CERTIFIED PER AWS STANDARDS WITH L.11•1. FULL TIME AWS CERTIFIED WELDING INSPECTOR. 5. WELD WIRE USED IS .045'DIA CERTIFIED BY CWB TO AWS A518 (ER70S -30 AND AWS A517 (EM13K). 6. RACKS SHALL BE ' WITH A MAXIMUM TOLOAN #E, FROM THE VERTICAL OF 1 INCH IN 10 ; FET OF "HEIGHT. G O% ,f 2000188 2000108 LOAD 4K /8 BASE ID 42 2 REND ILLUSTRATIVE. RACK LAYOUT AND ELEVATIONS LOAD: CAPACITY SIGN PERMANENTLY MOUNTED. ON RACK 50 sq. In, MINIMUM SIZE UPRIGHT LM20- 180 -42 LOAD PLAQUE COLUMN 2 REOD 180 LONG DIAGONAL 3 REQD 64 LONG STRUT 4 READ 38 LONG 56 180 LM20- 180 -42 w/ 3/8 x 4 x 7 FOOTPLATE 6-0155 STRUT 0 DIAGONAL DETAIL LENGTH SEE FRAME ASSY 14GA ASTM A870 GR50 t /3/16 N 1 1/ BASE: 3/8 THK A36 MILD STEEL BASE PLATE TO COLUMN DETAIL 14\ BEAM E COLUMN ASSEMBLY T --{ 1 1/2 l I� 1 1/4 RELEASE REVISION 05.03 -1996 I'"JO ,CC, MI�,J"3" 6✓*3 CERTIF CATION., LODI METAL TECH, PREMIUM WIRE & CAR0 PALLET RACK STRUCTURAL DETAILS 96-5392 2 3/4 1/8 7/8 1/4 r- 2 17/32 CROSS STAKE: ,SPRING LU I EXPIRES ,>Bb STU] 1 ,' O 0 -.] /l 5/8 1...-- 3 1/4 CROSS STAKE BRACKET 7 GA 3 PLACES ASTM A570 GR36 BEAM BRACKET ASSEMBLY - I Y — .406 ,343-.0 DIA _ DIA 1 5.010 344 BRACKET ASSEMBLY 94 1886 .005 156` .005 .688' C1010 COLD HEAD QUALITY BEAN BRACKET STUD ANCHOR BOLT ' 1/2' DIA ITW RAMSET /REDHEAD WEDGE ANCHOR PER 0,0.80. 1372. TWO ANCHORS REQUIRED PER COLUMN. CONCRETE SLAB STRENGTH. 2000 PSI SOIL BEARING. 1010 PSF ANCHOR DETAIL PREMIUM WIRE & CABLE SUITE 160 120 ANDOVER PARKWAY EAST TUKWIILA, WA 98188 BEAM SECTION .075 THK. ASTM A570 GR50 1/8 BEAM ASSEMBLY +.020 .625 ^• DIA 4 1/4 2 1/4 MIN EMBEDMENT LBF404 -094 C1006 COLD' -HC1 BEAM SAFETr.,,l4 K RIN FOR RACK MANUFACTURED' BY LODI MET TECH= QNLY`':''