Download - Structural Steel Design Compression Members
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Structural Steel DesignCompression Members
Dr. Seshu Adluri
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Compression members -Dr. Seshu Adluri
Columns in Buildings
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Compression members -Dr. Seshu Adluri
Columns in Buildings
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Compression members -Dr. Seshu Adluri
Column supports
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Compression members -Dr. Seshu Adluri
Compression members in trusses
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Compression members -Dr. Seshu Adluri
Compression members in trusses
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Compression members -Dr. Seshu Adluri
Compression members in OWSJ
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Compression members -Dr. Seshu Adluri
Howrah bridge, Kolkata, India
Compression members in bridges
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Compression members -Dr. Seshu Adluri
The new Tokyo Tower is set to be completed in 2011. It will stand 610m high.
Compression members in towers
Eiffel Tower (1887 - 89)
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Compression members -Dr. Seshu Adluri
Compression in equipment
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Compression members -Dr. Seshu Adluri
Introduction
Steel Compression membersBuilding columnsFrame BracingTruss members (chords and bracing)
Useful in pure compression as well as in beam-columnsDesign Clauses: CAN/CSA-S16
Over-all strength as per Clause 13.3 Local buckling check: Clause 11 (Table 1)Built-up members: Clause 19
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Compression members -Dr. Seshu Adluri
Column erection
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Compression members -Dr. Seshu Adluri
Different column c/sshapes
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Compression members -Dr. Seshu Adluri
Different column c/sshapes
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Compression members -Dr. Seshu Adluri
Instability and bifurcation
Stable, neutral and unstable equilibriums
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Compression members -Dr. Seshu Adluri
Buckling
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Compression members -Dr. Seshu Adluri
Instability and bifurcationInstability effect
To compress or not to compress?Energy considerations
Long column
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Compression members -Dr. Seshu Adluri
Compression terminology -review
Moment of inertiaParallel axis theoremRadius of gyrationEffective length kLSlenderness ratio kL/rPrincipal axes (major and minor)Critical Load PcrFactored compressive strength, Cr
∫=A
x dAyI 2
AIr =
2xAII xx +=′
b
h
Symmetric (major) axis
Unsymmetric(minor) axis
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Compression members -Dr. Seshu Adluri
Compression members
BuckingElastic (Euler) bucklingInelastic buckling
Buckling modesOverall buckling
Flexural bucklingTorsional bucklingTorsional-flexural buckling
Local buckling
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Compression members -Dr. Seshu Adluri
Elastic BucklingEquilibrium equation
Internal moment + applied moment = 0
2
2
2
2
2
2
0
0sinsin
,int
..sin:
@0;0@0;0
LEIP
PEIL
LxAP
Lx
LAEI
equationaldifferentitheongSubstituti
cbthesatisfiesLxAwSolution
LywywPwdxwdEI
crπ
π
πππ
π
=
=+
−
=
+
−
=
=====+
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Compression members -Dr. Seshu Adluri
Inelastic Buckling
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Compression members -Dr. Seshu Adluri
Compression members
Moment of inertiaRadius of gyrationEffective lengthSlenderness ratio
σpl = σy - κΛ/ρes
σpl = (0.5~1.0)σy
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Compression members -Dr. Seshu Adluri
Effective length factorsDifferent end conditions give different lengths for equivalent half-sine wave
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Compression members -Dr. Seshu Adluri
Theoretical Effective length factors
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Compression members -Dr. Seshu Adluri
Theoretical Effective length factors
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Compression members -Dr. Seshu Adluri
Effective length factors
US practice
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Compression members -Dr. Seshu Adluri
Effective lengths in different directions
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Compression members -Dr. Seshu Adluri
Effective length factors
k = 2.0 k = 2.0 k = 1.0 k = 1.2 k = .8 k = .65
Canadian practice
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Compression members -Dr. Seshu Adluri0.65·L0.5·LClamped-Clamped
1.2·LLClamped-Guided
0.8·L0.7·LClamped-Hinged
2.1·L2·LClamped-Free(Cantilever)
1.2·LLGuided-Guided
2·L2·LGuided-Hinged
(2.1·L)2·LGuided-Free
LLHinged-Hinged (Simply-Supported)
(1.2·L)LHinged-Free
(1.2·L)LFree-Free
Engrg. Eff.LengthLeff
E
Theoretical Eff. Length, Leff
TBoundaryConditions
US recommended values
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Compression members -Dr. Seshu Adluri0.65·L0.5·LClamped-Clamped
1.2·LLClamped-Guided
0.8·L0.7·LClamped-Hinged
2.0·L2·LClamped-Free(Cantilever)
1.2·LLGuided-Guided
2·L2·LGuided-Hinged
(2.0·L)2·LGuided-Free
LLHinged-Hinged (Simply-Supported)
(1.2·L)LHinged-Free
(1.2·L)LFree-Free
Engrg. Eff.LengthLeff
E
Theoretical Eff. Length, Leff
TBoundaryConditions
Canadian recommended values –Appendix F
CAN/CSA/S16-01
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Compression members -Dr. Seshu Adluri
Effective lengths in frame columns
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Compression members -Dr. Seshu Adluri
Effective lengths in frame columns
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Compression members -Dr. Seshu Adluri
Real columns -Factors for considerationPartially plastic buckling Initial out-of-straightness (L/2000 to L/1000)
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Compression members -Dr. Seshu Adluri
Real columns -Factors for consideration
Residual stresses in Hot-rolled shapes (idealized)
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Compression members -Dr. Seshu Adluri
Real columns -Factors for consideration
Residual stresses in Hot-rolled shapes (idealized)
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Compression members -Dr. Seshu Adluri
Perfect column failure
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Compression members -Dr. Seshu Adluri
Perfect column failure
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Compression members -Dr. Seshu Adluri
Practical column failure
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Compression members -Dr. Seshu Adluri
Column curve
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Compression members -Dr. Seshu Adluri
(18~30)<kL/r<5011 < kL/r < (18~30)kL/r < 11Wood
kL/r > 5512 < kL/r < 55kL/r < 12Aluminum Alloy AA 2014 - T6
kL/r > 669.5 < kL/r < 66kL/r < 9.5Aluminum Alloy AA 6061 - T6
kL/r > 15040 < kL/r < 150kL/r < 40Structural Steel
Slenderness Ratio ( kL/r = Leff / r)
Long Column(Elastic Stability
Limit)
Intermediate Column
(Inelastic Stability Limit)
Short Column(Strength
Limit)Material
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Compression members -Dr. Seshu Adluri
Over-all buckling
Flexural TorsionalTorsional-flexural
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Compression members -Dr. Seshu Adluri
Flexural Buckling
About minor axis (with higher kL/R) for doubly symmetric shapesAbout minor axis (the unsymmetric axis) for singly symmetric shapes
1964 Alaska quake, EqIIS collection
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Compression members -Dr. Seshu Adluri
Flexural Buckling
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Compression members -Dr. Seshu Adluri
Short lengthsUsually kL/r less than approx. 50 doubly symmetric sections
Wide flange sections, cruciform sections, double channels, point symmetric sections, ….
