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Permit B96-0191 - LENIHAN DISTRIBUTING - STORAGE RACKS
City of Tukwila (- (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT Permit No: B96 -0191 Type: B -RACKS Category: Address: 18200 SEGALE PARK DR B Location: Parcel #: 352304 -9119 Zoning: M -2 Contractor License No.: TENANT OWNER CONTACT LENIHAN DISTRIBUTING 18200 SEGALE PARK DR B, TUKWILA, WA 98188 LA PIANTA LTD PARTNERSHIP PO BOX 88050, TUKWILA WA 98138 MIKE OWENS 18200 SEGALE PARK DR B #100, TUKWILA, WA 98188 Status: ISSUED Issued: 07/16/1996 Expires: 01/12/1997 Suite: Phone: (206) 575 -3200 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: INSTALL RACK STORAGE IN EXISTING WAREHOUSE. UBC Edition: 1994 Valuation: 15,000.00 Total Permit Fee: 375.34 *********** k******************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** _•" i�1 _15 5 - Permit Center Authorized Signature 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 perf• mance of work. I am authorized to sign for and obtain this. -b. i lding t..... -� j "' Signature:_ Date: 7 ! __ ` v� � --9G � Print Name: Ale Title: 4 c'vn /i'L72, 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. . :., D EPATMEN ,.:,., R 1 :07< :4,, . .. -',`'`' i DATE I ... :... ..: ,..r. . DATE s AP..PROVED. t ,{ Y ..t Y MME S p �} J ♦ . RE QUIREMENTS / a � ... g Plan Review Meeting . /--c)-90 3RD NOTIFICATION BY: (init.) INIT: \4 E 1J Jr°b BUILDING - initial review 7/ (ROUTED) ;,ONSULTANT: Date Sent - Date Approved - "Et FIRE 71.��pi - 7/5 - �j � FIREPROTECTION: Sprinklers 0Detectors QWA FIREDEPT.LETTERDATED: 7/ 5 --1 c4 G INSPECTOR: 6/ j INIT: tl / O PLANNING ZONING: PAR /LANDUSECONDITIONS? Oyes 0 N REFERENCEFILENOS.: INIT: MINIMUMSETBACKS: N- S- E- W 0 PUBLIC WORKS UTILITYPERMITSREQUIRED? QYes 0 N PUBLIC WORKSLETTER DATED: INIT: X BUILDING - final review -4 TYPEOFCONSTRUCTION: 1 ` /NC -S CERT.OFOCCUPANCY? Oyes OW UBC EDITION (year): i y ' i INIT: CBUILDING `OFFICIAL 1 i 5 l � l 6' 2//6776 / a INIT: AMOUNT OWING: .th CONTACTED ir` KO-Cr ` ( L DATE NOTIFIED _ C B .�" (1 U/ (init.) 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: (init.) PLAN CHECK NUMBER ect6-°R REVIEW COMPLETED CITY OF TUKWILA Department of Community Development - Permit Center 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 PROJECT NAME Li2 D DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. SITE ADDRESS barx� 3eya1.Q Pruk DrF3 Building Permit Application Tracking SUITE NO. l oo 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. 02/15/96 SITE ADDRESS /s-200 StIrt.6 PK OR is SUITE # / 60 *NW C4PPEt:#4 VALUE OF CONSTRUCTION - $ /.5-/ pV PROJECT NAME/TENANT c_ELV i witty Q Vu`LL.,.4- ASSESSOR ACCOUNT # 3 5 DL - Ci ((q „ . - TYPE OF New Building Li Addition enant Improvement (commercial) • Demolition (building) WORK: Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: faP ,SACK STo QA66 ADDRESS - GL) ,Z 9 BUILDING USE (office, warehouse, etc.) WA a6 ROL/LSC NATURE OF BUSINESS: He NG d plc kln¢ /6, Stt 444 requirements may need to be met. Please explain: WILL THERE BE A CHANGE IN USE? .No 0 Yes If Yes, new building SQUARE FOOTAGE - Building: /p0 5 Tenant Space: 30 .b. .34 1 - Area of Construction: S A- _WJLLL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? `gi No 0 Yes IF YES, EXPLAIN: FIRE PROTECTION FEATURES: 0 Sprinklers O Automatic Fire Alarm S stem PROPERTY OWNER Jey e_ �5 �� BUILDING OWNER OR AUTHORIZED AGENT SI N TURE 7 6. f I PHONE 57.5_z_ ADDRESS 0U x �" PHONE S-2.S -2-00 0 ADDRESS - GL) ,Z 9 PHONES7S8070 ZIP 9 c _�� CONTRACTOR L ilimy O/'r, ADDRESS / ' Sc- -GALF. FR.. a2 t) So. (Co rukwi(vt i- iLtSC -1 ZIP 6 tf 3 WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT PHONE ,ZIP ADDRESS HEREBY CERTIFY . THAT I HAVE READ :ANDEXAMINED:THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT, AND I AM :AUTHORIZED TO APPLY: FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT SI N TURE 7 6. f DATE 7 ./ - 96 PRINT NAME A ' / S r�./- 2�5�"►'� PHONE S-2.S -2-00 0 ADDRESS - GL) ,Z 9 CITY/ZIP -Ft, ( 1 c PHONE , 5- 3 W -I CONTACT PERSON 0 AIL e. o • CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 DESCRIPTION (206) 431 -3670 APPLICATION MUST BE FILLED OUT' COMPLETELY! PLAN CHECK �r O NUMBER `J DATE APPLICATION ACCEPTED cRa BUILDIN PERMIT APPLICATION BUILDING PERMIT. FEE PLAN CHECK FEE BUILDING SURCHARGE OTHER: TOTAL - •AMOUNT a4ID. L{ .6n RCPT # DATE 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 architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no pemlit 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 Depailment of Community Development Building Division at 431 -3670. DATE APPLICATION EXPIRES ( r) 1 0/2'19 3 COMMERCIAL NEW: COMMERCIAL •BUILDINGS /ADDITIONS Completed building permit application (one for each structure Assessor Account Number Two sots (2) of the following: - Specifications ( Structural calculations stamped by a L — engineer.. - Solls report stamped by a: Washington State liconsedengineer. - Topographical survey U Energy calculations stamped by a Washington State licensed:; engineer architect NOTE See utility permit application and checklist for specific utility submittal requirements. RACK STORAGE Completed building permit application Assessor. Account Number Two (2) sets of plans which include: I 1 Building :floor plan showing: •'Entire space where racks will be located • Exit doors • Dimensions of all aisles 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. Legal description :. : .I Working drawmgs, :stamped by a Washington State licensed architect, which include: : Site plan • Architectural drawings St drawings ;' Mechanical drawings • Elevations Civil. drawings • Landscape plan completed utility permit application` (one for entire project) :Six. (6) sets: of civil drawings Structural calculations stamped by a Washington State licensed engineer (rack storage 8' and over). RESIDENTIAL -•--- NEW SINGLE-FAMILY DWELLINGS /ADDITIONS Completed building permit application (one for each structure). • Legal description Assessor Account Number. Two sets (2) of working drawings, which include • Site. plan. ----- D• (On plan, show closest hydrant location . 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 . Completed utility permitapplication I 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. Addi'fionnl topo and soils information may be required il'unique ;site :conditions SU6MITTAL CHECKLIST COMMERCIAL TENANT IMPROVEMENTS Completed building permit application (one for eadi anent) Assessor Account Number Two (2) :nets of construction: plans, which include: Site plan Location of tenant space Existing and proposed parking landscape plan (if applicable, r e. Overall .building plan •Tenant location • Use of adjacent (common wall) tenant ► Overalidirnensions:of budding or square foota Floor plan of proposed tenant space Tenant space plan with use of each room lab elled. • Exit doors, egress patterns. •:New walls; existing wall, and walls'to be demolished.' Construction details • Cross sections showing w all construction and method of attachment for. floor and ceiling Structural calculations stamped by. a Washington' State licensed engineer maybe required if structural work is to be'done (2 sets) NOTE If any utility work is to . be done