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)

3. Fr (N)Ftheta (N)Fz (N) 439372518711013 6684.71170609757.6 -875.16871641770.1 322315337710832 27779-2452110427 1763.1-346631174.4 457.59-5339010961 19216204.75-4746.4 131193.2170418.851188.7 ! 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

4. 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

5. 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

6. 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 Support of OOP Loads Off Vessel Remove the Clevis, and load only the pad in shear Clevis Bolts and Pad weld can’t take the shear load with the offset

10. 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.

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

12. Hilti HDI Concrete Flush Anchor Test Results 2000 psiConcrete4000 psiConcrete6000 psiConcrete Anchor SizeTensionShearTensionShearTensionShear HDI – ¼190417382251178130753050 HDI – 3/8317439704942422556505900 HDI – 1/23997587367516224102009350 HDI – 5/8554988839696122051040013600 HDI – 3/488571519516034176091640021200 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

13. 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][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][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 Static Acceleration used in the original NSTX qualification Seismic Analysis

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

15. 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 /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 Ron: Scale Weld Stress by ratio of your forces to those that I applied