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[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 8Run #4
Run #7 First Mode Stress – SRSS of All Loads
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Figure North-South Response Spectrum Curve, TFTR/TPX Test Cell, ref [5]
Figure East-West Response Spectrum Curve, TFTR/TPX Test Cell, ref [5]
MCE and 5% Damped MCE Ground Motion
0.000
0.050
0.100
0.150
0.200
0.250
0.300
0.350
0.400
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
Period, Sec
Sp
ectr
al A
ccele
rati
on
, g
MCE
5% Damped MCE
Enveloped ARS – Use with a Factor of 2.0 [5]
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.5g + deadweight Static AnalysisResponse Spectra Modal Analysis
FX Sum (N) FY Sum (vert)(N) FzStatic Analysis .3581e6 (.5g) .715e6 0Modal Analysis .916e6 2.42e6 .913e6
Global Reaction Summations
Global Reaction Summations
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2000 psi Concrete 4000 psi Concrete 6000 psi Concrete
Anchor Size Tension Shear Tension Shear Tension Shear
HDI – ¼ 1904 1738 2251 1781 3075 3050
HDI – 3/8 3174 3970 4942 4225 5650 5900
HDI – 1/2 3997 5873 6751 6224 10200 9350
HDI – 5/8 5549 8883 9696 12205 10400 13600
HDI – 3/4 8857 15195 16034 17609 16400 21200
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
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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 ColumnStatic Analysis Results
2000 psi Concrete 4000 psi Concrete 6000 psi Concrete
Anchor Size
Tension Shear Tension Shear Tension Shear
HDI – 3/4 8857 15195 16034 17609 16400 21200
¾ Hilti Test Capacity – Use ¼ Value
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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 qualificationFp = Z I Cp WP = 0.135 Wp
This analysis used .5g – For Extra Weight and Uncertainty
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Fx=5644.5 LbsFy=6674.5 LbsFz=6827.2 Lbs
Fx=10131 LbsFy=1500.3 LbsFz=7673 LbsSRSS of Fx and Fz Shear= 12709lbs
Fx=9023.02 LbsFy=8078.6 LbsFz=6790.7 LbsSRSS of Fx and Fz Shear= 11293lbs
Fx=5675.1 LbsFy=6759.7 LbsFz=7529.0 Lbs
Modal Analysis Results
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Fx=23875NFy=28661 NFz=-16142NFx=5367 LbsFy=6443LbsFz=3628 Lbs
Fx=14230NFy=-16801NFz=9626.4NFx=3199 LbsFy=377LbsFz=2163 Lbs
Static Analysis Results
SRSS of Fx and Fz Shear= 6500 lbs
SRSS of Fx and Fz Shear= 3900 lbs
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Modal Analysis Results
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Bottom Bellows Modal Analysis
Bottom Bellows Static .5g Lateral Analysis
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Mode 2
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Mode 3
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Mode 4
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Mode 4