submit . separate utili permit application and plans.. REROOF Completed building permit application (one for each structure) { Assessor Account Number 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 ANTENNA/SATELLITE DISHES :. Completed building permit application RESIDENTIAL REMODELS Completed lco building permit (all application (one for each structure) Assessor Account Number Two' (2) sets of:workng :drawings, which include Site plan: Foundation plan ; Fr:plan Roof plan B elevations views) Building :cross - section �Structural:framing plans :::NOTE:. If any utility work is be done provide utility permit application and plans must be submitted Assessor Account Number (2) sets of plans, which include: REROOFS I I Complete building permit application (one for each structure Site Plan (showing building and location of antenna/satellito:dish) Details antenna/satellite dish and method of attachment Structural calculations stamped by a Washington State licensed :. engineer may be required donas Assessor Account Number Narrative describing existing roof,: mstenal being removed an material being. installed NOTE A certification letter Is required prior to final Inspection : off of the permit Address: 18200 SEGALE PARK DR B Suite: Tenant: LENIHAN DISTRIBUTING Type: B -RACKS Parcel ii : 352304-9119 CITY OF TUKWILA Permit No: 896-0391 Status: ISSUED Applied: 07/02/1996 Issued: 07/16/1996 **• 44**• 44 4*•*444 * *•Artk•k4.4444.4449k4*• 444* k• A• k*• A• k• 4444• X4' 4k * Permit Conditions: 1 No changes will be made to the plans unless approved by the Architect or Engineer and.,the •Tukwila. Building Division. 2. All permits, inspection..records.:and approved plans shall be available at the_job . ite to the start of any con- struction. Th.ese.documents are to be maintained and avail - able until final inspection' approval is granted: 3. All con.truCtion to be done in conformance with approved plans andrequ i rements of the Uniform Bu i 1 d i rtg t ode (1994 Edition ?`aS amended. AGG7 +*u*+***VA*x*++a*w**+a *+^+a*A+++kA*++^*^hah++++*+***A+^*71*A**+ CITY OF TUKW%LA, WA �� |��l T90NSUI1 *++*++**++***a++*A+A+^ TRANSMIT Number: 96004398 Amount: 375.34 07/02/96 13:14 Payment Method: CHECK Notation: LENIHAN DIST8IB Init: SLR Permit No: B96-0191 Type: B-RACKS HACK STORfiG[ PERMIT Parcel No: 352304-9119 Site Address: 18200 SEGAL[ PARK DU U Total Fecs: 375.34 This Payment 375.34 Total ALL Pmts: 375.34 Balance: .00 a*A+*4*+.k*aa++A*.A*a Account Code 000/322.100 000/345.830 000/386.904 Description BUILDING - NONRES PLAN CHECK - NONUES STATE BUILDING SURCHARGE Amount 224.75 146.09 4.50 0723 07/02 9617 TOTAL 375.34 , 1.2,10.710,4,V."FrA'NleY,er,10;146:'4"'"tfrZt...-`,.*.-15,•' C City of Tukwila Fire Department ; Project Name ( -&A/ / / 41A/ . . • - . , 4. /"." j TUKWILA FIRE DEPARTMENT / FINAL APPROVAL-FORM I , 7, ! Perr4t No. 1396 --- °/9 / / //' AC Addess a2..0 a 4i A I / PA ize pr? . 13. 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: Authorized Signature FINALAPP.FRM T.F.D. Form F.P. 85 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Suite # /LA 2J /// Date Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575•4404 • Fax (206) 575•4439 Project: / ( .... p i hai .6 id. Type of inspectioh:‘ z,e4 Address: 2a9 ix , 07 6 Date called: Special i, , instructions: • • ANCELLED • -• • . Date wanted: —3-77,n' 7 Requester: Phone No.: I , • Approved per applicable codes. Inspector: I 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1 Yoe" 5/2.7 e-075 PERMIT NO. (206) 431-3670 Corrections required prior to approval. COMMENTS: pieeee...__ 74-4 _e .. 1 7 am-7 ; , z0 ././kg.) Date: 7- $42.00 REINSPECTIO 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: Fi r\O. \ Address: # I 1,1, • •,11 11... Special instructions: Di ' c XQ i Date called: Date wanted: 9 pos c-arp Likr)r SIG OS -'s l?tWi'lt..16? tvliX . Pze: • e i .02._ f.... \...)• 2 , 3"0 /G1J . 2.( 56 ..S4 ... ki i < • . , -- .. . . .i ' .:., . .. I ..,, Project: i . LPN hon Di6k . Type of inspection: Fi r\O. \ Address: # I 1,1, • •,11 11... Special instructions: Di ' c XQ i Date called: Date wanted: P.m. 1 in .... kpn Requester: e i .02._ f.... \...)• Phone No.: , 3"0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector: Date: INSPECTION RECORD Retain a copy with permit PERMIT NO. (206) 431-3670 Approved per applicable codes. [Corrections required prior to approval. $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: v;uA,'1j %Kx;]:+ea �:•n:i i °n r+.. e...c�,,f i'eY ^ } :,t:i+1'7'�.+r .... '. �.:r:'.�Y: u. ifs: �T? i�"' ii5X.: 7; mY!!':...:+ 1' y4Ylai +i.�t.:.a._'.:fY'.'R.x��.:�b a.�rn..r. Jan 28, 1997 MIKE OWENS 18200 SEGALE PARK DR B #100 TUKWILA, WA 98188 RE: LENIHAN DISTRIBUTING Dear Permit Holder: Sincerely, —14 Kelcie J. Peterson Permit Coordinator Department of Community Development C City of Tukwila ide (50 Ma. ♦f]er✓ImY�.r9f".'.;7!'3 fI::lY3�:" a FILE COPY John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Our records indicate that on Jan 13, 1997, one hundred and eighty days will have passed with no inspections having been called for under Tukwila Building Permit Number.B96 -0191. 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 Jan 13, 1997. 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 .. ., ....�......,. , ,7:: ,....., gs.ea.: ;.. ...::,;,.Y,..; �,;; RGk.,zS:YEar.: :•.:.r.. <`::`.'r3,:: :47,; 714; - ,; vi H t.:.'r..:.wd City of Tukwila Fire Department Review Control #B96 -0191 (511) Fire Department Thomas P. Keefe, Fire Chief July 5, 1996 Re: Lenihan Distributing - 18200 Segale Park Drive B Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: n1r r71:w ::^y:swx, r ,�- a!a: u«Vr 1. 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) Maintain fire extinguisher coverage throughout. 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) 3. Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13- 4- 4.1.3.2.1) 4. Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 1109.2) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57$4404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 2 t. Fa wer. :. , aer.v,wrr�.rTy:. a?` ih.:. f1N. ��^.;• i �; a.\ w. .s i S' ai t. +, �3N^n'1N:lRH.'.t'; 1,�.'?t'1 °. "C,'.e Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1) 5. 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) 6. 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) 7. 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) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 Page number 3 Yours truly, cc: TFD file ncd c City of Tukwila Fire Department The Tukwila Fire Prevention Bureau A-41 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone (206) 57. 