Status of report on chapter 6: Warm cryostat
mechanical calculation
PH-DT Engineering Office, CERN
CERN, May 20th 2015
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Status today
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6 Warm cryostat mechanical calculation
6.1
Relevant safety codes (Olga and Andrea) (feedback Olga for welds?)
6.2
Calculation models:
6.2.1
Dimensions:
6.2.2
Pressure loads and own weight
6.2.3
Analytical models (stress, deflection and M,T diagrams) (Andrea and Joao)
6.2.4
Global “box” models: to shows that a portal model is well representative (Dimitar ?)
6.2.5
Static analysis portal beam model (Andrea)
6.2.6
Static and buckling shell portal model (Diego) ongoing: NB: stress linearization !
6.2.7
Table and Comparison of results above (Andrea and Diego)
6.3
Portal minimal stability calculations (Piet)
6.4
Bolted and welded connections
6.4.1
Design of main connections and analytical calculations (Joao)
6.4.2
Models and FEA results of connections (Diego)
6.4.3
Weld analytical calculations (Piet)
6.5
EC3 verification – SCIAeng® verification (Joao): ongoing: TBD duration
6.6
Comparison EC3 and ASME global safety factors (who, do we need that?)
6.7
Possible future optimizations
6.7.1
Lighter roof, smaller floor, (Piet)
6.7.2
Bracings (Dimi, Joao) (needed ?)
6.7.3
Thickness of Stainless steel outer membrane (Dimi) (needed ?)
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Annexes needed
• As separate documents, not necessarily in word format but
often .pdf:
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Annex A: Analytical beam models
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Annex B: Box beam model plots (Dimi)
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Annex C: beam model plots, plus ANSYS scripts
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Annex D: beam model verification according to EC3
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Annex E: shell model plots, static, buckling
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Annex F: stability calculations Piet
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Annex G: calculations of connections
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Annex H: connection FEA plots
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Annex I: Global frame structure full EC3 SCIA report
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Former Material
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Status
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Baseline:
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Solid corner pieces at bottom: splice connection at 3.4 m from bottom (shaft available envelope 3.7 m)
Splice must be able to take moment of 1-2 MN m and Shear of 3 MN (this to cope with possible
uncertainties in transition point)
Bolted connection on top (better stability, splice calculated)
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Bolted connections all calculated (Joao will summarise results)
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Short side walls: analyses yet to be done
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longitudinal force retaining system, bracings
Pinned or M connection at top  see next slides for pinned connection
M connection at bottom  verify transverse connection to floor I beams
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Behaviour of bottom elements (floor): option to be discussed for the review (Piet)
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Work ahead:
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Final proposal short side walls design
Static and Buckling final results and bracings: add bracing, ignore grid
Full run of SCIAeng EC3 verification
Verification of ASME requirements Pm+Pb < 1.5 S for div 1 and div 2
Verification of ASME requirements for welds
Verification of ASME requirements for bolts
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Seismic calculations (no time for the review)
– Material x the review
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A note on the moment transition
• The transition point of M along the vertical beam is highly affected by:
– The rotational stiffness of the bottom joint
– The position of the bottom support (or contact point)
– (The behaviour of the floor beam)
• The top pressure 20, 120, 350 mbar does not influence the transition point
• The splice joint (seen these effects) must be capable of taking Moments
and Shear with some good safety factors
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Transition at 1.9 (+0.55) for RotStiff =1250 MN m/rad and at 2.66 (+0.55) for perfect joint stiffness
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Baseline: all M connections
• HL1100-607 : beam – joint stiffness calculated and accounted for in FEA
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Baseline: all M connections
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Baseline: all M connections
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Baseline: all M connections
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Baseline: all M connections
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Baseline: all M connections
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Top connections pinned
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Top connections pinned
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Top connections pinned
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Top connections pinned
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Top connections pinned
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Top connections pinned
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Top connections pinned
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