Magnetic / Gravity Loading Analysis
2 ELEMENTS JUL 7 2006 ELEMENTS MAT NUM 2:5:0 MAT NUM POR Design JUL 7 2006 2:5:0 L2 L L q Assumed Location of Gap Encoder(s) ELEMENTS MAT NUM JUL 7 2006 2:5:0 Materials: 606 Aluminum Mild Steel Stainless Steel Finite Element Model 26288 Nodes 7485 Elements Linear bricks, parabolic tets, linear springs, tension only spars (turnbuckles - nonlinear), surface effect elements (for longitudinal and transverse magnetic load application) Pressure loads applied for magnetic loading No symmetry assumption L = 050 mm L2 = 000 mm L = 500 mm 2
POR Design K x = 2800 N / µ K roll = 8 knm / K pitch / yaw = 72 knm / K z = 2667 N / µ Linear Bearing Block Stiffness 8 linear springs per block acting between block / rail 4 springs acting in (Down / Lift off / Roll / Pitch) 4 springs acting in (Side / aw) Spring spacing (y / z) adjusted for angular stiffness (Pitch / Roll / aw)
Gravity Load NSRRC EPU - Girder Analysis Gravity and Vertical Magnetic Load Transverse Deflection Vertical Magnetic Load 0,000 N @ Min Gap & 0mm phase U (AVG) RSS=0 DM =.25797 S =-.040 SM =.26995 22:56:49 M 2 U (AVG) RSS=0 DM =.25797 S =-.040 SM =.26995 M 22:56:49 STEP=2 TIME=2 U (AVG) RSS=0 DM =.05855 S =-.00682 SM =.02 M 2:0:0 2 STEP=2 TIME=2 U (AVG) RSS=0 DM =.05855 S =-.00682 SM =.02 M 2:0:0 -.040.0975.0952.0647.09007.5485.40862.6624.967.26995 U (AVG) RSS=0 DM =.25797 S =-.040 SM =.26995 -.040.0975.0952.0647.09007.5485.40862.6624.967.26995 M 22:56:49 -.00682.00867.00565.0926.027962 -.002482.00626.0494.0262.02 STEP=2 TIME=2 U (AVG) RSS=0 DM =.05855 S =-.00682 SM =.02 -.00682.00867.00565.0926.027962 -.002482.00626.0494.0262.02 M 2:0:0 -.040.0975.0952.0647.09007.5485.40862.6624.967.26995 -.00682 -.002482.00867.00626.00565.0494.0926.0262.027962.02 Vertical force on the top girder for the inclined plane mode 4
Gravity Load NSRRC EPU - Girder Analysis Gravity and Vertical Magnetic Load Vertical Deflection Vertical Magnetic Load 0,000 N @ Min Gap & 0mm phase U (AVG) RSS=0 DM =.25797 S =-.464 SM =.00246 M 22:57:2 2 U (AVG) RSS=0 DM =.25797 S =-.464 SM =.00246 M 22:57:2 STEP=2 TIME=2 U (AVG) RSS=0 DM =.05855 S =-.056408 SM =.04922 M 2:0:26 2 STEP=2 TIME=2 U (AVG) RSS=0 DM =.05855 S =-.056408 SM =.04922 M 2:0:26 -.464 -.0967 -.077594 -.04557 -.25628 -.09605 -.0658 -.02956 -.0548.00246 U (AVG) RSS=0 DM =.25797 S =-.464 SM =.00246 -.464 -.0967 -.077594 -.04557 -.25628 -.09605 -.0658 -.02956 -.0548.00246 22:57:2 -.056408 -.0295 -.00946 -.044672 -.0298.002276.040.02575.07487.04922 STEP=2 TIME=2 U (AVG) RSS=0 M DM =.05855 S =-.056408 SM =.04922 -.056408 -.0295 -.00946 -.044672 -.0298.002276.040.02575.07487.04922 2:0:26 M -.464 -.25628 -.0967 -.09605 -.077594 -.0658 -.04557 -.02956 -.0548.00246 -.056408 -.044672 -.0295 -.0298 -.00946.002276.040.02575.07487.04922 Vertical force on the top girder for the inclined plane mode 5
Girder Vertical Deformation (mm) 0.00 0.009 0.008 0.007 0.006 0.005 0.004 0.00 0.002 0.00 0.000-0.00-0.002-0.00-0.004 NSRRC EPU - Girder Analysis Vertical Magnetic Load NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Normalized (0 @ Encoder Locations) Girder Deformation along Tranverse Center Vertical Magnetic Load @ Minimum Gap Upper Girder Lower Girder Gap Change 2 th Order Polynomial Fit -0.005-2000-750-500-250-000 -750-500 -250 0 250 500 750 000 250 500 750 2000 Distance from Girder Center (mm) 2 th Order Polynomial Fit used for Phase Error Calculations in B2E (Igor) 6