54404 • Fax (206) 575-4439 • June 4, 1996 Mr. Mike Owens LENIHAN DISTRIBUTION Fax: 575-8074 Re: Sega le Business Park Building f763 Dew Mike: The following building specifications should be used by the engineer for your rack design: If you need additional information, please call me at 575-2000. Very truly yours, SEGALE BUSINESS PARK dk a:leahrack.763 r6b SEGALE BUSINESS PARK 1. Floor slab 2. Floor reinforcement 3. Concrete 4. Allowable soil bearing 5. Concrete slab live load 6" W28x2.8/12x12 fc === 400 PSI 2500 PSF 250 PSF RECEIVED CITY OF TUKWILA JUL 0 2 1996 PERMIT CENTER PO. BOX 88050 III TUKWILA. WASHINGTON 98138 1 TELEPHONE 206 575-2000 111 FAX 206 575-18.77 LENIHAN DISTRIBUTING PREPARED BY SHEET NO. o Looi METAL TECH. 18200 SEGALE PARK DRIVE DATE INC ' "` �•F /7 WING NO, LODI.CALIRORNIA via NORLIFT TUKWILA, WA 21 JUNE' 96 D g9 9 2 98188 ITEM DESCRIPTION G1 03? PALLET RACK Jo-ti 1 - 2 ! GENERAL RACK LAYOUT GO O \\J \S \ 3 - 7 ! SEISMIC ANALYSIS - TRANSVERSE 8 - 12 ! SEISMIC ANALYSIS - LONGITUDINAL tI 13 ! BEAM ANALYSIS 14 - 16 ! BASE PLATE AND ANCHORAGE 17 ! REFERENCE APPENDIX 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 ! ALLOWABLE AXIAL COLUMN 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 L.M.T. STRUCTURAL DETAILS / SHOP DRAWING #96 -5992 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 pY FILE C ,)%1411$ i) f @ r' okA 311)1 it NO,t REVISIONS - I BY I DATE EXPIRES 08/01/9 JUN 271996 RECEIVED CITY OF TUKWILA JUL 02 1996 PERMIT CENTER LODI METALTECH INC. .1 LENIHAN DISTRIBUTING LODI, CA 95240 TUKWILA, WA 96P5992 240 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 52 52 52 52 99 I /2 BEAM LEVELS: 4 DATE 06'21'696 NO. REVISIONS DRAWING BY BEAMS LBF356-99.5 99 1/2 Longitudinal Transverse STATIC LOADINGS: fJPIRIC;HT: LM20-240-44 with 3/8 x 4 x 7 Foot Plate BEAMS: LBF356-99 1/2 LOAD: Each load is a uniform load in the negative y direction. Each load level is 2500 lbs cs..., LOADINGS: U.B.C. ZONE 3 &: =(ZIC/Pw)W and VerUpal distribution per 2237.5.2 D PREPARED BY P.5,TIngey 2.5K 2.5K 2.5K 5V 44 SHEET :10. 1 of 17 UPRIGHT LM20-240-44 0. DATE 25001bs ..„...--- V I—lid t i i 25001bs 25001bs 1 I 25001bs 25001bs E --- 1 L 2500Ibs 25001bs t. I I .. -.. ' N. ... LODI METALTECH INC. .1 LENIHAN DISTRIBUTING LODI, CA 95240 TUKWILA, WA 96P5992 240 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 52 52 52 52 99 I /2 BEAM LEVELS: 4 DATE 06'21'696 NO. REVISIONS DRAWING BY BEAMS LBF356-99.5 99 1/2 Longitudinal Transverse STATIC LOADINGS: fJPIRIC;HT: LM20-240-44 with 3/8 x 4 x 7 Foot Plate BEAMS: LBF356-99 1/2 LOAD: Each load is a uniform load in the negative y direction. Each load level is 2500 lbs cs..., LOADINGS: U.B.C. ZONE 3 &: =(ZIC/Pw)W and VerUpal distribution per 2237.5.2 D PREPARED BY P.5,TIngey 2.5K 2.5K 2.5K 5V 44 SHEET :10. 1 of 17 UPRIGHT LM20-240-44 0. DATE LODI, CA LM2OCAP MODEL S in • LM20 t in .075 LM20 COLUMN SECTION H in � •1 ■ 05240 B in 3 in 1.435 I in 1.023 PROPERTIES .682 r in 1.263 Iy in .872 Sy in .557 aTE 2 Jt,h .'96 NO. r in 1.165 REVISIONS AREA in .618 r MAIM BY r r LM20 COLUMN CAPACITY: ONOSS AAA - 0.731 sq.In. - NET WA - 0.010 sq.In. TRANSVERSE: w/ BRACING 0 (Z 5 12) = 44 0/C = Ly & Lt LONGITUDINAL: w/ BEAMS 0 ( UN � ) = S Z " 0/C = Lx LONGITUDINAL: Kx = 1.2 Lx = TRANSVERSE: Ky = 0.65 Kt = 0.65 Ly = 4.6 Lt =4-� TN SHMEr Na P. S. T ngey 2 of /7 P' (FROM R-6 ) =) 3 3`yk 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) = 20.667 in.k. P(actual) = Live Load + Dead Load = PALLET LOADS + BEAMS + UPRIGHTS = ( 2 To )(4 + (4(4 ) +14~4) = P = (/0 ) + (32.8) _ 2 2B 6 '7- k (Per Column) MOMENT (Design) = R.M.I. 0 1.5% OF COLUMN VERTICAL LOAD w/ Lx MOMENT (Design) = M = 0.015 (54( q) 1 2 - 2,3 23 in.k. STATIC VERTICAL LOADING © 100% COMBINED LOADING — STATIC AXIAL + RMI MOMENT M Sl6 g 2 2 3 � + - Mx' - � 6 t + 20.667 - , 3) +41 1 = , Sv < 1.0 NO. .. BRACING .PE516• MEMB. LOAD KIP Kt SIZE (P_R R 15 A , 66 , '5 "I4GA.0 IYz // Ib ,7r I , 7 51)= 1) 3E6 17 ,302 18 , 2ot. 19 , 2 2 'z-- . 20 ,G�8 i 21 ,1 5 2-- L 2.1. /, g 9 2. • . 23 .2 SS 24 2,3 2 I . 5,4 K- c 0 w " ° f IT ,1 4 3 It °UT MATERIALS NO. A E I y COL.--C 1)C5)(.0 75 I , '5 767 , 672 BRACE ~C lYz r 1A }.075 2 .284 3E6 .0444 f*' LODI METAL TECH., INC. LODI. LODI. CALIFORNIA . VTRA,s = LAT. LOAD DIST. tFi m ID 6 TRANSVERSE COLUMN DESIGN TRANS. 6:06 = ELEM.. VERT 1/0.328K MOM. e ELEM Q : 6,65 ACTUAL _ P M 33 ALLOW P M. G GS"? 11,742 /G,g7o 3 rs C /o = I'tz F 3 (ff ?0) = / G STD. 27 -II V h , ,27 /I 470) - J ,20 f14= z$ 13(tr = 1 Py ® 36f_ADP = � _ _TITLE ^ -:.7- U [3 _ m 4 1853, 10 9 8 • PALLET RACKING STRUCTURAL CERTIFICATION L =(5 ;,60d 7 5 / 0, 7 1 k / 2 0 . I,33 PR PARED BY SHEET NO. IN4 Oi f ? DATE , DRAWING NO Z! JUN 9 (NO. REVISIONS I BY ` DAT1 6 LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 ANALYSIS INPUT EASI4 -87 FEA LENIHAN DISTRIBUTING - NORLIFT GRID POINTS NODE X Y Z (in) (in) (in) 1 .00000 .00000 .00000 2 .00000 6.00000 .00000 3 .00000 52.00000 .00000 4 .00000 98.00000 .00000 5 .00000 144.00000 .00000 6 .00000 190.00000 .00000 7 .00000 234.00000 .00000 8 .00000 240.00000 .00000 9 44.00000 .00000 .00000 10 44.00000 6.00000 .00000 11 44.00000 52.00000 .00000 12 44.00000 98.00000 .00000 13 44.00000 144.00000 .00000 14 44.00000 190.00000 .00000 15 44.00000 234.00000 .00000 16 44.00000 240.00000 .00000 File: 96- 59921.127 Date: 6/27/96 Time: 18:29:22 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 N1 N2 N3 N4 THICKNESS Al A2 A3 (in) 1 1 1 2 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 1 2 3 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 3 1 3 4 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 4 1 4 5 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 1 5 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 1 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 7 1 7 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 8 1 9 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 9 1 10 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 10 1 11 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 11 1 12 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 12 1 13 14 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM LENIHAN DISTRIBUTING - NORLIFT Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -lbs) 1 3 1 9.90000E +001 2 12 1 1.85000E +002 3 5 1 2.84000E +002 4 14 1 3.83000E +002 5 7 1 4.69000E +002 6/27/96 18:29:22 Page V■ 1 • 13 1 14 15 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 14 1 15 16 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 15 2 7 15 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 16 2 6 15 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 17 2 6 14 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 18 2 6 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 19 2 5 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 20 2 4 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 21 2 4 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 22 2 4 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 23 2 3 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 24 2 2 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 25 2 2 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 12 0.0000E +000 2 9 12 0.0000E +000 LENIHAN DISTRIBUTING - NORLIFT 6/27/96 ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X - DISP Y - DISP RZ (in) (in) (radians) 1 0.00000E +000 0.00000E +000 - 1.05456E -002 2 6.26441E -002 1.81443E -003 - 9.78207E -003 3 3.45088E -001 1.15414E -002 - 4.56280E -003 4 5.73984E -001 2.12588E -002 - 5.30134E -003 5 8.12302E -001 2.46875E -002 - 4.56545E -003 6 9.90306E -001 2.81088E -002 - 3.52714E -003 7 1.14684E +000 2.81120E -002 - 3.55813E -003 8 1.16818E +000 2.81120E -002 - 3.55813E -003 9 0.00000E +000 0.00000E +000 - 7.51246E -003 10 4.48988E -002 - 1.81443E -003 - 7.29889E -003 11 3.31891E -001 - 1.57070E -002 - 5.63578E -003 12 5.81862E -001 - 2.20479E -002 - 5.03639E -003 13 8.00821E -001 - 2.83799E -002 - 4.73350E -003 14 1.00594E +000 - 2.96368E -002 - 3.57953E -003 15 1.12274E +000 - 3.08344E -002 - 2.18626E -003 16 1.13585E +000 - 3.08344E -002 - 2.18626E -003 ELEMENT 1 2 3 4 5 6 7 8 9 10 11 12 13 ELEMENT FORCES NODE FX (SXX) FY (SYY) (lbs) 1 - 5.60659E +003 2 5.60659E +003 2 - 3.92039E +003 3 3.92039E +003 3 - 3.91652E +003 4 3.91652E +003 4 -1.38192E +003 5 1.38192E +003 5 - 1.37895E +003 6 1.37895E +003 6 - 1.32193E +000 7 1.32193E +000 7 - 1.45519E -011 8 1.45519E -011 9 5.60659E +003 10 - 5.60659E +003 10 5.59930E +003 11 - 5.59930E +003 11 2.55568E +003 12 - 2.55568E +003 12 2.55208E +003 13 - 2.55208E +003 13 5.06563E +002 14 - 5.06563E +002 14 5.04630E +002 15 - 5.04630E +002 (lbs) 1.10960E +003 - 1.10960E +003 - 1.50151E +002 1.50151E +002 6.38744E +000 - 6.38744E +000 3.59889E +001 - 3.59889E +001 - 2.56936E +001 2.56936E +001 2.35659E +000 - 2.35659E +000 7.00311E -011 - 7.00311E -011 3.10399E +002 - 3.10399E +002 - 3.32149E +001 3.32149E +001 1.42629E +001 - 1.42629E +001 - 1.81779E +001 1.81779E +001 4.40113E +001 - 4.40113E +001 - 3.62485E +001 3.62485E +001 18:29:22 MZ (SXY) (in -lbs) - 2.00089E -011 6.65761E +003 - 6.42164E +003 - 4.85292E +002 5.66915E +002 - 2.73093E +002 4.09243E +002 1.24625E +003 - 1.18143E +003 - 4.74476E -001 7.02675E +001 3.34225E +001 - 1.48248E -010 3.41970E -010 - 3.63798E -012 1.86239E +003 - 1.70974E +003 1.81857E +002 - 1.28223E +001 6.68917E +002 - 5.90344E +002 - 2.45839E +002 3.56000E +002 1.66852E +003 - 1.62583E +003 3.08954E +001 Page °(/1 LENIHAN DISTRIBUTING - NORLIFT 14 15 0.00000E +000 16 0.00000E +000 15 7 4.66643E +002 15 - 4.66643E +002 16 6 - 7.11491E +002 15 7.11491E +002 17 6 - 3.02740E +002 14 3.02740E +002 18 6 1.20669E +003 13 - 1.20669E +003 19 5 2.22317E +002 13 - 2.22317E +002 20 4 - 1.61852E +003 13 1.61852E +003 21 4 - 1.52559E +002 12 1.52559E +002 22 4 1.88223E +003 11 - 1.88223E +003 23 3 2.55538E +002 11 - 2.55538E +002 24 2 - 2.32153E +003 11 2.32153E +003 25 2 3.43614E +002 10 - 3.43614E +002 BOUNDARY FORCES NODE FX FY (lbs) (lbs) 1 - 1.10960E +003 - 5.60659E +003 9 - 3.10399E +002 5.60659E +003 END OF ANALYSIS DATE: 6/27/96 TIME: 18 :29:22 6/27/96 - 1.60981E -010 1.60981E -010 - 1.32193E +000 1.32193E +000 - 2.94181E -001 2.94181E -001 - 1.93301E +000 1.93301E +000 - 5.62975E -001 5.62975E -001 - 2.97025E +000 2.97025E +000 - 7.84504E -001 7.84504E -001 - 3.60962E +000 3.60962E +000 - 9.55799E -001 9.55799E -001 - 3.86442E +000 3.86442E +000 - 1.83922E +000 1.83922E +000 - 7.29580E +000 7.29580E +000 MZ (in -lbs) - 2.00089E -011 - 3.63798E -012 18:29:22 3.20142E -010 - 3.52884E -010 - 3.34225E +001 - 2.47423E +001 - 1.21524E +001 - 6.15317E +000 - 4.23605E +001 - 4.26920E +001 - 1.52802E +001 - 2.05562E +001 - 6.48137E +001 - 6.58771E +001 - 2.62107E +001 - 2.37272E +001 - 8.02499E +001 - 7.85735E +001 - 2.96895E +001 - 3.11522E +001 - 8.16228E +001 - 8.84118E +001 - 6.76050E +001 - 4.94711E +001 - 1.68364E +002 - 1.52652E +002 Page INPUT MATERIALS No. AREA E ' I _Cot_. C 3�c 3 x, o ; 75 - (DAT 1 ° 2 GI$ .74/¢ It -7. 4023 /,2o3 ,]SEAM 6 LB¢ 35 ..3!-2.1.,060 LODI METAL TECH., INC. 268 f D i LODI. CALIFORNIA SEISMIC AWALYSIS -LONG. D1 2. BA S v a x C . SHEAR 3 �i 2. SAS\ C5' "- �� 2 64 ---- M +'twuM ,nr A R W = SW LATI:ZA . LOAD N DISTRIB A TloN PER U .C. f 4 2- 5 EAMS 0 ----- PALLET RACKING ' STRUCTURAL CtRT•FMATtON / oT F3 z Ste. 27 -11 E = V ' usc Q., C)/ 3 2? m to 9 f PR5CARED BY DATE 2 , Tb NO REVISIONS TYr b x'19 2.�. - __.__ -�., �- ,, . - N nr L 1E NEG. R -4 ELEM• Mom. WI rt S>_ISMIC 3.8 + COLUM! IS COMBIRF.D STRESS RATIO p + M < I.33 P' M' - /'3,362 2d467 SHEET NO. 0 o<)7 DRAWIN NC BY DA1 N = .4(266)=/07 F3= .•30,60' 8O f,=•1.(7c.G)_ 27 ' LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 ANALYSIS INPUT EASI4 -87 FEA LENIHAN DISTRIBUTING - NORLIFT 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 .00000 208.00000 .00000 5 99.50000 .00000 .00000 6 99.50000 52.00000 .00000 7 99.50000 104.00000 .00000 8 99.50000 156.00000 .00000 9 99.50000 208.00000 .00000 10 199.00000 52.00000 .00000 11 199.00000 104.00000 .00000 12 199.00000 156.00000 .00000 13 199.00000 208.00000 .00000 V(? File: 96- 59922.127 Date: 6/27/96 Time: 18:33:04 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 7.4140E -001 1.2039E +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 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 2 2 2 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 3 2 3 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 4 2 4 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 5 1 5 6 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 6 1 6 7 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 7 1 7 8 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 8 1 8 9 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 9 2 6 10 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 10 2 7 11 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 11 2 8 12 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM 12 2 9 13 0 0 0.00E +000 0.00E +000 0.00E +000 0.00E +000 BEAM BOUNDARY CONDITIONS LENIHAN DISTRIBUTING - NORLIFT ID NODE DIRECTIONS VALUE ID (in OR radians) 1 1 23 0.0000E +000 2 3 3 23 0.0000E +000 4 5 5 123 0.0000E +000 6 7 11 23 0.0000E +000 8 9 13 23 0.0000E +000 Load Case # 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in -lbs) 1 6 1 2.70000E +001 2 7 1 5.30000E +001 3 8 1 8.00000E +001 4 9 1 1.07000E +002 6/27/96 18:33:04 NODE DIRECTIONS VALUE (in OR radians) 2 23 0.0000E +000 4 23 0.0000E +000 10 23 0.0000E +000 12 23 0.0000E +000 /D Page f LENIHAN DISTRIBUTING - NORLIFT ANALYSIS OUTPUT NODE X - DISP (in) 1 2.01677E -001 2 4.87628E -001 3 7.22282E -001 4 8.63207E -001 5 0.00000E +000 6 2.01677E -001 7 4.87628E -001 8 7.22282E -001 9 8.63207E -001 10 2.01677E -001 11 4.87628E -001 12 7.22282E -001 13 8.63207E -001 ELEMENT 1 2 3 4 5 6 7 8 9 10 11 12 NODE FX (ibs) GLOBAL DISPLACEMENTS Y - DISP RZ (in) (radians) 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 0.00000E +000 - 3.76406E -003 0.00000E +000 - 3.64503E -003 0.00000E +000 - 2.58371E -003 0.00000E +000 - 1.23640E -003 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 0.00000E +000 ELEMENT FORCES NODE FX (SXX) FY (SYY) (ibs) 1 0.00000E +000 6 0.00000E +000 2 0.00000E +000 7 0.00000E +000 3 0.00000E +000 8 0.00000E +000 4 0.00000E +000 9 0.00000E +000 5 0.00000E +000 6 0.00000E +000 6 0.00000E +000 7 0.00000E +000 7 0.00000E +000 8 0.00000E +000 8 0.00000E +000 9 0.00000E +000 6 0.00000E +000 10 0.00000E +000 7 0.00000E +000 11 0.00000E +000 8 0.00000E +000 12 0.00000E +000 9 0.00000E +000 13 0.00000E +000 BOUNDARY FORCES FY (lbs) 6/27/96 (1bs) - 8.19863E +001 8.19863E +001 - 7.93938E +001 7.93938E +001 - 5.62766E +001 5.62766E +001 - 2.69305E +001 2.69305E +001 2.67000E +002 - 2.67000E +002 2.40000E +002 - 2.40000E +002 1.87000E +002 - 1.87000E +002 1.07000E +002 - 1.07000E +002 - 8.19863E +001 8.19863E +001 - 7.93938E +001 7.93938E +001 - 5.62766E +001 5.62766E +001 - 2.69305E +001 2.69305E +001 MZ (in -lbs) 18:33:04 MZ (SXY) (in -lbs) - 2.71252E +003 - 5.44512E +003 - 2.62675E +003 - 5.27293E +003 - 1.86192E +003 - 3.73761E +003 - 8.90996E +002 - 1.78858E +003 9.16352E +003 