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NSTX

NSTX. Supported by. NSTX Centerstack Upgrade Project Meeting P. Titus January 27, 2010. Umbrella Leg Sliding Blocks TF OOP Support to the Vessel Seismic (Static Analysis). ! Max Vertical Load from Han's Jan 2010 Summary 51188.7N f,all,fy,51188.7*.2248/(13*5) eusel,mat,90 nelem save

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NSTX

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  1. NSTX Supported by NSTX Centerstack Upgrade Project Meeting P. Titus January 27, 2010 Umbrella Leg Sliding Blocks TF OOP Support to the Vessel Seismic (Static Analysis)

  2. ! Max Vertical Load from Han's Jan 2010 Summary 51188.7N f,all,fy,51188.7*.2248/(13*5) eusel,mat,90 nelem save fini /solu solve save nsel,y,17.99,20 ! Max Theta Load from Han's Jan 2010 Summary 170000N f,all,fx,170000*.2248/(13*5) nelem solve save

  3. The Leg needs reinforcement – but we knew this The retainer plate might need to be doubled These bolts can’t be fixed – Double up on the retainer plate and bear against the leg flange? Rib may be in trouble – Wait until The larger Rib Model is available

  4. 5/8-11 Stress area = .2256 in^2 Shear Stress= 170418N*.2248/4/.2256 = 42.4 ksi In the FEA the shear should be 170418N*.2248/4/.5/.558 =34.3ksi

  5. Support of OOP Loads Off Vessel Han/Neumeyer ‘Worst” =22000lbs Titus Global 70 of 96 = 24000 Lbs Danny Conservative Envelope Estimate = 50,000 Lbs Adjust for TF Radius/Attachment Radius Use 30,000 Lbs Remove the Clevis, and load only the pad in shear Clevis Bolts and Pad weld can’t take the shear load with the offset

  6. Ring Loads Max load in the ring (in the middle of the ring where connects to radius rod): 86 KN or 19.3klbs for the asymmetric PF current, and 80 KN or 18 klbs for the symmetric PF current.

  7. Brace Pad Reactions are ~100,000N Or 22480 Lbs/pad or 5620 lbs per Hilti

  8. Hilti HDI Concrete Flush Anchor Test Results • Values shown are average ultimate values and are offered only as a guide and are not guaranteed. A safety factor of 4:1 or 25% is generally accepted as a safe working load. Reference should be made to applicable codes for the specific working ratio. • Applied Loads are about 6000 lbs – Just about at the capacity of the Hiltis, with no Safety Factor

  9. Seismic Analysis Static Acceleration used in the original NSTX qualification Fp = Z I Cp WP = 0.135 Wp Where: Fp = lateral seismic forces Z = a seismic zone factor. I = an importance factor. Cp = a horizontal force factor. Wp = the weight of element or component “Z” seismic zone factor: was determined using table 3 of DOE-STD-1024-92 “Probabilistic Hazard Results for DOE sites. For PPPL, Z = 0.09 g[1] “I” importance factor: for PC-1, was determined using tables 23-K and 23-L of the Uniform Building Code (UBC) For PC-1, I = 1.00 “Cp” horizontal force factor: = (1.5) for non-rigid elements = (2.0) for cantilevered walls [1]U.S. Department of Energy, "Guidelines for Use of Probabilistic Seismic Hazard Curves at Department of Energy Sites", DOE-STD-1024-92 December, 1992

  10. This is 1e6*.2248/4 = 56200 lbs per Hilti Consider adding shear plates with many Hiltis on outboard Diagonal Braces

  11. /title,PF4 and PF5 Upper Loads !Remove OOP Loads bf,all,temp,20 f,436,fz,-204000/12/.2248 f,1098,fz,-241000/12/.2248 Solve PF4/5 Weldment Nominal Weld = 5/16 in. QA Effective Weld = 1/4 FEA Weld Model Thick =10mm Weld Stress =90*(.01*39.37)/.25 =142 MPa = 30555 psi Ron: Scale Weld Stress by ratio of your forces to those that I applied

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