Vertical Magnetic Load Phase Error Photon Phase Error ( ).0 2.0.0 0.0 -.0-2.0 -.0 NSRRC EPU Photon Phase Error from Girder Defl. RMS Phase Error =.2 (Min Gap - Inclined Plane Mode - 0mm Phase) 0 20 40 60 80 Pole # 00 20 40 60 7
0.052 NSRRC EPU - Girder Analysis Vertical Magnetic Load NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Total Girder Deflection along Tranverse Center Vertical Magnetic Load @ Minimum Gap Total Girder Vertical Deflection (mm) 0.050 0.048 0.046 0.044 0.042 0.040-0.046-0.048-0.050-0.052-0.054-0.056 Upper Girder Lower Girder -0.058-2000-750-500-250-000-750-500 -250 0 250 500 750 000 250 500 750 2000 Distance from Girder Center (mm) 8
-.8 NSRRC EPU - Girder Analysis Vertical Magnetic Load NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Girder Angular Deflection about Longitudinal Center Vertical Magnetic Load @ Minimum Gap -4.0 Girder Angular Deflection ( -rad) -4.2-4.4-4.6-7.0-4.8-7.2-7.4-7.6-7.8-8.0 Upper Girder Lower Girder -8.2-2000-750-500-250-000 -750-500 -250 0 250 500 750 000 250 500 750 2000 Distance from Girder Center (mm) 9
Gravity Load Total Girder Vertical Deflection (mm) -0.7-0.8-0.9-0.20-0.2-0.22-0.2-0.24-0.25-0.26 NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Total Girder Deflection along Tranverse Center Gravity Load @ Minimum Gap Upper Girder Lower Girder Note Tilt in EPU; Turnbuckles not active for gravity load simulation Tilt will be adjusted for during setup Leftmost (+ in FE Model) support pedestal exhibits slightly lower stiffness compared to center and rightmost (-) pedestals -0.27-2000-750-500-250-000-750-500 -250 0 250 500 750 000 250 500 750 2000 Distance from Girder Center (mm) 0
Girder Angular Deflection ( -rad) -24.00-24.25-24.50-24.75-25.00-25.25-25.50-25.75-26.00-26.25-26.50-26.75-27.00-27.25 NSRRC EPU - Girder Analysis Gravity Load NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Girder Angular Deflection about Longitudinal Center Gravity Load @ Minimum Gap Upper Girder Lower Girder -27.50-2000-750-500-250-000-750-500 -250 0 250 500 750 000 250 500 750 2000 Distance from Girder Center (mm)
Transverse & Longitudinal Magnetic Load 2 ELEMENTS JUL 2 2006 ELEMENTS MAT NUM 0:48:06 MAT NUM JUL 2 2006 0:48:06 ELEMENTS MAT NUM JUL 2 2006 0:48:06 Traction Loads Applied @ Opposing Magnet Faces Finite Element Model (Full Model) 2
Transverse Deflection NSRRC EPU - Girder Analysis Transverse Magnetic Load Vertical Deflection U (AVG) RSS=0 DM =.00745 S =-.00245 SM =.0062 M 22:02:29 2 U (AVG) RSS=0 DM =.00745 S =-.00245 SM =.0062 M 22:02:29 U (AVG) RSS=0 DM =.00745 S =-.00565 SM =.64E-0 M 22:0:9 2 U (AVG) RSS=0 DM =.00745 S =-.00565 SM =.64E-0 M 22:0:9 -.00245 -.0002.0E-0.00626.00295 -.0068 -.59E-0.964E-0.002288.0062 U (AVG) RSS=0 DM =.00745 S =-.00245 SM =.0062 M -.00245 -.0002.0E-0.00626.00295 -.0068 -.59E-0.964E-0.002288.0062 22:02:29 -.00565 -.0008 -.596E-0 -.2E-0.72E-0 -.002 -.89E-0 -.54E-0.0E-0.64E-0 U (AVG) RSS=0 DM =.00745 S =-.00565 SM =.64E-0 M -.00565 -.0008 -.596E-0 -.2E-0.72E-0 -.002 -.89E-0 -.54E-0.0E-0.64E-0 22:0:9 -.00245 -.0068 -.0002 -.59E-0.0E-0.964E-0.00626.002288.00295.0062 -.00565 -.002 -.0008 -.89E-0 -.596E-0 -.54E-0 -.2E-0.0E-0.72E-0.64E-0 Transverse force on the top girder for the inclined plane mode Transverse Magnetic Load,000 N @ Min Gap &.5mm phase
