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HomeMy WebLinkAbout2762 LOKER AVE W; ; CB951273; PermitB U I L D I N G P E R M I T 11/02/95 14:19 Page 1 of 1 Job Address: 2762 LOKER AV WEST Permit Type: INDUSTRIAL TENANT IMPROVEMENT Parcel No: Valuation: 7,100 Suite: Lot#: Occupancy Group: Reference#: Description: INSTALL STEEL PALLET RACKS Permit No: CB951273 Project No: A9501884 Development No: 4470 .11/02/95 00{11 01. . C-PRMT Construction Type: Status: Applied: Apr/Issue: 02 1C:On(l0 NEW Appl/Ownr : ATLAS EQUIPMENT 8585 MIRAMAR PL Entered By: 619-455-1585 ISSUED 09/15/95 11/02/95 RMA SAN DIEGO, CA 92121 *** Fees Required *** /,,,,,,,,,~ ***/-. Feei·'·C9llected & Credits *** --------;~~~~---------~~-,-o ~ ~,;~.;--, :~, --/~: '-f~lc: ~.--; "·%"',.<----------------------- Adjustments= / :a:a-·'.) · .. T·o--6cf.i/6redit:s: .00 Total Fees: / 16,~. o't) .. '::·:,1 Tot~* (·P-~-i!l}e\i~s\ 64. oo / .. \\ . <_ ·.1:1al'Cl.nC:;e<Q.ue:\ 100. 00 Fee description / :. -·~<~ 1' :": , <·uni ts\ \1t-ee/Url-i t Ext fee Data ___________________ L._., 1,_,,. ___ ," ________ ~ < ,. -~-_______ \ '-~ .. ,-,-;_, __ ~---\ ------------------ Building Permit Plan Check ; ',,,/--'",.,., ,_ .,,..__ ''• . -~ ... ~/ ", ,.._\ \ 99.00 64.00 1.00 164.00 Strong Motion Fee; * BUILDING TOTAL ' ' l \ i !HlJ~P ! • • o',,.;li " / \ ; i ' l ; , .' ·cLEI\RANCE ______ 1 CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 I I I __I r~~£~b City of Carlsbad Building Department 2075 Las Palmas Dr •• Carlsbad, CA 92009 (619) 438-1161 PIANCHECKNO. qs, l 7 3 ESf. VAL;.___;J;--+-f-'-'.l-=-6 ...... D __ -,;I'-;::-, PLANCKD 1. PERMIT TYPE VAI.ID.BY_-f!i-<<-::!..-,,,,;-r-:-~,c----- From List 1 (see back) give code of Permit-Type: ___________ _ DATE,__ ___ __:'-+-~~""'f-+--- For Residential Projects Only: From List 2 (see back) give Code of Structure-Type: ___________________ _ Net Loss/Gain of Dwelling Units _________________ _ 2. PROJECT INFORMATION Address ,;i7d,2 Lo):::e,£., Avt.. w~;ng or Suite No. Nearest Cross Street LEGAL DESCRIPTION Lot No. Subd1vis1on Name/Number o') CHECK BEWW IF SUBMtITEO: D 2 Energy Cales ¢'z Structural Cales vz/Jcr .vtJ. ?'l-¥.b D 2 Soils Report D 1 Addressed Envelope ASSESSOR'S PARCEL EXISTING USE DESCRIPTION OF WORK I A/..S41'"A L..-l. 3697 09/15/95 0001 01 G--PRMT FOR OFFICE USE ONLY Umt No. Phase No. :i... PROPOSED USE SQ. IT. # OF STORIES # OF BEDROOMS # OF BATIIROOMS !:{. WN IACI PERSON (1f dmerenf from apphcanQ NAME (last.name first) HAc~ d1Juf5.S ADDRESS &Sar H /d4N"1/Z-/-7c., CI1Y ~ • /.). STATE C..A ZIP CODE 9Zt'2./ DAYTELEPHONE 1/,S-~-Sg"OO 4. APPLICANT -,s:coNiMCluR OAGENl'FoRcoN'I'MCl'oR DUWNEK oAGEN'I PoRoWNER NAME (last name first) A,r44s-efi)V/P}{£,VJ ADDRESS es-~r H/£~~~/e-PL CI1Y S',f). STATE c.,q ZlPCODE92IZ../ DAYTELEPHONE 'SS-/S75 NAME (last name firs 'A 1'1AN (XJM-,;ec.lC17PJ.J ADDRESS t/7.S-8£;1//lt,,E,Y ,IJJ/'6, CI1Y EL. CA.Jo~ STATE CIJ ZIP CODE 9zo z.o DAY TELEPHONE y'y o-7%Y 6" ~rlfa~mefirst)A1""'LAS° G:.yO//'Me#t ADDRESS 8.Sss-~IR-..!JM/J/t..,,PL CI1Y S . J).. STATE e A ZIP com!; Z/ 2 / DAY TELEPHONE Y SS'..., I S-y- STATE IJC. p3.Sf?..O IJCENSE CIASS e-f::>/ CI1YBUSINESS IJC. #L2o ,Z/ Y-7 02 DESIGNER NAME (last name hrst) 77AIUY P,U.~,<, ADDRESS -z.,/l $. Jt:<~w s-r~Ec.T crTI t_o.i) I sTATE c,IJ zIP coDE 9.f"z..l/ I DAY TELEPHoNF2<i9 21y-zf~TATE uc. # C oY0 Y..S.3 1. WbRRERs' coMPENSA11oN Workers' Compensaaon Declaraaon: 1 hereby afhrm that I have a cert1hcate of consent to self-msure issued by the Director of lndustnal Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. C). , /, INSURANCE COMPANY ,:".£€Ht>AJT POIJCY NJ.VN~ZJb/?4I EXPIRATION DATE 3' // / 9 .,b Ceruhcate of Exemption: 1 certify that m the performance of the work for which this permit 1s issued, I shall not employ any person m any manner so as to become subject to the Workers' Compensation Laws of California. SIGNATURE DATE 8. oWNER-B01IDER DRCI.ARA110N D Owner-Buuder Declaraaon: I hereby afhrm that I am exempt from the Contractor's Llcense Law for the foilowmg reason: I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have tlie burden of proving that he did not build or improve for the purpose of sale.). D I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Cl I am exempt under Section _______ Business and Professions Code for this reason: (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]). SIGNATURE DATE ,,.,,.--./ COMPLETE 'I'Hls SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES D NO Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? DYES D NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? DYES D NO IF ANY OF TIIE ANSWERS ARE YF.S, A FINAL CERTIFICATE OF OCCUPANCY MAY NOf BE~ AFfERJULY 1, 1989 UNLFSS TIIE APPUCANT HAS MET OR IS MEETING TIIE REQUIREMENTS OF TIIE OFFICE OF EMERGENCY SERVICES AND TIIE .Am POUUTION OON1ROL DISTIUCT. 9. wNS'IR0CnON I.RNDING AGENCY I hereby afhrm that there 1s a construction lendmg agency for the performance of the work for which this permit 1s issued (Sec 3097(1) CIVIi Code). LENDER'S NAME LENDER'S ADDRESS to. APPIJCAN I CfiltlMCA:liON 1 certify that 1 have read the application and state that the above mformatlon 1s correct. I agree to comply with all City ordmances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I AI.SO AGREE 10 SAVE INDEMNIFY AND KEEP HARMLESS TIIE CITY OF CAR1SBAD AGAINSf AIL IJABILlTIFS, JUDGMENTS, OOSTS AND EXPENSES WI-IlCH MAY IN ANY WAY ACCRUE AGAINSf SAID CITY IN OONSEQUENCE OF TIIE GRANTING OF TIIlS PERMIT. OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. Expiraf . Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the buildi g or ork authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by such rmit s suspended ~.,a1J1ndoned at iny time ar,r the work is commenced for a period of 180 days (Section 303(d) Uniform Building Cgsie~,.. ~~~-I my ~ ~~~ TE: File YELLOW: Applicant PINK: Finance CITY OF CARLSBAD INSPECTION REQUEST PERMIT# CB951273 FOR 11/28/95 DESCRIPTION: INSTALL STEEL PALLET RACKS TYPEf ITI JOB ADDRESS: 2762 LOKER AV WEST APPLICANT: ATLAS EQUIPMENT CONTRACTOR: OWNER: REMARKS: MW/JIM/455-5800 SPECIAL INSTRUCT: TOTAL TIME: --RELATED PERMITS-- CD LVL DESCRIPTION PERMIT# SE950017 AS950046 FA950017 FAD95022 US950042 19 ST Final Structural TYPE swow ASC FALARM FADD HI ------------------------------------------------------------- PHONE: PHONE: PHONE: STATUS ISSUED ISSUED ISSUED ISSUED ISSUED ***** INSPECTION HISTORY***** DATE DESClUPTION ACT INSP COMMENTS INSPECTOR AREA TP. PLANCK# CB951273 OCC GRP CONSTR. TYPE NEW LOT: EsGil Corporation Professiona{ PCan !l{_eview 'Engineers DATE: 10/27 /95 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-1273 PROJECT ADDRESS: 2762 Loker Ave West PROJECT NAME: Racks SET: II 0 APPLICANT ~ OFIRE ~EVIEWER 0 FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. • The plans transmitted herewith will substantially comply with th~ jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: James Mack 8585 Miramar Place, San Diego, CA 92121 • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Telephone#: • REMARKS: Replace sheet 95-2579 from the original submittal set with the revised sheet. Provide the California licensed engineer's signature and seal on the revised sheet 95-2579. By: Pete Fischer Esgil Corporation D GA D CM D GP D PC 10/20/95 Enclosures: trnsmtl.dot EsGil Corporation Professiona{ Pfan !Rf.view 