4.72048E +003 6.16975E +003 6.31025E +003 4.23561E +003 5.48839E +003 1.98683E +003 3.57717E +003 - 5.44512E +003 - 2.71252E +003 - 5.27293E +003 - 2.62675E +003 - 3.73761E +003 - 1.86192E +003 - 1.78858E +003 - 8.90996E +002 Page 0/(7 LENIHAN DISTRIBUTING - NORLIFT 1 0.00000E +000 2 0.00000E +000 3 0.00000E +000 4 0.00000E +000 5 - 2.67000E +002 10 0.00000E +000 11 0.00000E +000 12 0.00000E +000 13 0.00000E +000 END OF ANALYSIS DATE: 6/27/96 TIME: 18:33:04 - 8.19863E +001 - 7.93938E +001 - 5.62766E +001 - 2.69305E +001 0.00000E +000 8.19863E +001 7.93938E +001 5.62766E +001 2.69305E +001 6/27/96 18:33:04 - 2.71252E +003 - 2.62675E +003 - 1.86192E +003 - 8.90996E +002 9.16352E +003 - 2.71252E +003 - 2.62675E +003 - 1.86192E +003 - 8.90996E +002 / z Page 7 TY. DRAWING NO. DESCRIPTION DATE 23AUG'94 RATED LOAD - 3942# PER PAIR LBF356 - 96 1/2 BEAM DETAILS 2 3/4 7/8 1 1/2 3 1/2 +-1 7/8 1/8 R TYP 1.9178 .a. L 7/18 *1/16 t 1 3/8 LBF356 Properties Ixx = 1.2039 In Sxx = .6277 In A = .7414 In 50ksi Mtn Yield DRAWN By P.S.T. 1.5822 W L 3942(98.5) M — 38.044inK 10 10 f = Fy / 1.65 = 50ksi / 1.85 = 30.303 ksi M 38.044 Sreq = — = .6277 in. 2 ! 2(30.303) Sreq = Ss= .0104W L .0104(3942)98.5 d = — — .51 in 2 E I 2 (3E7)1.2039 L 96.5 dpax = — — .54 in 180 180 aact < d max NO. DRAWING NO. LBF356 REVISION DATE 130i; r7 lorn METAL TECH., INC. . LODI. CALIFORNIA SLAB BENDING • • • ; • • • • ,� i t • • Le-Ni ff-A- ° CONCRETE SLAB INVESTIGATION SHEAR LINE 8- 4 1 - • f S 7 Z • • • •• • • • •• p� = /0,77k- "- CID .- POINT OF INFLECTION 010 00 5 1/2 • • • • • • a f ?i/o CONCRETE • • • s NOTE: BECAUSE OF CONTItMTY. THE SLAB WILL TAKE NEGATIVE YOMDITS .• •• • • • • • • •• .7 f PREP RE BY N1 40 ire DATE 2 l .1.•••• REVISIONS I BY !DATE NO i• • ffff /too 0 psf SOIL BEARING A„,, d = = u — _ /0,77 f t = � _ A = F r - 3.2$ ft = bh E — 12( )E = 7 2 In 3 L= 6 6 ef ft. x= > 7 ft M = f„x _ /eod (.l ) 12 In 2 2 ft Z476') in —lbs M _ 29 39 — 2 psi < psi = 1.6 f' = 1.6 ZSoa PUNCHING SHEAR P V = _ /G,77 3 psi < �,®a psi = 2 f ' = 2 200 b d 27 6 4 + / + 7 +( ( )= Z7iin 2 2 SHEET NO. lforr /7 DRAWING NO. L ODI M ETAL T ECH., INC. . LODI. CALIFORNIA P. = /0 0 0 52 0 2 assumed rotation point FOOT PLATE DESIGN (TRANSVERSE) b 1 + La"' I h'i"f A = ANCHORAGE (LONGITUDINAL) P -t =5,/41- 1<- = 9,163 -K = 4" x 5 = 22 in t Effective P. _ �a.� — .489 La. 22 22 t ,.f .l = 2n = 2 ( 4 1 )11' ��91 36 t = ,'Z ef in, < .375 in. Base Plate P_ (24 )+ P M, 5,41 (2) +, f � ; (s ANCHOR BOLTS: Dia X 1- ' /`f Long 2)4- Min. Embedment P.46. = 1-/c # = Prr AR D BY /6183 > 910 SHEET NO. corqi DATE DRAWING NO. 1 JAN % NO REVISIONS j BY DATE LODI ME T TAL TECH., INC. LODI. CALIFORNIA 4- Gf# ?LS _ •" ON 2 4-00 4 P f r - r - am4Svas V : • - PRE ARED BY DATE NO. REVISIONS I BY IDATE 24-6(31 BZ. O E N.3 M 0 "l E Jr $S t•l���.". Mom TS P 5 - 40 t 7' s /4_ SHEET NO. It ,F I? DRAWING NO. a C!*C1 So t- TS " z_ 0 X Z/4 M 1 w.. 51 6!' ► H 2 3-00 p'" Cs.,arrf ?E+t. MC-60 : /}-17 1-2 (4 2 " 97I LODI METAL TECH., INC. Z c LODI. CALIFORNIA REFERENCE APPENDIX PREPARED BY I SHEET NO. pie& )1 f /7 DATE � DRAWING NO f NO.I REVISIONS I 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.Iiinge j DRAWING NO. R DATE 14 SEP.'93 REVISION NO. DATE BY MODEL t in H in D in I In S 4) fX In I In Sy in Cy in AREA In 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 E .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 ilf COLUMN SECTION PROPERTIES PREP ARED p BY DRAWING NO. R-2 DATE 16 JAN.'92 REVISION NO. DATE BY A 15APR'93 PST MODEL t in M C B in X in I in 5, in rx in I y in Sy in 1'y in AREA in 2 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 ' 5 3 4.625 2.607 1.78 1.187 1.231 2.577 .988 1.481 1.143 LM20 /20 ' 0 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 LM30/30.1G 05 3 6 2.707 2.98 1.986 1.256 6.387 1.94 1.839 1.875 B _.....r..7 `-- V H 1 LM It PRIMARY COLUMN BACK -UP COLUMN . .75 PUNCHED UNPUNCHED B V x GAGE T in X in I in S in t' in I In Sy in t' in AREA In _ 1 .0660 .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 PREPARED BY P. TINGEY BRACING SECTION PROPERTIES DATE 10MAY91 DRAWING NO. R -S REVISION NO. I DATE BY cn 0 Z o a. -J Q o Q N J Z 3 N o= Q 1 0 9 8 7 6 5 4 3 2 1 0 20 y H =1 1/2 x - x i , y t T X k- B= 1 1/4 1il._ a• ■ ■►311 1RIM = III ■•���1�•�•�1� ■I E .'�.� 10 Ga ■� MI 11111111101111 11116- '-‘11131Whi MIMI WM ■aaa11∎ ■11111■ ■U■ 14 G MMON 111 '''111 1111 111111111•111 M.. ." MINIM WI ice■ 30 40 50 60 LENGTH IN INCHES 70 13.3 14.6 10.6 9.31 7.98 6.65 5.32 3.99 2.66 1.33 0 80 Lw We A t t \ t� SEISMIC PLUS VERTICAL SEISMIC MINUS VERTICAy VERTICAL SEISMIC LATERAL COMBINED BEAM CONNECTION PROPERTIES PREPARED BY P.s.Tin DRAWING NO. R - DATE 31 JAN.'94 REVISION NO. DATE BY MODEL TOTAL BEAM MOMENT CAP. fb 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 9E .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 5.746 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 We A t t \ t� SEISMIC PLUS VERTICAL SEISMIC MINUS VERTICAy VERTICAL SEISMIC LATERAL COMBINED 6" THREE PIN BRACKET P fp. 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 8 r 6 BEAM BRACKET MOMENT CAPACITY i i [ 11 3 1/4 1 Po PREPARED BY P. S. Tingey DATE 16 JAN.'92 NO. / DRAWING NO. R-5 REVISION DATE 13APR.'92 PST 8" FOUR PIN BRACKET 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 13/32 DIA 11/32 DIA --h-el T ---- 11/16 5/8 DIA 1 1 2 NET AREA= II D = ' 09281 in' 2 4 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....= 1.969316 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 Allowable Axial Load Constants are: Ky =[.65] Kt =[.65] Inputs: Kx = [ 1.2] Lx = [ 52.0] Ly = [ 46.0] Lt = [ 46.0] Cex = [ 119.2783] Ot = [ 435.0836] The following will solve directly for F: (Eq. C4.1 -1): (Fe)1 = [ 119.2783] ksi (Overall Buckling) (Eq. C4.2 -1): (Fe)2 = [ 73.6574] 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 = [ 239.9549 ] ksi Fe = [ 73.65736 ] ksi F = [ 41.51476 ] ksi The allowable compressive is F = [ 41.51476 ] ksi Net area = [ .618 ] F.S.= [ 1.92 ] The allowable Vertical Column Load Pa = [ 13.3626] kips LMT upright with 52 inch beam spacing has a capacity P' = [ 26.7251] 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 x =- 3.404316 = 1.656985E -03 = 3.090895 = 3.813366 =- 2.039144 G = 11300 Fy = 50 v tl q x Page: R -6 5 .33 4 "x - .27 3 -- -.20 2 ---.13 1 "-.07 0 73% 9 - -.20 8 7 -- -.15 6 -4-.13 5 •...- .11 4 - -•09 3 •x.07 2 ---.04 1 -44-.02 70% 0 SEISMIC LOADINGS SPECIFIED C.G. FL U.B.C. SECTION 2312 & STD. 27-11 PREPARED BY P. TINGEY DATE 15FE891 REVISION NO. DRAWING NO. R -7 DATE BY '-- .4 3 .5 ---- .3 2 .66 2 [: .33 .2 1 1 .33 1 • 17 -- .1 0 riloi 01 82� 789 75� 0 6 ---.28 5--.24 4 ---.19 3-x.14 2--.09 1 -.4-.05 72% 10r•18 _ 1g 8--.15 7 ---.14 6 ---.11 5 --.09 4 -4-.07 3 -4-.05 2 ---.04 � - 1 2 70% 8 --- .22 7 --.25 7 - -'-.19 6--.21 6--.17 5 -x-.18 5 •14 4 -4-.14 4 -4-.11 3 --.10 3--.08 2 --.07 2 -4-.05 1 ---.04 1 --.03 71 % 71% 12 .4 --.15 11 .17 11 --.14 10 .15 10 -x-.13 9 1 A q ---. • 1 1 8 --.12 8 -- .10 7--.11 7-- -.09 6 ---•09 6 ---.08 5--.08 5 -.