0.0000 NSRRC EPU - Girder Analysis Transverse Magnetic Load Transverse Deflection NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Girder Transverse Deflection @ Longitudinal Center Transverse Magnetic Load @ Minimum Gap Girder Transverse Deflection (mm) 0.00275 0.00250 0.00225-0.0025-0.0050 Upper Girder Lower Girder -0.0075-2000 -500-000 -500 0 500 000 500 2000 Distance from Girder Center (mm) 4
-0.00020 NSRRC EPU - Girder Analysis Transverse Magnetic Load Vertical Deflection NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Girder Vertical Deflection @ Longitudinal Center Transverse Magnetic Load @ Minimum Gap Girder Vertical Deflection (mm) -0.00025-0.0000-0.0005-0.00040-0.00045 Upper Girder Lower Girder -0.00050-2000 -500-000 -500 0 500 000 500 2000 Distance from Girder Center (mm) 5
7.2 NSRRC EPU - Girder Analysis Transverse Magnetic Load Angular Deflection NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Girder Angular Deflection about Longitudinal Center Transverse Magnetic Load @ Minimum Gap Girder Angular Deflection ( -rad) 7.0 6.8 6.6 6.4 6.2 6.0 5.8 Upper Girder Lower Girder 5.6-2000 -500-000 -500 0 500 000 500 2000 Distance from Girder Center (mm) 6
Transverse Deflection NSRRC EPU - Girder Analysis Longitudinal Magnetic Load Vertical Deflection U (AVG) RSS=0 DM =.06907 S =-.04958 SM =.0576 M 2 2:47:55 U (AVG) RSS=0 DM =.06907 S =-.04958 SM =.0576 M 2:47:55 U (AVG) RSS=0 DM =.06907 S =-.02508 SM =.024988 M 2:48:9 2 U (AVG) RSS=0 DM =.06907 S =-.02508 SM =.024988 M 2:48:9 -.04958 -.0982.002295.02442.046548 -.00895 -.008768.058.05485.0576 U (AVG) RSS=0 DM =.06907 S =-.04958 SM =.0576 -.04958 -.0982.002295.02442.046548 -.00895 -.008768.058.05485.0576 M 2:47:55 -.02508 -.0262 -.097 -.006954.00582.086 -.02508 -.04 -.566E-0.022.024988 -.0262 -.097 -.006954.00582.086 -.04 -.566E-0.022.024988 U (AVG) RSS=0 DM =.06907 S =-.02508 SM =.024988 M 2:48:9 -.04958 -.00895 -.0982 -.008768.002295.058.02442.05485.046548.0576 -.02508 -.0262 -.097 -.04 -.006954 -.566E-0.00582.022.086.024988 Longitudinal force on the top girder for the inclined plane mode Longitudinal Magnetic Load 25,000 N @ Min Gap &.5mm phase 7
Longitudinal Magnetic Load Longitudinal Deflection U (AVG) RSS=0 DM =.06907 S =-.02089 SM =.0895 2:48:4 M 2 U (AVG) RSS=0 DM =.06907 S =-.02089 SM =.0895 M 2:48:4 -.02089 -.007595.005704.09002.020 -.04244 -.946E-0.025.02565.0895 U (AVG) RSS=0 DM =.06907 S =-.02089 SM =.0895 -.02089 -.007595.005704.09002.020 -.04244 -.946E-0.025.02565.0895 M 2:48:4 -.02089 -.04244 -.007595 -.946E-0.005704.025.09002.02565.020.0895 Longitudinal force on the top girder for the inclined plane mode Longitudinal Magnetic Load 25,000 N @ Min Gap &.5mm phase 8
0.06 NSRRC EPU - Girder Analysis Longitudinal Magnetic Load Transverse Deflection NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Girder Transverse Deflection @ Longitudinal Center Longitudinal Magnetic Load @ Minimum Gap Girder Transverse Deflection (mm) 0.04 0.02 0.00-0.02-0.04 Upper Girder Lower Girder -2000-500 -000-500 0 500 000 500 2000 Distance from Girder Center (mm) 9