'Engineers DATE: 9/28/95 JURISDICTION: Carlsbad PLAN CHECK NO.: 95-1273 PROJECT ADDRESS: 2762 Loker Ave West PROJECT NAME: Racks SET:I D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's *********** codes. D The plans transmitted herewith will substantially comply with the jurisdiction's ********** codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. • The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. • The applicant's copy of the check list has been sent to: James Mack 8585 Miramar Place, San Diego, CA 92121 • Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Date contacted: (by: ) Telephone#: D REMARKS: By: Pete Fischer Enclosures: Esgil Corporation D GA DCM D GP D PC 9/19/95 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 95-1273 9/28/95 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: 2762 Loker Ave West DATE PLAN RECEIVED BY ESGIL CORPORATION: 9/19/95 REVIEWED BY: Pete Fischer FOREWORD (PLEASE READ): PLAN CHECK NO.: 95-1273 DATE REVIEW COMPLETED: 9/28/95 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may. have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c), 1991 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. 1. Please make all corrections on the original tracings and submit two new sets of prints to: Esgil Corporation or the jurisdiction's building department. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. 3. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes D No 4. Obtain Fire Department approval per USC Section 708. 5. Note on the plans that the rack design loads will be posted per Section 2304(e). 6. Provide all material specifications on the plans. Carlsbad 95-1273 9/28/95 7. Recheck the entire longitudinal analysis for double the seismic loads. The loads may only be reduced by one half for double-row racks. The plans show all single-row racks. 8. Model the longitudinal frame analysis with the beam lengths as only ½ of the lengths shown (the beam inflection point is at the beam midspan). - 9. Recheck the base plate with the higher loading from comment 7 above. Include calculations for the base plate thickness due to the longitudinal base plate moment. The base plate moment on the compression side is the total vertical load (P + anchor bolt tension) with a moment arm of 2.75" -1.5" = 1.25". 10. Recheck all connections on sheet R-5 as follows: a) The rivet bearing capacity is only dtFu = 0.406(0.0747)65 = 2 kips. b) Provide calculations for all beam to bracket weld capacities per UBC STD 27-9 (allowable weld stress is the member thickness times 26 ksi times 1.33). c) Check the bracket maximum moment. The bracket moment at the bottom of the beam is M = 2.25"C -1.5"P3, where C = P1 + P2 + P3. 11. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Pete Fischer at Esgil Corporation. Thank you. Carlsbad 95-1273 9/28/95 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 95-1273 PREPARED BY: Pete Fischer DATE: 9/28/95 BUILDING ADDRESS: 2762 Loker Ave West BUILDING OCCUPANCY: No Change BUILDING PORTION BUILDING AREA (sq. ft.) RACKS VALUE PER CITY Air Conditioning Fire Sprinklers TOTAL VALUE UBC Building Permit Fee: UBC Plan Check Fee: Comments: VALUATION MULTIPLIER APPLICATION VALUE 7100 7100 $ 99.00 $ 64.35 ($) Sheet 1 of 1 valuefee.dot 1/ . . PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB C/'s=-/ 2-73 ADDRESS ~762. to?tfl2.-A//g Wb15T RESIDENTIAL TENANT IMPROVEMENT RESIDENTIAL ADDITION MINOR ( < $10,000.00) PLAZA CAMINO REAL VILLAGE FAIRE COMPLETE OFFICE BUILDING OTHER-+-/Jd~~-------/2/J_c/l--f _____________ _ PLANNER. I/. {t?vcf_ DATE_q._?_J-_fl.._:r--__ ENGINEER ,a ~ DATE_~ ___ %......,.~-F'if'------ C:\ WP51 \FILES\BLDG.FRM Rev 11 /15/90 City of Carlsbad . 95194 Fire Department • Bureau of Prevention Plan Review: Requirements Category: Date of Report: Friday, September 22, 1995 High Piled Combustible Storage Reviewed by: c_ · fil4.__,,, Contact Name James Mack Address 8585 Miramar Pl ----------------- City, State San Diego CA 92121 Bldg. Dept. No. 95-1273 Planning No. Job Name A-symtek --=---------------- Job Address 2762 Loker w --------------------Ste. or Bldg. No. ____ _ 181 Approved -The item you have submitted for review has been approved. The approval is based on plans; information and/or specifications provided in your submittal; therefore any changes to these items after this date, including field modifica- tions, must be reviewed by this office to insure continued conformance with applicable codes. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. D Disapproved -Please see the attached report of deficiencies. Please make corrections to '. plans or specifications necessary to indicate compliance with applicable codes and standards. Submit corrected plans and/or specifications to this office for review. For Fire Department Use Only Review 1st. __ _ 2nd~--3rd~-- Other Agency ID CFD Job#_--"-95.;....1...c;.9_4 __ File# ___ _ 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 NO. REVISIONS BY DATE LM20 COLUMN CAPACJTY: LM20 COLUMN SECTION PROPERTIES 3' MODEL t H B X Ix . . • In in4 m in m Sx rx Iy in3 • in4 m Sy r;. in 3 in -AREA in 2 "l---1~y====;f _J_ ¾ 3• t X-11--+----X LM20 .075 3 3 1.435 1.023 .682 1.263 .872 .557 1.165 .618 GROSS MFA• 0.731 aqJn. -NEJ' MFA• 0,818 sq.In. (1 (pi -12) TRANSVERSE: w/ BRACING @ --~----= 52 " O/C = Ly & Lt LONGITUDINAL: w/ BEAMS @ ( UNS~cifHRTED) = 74 " o/c = Lx LONGITUDINAL: TRANSVERSE: Kx = 1.2 Lx = 74 Ky = 0.65 Ly= 52 Kt = 0.65 Lt = 52. - P' (FROM R-6) = 11. 24.S k ALLOWABLE AXIAL LOAD per A.LS.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. STATIC VERTICAL LOADING @ 100% P(actual) -Live Load + Dead Load = PALLET, LOADS 2-C, :z.. = (l ,o)(z. )(3) + [3 (,a;-1) + . ID~ J + BEAMS + UPRIGHTS D 1,[Ul5 Lt1M 5 feifSv~~ /if P = ( Ir 5"0 K.) + (.z~Z) = _1..!.7,z.~ = a. BBi 2 k (Per Column) <TO f c.'J1ff1__; MOMENT (Design) = R.M.I. @ 1.5% OF COLUMN VERTICAL LOAD w / Lx MOMENT (Design) = M = 0.015 (0,861) _J4 __ =d,1~9 in.k. 2 COMBINED LOADING -STATIC AXIAL + RMI MOMENT p P' + _ M __ = J>.1.§/_) 5 _ + _O, fi2_ = tf), IJ'o +, OZ. = , ID < 1.0 . Mx' 11. &-4 20.667 .'. O.K . ._. __ ·--, .... ,.~-· ~ ....... ~---. ,, ~I :. ,,"" • Looi· METAL TEcH.? INc .. ~~~-~PALL~;;ET~RA~c=K=.N=G=~~~DA~T~E~--~-~-~DRA~w~,N~G~NC LODI, CALIFORNIA . STRUCTURAL CERTIFICATION ~ -.$ -t:;S ' NO REVISIONS BY DA· ,l _ z IC W-. 4(1)(Z,75') 1~(./~1kZ1<-.) = /,ZI t<. yLON6. -½R w -8 '-W? 2 • '21 tr( ~ It, ~ -: ( . . ':5;~ ~ /; LATER.AL LOAD Dl.STRIBUT\ON peg U13G 5TP. 21-1\ -f=i =-V l.:,/1., p_ C. :[ ~ #'[11; @ ,, ·/z-. [}] IG8 @t ~ -- (.$2 II /z ···--c~ ®t 71/ 1 OJ /z CD J " C/, s .,__. " I - INPUT MATERJALS COL.. --O 3x 3,X,017 BEAM -t:i LBf 3 5'0 BEAMS MOM W 0 (!'!Ax;) (i) G F3 ,. ( -·-------------- [f] --- © 0 . fO --------0 ,, . ~4-1 '" 11 12) ~,. I(. .10;t· -Z.l·* () 50 fC.ll 0 --· f, --- II ?,1-1.-I ~ @-t;-·x µ" '¾ ~t 'L--C: 5ff7..- --·"' . ·----. - # A E I )(.,C. I -~IS 3E7 ,.023 2.. ,7414 '3E7 \ ,Z..D3~ E.LE.M +-5 EJ5MJC, I(., I \<. ,, + 1.11 h l<",c::: q-,,J'rL _L ~.t?3 . ', . -tF- -r;_ ::.) 'Z. \ ( • .33)= f 0 ~ f. =-}'l 1 (, I 7): ,Z l I _ .. / z ~)( ~ @ /~---·· -------;,_" ~ 0 z; . /.-··-X t@ e~., /A O M '-· ~ (} t"v ,,,.-ft t-e..--71 J.. N .. ,~'J )r;Jt;M€ >JMP-L '-f S'vPf'oR...~ ~ ,cl('/'/\ fl.) f?\..-D 3 P1"1 B\'<ACkET. COLS.--COMBINED STRESS RATIO · _E_ + J::1._= , 8 8 I . · + ,5:. z -z I p' M' 11.2-tS ZCJ.tp~7 = .