-•06 4 --.06 4 - ---.05 3 ---.05 3-x.04 2 ---•03 2 -4-.03 1 --•02 1 --•01 70% 69% 0 0 EVALUATION REPORT Copyright © 1992 ICBO Evaluation Service, Inc. ICBO Evaluation Service, Inc. R9 Asclbsidiary corporation ofthe International Conference of Building Officials Filing Category: FASTENERS — Concrete and Masonry Anchors (066) iT1N 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 1I 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, troth made from heat - treated steel. The steel for the body conforms to the minimum requirements of AISI Specification C -12L14 and the steel for the plug conforms to the minimum requirements of AISi Specification C -1010. The anchor has eight sharp teeth at one end and is threaded internally at the other end. The outer sur- face of the tubular shell at the toothed end has annular broaching grooves and four milled slits. At its threaded end, the anchor is provided with an unthreaded chucking cone which has an annular break -off groove at its base for breaking off the cone for flush mounting. Anchor shell and expan- der cone are 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 forth in Table No. I. B. ITW Ramset/Red Head Non - Drill Anchor: The non -drill anchor is de- signed to be installed in concrete in a predrilled hole. The shell is formed from steel meeting the minimurn 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 external- ly threaded stud when installed and is formed from steel meeting the mini- mum requirements of AISI C -1213. The anchor body has an axial hole, ax- ial slots and series of annual broaching rings in the expansion end of the anchor. A flanged, conical expansion plug of steel meeting the minimum requirements of AISI C -1010, is preassembled into the body. The anchors are installed in drilled holes having a diameter the same as the anchor and are set as described above the self - drilling anchor. The al- lowable shear and tension values are as set forth in Table No. 111. D. ITW RamseVRed 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 4nchors are placeli 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 302H0, 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 tor the 1 /4 -, 3 /8- , '/2 -, 5 /8- 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 ICB0 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 as an endorsement orrecommen- 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 has reviewed the test results andlor other data, but does not possess eest facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc.. express or implied, as to any "Finding" or other nuttier in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 8 . Page 2 of 8 no less than the minimum embedment. A standard hexagonal nut and washer are used over the 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. 11W RanneMed Head Melfi -Sol II Anchor: The multi -set anchors are designed to be installed in a predrilled hole equal to the anchor diame- ter. The anchor consists of a shell formed from carbon steel or stainless steel meeting the minimum requirements of AISI C -1213 or Type 303, respectively, and an expansion plug formed from carbon steel or stainless 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 preassembled and is cylindrical in cross section. The anchors are installed in predrilled holes with the depth and diameter for each anchor size listed in Table No. VI. After the hole is drilled, it must be cleared of all cuttings. The anchor is set by installing the expansion shell and then dining 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. I1W RamsetAted Head Steel Deck Insert: The steel deck insert is de- signed to be placed in steel decking, before concrete is poured, where a hanging fastener is desired. The anchor assembly consists of two major parts, a headed stud and a coupling, both of cold - rolled steel meeting the minimum requirements of AISI C -1010 -1018. The coupling is assembled to the stud and is internally threaded to receive a threaded rod. A spring clip assembly locks the steel deck insert in place. The anchors are installed in a hole drilled through the steel deck and are placed before concrete is poured. The hole must be drilled in the center of the flute or rib. Spacing of the anchors along the rib or flute shall be a minimum of 19 inches on center. The insert is pushed through the hole such that the spring clip expands on the underside of the deck and locks the insert firmly in place. The deck must be a minimum No. 22 gauge, steel deck institute Type W deck with 1%-inch-high flutes and minimum 3 -inch Report No. 1372 It% concrete cover over the flutes. The allowable shear and tension loads are as set forth In Table No. VII. )1 H. IdeMilleation: 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. Evidenee Submitted: Product brochures, calculations, results of shear and tension tests. Findings IV. Flnding: That the 17W RamseURed Head beMaera described in this report are alternate types of anchors to these specified in the 1911 Uniform Willa Cede, subject to the following ceoditions: 1. TM allowable shear and tension aloes do not exceed those set forth le Tables Nos. I through VII. 2. The minimum spacing, edge and end distances conform to re- geirements set forth in the tables. 3. Allowable fads for anchors subjected to combined shear and tension forces ate determined by the relh of the actual shear to the allowable shear plus the ratio of the actual tension to the al- lowable fasten not exceeding 1.90. 4. Anchors are not abject to vibratory or shock loads such as sup- ports for reciprocating engines or crane rails unless adequacy Is determined by tests with results approved by the local building official. 5. The allowable values indicated in the tables are maximum val- ues and they are not to be increased for wind or seismic loads. 6. Expansion anchors (other than self- drilling type) shall be in- stalled in holes predrilled with a carbide- tipped masonry drill manufactured within the range of the maximum and minimum drill tip dimension of ANSI Standard B- 94.12.1977 for the allow- able values set forth in this report. This report is subject to re- examination In one year. 1 ANCHOR TYPE- CAROON STEEL ANCHOR DIA. (In.) INSTALLATION TOROtiE IFt.Lbs.l BASEMENT DEPTHS pn.) STONE AGGREGATE CONCRETE l', . 4500 pal l o a 3000 pal l', a 5500 pel l a a 4000 psi Y a 4500 psi I' a 5000 psi r . S5OO psi Tension SHEAR Tension SHEAR Tension SMEAR Tension MAP Tension SHEAR Tension SHEAR Tension SWAB With Sp. Inp.S WIthout Sp. Insp. With 5p. Inp.1 Without Sp. Map.4 with SP. Ines Without Sp. Inp.4 With Sp. WO MMhoul SP. NIp4 With SR Insp7 Without Sp. Inp.e TAM Sp Kapp Without SP. Inp.4 With SO. Inp.1 Without SP. Inp.4 I4_ 8 1 1 2' + 2711 MO 680 135 3115 341) 405 3115 6711 715 155 335 355 445 340 725 745 170 360 375 44S 390 750 765 195 365 380 4611 445 755 770 225 375 385 470 500 755 775 250 380 390 485 560 760 781) 280 380 390 495 „ 25 11/2 3 41/2 625 1,1165 1,1211 315 535 MO 7h5 690 1.2115 1.325 345 681 660 975 755 1,345 1.425 380 670 710 960 805 1,390 1,460 4111 695 730 9811 845 1,455 1,515 420 725 760 13100 N85 1,485 1,550 440 745 775 1,020 925 1.520 1.580 460 760 790 1.0351 1 ; 55 2 4 6 810 1,420 1,530 415 110 765 1,115 1:0411 1;515 1.745 .:5211 755 $70 1.485 1,2511 1,605 1.960 625 800 980 1,590 1.290 1.835 2.250 ; 645 915 1.125 J,6N0 1,330 2.155 2,595 665 1.080 1,300 1,770 1,380 2,475 2,940 690 1.240 1,410 1,860 1.395 2.800 3.285 700 1.400 1,645 1,945 90 294 51/2 7 1.225 1.955 2.605 615 