Girder Vertical Deflection (mm) 0.00 0.025 0.020 0.05 0.00 0.005 0.000-0.005-0.00-0.05-0.020-0.025-0.00 NSRRC EPU - Girder Analysis Longitudinal Magnetic Load Vertical Deflection NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Girder Vertical Deflection @ Longitudinal Center Longitudinal Magnetic Load @ Minimum Gap Upper Girder Lower Girder Gap Change After Seismic analysis, runs will be attempted to force gap centerline back to zero and evaluate subsequent bearing loads. Thermal loads will be applied to ball screws to force expansion / contraction -0.05-2000 -500-000 -500 0 500 000 500 2000 Distance from Girder Center (mm) 20
Longitudinal Magnetic Load Angular Deflection NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Girder Angular Deflection about Longitudinal Center Longitudinal Magnetic Load @ Minimum Gap 5 Girder Angular Deflection ( -rad) 0 5 0-5 -0-5 -20 Upper Girder Lower Girder -25-2000 -500-000 -500 0 500 000 500 2000 Distance from Girder Center (mm) 2
0.075 NSRRC EPU - Girder Analysis Longitudinal Magnetic Load Longitudinal Deflection NSRRC EPU Strongback Outer Uprights (L=050mm. L2=000, L=500mm) Girder Longitudinal Deflection @ Longitudinal Center Longitudinal Magnetic Load @ Minimum Gap Girder Longitudinal Deflection (mm) 0.050 0.025 0.000 0.0275-0.025-0.050-0.075 Upper Girder Lower Girder -0.0200-2000 -500-000 -500 0 500 000 500 2000 Distance from Girder Center (mm) 22
Equivalent Stress(es) due to Gravity Loading Mild Steel Components Aluminum Components DM =.9769 S =909.688 SM =.79E+08 M JUL 2 2006 :27: 2 DM =.9769 S =909.688 SM =.79E+08 M JUL 2 2006 :27: DM =.25797 S =224.99 SM =.65E+07 M JUL 2 2006 :24:49 2 DM =.25797 S =224.99 SM =.65E+07 M JUL 2 2006 :24:49 909.688.84E+07.69E+08.25E+08.7E+08.422E+07.26E+08.2E+08.295E+08.79E+08 DM =.9769 S =909.688 SM =.79E+08 M 909.688.84E+07.69E+08.25E+08.7E+08.422E+07.26E+08.2E+08.295E+08.79E+08 JUL 2 2006 :27: 224.99.45E+07.289E+07.44E+07.579E+07 7289.27E+07.62E+07.507E+07.65E+07 DM =.25797 S =224.99 SM =.65E+07 M 224.99.45E+07.289E+07.44E+07.579E+07 7289.27E+07.62E+07.507E+07.65E+07 JUL 2 2006 :24:49 909.688.422E+07.84E+07.26E+08.69E+08.2E+08.25E+08.295E+08.7E+08.79E+08 224.99 7289.45E+07.27E+07.289E+07.62E+07.44E+07.507E+07.579E+07.65E+07 All nominal component stresses at least order of magnitude lower than yield stress of constituent material 2
Equivalent Stress(es) due to Vertical Magnetic Loading Mild Steel Components Aluminum Components STEP=2 TIME=2 TOP DM =.05855 S =.4895 SM =.87E+08 JUL 2 2006 :6:00 M 2 STEP=2 TIME=2 TOP DM =.05855 S =.4895 SM =.87E+08 M JUL 2 2006 :6:00 STEP=2 TIME=2 TOP DM =.05855 S =460.265 SM =.5E+08 JUL 2 2006 :8:26 M 2 STEP=2 TIME=2 TOP DM =.05855 S =460.265 SM =.5E+08 M JUL 2 2006 :8:26.4895.860E+07.72E+08.258E+08.44E+08.40E+07.29E+08.25E+08.0E+08.87E+08 STEP=2 TIME=2 TOP DM =.05855 S =.4895 SM =.87E+08.4895.860E+07.72E+08.258E+08.44E+08.40E+07.29E+08.25E+08.0E+08.87E+08 M JUL 2 2006 :6:00 460.265.0E+07.60E+07.90E+07.20E+08.50E+07.45E+07.75E+07.05E+08.5E+08 STEP=2 TIME=2 TOP DM =.05855 S =460.265 SM =.5E+08 460.265.0E+07.60E+07.90E+07.20E+08.50E+07.45E+07.75E+07.05E+08.5E+08 M JUL 2 2006 :8:26.4895.40E+07.860E+07.29E+08.72E+08.25E+08.258E+08.0E+08.44E+08.87E+08 460.265.50E+07.0E+07.45E+07.60E+07.75E+07.90E+07.05E+08.20E+08.5E+08 All nominal component stresses at least order of magnitude lower than yield stress of constituent material 24