• o a + .. -i ~ == , 33 -< l. ;33 0.K. LODI Metal Tech., Inc. 213 S. Kelly St Lodi, CA 95240 ANALYSIS INPUT GRID NODE X (in) 1 .00000 2 .00000 3 .00000 4 54.50000 5 54.50000 6 54.50000 7 54.50000 8 109.00000 9 109.00000 10 109.00000 ID E G EASI4-87 FEA ASYMTEK -ATLAS -PLANCHECK POINTS y z (in) (in) 76.00000 .00000 152.00000 .00000 168.00000 .00000 .00000 .00000 76.00000 .00000 152.00000 .00000 168.00000 .00000 76.00000 .00000 152.00000 .00000 168.00000 .00000 MATERIAL PROPERTIES A IZ (psi) (psi) (in2) (in4) J (in4) fji File: 95-25794.127 Date: 10/18/95 Time: 11:47:36 IY (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 0.0O0OE+000 0.0000E+0O0 DENSITY= .28 lbs/in3 ELEMENT DEFINITION ELEMID MATID Nl N2 N3 N4 THICKNESS Al A2 A3 (in) 1 2 1 5 0 0 0.00E+000 0.O0E+000 0.00E+000 O.0OE+000 BEAM 2 2 2 6 0 0 0.00E+O00 0.OOE+000 O.00E+00O 0.00E+000 BEAM 3 2 3 7 0 0 0.00E+000 0.O0E+000 0.00E+000 0.00E+000 BEAM 4 1 4 5 0 0 0.00E+000 0.0OE+000 0.00E+000 0.0OE+000 BEAM 5 1 5 6 0 0 0.00E+OO0 O.0OE+000 0.00E+000 0.00E+O0O BEAM 6 1 6 7 0 0 0.00E+O00 0.00E+000 0.00E+000 0.00E+000 BEAM 7 2 5 8 0 0 0.00E+O00 0.00E+000 0.0OE+000 O.00E+000 BEAM 8 2 6 9 0 0 0.00E+O00 0.00E+000 0.00E+000 0.O0E+000 BEAM 9 2 7 10 0 0 0.O0E+OOO O.O0E+0O0 0.00E+000 0.O0E+000 BEAM BOUNDARY CONDITIONS ID NODE DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) 1 1 23 O.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 .- , I ASYMTEK -ATLAS -PLANCHECK 10/18/95 11:47:36 Page Load Case# 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in-lbs) 1 5 1 2.lOOOOE+OOl 2 6 1 4.00000E+OOl 3 7 1 6.lOOOOE+OOl ASYMTEK -ATLAS -PLANCHECK 10/18/95 11:47:36 ANALYSIS OUTPUT NODE 1 2 3 4 5 6 7 8 9 10 ELEMENT 1 2 3 4 5 6 7 8 9 NODE 1 2 3 4 8 9 10 X -DISP (in) 2.01755E-001 4.05460E-001 4.14076E-001 O.OOOOOE+OOO 2.01755E-001 4.05460E-001 4.14076E-001 2.01755E-001 4.05460E-001 4.14076E-001 NODE 1 5 2 6 3 7 4 5 5 6 6 7 5 8 6 9 7 10 FX (lbs) -1.46513E-012 O.OOOOOE+OOO O.OOOOOE+OOO -1.22000E+002 O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO END OF ANALYSIS GLOBAL DISPLACEMENTS Y -DISP RZ (in) O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO -7.90476E-032 -7.57818E-032 -7.54388E-032 O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO ELEMENT FX (SXX) (lbs) 2.01948E-028 -2.01948E-028 O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO 1.92834E-026 -1.92834E-026 -7.96672E-028 7.96672E-028 -3.97432E-028 3.97432E-028 O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO BOUNDARY FORCES FY (lbs) -1.04054E+002 -5.13727E+001 -1.86664E+001 1.92834E-026 1.04054E+002 5.13727E+001 1.86664E+001 (radians) O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO -1.44962E-003 -7.15694E-004 -2.60049E-004 O.OOOOOE+OOO O.OOOOOE+OOO O.OOOOOE+OOO FORCES FY (SYY) (lbs) -1.04054E+002 1.04054E+002 -5.13727E+001 5.13727E+001 -1.86664E+001 1.86664E+001 1.22000E+002 -1.22000E+002 1.01000E+002 -1.01000E+002 6.lOOOOE+OOl -6.lOOOOE+OOl -1.04054E+002 1.04054E+002 -5.13727E+001 5.13727E+001 -1.86664E+001 1.86664E+001 MZ (in-lbs) -1.87481E+003 -9.25617E+002 -3.36325E+002 5.22138E+003 -1.87481E+003 -9.25617E+002 -3.36325E+002 MZ (SXY) (in-lbs) -1.87481E+003 -3.79613E+003 -9.25617E+002 -1.87419E+003 -3.36325E+002 -6.80992E+002 5.22138E+003 4.05062E+003 3.54163E+003 4.13437E+003 -3.85984E+002 1.36198E+003 -3.79613E+003 -1.87481E+003 -1.87419E+003 -9.25617E+002 -6.80992E+002 -3.36325E+002 Page ' . ASYMTEK CARLSBAD, CA DRAWN BY G.Y.S. DATE 31 AUG.'95 DRAWING NO. LBF356 ITEM QTY. DRAWING NO. DESCRIPTION REVISION Note: RATED LOAD= 2871# PER PAIR SIMPLY SUPPORTED BEAM NO. DATE BY LBF356 106 BEAM DETAILS 1 7/8 1/8 R TYP n.o.. I L 7/1a±1/16 l--1 3/8 LBF356 Properties Ixx = 1.2039 In 4 Sxx = .6277 in 3 A = ,7414 ln2 50 ksi Min Ylelcl W L 2.871(106) ' 1.5822 t M = ----= --------= 38.042 in K 8 8 f = Fy / 1.65 = 50ksi / 1.65 = 30.3 ksi M 38.042 3 Sreq = ----= ------= .6277 in 2 f 2(30.3) Sreq = Sxx ---.·.o.K. .013 W 13 .013(2871)106 3 d t = ------= ------------.62 in a.c 2 E I 2 (3E7) 1.2039 L 106 dftla.X = ----= ----= .680 in 180 180 ¾c:t < d MO.X ---.'.O.K. A 10/95 PST REQ'D. MAX. LOAD = 500 LBS/PAIR < 2871 lbs. RATED CAP./PAIR BEAM ... O.K. \ . -· ~~ f I 2A-~ r-I k "' ASYMTEK CARLSBAD, CA DRAWN BY -G.Y.S. DRAWING NO. DATE . 31 AUG.'95 LBF356 ITEM QTY. DRAWING NO. EleMent 1 2 TOTALS 2 L 1J. 4 3 1/4 1 3/4 5 3 1/2' -16 g~ge BEAM DESCRIPTION EAM WELD ANALYSIS -1--,-,--1-< CD 8 1 LBF356 \v'elcl Properties y Ly Io cl 1.75 5,688 2.861 .262 1.0 1.75 .447 .488 7.438 REVISION NO. DATE A 10/95 t Lcl 2 L:: .224 3.085 .417 .863 3,949 y = 7.438 / 5 = 1.48811 Ixx = 3.949 <.060) = .237 Sxx = ,237 I 1.887 = .126 16 go.ge = 0.060 nol"'I, M = .126 < 26ksl ) -3,265 ln.k. Ms= 3,265 ( 1.33 ) = 4.342 ln,k. \./ELD \./IRE USED IS .045'DIA CERTIFIED BY C\./B TD A \.IS A5,18 (ER70S-3) AND A \./S A5,17 (EM13K), BY PST DRAWING NO. NO REVISIONS BY DATE FOOT PLATE DESIGN (TRANSVERSE) QO IP. -&,.z3o I'-a"r ./ > t L3-(I V" ,V-~ ~ . ~; = ,1n X 52 22 • ! Eff t• ;f"'' "1"_ 2 = m ec 1ve Q,O r1 p, °"'"'°"' a = .'.263 1w, 1-- I (J o· 4 22 _j_ ~ 5¾ 2~ -I ~t t._.,.ct = 2nv ~I = 2 <11 )y2B!!>' 4 .34, . 2 , r -, , T I , 4 I L_J I _J_ U=-1--=!J-~ t =.Z22 In,< .375 In. Ba.se Pla.te :.O.K. nsE~-.7.x4 x ½, ·-BA-e,1f PLATE ANCHORAGE (LONGITUDINAL) I ,~ t•·= Cl.881 K II M, = ~ 2'2-1 QtQ Pi.=.520 1< Q[) P. ( 2~ ) + p1111 ( 5½ ) > ~ I II t'.881 ( 2~ ) + ,5'ZO( Si ) > 5", ,Z.'Z,f < I I , II 5", z~3r-> ~I zz ! ,( .·. D, K. ANCHOR BOLTS: J Dia X 4 \ Long 2~ Min·. Embedment l).JJ/ 3tJ60 p.si CoNC, P_. = 320 # = Pw NO. REVISIONS BY DATE ~ or f L~ g ~t> < N'lf f-~. T~~ ~J -r=-R.o IV\. ~ ~ ~4 ('{/oM~-r = . {P -t-A,,..«+>"' Bo.__.,) /, 2,5' ;/)~,: {Bt; I +:-. § z of (. z s- /vli51 {!, tro ~ I, z.. ,;-~ / 1~) ,--: __ ____,, 1/g, + Tr,P ~ tf ( "'7 57~ ( z_ == 018 ~ t / l" r I {J (<._ • .. ' 1 .. w PREPARED BY DRAWING NO. ,,,. BEAM BRACKET MOMENT CAPACITY P.S.Tingey DATE R-5E 18 OCT.'95 REVISION NO. DATE BY ALLOWABLE PIN LOAD = 1.979k BASED ON COLUMN MATERIAL A 10/95 PST 6" THREE PIN BRACKET P1 = d t Fu = .406 (.07 47) 65 = 1.979K --~--- P2 = 2.75/4.75(1.979) = 1. 146K P3 = .75/4.75(1.979) =0.313K ALLOWABLE MOMENT = 2.25 ( 1.979 + 1.146 + .313) -1.5 (.313) = ---~'\-----.I_ = 7.735 -0.47 = 7 .265 k-in. NORMAL STRESS 7.265(1.33) = 9.663 k-in. / SEISMIC STRESS L-i [~ P, f 2 6 [ tD [ ~ I--3 1/4 --1 +-P2 13/3,2 DIA l 2 11/3,2 f DIA r L P:s 11/16 m 1 A ' I f 5/8 DIA 1... .., ) 2 NET AREA;:: rr4 D =.09281 in 2 C1010 COLD HEAD QUALITY f<>-=40K (ASTM A354-79) _lom METAL TEcH., INc. PALLET f<AcKiNG STRucruRAL CERTIFICATION BY SHEETNO. A- DATE -----DRAWING NO ; LODI. CALIFORNIA ~-c,-,!3 --. ' NO. REVISIONS INDEX ... DESC'i<IPTION. . ----·----· ·----------:::--·=-~:· ... -.. ·-=;~~;-,:;; A. c?-:;-;~~--: . .:.·--~:;,.;.__:....:,. ___ ~~~ -~~ .. C:::.. t::1-r1,rr A~ e·A--" ..... · -_ ---~---···· . ···--.... -------· lia,.µl.~A-..JS..~~-~-U. \ ..... \c,-.. l~ __ -J.D.~.Y..~~:s.,. -J---·.. ------ --£:-~RTG HT. ··Ft<-AMi-C~e.-··C;a.i:-c-s;-·~TATrc} --~·-· .. ·----. ---. ---~=-:~::·_ .:.:.::·:~:.-:= - ---3..__-=__._-Y_·--·. -e1:sK"A1c:· -A--NA"'~-s.-: .·.:_;;-~~1-:, ~-;··-·· · ·· · · · :-D~--· --~,...;;-1·0·· ,._;-·-:~:. -:-~: · -· · ·· ··-----·--------~ .... --~~~ .. /!l 1.-1-----1 -···----'~rw,~vel<:S'E tR...--~--. .-,,. --·-····· --·------------- ::e:_--_tl: :-: ~sMicA"NA L-Y-S:lS:·~-;-~:·.;:.;NGlTUDlNiU.-=DiR~10.l'l:.· ~ -~~:-~~--_:~-------~---···_:_· -~-~: ~ . ---·-·--·-··----.. ·------. -·t4 -.