Final Project 2010 E. Tarallo, G. Mastinu POLITECNICO DI MILANO, Dipartimento di Meccanica.
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Transcript of Final Project 2010 E. Tarallo, G. Mastinu POLITECNICO DI MILANO, Dipartimento di Meccanica.
Final Project 2010
E. Tarallo, G. Mastinu
POLITECNICO DI MILANO, Dipartimento di Meccanica
Es02Project 2010
Summary 2
Guidelines to the project: The project may be performed by group of a maximum 3
students; A complete report must be produced about the project; The report must include: a complete description of
geometries, properties, interactions and meshes; a study of convergence; critical considerations about assembly method (i.e., position and number of bolts);
The complete work together with the exercise-book must be delivered at least one week before taking the exam.
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3The considered frame
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4The considered frame
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5The considered frame
* All the drawings have been put in the website as pdf formats
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6Loads
A
B
C
D
Type A(kN) B(kN) C(kN) D(kN)
1 250 250 150 100
2 250 -250 150 100
3 250 250 -150 -100
*All the directions in this figure are POSITIVE*The position of the forces A and B should be extracted from the drawings
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7Different Analysis
Modeling:
1. Beam Elements (use constant section)
2. Shell Elements (use constant thickness)
3. Solid Elements (check welded or bolted joints)
Analysis:
A. Static general (use constant loads and right boundary)
B. Frequency linear perturbation (find first 5 natural frequency)
C. Dynamic, implicit (use sinusoidal input of amplitude equal to static load and variable frequency – look at phase problem)
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8Appendix A – welded joints
Main guidelines to verify a welding: • Standard: UNI EN 1993: Eurocodice 3: Progettazione delle strutture
di acciaio Parte 1-8: Progettazione dei collegamenti
• Consider only fillet-weld
• According to the prismatic stress status:normal stress perpendicular to throatnormal stress parallel to the axis of weldshear stress perpendicular to the axis of weldshear stress parallel to the axis of weld
• is not considered when verifying the design resistance of the weld
• Welds between parts with different material strength grades should be designed using the properties of the material with the lower strength grade.
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• The design resistance of the fillet weld will be sufficient if the following are both satisfied:
where: is the nominal ultimate tensile strength of the weaker part joined; is the appropriate correlation factor taken from table; is 1.25.
• For simplified criteria seethe standard
• For other criteria see stdCNR 10011
Appendix A – welded joints
2
2||
22 3Mw
uf
2
9.0
M
uf
uf
w2M
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10Appendix B – bolted joints
Main guidelines to verify a bolted joint: • Standard: UNI EN 1993: Eurocodice 3: Progettazione delle strutture
di acciaio Parte 1-8: Progettazione dei collegamenti• Bolt classes: fyb (yeld stress) fub (ultimate stress)
• Category of bolted connections
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Legend: Fv,Ed= the design shear force per bolt for the ultimate limit state Fv,Rd = the design shear resistance per bolt Fb,Rd = the design bearing resistance per bolt Fv,Ed,ser = the design shear force per bolt for the serviceability limit
state Fs,Rd,ser = the design slip resistance per bolt at the serviceability limit
state
Ft,Ed = the design tensile force per bolt for the ultimate limit state
Ft,Rd = the design tension resistance per bolt Bp,Rd = the design punching shear resistance of the bolt head and
the nut
A = the gross cross-section area of bolt As = the tensile stress area of the bolt or of the anchor bolt d = diameter of the bolt
Appendix B – bolted joints
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Positioning of the holes of bolts:
Appendix B – bolted joints
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Design resistance for individual boltsubjected to shear and/or tension
Appendix B – bolted joints