980 1.3115 2,800 1.535 2,121) 2.135 765 1.060 1,371) ' 3.115 18411 2,285 2.870 920 1,145 1,435 3,135 1,92(1 2,545 3,115 960 1,27(1 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 31/2 6 10 1,720 2,451) 2.640 861 1.225 1,320 4,(M9) 2.020 3.131) 3.520 1.010 1,565 1.761 4.375 2.315 3.81)5 4,395 1,155 1.905 2,2111 4,425 2,420 3.940 4,850 1,210 1,970 2.425 4,5(11 2.520 4,080 5.3(1) 1,260 2,040 2,650 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 3'14 6 844 2,215 2.960 3.125 1110 1,480 1.560 4,4111 2.71)5 1.655 3.835 1.3511 1.825 1,915 5.6111 3,190 4,350 4,545 1.595 2,175 2.275 5,960 3.290 5.005 5.140 1.645 2,5115 2.570 6,240 3.380 5,645 5,740 1,690 2.8211 2,870 6,520 3,480 6,280 6.335 1.740 3.140 3,165 6.8(8) 3,570 6.915 6.915 1,785 3,455 3,455 7.075 1 3)8) 41/2 71/2 101/2 1,765 5.540 7,435 1.885 2.770 3,720 6.190 4,335 6.280 8,195 2,171) 3.1411 4,095 6.795 4,910 7.020 8,951) 2,455 3.510 4,475 6,660 5.090 7,6111 9,330 2,545 3,800 4,665 7,110 5,270 8,18(1 9,7011 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 2.811) 4.665 5,230 8.450 1 500 51/2 8 104: 4,490 7,6411 9,735 2,245 3.820 4,870 9,015 5,365 9.961 11.890 2,685 4,98() 5,945 10.461 61411 12,280 14.04() 3,120 6,141) 7,021) 10,495 6.630 12,680 14,560 3,315 6,340 7.281) 10,930 7,020 13,070 15,440 3,510 6.535 7,720 11.370 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 (FI.Lbs.) MIMYll1/ EMBEDMENT DEPTHS (In) STONE AGGREGATE CONCRETE l' a 5500 psi f, a 3000 psi • 3500 pel I o a 4000 psi l' = 4500 psi f', = 5000 psi I' = 5500 psI Tension SHEAR Tension SHEAR Tension SHEAR Tension SHEAR Tension SHEAR Tension Tension SHEAR With Sp. Inp.S Without Sp. inip. With Sp. Inp.3 Without Sp. Inp.4 With Sp. Inp.3 Without SP. Inip.4 With Sp. Inp.3 Without Sp. Inp.4 With SP. Inp.7 Without Sp. Imp 4 With Sp. Inp.3 Witted Sp. Insp.4 SHEAR With SP. Inp.3 Without Sp. Inp.4 1/4 8 1 1/2 1 "h. 21 285 685 765 145 345 380 530 3511 720 765 175 364) 380 555 415 750 7711 210 375 38S 465 580 770 775 235 385 390 590 510 780 185 e gg ■ 550 605 790 795 275 395 395 615 595 805 805 295 400 625 400 44 25 192 3 4 640 1,095 1,330 320 545 665 775 7111 1,205 1.425 350 605 7111 900 760 1,320 1,515 380 661) 760 785 1,1)30 1,415 1,600 395 710 800 1,1)50 795 1.495 1.675 400 750 835 805 1,070 1.580 1,750 400 790 875 1,095 815 1,660 1.825 405 830 1,115 910 t/: 55 2 4' /4 6 820 1.625 1,775 410 815 885 1,845 1,0111 1,775 2.025 501) 890 1,0111 2,1161 1,18(1 1,925 2,270 590 965 1,135 1,200 2,270 2,151) 2,495 60 1.1)75 1,245 2,340 1.230 2,420 2.695 615 1,210 1,350 1,270 2,410 2,690 2,900 635 1345 1,450 2,480 1,275 2,960 3,105 640 1.480 2,550 1,550 `t„ 1 80 21/2 5 71/2 1,235 2,555 2,635 615 1,275 1,32(1 3,040 1.505 2,665 2.7811 755 1.330 3,075 1.390 1,775 2.775 2,925 890 1,385 1,460 1.861 3,110 2.975 3,2)8) 930 1.485 1.681 3,400 1,920 3,235 3,560 960 1,615 1,780 2.000 3,680 3,495 3,920 1,000 1,745 1,960 3.965 2,045 3,755 4,280 1,025 1.875 4,250 2,140 44 173 3 64s 9 1,760 2,840 3,03)) 1180 1.420 1,515 3,930 2,061 3.255 3,3 13110 1.625 1.695 4.210 2.355 3,671) 3,750 1,175 1.835 1,875 2,450 4,470 3,9711 4.2111 1.225 1.985 2.1115 4.680 2,55(1 4.271) 4.735 1,275 2.135 2,365 2.640 4,890 4,570 5,261 1,320 2,285 2,630 5.095 2,740 4.870 5,785 1.310 2,435 5,300 2,890 't„ 2511 34 6 81 2110 2,435 3,455 1055 1.215 1,730 4,9111 2.820 3.155 4,5711 1,410 1.515 1285 5.5111 3.5111 3.8711 5.685 1,765 1.93% 2.840 3,62(1 6,1111 4.6711 6.091 1.81(1 2.315 3345 6.435 1,700 5,525 6,500 1,850 2.765 3,251) 3,780 6,755 6.3801 6.910 1.8911 3,190 3.455 7.080 3,870 7,235 7,315 1.935 020 7.400 3.660 1 3111 41/2 7'/. 101/2 2,160 4.11)5 4,0941 1,480 2.11511 2.145 5,1470 .1,6311 4.435 4.625 1.815 2.215 2.115 6,780 4,31)5 4,765 5,165 2,15() 2.181) 2.580 4,6311 7,685 5.190 5,690 2,315 2.595 2.845 8,2411 4,960 5,685 6.205 2,480 2.840 3.1111 5.291) 8,790 6.175 6.720 2.645 3.091 3.361 9.35(1 5,620 6.6711 7.235 2,810 3,335 9.91)0 3.6211 TABLE NO. V-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (Poundsp 3 (('x ' ^ '111111'1 • , • 0 Pallet Rack Systems •-• • - nik LODI METAL TECH, INC. . Ph' --- • !ism • , kr; p2ar h 717 • • 11 • 11,--.4•0--." LMT design 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 E] C. PALLET RACKING • 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. Subject to inquiry. BEAMS SECTIONS • ROLLED FORMED BEAM The LBF series is our most cost effective beam with depths from 31 /2 "to41 /2 ". This beam can span upto 168" forstandard and medium pallet loads. • CLOSED BEAM The LBC series is our highest capacity beam with depths from 3" toe. This beam can span upto 168" for standard and heavy pallet loads. • OPEN BEAM The LBO series is for lightweight pallet loadsand hand - loading. This beam can span up to 144" with depths from 2" to 3 1/7. • Z -BEAM The LBZseries is for hand-loading items. This beam can span up to 120" and has depths from 2" to 3 ". BRACKETS BRACKET FEATURES • The three stud connector has an attached safety lock for a safe and reliable connection to the upright frame. • While most manufacturers only use two studs In their design, LMT beam bracket Is one of the most efficient designs on the market. STANDARD BRACKETS • 3 stud connection with automatic snap lock. High stability and effec- tive load distribution to the upright frame. • 4 stud bracket available as required on larger beams or when specified by LMT Rack Engineering Dept. 6" 3 Stud Bracket r P 0 t ti00 0 0 8" 4 Stud Bracket COLUMN SECTIONS BASE PLATES STANDARD - - 0-1 1 518 1-0- H- 3 - H BP -15 BP•20, o BP -30 3 S 3 I--- -- -- LM15 LM20, LM30 SEISMIC - -0 1 518 r .- 3 -6-11 - o BPS C 2__, -15 BPS c -30 (rte 3 3 L=_--1] 1 11 - -- _ 0 -20, BPS _1 LM15 LM20, LM30 REINFORCED 3 - -1518- LM20/15 & LM30/15 .- 3 LM20 3 ..�- /20, LM30/20, 3 _s-1 LM30 /30 SBP•20 SBP•30 • HOW TO USE FRAME CAPACITY CHART After determining clearance between shelves and selecting total required ca- pacity for frame; Read vertically from maximum shelf spacing to point where capacity shown equals or exceeds re- quired total frame load. UPRIGHT FRAME FEATURES There are absolutely no dead spots along full height of the column, permitting beam placement freedom. Each column has a foot plate pre - punched for lagging to the floor. MAXIMUM RIGIDITY AND STRENGTH The placement of the bracing is calcu- lated to meet individual upright section requirements. The horizontal and diago- nal bracing, (1 1 /2 x 1 1 /4), are inserted and mig welded directly to the columns. COLUMN FACTOR OF SAFETY The factor is based on minimum yield point of 1.92, which conforms to stan- dards of the American Iron & Steel Institute (AISI) and Rack Manufacturers Institute (RMI). FRAMES FRAME CAPACITIES 50' 60' 70' 80' 90' BEAM SPACING IN INCHES 4,760 4.568 4.217 3.904 3,626 3.376 3.046 2,763 2.518 2.303 2.115 1.803 1,554 Load Capacity and Deflectio cold-formed steel design ma O O _ O W u w �U 11.450 0.11 10.455 0.13 9.618 0.15 8.906 0.18 8,015 0.22 7.757 0.23 7.287 0.27 6.870 0.30 6,499 0.33 6.166 0.37 5.865 0.41 5.592 0.45 5,343 0.49 4.965 0.52 0.53 0.54 0.57 0.59 0.61 0.63 0.67 0.70 0.73 0.77 0.80 0.87 0.93 LBF354 I 9,998 0.0 -- 9,129 0.10 8.399 0 12 7,777 0. 14 6.999 0 18 6.773 0.19 6.363 0 22 5,999 0 24 5.675 0.27 5284 0. 