---------CZ..-c::-a-..-·_A ·C··J!.:r::n,.,..,-..,.y--r--A..'-C.e. .····--·-··· ·-· · · ······· ------··-·· ---·------····--·-··· --.. ·'-...... .J--l.&;..A-1:Y-1 :r:\t-~--1,, .. -.. \.,r,..L.. .. .z ... -·· -·--·-.... --···---...... . .. -. -·-----------. · ·-·------o····;·-~==:BAse::P~ii ANuA:. ... c,..;,-:· ,;,:;, .. -.-;._-=~ALcs .-----······ -----·-:· · -·------·: ~-'-~ .. ,. 001~\,;i-:i;;.. -~ ... . ---------------- --:::-_±_4_; ___ -. __ ONC.R.EJ: ______ -a::.Si:.~e-~-• NY.E:5Tu~~i:t.oN., ___ ---·-------------· -· ________ :_ -------------· ------------------------------··. -- ~~-------Ge.NERAL_R_ACK. l.AYOUi. ( RECEIVING Ai<EA) REF.ERENCE APPENDIX -------------------------------------------------! R-1 I . ! R-2 ! ! R-3 ! ! R-4 ! R-5 R-Gi R-7 R-9 R-10 LB BEAM SECTION PROPERTIES LM COLUMN SECTION PROPERTIES LM BRACING SECT-ION PROPERTIES LB BEAM MOMENT CAPACITY LB BRACKET CAPACITY COLUMN A'Xli\L L.OAO CAPACITY CALCS. SEP O 8199~ SEISMIC 'Fi' COEFFICIENTS -U.B;C. Std. 27-11 ANCHORS, CONCRETE 'RED HEAD TRUBOLT' I.c.a.o. #1372 L.M.T. BROCHURE RACKINcS DESIGN§ FAaRtCATION IN ACCORD. w/ 1) _U,5.C -~i 4 UBC STD, 27·-u -~1 (SECTIONS 2330~ Z70k )~ 2)-A, N. 5.I. .MHft;.1 -1~8S (!<ACK _t-1_FG, INST, 5PaN5CR) ;,- 3) CITY OF Los ANGELES FABRICATORJ-1CEN.SE. *12.44 J C/J1SI ~7J LoDI Mn AL TECH., INc. PREPARED BY ASYMTEK G.Y.S. CARLSBAD, CA. DATE ., LODI. CA 95240 31 AUG.'95 I 195-2579 NO. REVISIONS ! NE A GE R L LAYOUT Design is per UBC 1991 & UBC STD 27-11 and per RMI 1985 168 Secttons 2330 and 2706 MATERIAL: A.S.T.M. A570 w/ Fy > 50 ksi Safety Factor for Bending = 1.65 (Fa = 30.3 ksi) Safety Factor for Columns = 1.92 (see R-6 also) 16 76 900lbs 900lbs ~LOAD~ ~~ ~ 900lbs 900lbs 900lbs 900lbs SHEEr NO. i 0/ i~ DRAWING NO, BY DATE 76 BEAMS LBF356-106 UPRIGHT LM20-1 68-44 l 109 c/c 109 c/c 1 l 1 l 1 H Longitudtnal Transverse TRADE SHOW AREA STATIC LOADINGS: UPRIGHT: LM20-168-44 W/ 3/8 x 4 x 7 Foot Plates BEAMS: LBF356-106 LOAD: Each load is a uniform load in the negative y direction. Each load is 9001bs BEAM LEVELS: 3 SEISMIC LOADINGS: U.B.C. ZONE IV & V=(ZIC/Rw)W per U.B.C. Std. 27-11 Vertical distribution per 27.1107(e)2. ·. '?' ;.' · ... :· .. •' t.· • ···: I • PREPARED BY' ~rNO. P.S.~ngey 2 of i.G 00£ DRAWING NO. 9-~ -95 NO. REVISIONS BY DAT£ LM20 COLUMN CAPACJ1Y: LM20 COLUMN SECTION PROPERTIES 3• MODEL t H B X Ix . • in Jn in4 m m Sx rx !y in3 in in 4 Sy r;, in3 in AREA in 2 ,--paaj,_Y -_j_ ¾ 3• 1 x---x LM20 ,075 3 3 1.435 1.023 : TRANSVERSE: -w/ BRACING @ ,::, . LONGITUDINAL: w / BEAMS @ LONGITUDINAL: · Kx = 1.2 Lx = 74 .682 1.263 .872 .557 1.165 .618 GROSS MEA • 0.731 aq.fn. -NEJ' NfEA • 0,818 itq,fn. (\ (p.8 -12) --------= 5 Z ., ( UNS~cih-,RTEO) = 14 " 0/C = Ly & Lt " 0/C = Lx TRANSVERSE: Ky = 0.65 Kt = 0.65 Ly = 5 2 Lt = 52 - t P' (FROM R-6) = 11. 245 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) = 20.667 in.k. STATIC VERTICAL LOADING @ 100% P( actual) -Live Load + Dead Load = PALLET, LOADS + BEAMS + UPRIGHTS :z..~ Z- -( 1.soo'<)(3) + [3 (.~,) + .1oe,J K ~ !3. It, IP z 't(.. • P = ( .5. 4bD ) + (.z~Z) = ------= 2.. 83 l k (Per Column) 2 MOMENT (Design) = R.M.I. @ 1.5% OF COLUMN VERTICAL LOAD w / Lx MOMENT (Design) = M = 0.015 (Z.B31) _.J4 __ = 1.5 71 in.k. 2 COMBINED LOADING -STATIC AXIAL + RMI MOMENT p P' + _ M __ = _Z..:.S~.!,_ + _.!:771-= ,'2~2 + ,07/p =,32S < 1.0 .'. O.k. , Mx' I I. 245 20.667 '. ~ ... ... ~ ·. ,·. ~ :~~-~; Lf:: ' .. -,. . ~ ' < . -• . .. . . .. ~ . . ' " c-.~ ~-: I~.-• r: ~ .. ' I : Loo, MnAL TEcH.? INc. PALLET RACKING DATE DRAWING N( I (.,8 -.l . ; 16'2. ... ~ llQ ; ' -~ : ~ ·~"~~ .. .· IS .. ,, .. , .. .. : ... l'l ... I{\ ~ • • ,I .. .'·~-~ ' . •I ..., ~< -·~ ~··:: .,. .. .·: .. ::: .. 1",' LODI, CALIFORNIA . STRUCTURAL CERTIFICATION ~ -~ -~S vT"'"ws= z1% (w)= ,4(1)(2,1s) (.s.&>,2)=-1.D 38 1< NO. REVISIONS BY DA! Rw ~ ~ F3 :. I, o 3 8 (. s ) = SI '? LAT, LOAD D1$T. UBC 5TD.t7-lf & =-VMJ;., hL % ,«J.,i, h.i, fz = ,, (.~3)-=343 * . ':ii= fl: II (•\7) := \ 7t, 1~· -Bt,q4/ ~-~:.. z~7~1_·· ~_JJT[E.:::.85..~E~· INPUT MATERIALS NO. A E I COL.-C 3x 3 X,075 I .~IS 3E.7 ,872. rI@ 21,-0]] __ @ am ® 7,q> ® ?.77 4@ E G] ~:2---152. [B BRACE ~ C I i'z ,. I ¼ ~.075" 2.. .2.84 3El, • 04G4 BRACING DESJGN MEMB. LOAD KIP KL SIZE (PER R-3) J'Z1ft. > IJ ,1B'S ~ .1 c~s, ~ I4GA. C I '/z. 11 I'/.; 12 l ,'2.251' -:: 4-D,/ [fil 13 ,f14-·K ,.,,; Auo~~ 14. 1,4-2.t"' ~~+.i II S If: 15 . 2011<- '" I .7f$'1 IC..< 4.2.otf . ·. 0.1:..-. D [!] [zJ 17 .ZlP51' ti I' 4,7/,'J 2 (I]_ :7~4-l'-© 1k I<.. ~--.z+.3 TRANSVERSE DESIGN TRANS+ 3 ·3 '~1 ELEM.-: K. P = 3. 3 '~ + 2, 8 31 = (p · 1..'3D Jv1=:.4.1"1 /<. II MOM. @ ELEM~ . M < ACTUAL _ P j. __ A 3-::2 ALLOW -7, ' M, -1• _, = ~.Z30 + 4-.7!P7 = . 83~ ( 1.333 ... o. K- )l.'Z-4-5 \C,.f,18 I l N 4 ,,() i;-. SH-T. 6, i v; LODI Metal Tech., Inc. 213 ~-Kelly St Lodi, CA 95240 ANALYSIS INPUT GRID NODE X (in) 1 .00000 2 .00000 3 .00000 4 .00000 5 .00000 6 .00000 7 44.00000 8 44.00000 9 44.00000 10 44.00000 11 44.00000 12 44.00000 ID E G EASI4-87 FEA ASYMTEK-ATLAS E.-S. DIEGO,CA. POINTS y z (in) (in) .00000 .00000 6.00000 .00000 58.00000 .00000 110.00000 .00000 162.00000 .00000 168.00000 .00000 .00000 .00000 6.00000 .00000 58.00000 .00000 110.00000 .00000 162.00000 .00000 168.00000 .00000 MATERIAL PROPERTIES A IZ (psi) (psi) (in2) (in4) J (in4) File: 95-25791.127 Date: 9/05/95 Time: 16:28:46 IY (in4) 1 3.0000E+007 l.2000E+007 6.lS00E-001 8.7200E-001 0.00O0E+000 0.0000E+000 DENSITY= .28 lbs/in3 2 3.0000E+006 l.2000E+007 2.8400E-001 4.6400E-002 0.0000E+000 0.0000E+000 DENSITY= .28 lbs/in3 ELEMENT DEFINITION ELEMID MATID Nl 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+00O O.00E+000 0.00E+O00 BEAM 8 1 9 10 0 0 O.00E+000 0.00E+OOO O.00E+00O 0.O0E+000 BEAM 9 1 10 11 0 0 0.00E+000 0.00E+000 0.00E+00O 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 O.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.O0E+O0O 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+O00 0.00E+000 0.00E+000 0.0QE+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 ; .. •'.,,·.·~~--I.,"/. ··.)/1- SHT. No. 5 af ASYMTEK-ATLAS E.-S. DIEGO,CA. 9/05/95 16:28:46 ®UJb 3- 17 2 2 8 0 0 O.OOE+OOO O.OOE+OOO O.OOE+OOO O.OOE+OOO BEAM ID NODE 1 1 Load Case# 1 ID NODE 1 3 2 10 3 5 BOUNDARY CONDITIONS DIRECTIONS VALUE ID NODE DIRECTIONS VALUE (in OR radians) (in OR radians) 12 O.OOOOE+OOO 2 7 12 O.OOOOE+OOO ( ) POINT LOADS DIRECTION VALUE (lbs OR in-lbs} 1 1.15000E+002 1 1.27000E+002 1 7.96000E+002 ASYMTEK-ATLAS E.-S. DIEGO,CA. 9/05/95 16:28:46 ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X -DISP Y -DISP RZ (in) (in) (radians) 1 0.00000E+000 0.00000E+000 -8.24198E-003 2 4.90013E-002 1.10026E-003 -7.69527E-003 3 2.94616E-001 6.79309E-003 -3.37726E-003 4 4.87140E-001 1.24777E-002 -4.04955E-003 5 7.12937E-001 1.24855E-002 -4.45426E-003 6 7.39662E-001 1.24855E-002 -4.45426E-003 7 0.00000E+000 0.00000E+000 -5.90497E-003 8 3.52918E-002 -1.10026E-003 -5.73746E-003 9 2.83944E-001 -1.06198E-002 -4.21143E-003 10 4.93061E-001 -1.32605E-002 -3.71380E-003 11 6.72362E-001 -1.58932E-002 -3.28056E-003 12 6.92045E-001 -1.58932E-002 -3.28056E-003 ELEMENT FORCES ELEMENT NODE FX (SXX) FY (SYY) MZ (SXY) (lbs) (lbs) (in-lbs) 1 1 -3.39982E+003 7.94557E+002 -2.00089E-0ll 2 3.39982E+003 -7.94557E+002 4.76734E+003 2 2 -2.02971E+003 -9.29188E+001 -4.58818E+003 3 2.02971E+003 9.29188E+001 -2.43599E+002 3 3 -2.02678E+003 -1. 