2. [14] SEISMIC ANALYSIS OF THE NATIONAL COMPACT STELLERATOR EXPERIMENT (NCSX) PSFC/JA-04-25 Peter H. Titus May 17 2004 Mode 7 Run #4 Mode 8 Run #4 Run #7 First Mode Stress – SRSS of All Loads

3. Figure North-South Response Spectrum Curve, TFTR/TPX Test Cell, ref [5] Figure East-West Response Spectrum Curve, TFTR/TPX Test Cell, ref [5] Enveloped ARS – Use with a Factor of 2.0 [5]

4. .5g + deadweight Static Analysis Response Spectra Modal Analysis FX Sum (N)FY Sum (vert)(N) Fz Static Analysis.3581e6 (.5g).715e60 Modal Analysis.916e62.42e6.913e6 Global Reaction Summations

5. 2000 psiConcrete4000 psiConcrete6000 psiConcrete Anchor SizeTensionShearTensionShearTensionShear HDI – ¼190417382251178130753050 HDI – 3/8317439704942422556505900 HDI – 1/23997587367516224102009350 HDI – 5/8554988839696122051040013600 HDI – 3/488571519516034176091640021200 Hilti HDI Concrete Flush Anchor TestsHilti Drop-In Allowable Design Loads are ¼ these Values, i.e. a F.S. of 4 is recommended A shear design capacity of 13000 lbs and a tensile capacity of 9000lbs is recommended. These envelope static and modal analyses. For shear, use 13000/6224*4 = 8 ½ “ Hiltis, For Tension use 9000/6751*4=5 ½ “Hilties 13 ½ “ Hiltis Total per Leg -or For shear use 13000/9696*4 = 4 5/8 Hiltis, for Tension use 4 5/8 Hiltis Or 8 5/8 Hilti’s Total per Leg

6. This I Beam is Almost Completely in Compression This I Beam is Mostly in Tension – The Net Load is 35833 N or 8000 lbs – Small for ¾ inch bolts and Hiltis I Beam Support Column Static Analysis Results 2000 psiConcrete4000 psiConcrete6000 psiConcrete Anchor Size TensionShearTensionShearTensionShear HDI – 3/488571519516034176091640021200 ¾ Hilti Test Capacity – Use ¼ Value

11. 11 This is 1e6*.2248/4 = 56200 lbs per Hilti Consider adding shear plates with many Hiltis on outboard Diagonal Braces From DOE Regs Static Acceleration used in the original NSTX qualification Fp = Z I Cp WP = 0.135 Wp This analysis used.5g – For Extra Weight and Uncertainty

12. Fx=5644.5 Lbs Fy=6674.5 Lbs Fz=6827.2 Lbs Fx=10131 Lbs Fy=1500.3 Lbs Fz=7673 Lbs SRSS of Fx and Fz Shear= 12709lbs Fx=9023.02 Lbs Fy=8078.6 Lbs Fz=6790.7 Lbs SRSS of Fx and Fz Shear= 11293lbs Fx=5675.1 Lbs Fy=6759.7 Lbs Fz=7529.0 Lbs Modal Analysis Results

13. Fx=23875N Fy=28661 N Fz=-16142N Fx=5367 Lbs Fy=6443Lbs Fz=3628 Lbs Fx=14230N Fy=-16801N Fz=9626.4N Fx=3199 Lbs Fy=377Lbs Fz=2163 Lbs Static Analysis Results SRSS of Fx and Fz Shear= 6500 lbs SRSS of Fx and Fz Shear= 3900 lbs

14. Modal Analysis Results

17. Bottom Bellows Modal Analysis Bottom Bellows Static.5g Lateral Analysis

19. Mode 2

20. Mode 3

21. Mode 4