NSTXNSTX 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)

Fr (N) Ftheta (N) Fz (N)

43937 25187 11013

6684.7 117060 9757.6

-875.16 87164 1770.1

32231 53377 10832

27779 -24521 10427

1763.1 -34663 1174.4

457.59 -53390 10961

19216 204.75 -4746.4

131193.2 170418.8 51188.7

! Max Vertical Load from Han's Jan 2010 Summary 51188.7N

f,all,fy,51188.7*.2248/(13*5)eusel,mat,90nelemsavefini/solusolvesavensel,y,17.99,20! Max Theta Load from Han's Jan 2010 Summary 170000Nf,all,fx,170000*.2248/(13*5)nelemsolvesave

The Leg needs reinforcement – but we knew thisThe 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

5/8-11 Stress area = .2256 in^2Shear Stress= 170418N*.2248/4/.2256 = 42.4 ksiIn the FEA the shear should be170418N*.2248/4/.5/.558 =34.3ksi

Han/Neumeyer ‘Worst” =22000lbsTitus Global 70 of 96 = 24000 LbsDanny Conservative Envelope Estimate = 50,000 LbsAdjust for TF Radius/Attachment RadiusUse 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

Ring LoadsMax 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.

NSTX Brace Pad Reaction Loads Real 103

-100000

-80000

-60000

-40000

-20000

0

20000

40000

60000

0 20 40 60 80 100 120

Load File Number

Fo

rce

in N

ewto

n

FX

FY(Vert)

FZ

Brace Pad Reactions are ~100,000NOr 22480 Lbs/pad or 5620 lbs per Hilti

Hilti HDI Concrete Flush Anchor Test Results

  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

•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

Fp = Z I Cp WP = 0.135 WpWhere:

Fp = lateral seismic forcesZ = 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

Static Acceleration used in the original NSTX qualification

Seismic Analysis

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

PF4/5 WeldmentNominal Weld = 5/16 in.QA Effective Weld = 1/4FEA Weld Model Thick =10mm Weld Stress =90*(.01*39.37)/.25=142 MPa = 30555 psi

/title,PF4 and PF5 Upper Loads!Remove OOP Loadsbf,all,temp,20f,436,fz,-204000/12/.2248f,1098,fz,-241000/12/.2248Solve

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