26005E+oo·o 3.05455E+002 4 2.02678E+003 l.26005E+000 -3.70978E+002 4 4 -2.77965E+000 1.03256E+001 4.72064E+002 5 2.77965E+000 -1.03256E+001 6.48655E+001 5 5 0.00000E+000 -1.36424E-010 -5.33873E-010 6 0.00000E+000 l.36424E-010 -6.33008E-010 6 7 3.39982E+003 2.43443E+002 -l.09139E-0ll 8 -3.39982E+003 -2.43443E+002 1.46066E+003 7 8 3.39407E+003 -2.20242E+001 -1.34034E+003 9 -3.39407E+003 2.20242E+001 1.95081E+002 8 9 9.41515E+002 ·6.73058E+000 -7.53545E+001 10 -9.41515E+002 -6.73058E+000 4.25344E+002 9 10 9.38671E+002 -5.61136E+000 -3.63845E+002 11 -9.38671E+002 5.61136E+000 7.20539E+001 10 11 7.27596E-012 -9.09495E-013 1.68257E-010 12 -7.27596E-012 9.09495E-013 -5.82077E-0ll 11 5 7.85674E+002 -2.77965E+000 -6.48655E+001 11 -7.85674E+002 2.77965E+000 -5.74392E+001 12 4 -1.22557E+003 -4.75244E-001 -1.77577E+001 11 1.22557E+003 4.75244E-001 -1.46148E+001 13 4 -l.14658E+002 -2.84372E+000 -6.36241E+001 10 1.14658E+002 2.84372E+000 -6.14996E+001 14 4 1.42115E+003 -5.88273E-001 -1.97051E+001 9 -1.42115E+003 5.88273E-001 -2.03666E+001 15 3 2.06659E+002 -2.93160E+000 -6.18562E+001 9 -2.06659E+002 2.93160E+000 -6.71343E+001 ASYMTEK-ATLAS E.-S. DIEGO,CA. 16 2 -1.78627E+003 9 1.78627E+003 17 2 2.65467E+002 8 -2.65467E+002 BOUNDARY FORCES NODE FX FY (lbs) (lbs) 1 -7.94557E+002 -3.39982E+003 7 -2.43443E+002 3.39982E+003 END OF ANALYSIS DATE: 9/05/95 TIME: 16:28:46 SH-T, No. 7 °f 1~ 9/05/95 16:28:46 P!J *- -1.15520E+000 -4.64641E+001 1.15520E+000 -3.22255E+001 -5.75034E+000 -1.32701E+002 5,75034E+000 -1.20314E+002 MZ (in-lbs) -2.00089E-0ll -1.09139E-0ll I ! LATEtcAL LOAD DISTRIBUT\ON PER U13G 5TP. 21-1\ f; ::. V w-dt I -fl:. ·I [_ VJ"1' h_ i ( "'\ . ,, c--,, .,33.)= ~4 · Tz. - ~ f. =. 11 (, I 7)= 3 3, I ·/z 0. 0) G / z 1GB fW'IN)( ®1 F, .98 @ [fJ ~ y /z '@] © 0 z 1.52 11 ~ ®f ~4-11= © ' '',, ~ ,,7 ~ [D GJ' .z: • 71/ /% / X CD t@ II q .D~9 k. II ©-t;-·x II 10~ C/G 1ae %:. '14-~(.,.'74z_. __ADP--~--5-.:::·-:rs·752.-··-··--------=n TLE z··A.sYMIEK~-ATlAS~E~?J2IEGa~ ·· .. .. --.... -H • N"" INPUT MATERJALS # A E I )(.)t COL --c 3 X I .~IS 3E7 , . 02.3 BEAM --12:J· LB 2 ,7414 :3E7 \ ,Z..D3~ BEAMS N£G(R--4) EJ..~M MOM w +-5 EJ.5MIC.. I I 1<. '1 II I I<.< ' Ok I(, + ~ . .5ztJ.1<' = 8.~48 35,zoo . , , , -Fore Sr.o, 3,420 ~AX:) .;;, 0 3 P1t-.1 B\<ACk..ET. COLS.--COMBINED STRESS RATIO p M y+M'= 2.8.31 ,'f.e>qq 11. '24 S + ZCJ. IP/p 7 -.:2.s.2. + "44D = ,6,92 .C::: 1 • .333 0.K . LODI Metal Tech., Inc. 213 S. Kelly St EASI4-87 FEA Lodi, CA 95240 ASYMTEK-ATLAS E.-S.DIEGO,CA. File: 95-25792.127 Date: 9/06/95 Time: 9: 14: 34 ANALYSIS INPUT GRID POINTS NODE X y z (in) (in) (in) 1 .00000 76.00000 .00000 2 .00000 152.00000 .00000 3 .00000 168.00000 .00000 4 109.00000 .00000 .00000 5 109.00000 76.00000 .00000 6 109.00000 152.00000 .00000 7 109.00000 168.00000 .00000 8 218.00000 76.00000 .00000 9 218.00000 152.00000 .00000 10 218.00000 168.00000 .00000 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 l.2000E+007 7.4140E-001 1.2039E+000 0.0000E+000 0.0000E+000 DENSITY= .28 lbs/in3 ELEMENT DEFINITION ELEMID MATID Nl 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 ,, ,. t ASYMTEK-ATLAS E.-S.DIEGO,CA. 9/06/95 Load Case# 1 ( ) POINT LOADS ID NODE DIRECTION VALUE (lbs OR in-lbs) 1 5 1 3.30000E+001 2 6 1 6.40000E+001 3 7 1 9.80000E+001 5t+T. No. lD e,.{) !G 9:14:34 .Pt JE I I f, j.1 S\+T, No. ti. ot i~ ASYMTEK-ATLAS E.-S.DIEGO,CA. 9/06/95 9:14:34 .ffeSlge ANALYSIS OUTPUT GLOBAL DISPLACEMENTS NODE X -DISP Y -DISP RZ (in) (in) (radians) 1 3.93424E-001 0.00000E+000 0.00000E+000 2 8.29055E-001 0.00000E+000 0.00000E+000 3 8.56220E-001 0.00000E+000 0.00000E+000 4 0.00000E+000 0.00000E+000 0.00000E+000 5 3.93424E-001 -1.52920E-032 -4.18402E-003 . 6 8.29055E-001 -1.52089E-032 -2.15476E-003 7 8.56220E-001 -1.52001E-032 -1.07812E-003 8 3.93424E-001 0.00000E+000 0.00000E+000 9 8.29055E-001 0.00000E+000 0.00000E+000 10 8.56220E-001 0.00000E+000 0.00000E+000 ELEMENT FORCES ELEMENT NODE FX (SXX) FY (SYY) MZ (SXY) (lbs) (lbs) (in-lbs) 1 1 0.00000E+000 -7.60022E+001 -2.75575E+003 5 0.00000E+000 7.60022E+001 -5.52849E+003 2 2 0.00000E+000 -3.91410E+001 -1.41921E+003 6 0.00000E+000 3.91410E+001 -2.84716E+003 3 3 0.0000OE+000 -l.95840E+001 -7.10093E+002 7 0.00000E+000 1.95840E+001 -l.42456E+003 4 4 3.73043E-027 1. 95000E+oo·2 9.09957E+003 5 -3.73043E-027 -1.95000E+002 5.72043E+003 5 5 -2.02707E-029 l.62000E+002 5.33655E+003 6 2.02707E-029 -l.62000E+002 6.97545E+003 6 6 -1.01324E-029 9.80000E+001 -l.28112E+003 7 l.0l324E-029 -9.B0000E+00l 2.84912E+003 7 5 0.00000E+000 -7.60022E+001 -5.52849E+003 8 0.00000E+000 7.60022E+001 -2.75575E+003 8 6 0.00000E+000 -3.91410E+001 -2.84716E+003 9 0.00000E+000 3.91410E+001 -1.41921E+003 9 7 2.91038E-0ll -l.95840E+001 -l.42456E+003 10 -2.91038E-0ll 1.95840E+001 -7.10093E+002 BOUNDARY FORCES NODE FX FY MZ (lbs) (lbs) (in-lbs) 1 -5.35074E-013 -7.60022E+001 -2.75575E+003 2 0.00000E+000 -3.91410E+001 -1 •. 41921E+003 3 0.00000E+000 -l.95840E+001 -7.10093E+002 4 -1.95000E+002 3.73043E-027 9.09957E+003 8 0.00000E+000 7.60022E+001 -2.75575E+003 9 0.00000E+000 3.91410E+001 -l.41921E+003 10 -2.91038E-0ll 1.95840E+001 -7.10093E+002 END OF ANALYSIS 5HT. No. i'2 a.() i~ ASYMTEK DRAWN BY DRAWING NO. G.Y.S. CARLSBAD, CA. DATE LBF356 31 AUG.'95 ITEM QTY. DRAWING NO. DESCRIPTION REVISION RATED LOAD =3434 PER PAIR NO. DATE BY ·Note: LBF356 -106 BEAM DETAILS 7/B ~:,3/4 ~ t --1 7/8 t f 1 1/21 L -1/8 R TYP 1.9178 3 1/2 r;= n.o.. i t t ..... rt I L 7/16±1/16 --l--1 3/8 LBF356 Properties Ixx = 1.2039 in 4 Sxx -.6277 in 3 A = .7414 ln2 50 ksl Min Ylelol W L 3.434(106) ' 1.5822 t M = ----= --------= 36.400 in K 10 10 f = Fy / 1.65 = 50ksi / 1.65 = 30.3 ksi M 36.400 3 Sreq = ----= ------= .601 in 2 f 2(30.3) Sreq < Sxx ---,·.o.K. 3 .0104W L3 .0104(3,434)106 d t = ------= -----------= .589 in o.c 2 E I 2 {3E7) 1.2039 L 106 dl"\O.X = ----= ----= .680 in 180 180 ----.·. O.K. REQ'D. MAX. LOAD = 1,800 LBS/PAIR < 3,434LBS. RATED CAP./PAIR BEAM. , I . , O.K. . -· ........ , ......... ~ ... , NO REVISIONS BY DATE I FOOT PLATE DESIGN (TRANSVERSE) A = 4nx s; = 22 in 2 Effective p, t:JMl6. -_Po_ = I 2 83 Li, 22 t,,;.t = 2nv ~ 1 = 2 (1 ! ) V·;:?,' . t =.222 In,< .375 In, Ba.se Pla.te :.O.K. -:-u ¾ . SE.---: 7. 'X 4 X ~ BA-:::,5 PLATE ANCHORAGE (LONGITUDINAL) I ,~ t P..,= Z. S.31 P. ( 2! ) + pw ( 5½ ) > M, ( 2~ ) +. ~20( 5~ ) > ,, ID,b4-51<. > J<. II ~-0~9 ,'. D,K, ANC~OR BOLTS: i Dia X 4 \ Long I r 2/4. Min. Embedment WJ/ 3000 PSI CoNcl P... = 32 O I! = pbd • I Looi METAL TEcH., INc. LODl!tQALIFOBNIA CONCRETE SLAB INVESTIGATION SHEAR LINE Q O POINT OF INFLEC11ON • & • = .. SHEE:~O. 14 or iG DRAWING NO. NO REVISIONS BY DATE t ,, t = 5 J fu = /, 000 psf SOIL BEARING NOTE: BECAUSE OF CONTINUllY, THE SI.AB WIU. TAKE NEGATIVE MOMENTS ' ; SLAB BENDING A •,1, = f! = 1o.z 3D =&,Z3/)ft2 ""'t fu / S = bh a = 12( '5 )2 = r,30 In e 6 6 -z... M = fux2 _ IJDDo(.lo24)12. In =2.J 3:3t;, 2 -2 ft f '-= ~ = 2 );;1;, = 4i,,7 psi < PUNCHING SHEAR V = I! ~1'23 0 z0i 1 < = --= /,&; psi b ol 210 0 = 2[ 4 ;14 L= ~ = v~.23D = 2. 4'8/t; ft t= I, 24.B ft, J x=, ~24 ft In-lbs PSJ' psi= 1.6 '(? -1.6 V3il)OD ·= 87,li, , ', 0, K: psi psi = 2. 'f? = 2. V3;000 ~ [ D~. S ... O, I<,· ( !;; ) = 210 In 2 --~_-:__--_-:·~--i\5YK2[T_EJC~---·-_-_:__~~~~ PREPARED BY SHEET o. Loot METAL TECH., INt -z':ARL~B-AD-· _ _:_::---~---·-=e-A_;~--~~J -~· .. i7 of i~ DATE DRAWING NO PALLET l<ACt<.lNG LODI, CALIFORNIA STF<UCTURAL CS:i<TIFICATION ~ -(&. -'?)5 NO.I REVISIONS I BY IDAT I I • CHE.CK OV&RTUl<.N\NG MOME?'ll, OF= UPR\GHT i=TtAM? IN 1'1<AN::1VERSE 011<EC.TION. CRITIC.AL. WITH TOP CoAo ONLY. C )( ,\ z., 0 I, 2,. V = z.ryRw ~ = . 