SLAC Lifting Fixture Load-rating Form

Transcription

1 (See page 2 for General Guidelines and Step-by-step Process) Requester SLAC Lifting Fixture Load-rating Form 'I t Print name Fi IawCPC.(^ $Date 3 A Z, Brief Description of Lifting Fixture and object to be lifted / /- / -area rr Cor r B^o /-F at ^iky!-irx-bure ( S2&tr SLACDrawing number SK -E4JIC Copy of drawing or sketch must accompany this form. 1. Rated Capacity Calculation Rated capacity 4 $ oo l b. Print name.a. - }wtes 1teScSignature Qualified engineer who performed calculations. Copy of cal I Date 44 ions or vendor documentation must accom e.oo ny this form. 2. on -destructive testing of load-bearing welds (PI-25 non-certified welds only) Print name 14. Jd wte t lcsignature ate 3 oa Qualified engineer who supervised or contracted testing. o f report most accompany this form.. 3. Review by Hoisting & Rigging Safety Committee Print name Signature Date H&R Safety Committee Chair 4. Load testing - normally at 125% of rated capacity (see instructions). Required test weight,, (2 ZS Actual test weight Successful completion (check) r Print name DAvfhk. w err {r Signature 444 -Date 6 - l9- r; SLAC Rigging Department 5. Label fixture with rated capacity & S/ Assigned S/ _8 E le - 1 Crane Custodian or Line Supervisor responsible for fixture Print name 1-4 Ja skm S kr bsignature Crane Custodian or Line Supervisor responsible for fixture 6. Final Inspection and Approval Print name Signature SLAC H&R Inspector Date 7. Permanent record keeping - retained for the life of the equipment (see instructions). 24 June, 25 SLAG-I-73-oA21J-1-R2 - SLAG Lifting Fixture Certification Form Page 1 of 2

2 H.J. Krebs/March 28, 26 E STAFRD LIEAR ACCELERATR CETER Mail Address Mail Stop 41 SLAG, P.. Box 4349 Stanford, California ) BABAR EGIEERIG TE GEERIC CRER BLCK HADLIG FIXTURE (BBR-14) CALCULATIS F RIGGIG LADS 1. Potential Loads: 1.1 Upper Corner Block 4,314 lbs. 1.2 Middle Comer Block 4,123 lbs. 1.3 Lower Corner Block 4,314 lbs. 1.4 Upper Corner Block Adaptor 181 lbs. 1.5 Middle Corner Block Adaptor 241 lbs. 1.6 Lower Corner Block Adaptor 181 lbs. 1.7 Handling Fixture 1,27 lbs Maximum Total ( ) 5,765 lbs 2. Background: This device is used to remove and reinstall the Barrel Corner Blocks on the forward (south) side. The device has been used several times prior to the writing of this document for removing and reinstalling the lower corner blocks. The allowable loads and stresses are those dictated by American Institute of Steel Construction, Allowable Stress Design, 9h Edition. A dynamic load factor of 5% is assumed. The bending stress in the W12x65 is ignored. 3. Weld Shearing Stress at Unloaded Pick Eye: There are 12" of 3/8" linear weld at this location. The shear stress in this weld is: (1,27 lb * 15%) / (12" *.77 * 3/8") = 599 psi The materials of the device are ASTM-A36 steel. The allowable shear stress is: 36, psi *.4 = 14,4 psi Therefore, the factor of allowable redundancy is: 14,4 psi /599 psi =

3 H.J. Krebs/March 28, 26 E Pullout of Unloaded Pick Eye: A 6.5 ton capacity screw pin anchor shackle with a 1." pin diameter is used when lifting the device. The lifting eye is 1" thick ASTM -A36 steel and the pin is in double shear. The pullout length is 1.5". Hence, the pullout shear stress is: (1,27 lb *15%)/2 *(1" * 1.5") = 635 psi The factor of allowable redundancy is: 14,4 psi / 635 psi = Bolt Plate Weld Shear Stresses: The bolt plate weld experiences shear stress due to the weight of the corner block (4,314 lb) plus the weight of the adaptor (181 lb). There is approximately 64 linear inches of 3/8" weld that see this shear force. Therefore, the shear stress in the weld due to this load is: [(4,314 lb lb) * 15%]1(64" *.375" *.77) = 397 psi The factor of allowable redundancy for this load is: 14,4 psi / 397 psi = This weld also sees a shear stress due to the cantilever load after the device is bolted to the gap filler plate and the hoist is lowered. The lever arm of the cantilever load is 47.25" and the load is the weight of the device (1,27 lb). This scenario is approximated by Beam Formula Case 11 in Machinery's Handbook, 2th Edition. The section modulus of the weld is in3. Hence, the critical stress is the stress at the connection between the beam and the bolt plate and can be approximated by: z = (W * l)/z = [(1, 27 lb * 15%) * "1 / in3 = 1,327 psi The factor of allowable redundancy for the cantilever load is: 14,4 psi / 1,327 psi = Bolt Loads: There are four 1-8UC ASTM-A325 bolts holding the corner block plus the adaptor to the handling fixture. Each of these bolts sees a shear load and the two top bolts see a tensile load. The allowable shear load (single shear) for each bolt is 13.4 kips. The maximum single shear load on each bolt is: ([4,314 lb lb] * 15%) /4 Bolts = 1,686 lb per bolt Therefore, the factor of allowable redundancy for this load is: 13,4 lb / 1, 686 lb =