30 5,121 0 33 4.883 0.37 4.666 0.40 4,467 044 4,374 0 46 4.285 0 47 4,117 051 3.962 0.55 3,818 060 3.635 063 3.280 0 67 2,975 0.70 2711 073 2,480 0.77 2,278 0 80 1941 087 1,673 093 r 1S' r-2%- 29 31 34 36 39 40 42 45 47 49 51 54 56 58 59 60 62 65 67 69 72 76 79 82 86 92 99 C LBC For Your Other Specialized Racking Needs CAT # LMT 105 Cantilever Storage Systems L M T MI If4.1 WA,' CAT •LMT106 Drive-in Storage *stems CAT • LMT 107 Versa & Storage 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 CAT • tiff 109 Hot Rolled Structural Storage Systems DISTRIBUTED BY: RACK MFG. INSTITUTE : 7 0 iM H I THE MATERIAL HANDLING INSTITUTE, INC MEMBER COMPANY o ■ nIVO I CAT # LMT 108 for Uniformly Distributed Load. Load Support Beams Longer than 168' or of Special Capacity are available upon request. Design of beams conforms with American Iron and Steel Institute light gage ual. Safety Factor is 1.65 based on steel with minimum yield strength of 45,000 pounds per square Inch. Deflection limited to 1/180 of span NE -PIECE CLOSED BEAMS OPEN BEAMS 1 17, LBF404 8 . +0 32 34 'S 12 L1 ..5 .18 50 52 54 55 56 58 60 6? 64 68 71 74 77 80 86 9? " BRACKET STANDARD 0 ; 009 s3 3 '' O 3F 0 5 0, 8; Lir 6" BRACKET STANDARD 2%-1 1 - ' 11" 0,20 avS t 43 Q � ti xry i:48 028 j i ''r"50, • i r 0.31 k 52 '0. I40r4lrf�{ "60! t + u5, ,4 " 63 .v �'f`o•a 7,+,63„ Q 494 Y0,53}fi ��94Z x ��71 t063F d " w ?74x: tt'r,Ab7'� , ' h 4 0 3 '` ) 85'�': � 9 3 , x ( 4 u 106 2%a 16.583 15.141 13.929 12.898 11,608 11.233 10.553 9,950 9,412 8.929 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 4 0 08 0.10 011 0 13 0 16 017 0 20 0 22 0.25 0 28 0.30 0 34 037 0 40 0 42 0 44 0 47 051 0.55 0 59 0 65 0 70 0 73 077 0 80 087 0 93 TWO-PIECE LBF454 r c z Ow W w uc �x 0 a - 5 O we 14.818 007 31 13.529 0.08 34 12.447 010 36 11.525 0 11 38 10.372 0 14 42 10.038 0 15 43 9.430 0 17 45 8,891 0 19 48 8.410 021 50 7.979 0 24 53 7.590 0 26 55 7.237 029 57 6.915 0 32 60 6.621 0 35 62 6.483 0 36 63 6.350 0.38 65 6.101 041 67 5.871 0 44 69 5658 0 72 5,459 0.51 74 5,186 056 78 4.939 0 62 81 4,715 068 85 4,510 0 75 89 4,254 0.80 92 3.625 087 99 3.125 0 93 106 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'h" 78,/'; 841: LBC45 1 l 2y." - T 1,9.523 0 07 :1 .1425'"F&Q O4;S010 * 116399 X '' 115;184 ? r,, 13,466�,e.0,15, ; { t' 4 .12A24 O 1$. ? 11,081� 0,2 10512 , .0,2 tiro 10000 't9534�0 4;1,11 039 8:723 0,3" ' 8,54154 0,3 ., 7'4'0 ;3. 40396 Q 4 A..7'.735150 1r;A54`,. 0449 e 4:71193 g053 b 502.0,6.9 ,�¢n?12 rQ7j17% fh5 5A20 0801"' 47194' 9.87 . Al2Z.. 015 �11:920�1i� 1 0:,$ ,9. raj '9' Ss -0.24. CLOSED BEAMS 8" BRACKET STANDARD LBC50 c Oa Ow a � N � 22,928 20.934 19,259 17.833 16,050 15.532 14.591 13,757 13.013 12.346 1 1,744 11,197 10,700 10.244 10.031 9,826 9.441 9.085 8,754 8.447 8,025 7,643 7,295 6.978 6.687 6.115 5.272 Z 0 025 25 0.06 0 08 009 0 10 0.13 014 0.16 018 0.20 0 22 0 24 0.27 0 29 0.32 0,33 0.35 0.37 0 40 0 43 0 47 0 52 0 57 0 63 0 68 0.75 0 87 093 id O ra >n 38 41 44 47 51 53 56 59 61 64 67 70 73 76 77 79 82 85 88 90 95 99 103 108 II? 121 129 96 69,98; '102X `7.062 •1k 1t14t P- 1166t y t . L5020 2 c 0 c 3.558 3.249 2 989 2.768 2.491 2.410 2,154 1 915 1.713 1.542 1.395 1 268 1.158 1 062 1.018 LBC55 ‘ ` Q, IL 14 10 9371 {'i 0,35} 10,534 F t h 0;37,; 6" BRACKET STANDARD 2r%" - - 23/." - , ' ss• 0 25 _ Z , 0 16 0 19 0 22 0 26 032 0 34 037 0 39 041 0 43 046 048 050 0 52 0 53 r 2%' . 2y" ,nY;` 101� °�7`01�'1 iaF97 ptx° :0.43 953 Pgi 88540 t 0.53 + 104 • `' 1 o,o841 ';'0044 t � 1 • •.118; :7 151 i` bSBO 0.93 • 137; 515" F � 26562rr.0,06; (.1;!,:4242524, 0.07 1 .. 22,312 e '0 ;20,6590.10 1;`:18593 °�U »1? } �Yal2. , "54` 5 17 ; 993 4131 16,998 0.15 759, 15,937 s0,16 "62; 0:r4.1 0.1 y; r 8' nti'65? 4 • 5.0.20 7 „ r 213 405 e t'i Q 221 w/2 :Z 1;? :1297254 0 ;25 ,)2,395 X 0.27$ ,1568 5 029, la 20 21 22 74 25 26 27 29 30 31 33 34 35 36 37 " 2W 1Ydr ..JJJJJ LBC55A c c O 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 z O 5 z 0.06 0 07 0 08 0 10 0 12 013 0 15 0.16 0 18 0 20 0 22 0.25 0.27 0 30 0.31 0.32 0 35 0.38 0 40 0 43 0 48 0 53 0.58 0 64 0 69 081 0 93 5K" 52 56 60 65 71 73 77 81 86 90 94 98 102 107 109 I11 115 119 123 128 134 140 147 153 159 172 184 LBC60A 40 37;2 34.277 } 31(738;;:7 28:564:.' L5035 c on 0 Oa J= o 8.198 000 748. 011 6887 013 6377 015 5.739 0 18 5,554 0 19 5217 0 4910 025 4 653 0 28 4415 031 4,199 034 4.004 037 3.826 041 3.663 0 44 3.587 046 3.514 048 3.376 0 52 3.248 0 57 3 130 0 61 2 923 0 63 2638 067 2 392 0 70 2.180 0 73 1 994 0 77 1.832 0 80 1- 23" - 1 u"I� _ 2v - ' 3%" 2 27,6421 012 25 967 i t, 0 ', 24 483 0,15. r ; ti :23,16V 20900 1 19928'} 023 19043. .7.0 25 ' 118232' 027 �, ..17' 2'. t 0.29 i• l7Aee ° j;'r 0.30;' 1b 168;11 i.1;0,1 14282, 045 ' " 13 `' + 12984 u n sa 25 27 28 30 33 34 36 37 39 41 43 45 46 49 49 50 52 54 55 57 60 63 65 68 71 42 46 50 54 60 62 66 70 74 78 82 86 90 94 96 98 102 106 110 114 120 126 132 138 144 181.'.. 156 194 ' 168 4. SKID CHAtio;0 For use with any Wad Support Beam. Frame Part No. Wt. Cap. 2+� Depth 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 Model DC DRUM CRADLE 12`x° WALL TIE Standard COLUMN PROTECTOR ACCESSORIES 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 Model Height Wt. CP -24 24" 14 With Flanges ROW SPACER FORK CLEARANCE BAR Use with any Load Support Beam. CROSSBARS 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 Frame Depth 30" FCB -30 5.0 3 40" FCB -40 7.0 FCB -36 6.0 21" 44" FCB -44 7.5 48" FCB -48 8.0 60" FCB -60 10.0 Part No. Wt. Without Flanges Should only be used in 3„ outer support positions. Depth Depth of Part No. Wt. Cap. of Part No. Wt, Cap. Frame Frame Standard Use with beams having' /a" 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" C8F -60 6.8 140 60" CB -60 6.3 140 Heavy Duty Use with beams having 11/2" step. 30" CBHF - 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" CBH -48 6.7 780 60" CBHF -60 8.6 615 60" CBH -60 8.4 615 5 STATE OF WASHINGTON ) COUNTY OF KING /1" , states as follows: 1. I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. /_3 , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION s s. APPL ANT • Sigrid and sworn t b fore me this day of 1 61z4 , -- NOTARY PUBLIC in and for the State of Washington, residing at /e /A/6 County. My commission expires: A Z9' 9 18.27.090 Exemptions. This chu A shall not apply to: 1. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of a structure; 6. Any construction, alteration, improvement, or repair of personal property, except this chapter shall apply to all mobile/manufactured housing. A mobile/manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than $500, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than $500 for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor, 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of' the above work is performed by a registered contractor, 11. An owner who contracts for a project with a registered contractor; 12. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but this exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 13. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 14. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 16. Contractors on highway projects who have been prequalified as required by chapter,11,ef the Laws of 1961, RCW 47.28.070 with the departmO`of transportation to perform highway Z;onstructiah,. reconstruction, or maintenance work..