4 I&. 2,7!;";.) ( I ,SOD + '21,,2.) ~ '3 7 e, 1< A NCHOJi. Boi..,: USING );:,'¢ x 4 ~ 11wa. u,iMlN !;.MBEO. z ~§ 3/JfJI} PSI CawCRETE Pe~ IC.BO R.1:Poe·, No.1372-RED HEAD CAP.= ,526 t< WITHOUT INSPECTION. I<. W= 2,0&2 __ l _____ --,,,--;..., 1378 ,< -fJ.ve-gTU.R.NlNG.. MOMENT 168" 0. M:--·=---~·s-·ra. "u~·-$ __ ,1 ).~--~-~~~=~ =~~-~~~------· = .. &5 :··6-, .b .. K-11 . ---... ·---_____ .,.._ ..... --. ,.,. ____ ... ----. . ···--·-··· -.. -J~.ESl 5TtN·s: .. tvf OMEN T ...... J<,.tyt· ... -=·2·, 0~2 {f __ + 1.040 (44-) ____ _ 11 =· 91. \24 1 '-··· ··· ___ --··--·----· .. ·-AI·-· --·-····· -R M -· ·-;-)--.. 0 M -··· ,-au.,--· ·-··· -L-YYa . • • ... · • • IC. I I I I K . I~-~ -<!"----,< . -r-A-· C_T_U_A_L:----=~--:--L_-:-::1~::--:-~-:~~---) -~~!.-~{9~_1 ' /, Q. K, 2 ~a. 't • SZO K ANCl-\be.. (SOL.TS E loDI METAL TECH., INc. PREPARED BY SHEET NO. ASYMTEC G.Y.S. iG of 1~ DATE DRAWING NO. LODI, CA 95240 CARLSBAD, CA. 31 AUG.'95 95-2579A NO. REVISIONS GENERAL LAYOUT Design is per UBC 1991 &: UBC STD 27-11 and per RMI 1985 Secfloni 2330 and 2706 168 MATERIAL: A.S.T.fl-1".° A570 w/ Fy > 50 ksi Safety Factor for Bending = 1.65 (Fa = 30.3 ksi) Safety Factor for Columns = 1.92 (see R-6 also) 38 70 60 L 1 900Ibs 9001bs 9001bs 9001bs 900Ibs 9001bs 9001bs 9001bs 900lbs 9001bs BEAMS LBF356-106 109 c/c k 1 109 c/c ~ 1 Longitudinal RECEIVING STATIC LOADINGS: LOAD~ ~ 1.8K 1.8K L 44 ~ 1 1 Transverse UPRIGHT: LM20-168-44 W/ 3/8 x 4 x 7 Foot Plates BEAMS: LBF356-1 06 LOAD: Each load is a uniform load in the negative y direction. Each load is 900Ibs BEAM LEVELS: 3 SEISMIC LOADINGS: U.B.C. ZONE IV & V=(ZIC/Rw)W per U.B.C. Std. 27-11 Vertical distribution per 27.1107(e)2. BY DATE UPRIGHT LM20-168-44 loot .. METAL TEcH., INc. SHEET NO. B DRAWING NO. LODI. CALIFOBNIA NO REVISIONS BY DAT REFERENCE APPENDIX ------------------------------------------------------ R-1 R-2 R-3 R-4 R-5 R-6 R-7 R-9 R-10 LS BEAM SECTION PROPERTIES LM COLUMN SECTION PROPERTIES LM BRACING SECTION PROPERTIES LS BEAM MOMENT CAPACITY LS BRACKET CAPACITY u.e.c. ALLOWABLE AXIAL LOADS SEISMIC 'Fi' COEFFICIENTS -u.s.c. Std. 27-11 ANCHORS, CONCRETE 'RED HEAD -WEDGE' I.C.B.O. #1372 L.M.T. BROCHURE S:~· · ~·~i · 1 !\·, · .. ·.· .... ~:L'9 ____________ ...;.._,.--~~~~~~__, PREPARED BY DRAVING ND. llf. MODEL t H In In L8020 .075 2 L8030 .075 3 L8035 .075 3.5 LBC30 .075 3 LBC35 .075 3.5 LBC40 .075 4 LBC45 .075 4.5 LBCSO .075 5 LBC55 .075 5.5 LBC5SA .-105 5.5 LBC60A .105 6 L8T35 .015 3.5 LBF354 .075 3.5 LBF404 .075 4 LBF454 .075 4.5 LBF453 .090 4.5 LBF354 .o,o 3.5 BEAM SECTION PROPERTIES D Ix Sx rx ln in4 Jn3 In .75 .2928 .274 .716 .75 .7604 .4659 1.026 .75 1.1854 .6313 1.223 .75 1.3689 .8817 .184 1.951 . 1.0473 -/ .75 1.363' 1.5 2.6631 1.2769 1.538 1.5 3.5073 1.5033 1.709 1.5 4.6437 1.7655 1.'908 1.5 5.7951 2.0453 2.071 1.5 7.7919 2.7571 2.038 1.5 9.587 3.1-421 2.192 l,S o.;4s2 0.4,SS 1.1~~ 1.5 1.4739 .7699 1.267 1.5 2.0512 .9481 1.437 1.5 2.7526 1.141 1.605 1.5 3.2119 1.333 1.598 l-5 l-203~ • r;,277 1.274 ,.._, 2 3/4 -fa i- -1 7/8 t t-i-D y P.S.TINGEY DATE BAPR. '91 NO. ly Sy Jn4 tn 3 .6033 .4133 .8786 .6054 .9475 .6712 .9403 .6099 .9705 .6159 1.105 .7096 1.2449 .8025 1.3902 .9029 1.5269 .9975 2.0719 1.3498 2.1979 1.451°'7 .9284 .6242 1.0635 .7190 t.1984 .8143 1.3985 .9497 jt H x-1-x '=====y'==::!/~ R-1 REVISION DATE BY ly AREA In 1n2· 1.031 .5718 1.103 .7218 1.093 .7922 .9820 .975 .9614 1.050 .9921 1.125 1.018 1.200 1.044 1.275 1.238 1.350 1.051 1.876 ·-1.049 1.995 o.5209 1.006 .9181 1.035 .9931 1.059 1.0681 1.054 1.2578 -7414 '-' ,, ' . ,' . L'f. COLU~AN SECTION PROPERTIES .. MODEL t H B X In In In in LM15 .075 3 1.625 .689 LM20 .075 3 3 · 1.435 LM30. .105 3 3 1.45 LM20/15 .075 3 4.625 2.607 .075 LM20/20 .075 3 5· 2.714 .075 LM30/15 .105 3 4.625 2.789 .075 LM30/20 .105 3 6 2.951 .075 LM30/30 .105 3 6 2.707 .105 --B-- .87 I rr-53 . 23L H .67 r ,x------x X t Ix Jn4 .582 1.023 1.373 1.78 2.222 2.126 2.568 2.98 H Sx Jn3 .388 .682 .915 - 1.187 1.481 1.417 1.712 1.986 - X PREPARED BY DRA 'wING NO, P .S.TINGEY DATE R-2 BAPR.'91 REVISION NO, DATE BY rx ly Sy ly AREA in ln 4 ln 3 In Jn2 1.156 .205 .219 .686 .411 1.263 .872 .557 1.165 .618 1.249 1.164 .752 1.15 .859 1.231 2.577 .988 1.481 1.143 1.268 4.701 1.431 1.845 1.349 1.23 3.052 1.094 1.473 1.384 1.262 5.45 1.788 1.838 1.590 1-256 6.387 1.94 1.839 1.875 B -, Y . J ---x ' ~ X Lt I y y LM __ LM __ / __ . . "ltJ. GAGE T In 16 .060 14 .075 12 .105 10 .125 10 r-,... ... 9 I",. (/) 00 8 <(Z o::l 7 ..JO 0.. r-,.. ----- ...J <( I.&. xO 6 ~ <( (/) 5 La.I 0 ...JZ Ql<( 4 <( (/) 3= :::, 3 oO ...J :c ...J I-<( 2 z I 1 0 ...... PREPARED BY BRACING SECTION P. TINGEY PROPERTIES DATE 10MAY91 NO. X Ix Sx rx Iy Sy- In Jn4 tn 3 In Jn4 Jn3 .4189 .0893 .1190 .6234 .0379 .0456 .4261 .1081 .1440 .6169 .0464 .0564 .4405 .1418 .1890 .6041 .0621 .0767 .4551 .1706 .2275 .5914 .0764 .0960 ___ nB=l 1/4 ' H= 1 1/2 X-111--'---x i r,,... .. "'i'... 1, "'- I',.~ ~o Ga I',,. .... N-2 ., 111,,,, Ga ..... "-. r--.. ~ ..._ r-.... r-..... '""' Ga' .... ~ ..... "-. 14 .... " ~ ......... i,,.... I'. ....... 1, .... ~ ""'--.... I' .. r,....._ I'. i,...,, t"'-.. -r,,.. ---i...... ""-. -I'-,.. -r-,.. -r--.. ..... .... ...... -:----r--.. ._ '--i- r-i-. i- ,n DRAWJNG NO • R-8 REVISION DATE BY ly AREA In ln 2 .4066 .2297 .4043 .2839 .3999 .3885 .3956 .4878 - 13.3 14.6 10.6 9.31 7.98 6.65 5.32 3.99 r-2.66 1.33 0 ~n 0 <( 0(1) -10 _.z <(::) -0 Xo.. <( I.&. La.I 0 _J mV> <to 3:z O<( ...J (/) _J :::, <o (..) :c -1-:::E v,z ~- (/) ' PREPARED BY DRAWING NO. L'f. BEAM CONNECTION P. TINGEY PROPERTIES TOTAL BEAM NEGATIVE MODEL MOMENT CAP. MOMENT fb s DEVELOPED LB020 7.47 LB030 12.71 LB035 17.21 ' LBC30 24.04 LBC35 28.56 LBC40 34.82 LBC45 40.99 LBC50 48.15 - LBC55 55.78 LBC55A 75.18 LBC60A 85.69 LBT3.S 13.CoO LBF354 20.99 LBF404 25.85 LBF454 31.12 LBF453 36.35 LBF35~ 17 ,12 · .125 .10 f pj" t.t . .. t 1.49 2.54 3.44 4.81 5.71 6.96 8.19 9.63 11.16 15.04 17.14 2,7Z 4.19 5.17 6.22 7.27 3.42 . DATE R-4 19APR91 REVISION NO. DATE BY ALLOWABLE SEISMIC MOMENT CAP. @ BEAM/COLUMN CONNECTION BEAM 6,, BKT. 8" BKT. 9.94 16.89 22.89 31.98 37.98 46.31 54.52 64.04 74.19 100.00 113.97 27.92 · 34.39 41.38 48.35 35.20 55.76 35.20 55.76 35.20 55.76 35.20 55.76 35.20 55.76 35.20 55.76 35.20 55.76 35.20 55.76 35.20 55.76 35.20 55.76 35.20 55.76 ' 35.20 55.76 35.20 55.76 35.20 55.76 35.20 55.76 35,20 55,7~ SEISMIC PLU1 VERTICAL [ SEISMIC MINUS VERTICAL ;1 . VERTICAL SEISMIC LATERAL COMBINED PREPARED BY DRAWING NO. BEAM BRACKET MOMENT CAPACITY P.S.Tingey DATE R-6 16 JAN.'92 6" THREE Pm BRACKET P1 = fv-A= 40(.09281)= 3.712K P2 = 2.75/4."J:5(3.712) = 2.149K P3 = .75/4.75(3.712) = .586K REVISION NO. DATE BY A 1 3APR. '9 2 PST 8" FOUR Pm BRACKET Po= fv-A= 40(.09281) = 3.712K P1 = 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 = MOMENT= 6.75(3.712)+4.75(2.612)+ 2.75(1.512)+. 75(.412) 4. 75(3. 712)+2. 75(2.149)+. 75(.586} = 17 .63+5.909+2.93 = 25.05+ 12.41 +4. 