4 H.J. Krebs/March 28, 26 E The distance from the beam axis to the top bolt is 3" and the distance from the beam axis to the lower edge of the handling fixture bolt plate is 6". The distance from the pick point to the CG of the load is ". If one assumes that the entire tensile load is taken only by the top two bolts, then the tensile load per bolt equals: (([4,314 lb lb] * 15%) * " 19"112 bolts = 5,34 lb per bolt The allowable tensile load for a bolt of this type is 34.6 kips. Therefore, the factor of allowable redundancy is: 34,6 lb /5,34 lb = "Loaded" Lift Eye Pullout: The bolt plate is 1.25" thick ASTM-A36 steel and the pullout distance is 1.163". An 8.5 ton capacity screw pin shackle with a 1. 13" diameter is used to lift the entire weight. The shackle is in double shear. Hence, the pullout shear stress is: (4,314 lb lb + 1,27 lb) * 15%/(1.25" * 1.163") * 2 = 2,974 psi Therefore, the factor of allowable redundancy is: 14,4 psi / 2,9 74 psi = 4.84 Prepared by: H. James Krebs Signature: Reviewed by: Zohrab Vassilian Signature: Date: 3

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8 SECT 6. ISPECTI AWS Dl.1 /1.1 M:22 Table 6.1 Visual Inspection Acceptance Criteria ( see 6.9) Statically Cyclically Loaded Loaded Tubular onmbular ontubular Connections Discontinuity Category and Inspection Criteria Connections Connections (All Loads) (1) Crack Prohibition Any crack shall be unacceptable, regardless of size or location. X X X (2) WeldBase- Metal Fusion Thorough fusion shall exist between adjacent layers of weld metal and between weld metal X X X and base metal. (3) Crater Cross Section All craters shall be filled to provide the specified weld size, except for the ends of X X X intermittent fillet welds outside of their effective length. (4) Weld Profiles Weld profiles shall be in conformance with X X X (5) Time of Inspection Visual inspection of welds in all steels may begin immediately after the completed welds have cooled to ambient temperature. Acceptance criteria for ASTM A 514, A 517, and X X X A 79 Grade 1 and 1 W steels shall be based on visual inspection performed not less than 48 hours after completion of the weld. (6) Undersized Welds The size of a fillet weld in any continuous weld may he less than the specified nominal size (L) without correction by the following amounts (U): L, U, specified nominal weld size, in. Imm] allowable decrease from L. in. [mm] <_ 3/16 [5] 1/16 [2] X X X 1/4 [6] 5 3/32 [2.5] 5/16 [8] 1 /8 [3] In all cases, the undersize portion of the weld shall not exceed 1% of the weld length. n web-to-flange welds on girders, underam shall be prohibited at the ends for a length equal to twice the width of the flange. (7) Undercut (A) For material less than I in. [25 mm] thick, undercut shall not exceed 1/32 in. [1 mm], with the following exception: undercut shall not exceed 1/16 in. [2 mm] for any accumulated length up to 2 in. [5 mm] in any 12 in. [3 mm]. For material equal to or Greater than I in. thick, undercut shall not exceed 1/16 in. [2 mm] for any length of weld. (B) In primary members, undercut shall be no more than.1 in. [.25 mm] deep when the weld is transverse to tensile stress under any design loading condition. Undercut shall X X be no more than 1/32 in. [] mm] deep for all other cases. (8) Porosity (A) CJP groove welds in butt joints transverse to he direction of computed tensile stress shall have no visible piping porosity. For all other groove welds and for fillet welds, the sum of the visible piping porosity 1/32 in. [I mm] or greater in diameter shall not exceed 3/8 in. [1 mm] in any linear inch of weld and shall not exceed 3/4 in. [2 mm] in any 12 in. [3 mm] length of weld. (B) The frequency of piping' porosity in fillet welds shall not exceed one in each 4 in. [1 mm] of weld length and the maximum diameter shall not exceed 3/32 in. [2.5 mm]. Exception: for fillet welds connecting stiffeners to web, the sum of the diameters of X X piping porosity shall not exceed 3/8 in. [1 mm] in any linear inch of weld and shall not exceed 3/4 in. [2 mm] in any 12 in. [3 mm] length of weld. (C) CJP groove welds in butt joints transverse to the direction of computed tensile stress shall have no piping porosity. For all other groove welds, the frequency of piping porosity shall not exceed one in 4 in. 11 mm] of length and the maximum diameter shall not exceed 3/32 in. [2.5 mm]. General ote: An "X" indicates applicability for the connection type; a shaded area indicates non-applicability. X X X X

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11 H.J. Krebs Lower Corner Block Adaptor C.G. 3/29/26 ADAPTR Fixture Block Bolt Plate weight (Ibs) cgx (in) moment (in-ibs) Corner Block Bolt Plate Large Gusset Small Gusset weight (Ibs) cgz (in) moment (in-ibs) ADAPTR ISTALLER ( loaded) Bolt Plate Beam weight (Ibs) cgz (in).375 moment (in-ibs) Lift Eye Counterweight Adaptor , ADAPTR ISTALLER ( unloaded) Bolt Plate Beam weight (Ibs) cgz (in).375 moment (in-ibs) Loaded Lift Eye Counterweight

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15 H. J. Krebs/March 3, 26 Upper Corner Block Adaptor C.G. 1 Small Vert Plate Large Vert Plate Gussets Horiz Plate Upr Thin Gussets Lwr Thin Gussets Total Weig ht (Ibs ) CG (in) Moment ( in-ibs

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