Equivalent Stress(es) due to Longitudinal Magnetic Loading Mild Steel Components Aluminum Components DM =.068697 S =7.59 SM =.74E+08 M JUL 2 2006 :7:2 2 DM =.068697 S =7.59 SM =.74E+08 M JUL 2 2006 :7:2 DM =.06775 S =8.25 SM =.46E+07 M JUL 2 2006 :4:09 2 DM =.06775 S =8.25 SM =.46E+07 M JUL 2 2006 :4:09 7.59.86E+07.772E+07.6E+08.54E+08.9E+07.579E+07.965E+07.5E+08.74E+08 DM =.068697 S =7.59 SM =.74E+08 7.59.86E+07.772E+07.6E+08.54E+08.9E+07.579E+07.965E+07.5E+08.74E+08 M JUL 2 2006 :7:2 8.25 969984.94E+07.29E+07.88E+07 48508.45E+07.242E+07.9E+07.46E+07 DM =.06775 S =8.25 SM =.46E+07 M 8.25 969984.94E+07.29E+07.88E+07 48508.45E+07.242E+07.9E+07.46E+07 JUL 2 2006 :4:09 7.59.9E+07.86E+07.579E+07.772E+07.965E+07.6E+08.5E+08.54E+08.74E+08 8.25 969984 48508.45E+07.94E+07.242E+07.29E+07.9E+07.88E+07.46E+07 All nominal component stresses at least order of magnitude lower than yield stress of constituent material 25
Modal / Siesmic Analysis Note that in order to estimate actual deflections from modal analysis results, two items are required; Reasonable estimate of damping can be obtained from measurements of multiple EPU s Quantitative data from floor vibration measurements 26
Modal Analysis / Seismic Analysis 997 UBC Ch 6 Section 627 Definitions Component, Flexible, is a component, including its attachments, having a fundamental period greater than 0.06 second (Fn < 7.67 Hz) st Three Modes Primarily Support Hardware Mode 7.4 Hz Mode 2 27.6 Hz Note: Must be viewed in Slide Show mode to view animations 27
Modal Analysis / Seismic Analysis 997 UBC Ch 6 Section 627 Definitions Component, Flexible, is a component, including its attachments, having a fundamental period greater than 0.06 second (Fn < 7.67 Hz) st Three Modes Primarily Support Hardware Mode 5.2 Hz Note: Must be viewed in Slide Show mode to view animations 28
997 UBC Ch 6 Section 627 Definitions Component, Flexible, is a component, including its attachments, having a fundamental period greater than 0.06 second (Fn < 7.67 Hz) st Three Significant Internal Modes Mode 7 2.4 Hz Mode 8.2 Hz Note: Must be viewed in Slide Show mode to view animations 29
997 UBC Ch 6 Section 627 Definitions Component, Flexible, is a component, including its attachments, having a fundamental period greater than 0.06 second (Fn < 7.67 Hz) st Three Significant Internal Modes Mode 0 45.7 Hz Note: Must be viewed in Slide Show mode to view animations 0
Seismic Analysis 997 UBC Ch 6 Section 62 Lateral Force on Elements of Structures, Nonstructural Components and Equipment Supported by Structures Fp = a p C a I p (+h x /h r ) W p / R p a p = 2.5 for flexible components with ductile materials, UBC Table 6-O C a = 0.4 Na (Seismic coefficients) N a =. I p =.5 (Importance Factor) R p =.0 (UBC Table 6-O) W p = Component Weight = 8,8 Kg h x = 0 (ground level) F p = 0.65 W p F p = 56,04 N - acceleration(s)) Force to be applied at C.G. of structure (0.65 g horizontal
4 ELEMENTS MAT NUM JUL 2 2006 2:26:05 Finite Element Model for Seismic Evaluation Tension only links included Contact surface steel plate to floor Monitor reactions at anchor locations used as input to NSRRC for anchor selection F p applied as horizontal acceleration(s) +/- & + directions Gravity set @ 0.5 g downward ground acceleration of 0.65 g resulting in greatest tensile anchor loads Support Support Support 2 Anchor Node Numbers 2
Seismic analysis results expected by 7/2/06 The following results are from SLAC analysis of seismic loads on adjuster feet and are included for reference only. NSRRC loads are expected to be ~0% lower due to reduced weight.