1 6+ .309 = 26:46 k-:-in. NORMAL STRESS = 41.92 k-fn. NORMAL STRESS 26.46( 1.33) = 35.20k-fn. SEISMIC STRESS 41.92(1.33) = 55.76k-fn. SEISMIC STRESS [ ~ [ =I] 8 6 [~ [ =I] 3 1/4 Po r 2 t-P, ~ I 2 13/~2 DIA I -t-P, 11/3,2 DIA ti 11A6 -rn i ffi 1 A t 5/8 DIA ,. .., 2 NET .AREA= II4D =.09281 in~ C1010 COLD HD QTY. ft>-=40K1 (ASTM A354-79) ' Section: LM-20 Column Physical Properties Physical Properties & Axial Loads 1991 Uniform Building Code -vl.2 LMT Column Sections y II X --11---~ --- II Reference Column Section Properties sh# R-2: y p g X t=.075 H=3.0 B=3.0 Xbar=l.435 Ix=l.023 Sx=.682 rx=l.263 Ybar=l.5 Iy=.872 Sy=.557 ry=l.165 Area=.618 Additional Properties: m -Distance from shear center to centerline of web ••.• = 1.969316 Xo -Distance from centroid Xbar to shear center •••.•••• =-3.404316 J -st Venant torsion constant ••••••.••••••••.•••.•.•.• = 1.656985E-03 CW -Warping Constant •••••••••••••.••••••.••..••.••••.•• = 3.090895 Ro -Polar radii of gyration •••••••••.•••.•••.•••.•••••• = 3.813366 TFC -Torsional-flexural constant •••••..••.•.•••••.•.•••.. =-2.039144 Constants for steel= E = 29500 Allowable Axial Load G = 11300 Fy = 50 Constants are: Inputs: Kx = [ LX = [ Ly= [ Lt= [ Oex = [ 58.8985] Ot = [ 342.1999] Ky=[.65] Kt=[.65] 1.2] 74.0] 52.0] 52.0] The following will solve directly for F: (Eq. C4.l-1): (Fe)l = [ 58.8985] ksi (Overall Buckling) (Eq. C4.2-1): (Fe)2 = [ 41.4957] ksi (Torsional-Flexural Buckling) Torsional-Flexural Buckling Stress Eq. C4.3 Governs -Ref: UBC Std.'91 (Fe)lx = [ 58.89854] ksi (Fe)ly = [ 187.7753 ] ksi Fe= [ 41.49575] ksi F = [ 34.93822 ] ksi < overall Buckling Stress 27-9 (AISI '86) The allowable compressive is F = [ 34.93822] ksi Net area= [ .618] F.S.= [ 1.92 ] 3 , The allowable Vertical Column Load .•.•..•••...•••..•••.. Pa= [ LMT upright with 74 inch beam spacing has a capacity ••• P' = [ 11.2457] kips 22.4915] kips All LMT column sections (flanges, webs, and lips) are fully effective. [End of Processing] . . ' PREPARED BY DRAWING NO. L'f. SEISMIC LOADINGS P. TINGEY SPECIFIED C.G. Fi, DATE R-7 15FEB91 REVISION U.B.C. SECTION 2312 & STD. 27-11 NO. DATE BY Fi, = V ( W-;, Pv i, I r, '/1, W-;, Pv i, ) , 'I 4 .4 3 .5 3 .3 2 .66 2 .33 2 .2 1 1 1 .33 82% 1 .17 78% 1 • 1 0 100% 75% 0 8 .22 7 .25 7 .19 6 .28 6 .21 6 .17 5 .33 5 .24 5 .18 5 .14 4 .27 4 .19 4 .14 4 .11 3 .20 3 .14 3 .10 3 .OB 2 .13 2 .09 2 .07 2 .05 1 .07 1 .05 1 .04 1 .03 0 73% 72% 71% 71% 0 12 .15 1 1 .17 1 1 .14 10 .18 10 .15 10 .13 9 .20 9 .16 9 .14 9 • 11 8 .18 8 .15 8 .12 8 .10 7 .15 7 .14 7 • 11 7 .09 6 .13 6 .11 6 .09 6 .OB 5 .11 5 .09 5 .08 5 .06 4 .09 4 .07 4 .06 4 .05 3 .07 3 .05 3 .05 3 .04 2 .04 2 .04 2 .03 2 .03 I .01 1 .02 1 .02 1 .02 1 0 70% 70% 70% 69% 0 (_/·-_. R-9 ICBO Evaluation· Service, Inc. A .c1Jbsidiary corporation of the International Conference of Buildipg Officials ' •.:..' EVALUATION REPORT ·.; Copyright© 1992 ICBO Evaluation Service, Inc. ~ 0: ~-~ -..:_.1 ---i,! : Report No. 1372 June, 1992 FIiing Category: FASTENERS-Concrete and Masonry Anchors (066) .·. .. .. . .. ' • , f , I · • · · • ITW 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-12L 14 and the steel forthe plug conforms to the minimum requirements of AISI Specification C-1010. The anchor has eight sharp teeth at one end and is threaded internally atthe 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 7 47 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. B. ITW Ramset/Red Head Non-Drill Anchor: The non-drill anchor is de- signed to be installed in concrete in a predrilled hole. The shell is formed from steel meeting the minimum requirements of AISI C-12L14 and is provided with internal threads at one end and a plain hole atthe 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 setforth in Table No. II. . .. .-·-· . -... -· .. C. ITW Ramset/Red H;ad 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 f ram steel meeti~g 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. Ill. D. rrw Ramset/Red Head Dynabolt Sleeve Anchor: The Dynabolt sleeve anchors are designed to be installed in a predrilled hole equal to the anchor diameter and are expanded by tightening the hex nut or head-style nut with a wrench or screwdriver. The external shell or expansion sleeves are stamped and formed from commercial quality carbon steel or stainless steel meeting the minimum requirements of AISI C-1010 or Type 304, re- spectively, in No. 22 and No. 16 gauges. The threaded expansion pins with integral conical expanders are formed from carbon steel or stainless steel meeting the minimum requirements of AISI C-1010 or Type 304, respec- tively. Holes are drilled into the concrete or masonry at the required loca- tions of the same diameter as the nominal anchor diameter. The anchors are place.cl 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 302HQ, Type 303 or Type 316 stainless steels. The expander sleeves are fabricated from carbon or stainless steel meeting the minimum requirements of AISI C-101 o 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 1/4-, 3/s-, 1/r, %-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 Evalualion Service, Inc., are issued saltly to provide information to Class A members of ICBO, utilizing the code upon which the report is based. Evalualion reports are not to be construed as representing usthetics or any other allributes not specifically addressed nor as an endorsement or recommen · datum for use of the subject report. This report i~ based upon independent tests or other technical dala submilted by the applicant. The ICBO Evaluation Service, Inc., technical staff has rei·iewed the test resulls andlorotherdala, but does not possess test facilities to 11UJke an independent verification. Thtre is no wan-anty by ICBO Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes. but is not limiled to, merchantability. Page 1 of 8 ; . I . 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 nuttightened un- til the minimum installation torque as .ndicated in Table No. Vis reached. The allowable shear and tension values are as set forth in Table No. V. F. ITW Ramsel/Red Head Mulli·Slt II Anchor: The multi-set anchors are designed to be installed in a predrUled hole equal to the anchor diame- ter. The anchor consists of a shell fanned from carbon steel or stainless steel meeting the minimum requirements of AlSI C-1213 or Type 303, respectively, and an expansion plug fonned 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 driving the cone expander with a setting tool. A special setting tool is provided with each anchor size. When the cone expander is driven down into the anchor, the legs of the shell expand. The allowable shear and tension loads are as set forth in Table No. VI. G. ITW Ramset/Red Head Steel Deck Insert: The steel deck insert is de- signed to be placed in steel decking, before concrete is poured, where a hanging fastener is desired. The anchor assembly consists of two major parts, a headed stud and a coupling, both of cold-rolled steel meeting the minimum requirements of AISI C-1010-1018. The coupling is assembled to the stud and is internally threaded to receive a threaded rod. A spring clip assembly locks the steel deck insert in place. The anchors are installed in a hole drilled through the steel deck and are placed before concrete is poured. The hole must be drilled in the center of the flute or rib. Spacing of the anchors along the rib or flute shall be a minimum 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 . . R-9/ Report No. 1372 concrete cover over the flutes. The allowable sh~r and tension loads are as set forth in Table No. VII. ' H. ldentlfil:alion: The concrete anchors are identified b~ their dimen- sional characteristic and the anchor size stamped on the anchor. The coni- cal shaped expander plugs are colored red. See Figure No. 2for additional details. Ill. Evldera Submitted: Product brochures, calculations, results of shear and tension tests. Findings IV. Findlnas: That the ITW Ramset/Red Head fasteners described In this report are alternate types of anchors to those specified in the 1991 Uniform Building Code, subject to the following conditions: 1. The allowable shear and tension values do not exceed those set forth in Tables Nos. I through VII. 2. The minimum spacing, adge and end distances conform to re- quirements set forth In the tables. 