Not for closed sections such as HSS since they are very strong in torsion
Torsional buckling
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Compression members -Dr. Seshu Adluri
Torsion Torque is a moment that causes twisting along the length of a bar. The twist is also the torsional deformation. For a circular shaft, the torque (or torsional moment) rotates each c/s relative to the nearby c/s.
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Compression members -Dr. Seshu Adluri
Torsional deformation
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Compression members -Dr. Seshu Adluri
Torsion of non-circular sections
Torsion of non-circular sections involves torsional shear and warping.Torsional shear needs the use of torsion constant J.
J is similar to the use of polar moment of inertia for circular shafts.J=Σbt3/3
Warping calculation needs the use od the constant Cw.Both J and Cw are listed in the HandbookIn addition, we need to use the effective length in torsion (kzLz). Usually, kz is taken as 1.0
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Compression members -Dr. Seshu Adluri
Torsional buckling of open sectionsBuckling in pure torsional mode (not needed for HSS or closed sections):
Kz is normally taken as 1.0. Cw, J, rx, ry are given in the properties tables, x and y are the axes of symmetry of the section. E= 200 000 MPa (assumed), G=77 000 MPa (assumed).
( )2
22
1 wez
o z
ECF GJAr K L
π = +
2 2 2 2 2o o o x yr x y r r= + + +
λ =FFy
e ( ) 121nn
r yC AFφ λ−
= +
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Compression members -Dr. Seshu Adluri
Shear centreSections always rotate about shear centreShear centre lies on the axis of symmetry
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Compression members -Dr. Seshu Adluri
For of singly symmetric sections, about the major axis For unsymmetricsections, about any axisRotation is always about shear centre
Torsional-flexural buckling
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Compression members -Dr. Seshu Adluri
Torsional-flexural buckling
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Compression members -Dr. Seshu Adluri
Shear flow
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Compression members -Dr. Seshu Adluri
Shear flow
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Compression members -Dr. Seshu Adluri
Shear flow
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Compression members -Dr. Seshu Adluri
Shear centre
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Compression members -Dr. Seshu Adluri
Shear flow effect
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Compression members -Dr. Seshu Adluri
Shear centre
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Compression members -Dr. Seshu Adluri
Shear centre
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Compression members -Dr. Seshu Adluri
Local (Plate) buckling
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Compression members -Dr. Seshu Adluri
Plate buckling
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Compression members -Dr. Seshu Adluri
Plate buckling
Effective width concept
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Compression members -Dr. Seshu Adluri
Plate buckling
Different types of buckling depending on
b/t ratio end conditions for plate segmentsTable 1 for columnsTable 2 for beams and beam-columns
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Compression members -Dr. Seshu Adluri
Web buckling
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Compression members -Dr. Seshu Adluri
Plate buckling
b/t ratio effect
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Compression members -Dr. Seshu Adluri
Built-up columnsTwo or more sections
Stitch boltsBatten platesLacingCombined batten & lacingPerforated cover plates
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Compression members -Dr. Seshu Adluri
Two or more sectionsStitch boltsBatten platesLacingCombined
Built-up columns
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Compression members -Dr. Seshu Adluri
Built-up columns
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Compression members -Dr. Seshu Adluri
Built-up columns
Closely spaced channels
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Compression members -Dr. Seshu Adluri
Built-up member buckling is somewhat similar to frame buckling
Batten acts like beamsBattens get shear and moment due to the bending of the frame like built-up member at the time of buckling
Built-up columns
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Compression members -Dr. Seshu Adluri
Battened column
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Compression members -Dr. Seshu Adluri
Design as per normal procedure
Moment of inertia about the axis which shifts due to the presence of gap needs parallel axis theoremEffective slenderness ratio as per Cl. 19.1
Built-up columns
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Compression members -Dr. Seshu Adluri
AISC Digital Library (2008)
ESDEP-the European Steel Design Education Programme - lectures
Earthquake Image Information SystemHibbeler, R.C., 2008. “Mechanics of Solids,” Prentice-Hall
References