- (Transverse) Horizontal Load Results ELEMENTS F MAR 5 2006 2:9:57 S (AVG) DM =.208066 S =-.595E+08 SM =.06E+09 MAR 9 2006 04:5:0 -.565E+09.25E+ Restraints File: differential thread kinematic mount Support Foot: 440C Stainless Rc=57 : σ y = 895 MPa σ u = 964 MPa Shear Loads Applied @ Ball Socket (Support in Table below) M -.595E+08 -.89E+08.27E+08.62E+08.0E+09.4E+09.84E+09.225E+09.265E+09.06E+09 File: differential thread kinematic mount Differential Adjuster Foot Loads NODE F (N) F (N) F (N) M (N-mm) M (N-mm) M (N-mm) Support Support Support 2 2208 2.6E+04 5.05E+04 -.25E+0 0 0 0 2209-2.6E+04-5.05E+04.25E+0 -.58E+05 0-2.98E+06 22020 0 0 0 0 0 0 2202.04E+04 0.00E+00-5.8E+02 0 0 0 22022 -.04E+04 0.00E+00 5.8E+02-6.97E+04 0 -.65E+06 2202 0 0 0 0 0 0 22026 2.50E+04 5.07E+04.8E+0 0 0 0 22027-2.50E+04-5.07E+04 -.8E+0 2.9E+05 0-2.99E+06 22028 0 0 0 0 0 0 Support Foot Stress Max. (Principle) Stress = 06 MPa Ball Node EPU Floor Node Center Node Ball Node EPU Floor Node Center Node Ball Node EPU Floor Node Center Node Resultant Shear Load 262.9749 045.5548 25026.99542 4
+ (Longitudinal) Horizontal Load Results ELEMENTS F MAR 5 2006 2:9:57 S (AVG) DM =.8529 S =-.59E+08 SM =.229E+09 MAR 6 2006 2:57: -.565E+09.25E+ Restraints M File: differential thread kinematic mount Support Foot: 440C Stainless Rc=57 : σ y = 895 MPa σ u = 964 MPa Shear Loads Applied @ Ball Socket (Support in Table below) -.59E+08 -.644E+07.20E+08.525E+08.820E+08.E+09.4E+09.70E+09.200E+09.229E+09 File: differential thread kinematic mount Differential Adjuster Foot Loads NODE F (N) F (N) F (N) M (N-mm) M (N-mm) M (N-mm) Support Support Support 2 2208.67E+0 4.64E+04-24590 0 0 0 2209 -.67E+0-4.64E+04 2.46E+04-0000 0.00E+00-2.0E+05 22020 0 0 0 0 0 0 2202-8.8E+02.E+04-2750 0 0 0 22022 8.8E+02 -.E+04 2.75E+04-297000 0.00E+00 9.8E+04 2202 0 0 0 0 0 0 22026-8.47E+02 0.00E+00-26880 0 0 0 22027 8.47E+02 0.00E+00 2.69E+04-222000 0.00E+00.02E+05 22028 0 0 0 0 0 0 Support Foot Stress Max. (Principle) Stress = 2 MPa Ball Node EPU Floor Node Center Node Ball Node EPU Floor Node Center Node Ball Node EPU Floor Node Center Node Resultant Shear Load 24646.0449 27522.675 2689.82 5