3. Allowable loads for anchors subjected to combined shear and tension forces are determined by the ratio of the actual shear to the allowable shear plus 1he ratio of the actual tension to the al- lowable tension not exceeding 1.00. 4. Anchors are not subject to vibratory or shock loads such as sup- ports for reciprocating engines or crane rails unless adequacy ts 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 predrllled 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. --~·· ~ ,,. ____ ,_..,_, :~-.~J . .i ....... \., ... __ • ..,\. ___ , ... !'J.-,.o. __ ,._ --~·...:.::_.!..~u..·--·-·-··· ....... _ .. _ ... .:..------~ ..................... ~. _.._ _______ ,_ .......... . ..,,...T._.:...;.-.:..~1:.-,_~. ,~ : ) . ~ . -.. ·~----,,· ..... -·--T~B~E NO.~ RAMSET,HED.HEADTR~BOLT ~})~ ~~~:OR ~~~~~~BLE SHJ:AR AND TENSION VALUES (Pounds)1 2 ANCHOR TYPE-CARBON STEEL STONE AGGREGATE CONCRETE l'r • 2500 psi ,·,, .. 3000 psi ,.,, .. 3500 psi f,,= 4000pal ,·,,-4500pal IIIHIIIUII Tenalon Tension . Tension Tenalan Tension ANCHOR INSTAU.ATIOH EMBEDMENT With Without With Without With Wlthoul With Wlthoul With WlthoUI 01A. TOROIIE DEPTHS Sp. Sp. Sp. Sp. Sp. Sp. . Sp. .:_, Sp. Sp. (In.) (Fl-l.ba.) (In.) lnsp.3 lnap., SHEAR lntp,3 lnsp., SHEAR lnlp.3 lnsp., SHEAR lnsp.3 SHEAR lnap.3 lnsp.• SHEAR I I 1'M 270 m ,\115 155 340 170 390 195 445 225 4 11. 8 1•~,lf> 6IO 3115 405 6711 335 445 725 3flll 445 750 365 460 755 375 470 2·'!.a 680 340 715 355 745 375 765 380 770 385 3 I'll 625 315 6911 345 755 380 805 41Kl 845 420 8 ·''M 25 3 1.1165 535 765 1.2115 600 975 1,345 670 960 1.3911 695 980 1.455 72.'i 1,000 41/l 1.220 6IO 1.325 660 1,425 7111 1,460 730 1,515 760 I 2•,. 830 415 1.(1411 5:?11 1.250 625 1.290 645 1,330 665 i l,1 55 41/K 1.420 710 1.115 1,515 m 1.485 1.605 800 1,590 1,835 915 1,680 2.155 1.080 1,770 6 UJO 765 1,745 870 1,960 980 2,250 1.125 2,595 1,300 $ 2~,. 1.225 615 l.!i35 765 1.840 920 1,920 960 2.000 1.000 8 ~'M Q(} s•,. 1.955 980 2.ROO 2.120 1.060 3,115 2.285 1,145 3.135 2,545 1,270 3,120 2.865 1,435 3.120 71/l 2.605 1.305 2.735 1.3711 2.870 1,435 3,115 1.555 3,435 1,720 3 Jl/4 1.720 860 2.020 I.OIO 2.315 1,155 2,420 l.2IO 2.520 1.260 4 'J4 m fl.'iK 2.450 1.225 4.090 3.130 1.565 4.375 3.8115 1,9115 4.425 3.940 1.970 4.500 4,080 2,040 4,580 IO 2.640 1,320 3.520 1.760 4.395 2,200 4.850 2.425 5,300 2.650 7 3J/4 2.215 1110 2.705 1.3511 3.190 1.595 3.290 1.645 3.380 1,690 8 ''" 250 61/4 2.960 1.480 4.410 3,655 1.825 5.600 4.350 2,17S 5,960 5.005 2.505 6,240 S.645 2.82ll 6,520 R·'/4 3.125 1.560 3.R35 1,915 4,545 2.m 5,140 2.570 5,740 2,870 .1 I 4112 3.765 I.RBS 4.335 2.170 4.910 2.455 5.090 2,545 5,270 2.635 300 1·''" 5.540 2.770 6.190 6.280 3.1411 6,795 7.020 3.510 6.660 7.600 3.800 7,110 8,180 4.090 7,555 JOl/4 7,435 3.720 8.195 4.095 R.950 4,475 9.330 4,665 9.700 4,850 ik 5112 4.490 2.245 5.365 2.6115 6.240 3.120 6.630 3,315 7.020 3.5IO If f'/4 500 II 7.640 3.820 9.015 9.9611 4.IIKO I0.460 12.280 6,140 I0,495 12.680 6,340 10,930 13,070 6 •. 535 11,370 m112 9.735 4.870 11.11911 5.945 14,04(1 7,020 14,560 7.280 15.440 7.720 ANCHOR TYPE-"STAINLESS STEEL STONE AGGREGATE CONCRETE ,,,, = 2500 psi t'c = 3000psl f'c = 3500 psi ,·,, = 4000psl ,.,, "'4500psl IIINIMUII Tension Tan1lon Tension Ten1lon Tan1lan ANCHOR INSTALLATION EMBEOMENT With Wlthoul With Without With Without With Without With Wlthollt DIA. TORQUE DEPTHS Sp. Sp. Sp. Sp. Sp. .::, Sp. Sp. Sp. Sp. (In.) (FL-I.bl.) Pn.) lnsp.3 lnsp.4 SHEAR lnap,3 lnsp., SHEAR lnsp.3 SHEAR lnsp.3 lnsp., SHEAR lnsp,3 ln1p., SHEAR "'" 285 145 350 175 415 2IO 465 235 5IO 255 l/4 8 . 11~1111 685 345 530 720 360 555 750 375 5IIO 770 385 590 780 390 605 v,. 765 380 765 3110 770 385 775 390 785 390 1''2 640 320 700 350 760 380 785 395 795 400 ·''" 25 3 1.095 545 775 1.205 605 900 1,320 660 1.030 1.415 7IO 1,050 1,495 750 1,070 41'2 1.330 665 1,425 7111 1.515 760 1,600 HOO 1.675 835 21/4 820 4IO 1.000 500 I.IRO 590 1,200 600 1.230 615 l/2 55 41/A 1.625 815 1.845 1.775 1190 2.060 1,925 965 2.270 2.150 1.075 2.340 2.420 1.210 2,410 6 1,775 HRS 2.025 I.OIO 2,270 1,135 2,495 1.245 2,695 1.350 21/c 1.235 615 I.SOS 755 1.775 890 1.860 930 1,920 960 .,. IJI) 51/N 2.555 1,275 3,(14() 2.(165 1.:un 3.075 2.775 1,385 3,IIO 2,975 1.485 3.400 3,235 1.615 3,680 71'2 2.63.S 1.320 2.7811 I..WO 2,92.'i 1.460 3.200 1,600 3,560 l,7RO 3,, .. 1.760 880 2.ll60 1.11311 2.355 1,175 2.450 1.225 2.550 1,275 ¼ 175 6''" 2.840 1.420 3,930 3.255 1.625 4.200 3,670 l.835 4,470 3,9711 1.985 4.680 4.270 2.135· 4,890 9 3.030 I.SIS 3.3911 1.695 3.750 l,875 4.210 2.1115 4.735 2,365 3J/, 2110 IOSS 2,820 1,4 lll .3.530 1.765 3,620 I.HIil 3.700 1,850 ''" 250 61/c 2.435 1.215 4,91l0 3.155 1.575 5.500 3.870 1.935 6.1111 4.670 2.m 6,435 5,525 2.765 6.755 -----H'I• 3.455 1.730 4.570 2.2115 5,685 2,8411 6,090 3.045 6,500 3.250 -4112 2,9611 1.4110 3.6311 1.1115 4.3115 2.1511 4.630 2.m 4.IJ60 2.480 I 300 1'1H 4.IOS 2,050 5,870 4.435 2.m 6.780 4.765 :?JHO 7.685 5.1911 2.595 8.2411 5,685 2,840 8.790 11111: 4,090 . 2.1145 4.625 VIS •· 5,165 2.51111 5.6110 2.845 6,205 .1.11111 .. :,... .. ., ,._,....:.....:..,__.., t'r = 5000pal l'r '"' 5500 psi Tension Tanalan With Without With Without Sp. lnsp.3 Sp. lnsp., SHEAR Sp. lnsp.3 Sp. 1nsp., SHEAR 500 250 560 280 755 380 485 760 380 495 775 390 780 390 885 440 925 460 1,485 745 1.020 1,520 760 1,035 1.550 775 1,580 790 1.380 690 1.395 700 2,475 1,240 1.860 2.800 1.400 1,945 2,940 1,470 3,285 1,645 2.090 l.045 2,175 1,085 3,190 1,595 3,120 3.510 1.755 3,120 3,755 1.880 4.080 2.040 2,620 l.3IO 2.715 l.360 4.2IO 2.I05 4.660 4.345 2,170 4,735 5,740 2,870 6.185 3,095 3.480 l,740 3.570 1.785 6,280 3.140 6.800 6.915 3.455 7.075 6,335 3,165 6.915 3,455 5.440 2.720 5,620 2,81(1 8.775 4.385 8.000 9.335 4.665 8.450 I0.080 5.040 10.465 5,230 7.410 3705 7,800 3.900 13.461 6,7JO 11.800 13.855 6.92.'i 12.240 15.775 7.890 16.115 8,055 ,.,, = 5000pal , ... = 5500 pal Ten1lon Ten1lon With Wllhoal WIIII Without Sp. lnap,3 Sp. lnsp., SHEAR Sp. lnsp.3 Sp. lnsp., SHEAR 550 275 595 295 790 395 615 805 400 625 795 395 805 400 805 400 815 405 1.580 790 1,095 1.660 830 1.115 1.750 875 1.825 9IO 1.270 635 1.275 640 2,690 1345 2.480 2.960 1.480 2.550 2.900 1.450 3,IOS 1.550 2.000 1.000 2.045 1.025 3.495 1.745 3.%5 3.755 1.875 4.250 3.920 1.960 4,280 2.140 2.640 1.320 2.740 1.370 4.570 2.285 5.095 4,870 2.435 5,300 5.26() 2,630 5.785 2.890 3.780 1.890 3,870 1.935 6.380 3.190 7.080 7.235 3.620 7.400 6.9111 3,455 7.315 3.660 5.21)() :?.645 5.6:!0 :?.RIO 6.175 3,()1)() 9 •. 150 6.670 3.335 9.900 6.7211 3.Jfill 7.2.\5 3.620 ,,r•,"lufiiin,• 11 ---~ ·. ·, l CD CD 0) a m ::0 -CD "C 0 ::i. z p -w ~ ~ t \0 t0