prof. dr. zahid a. siddiqi compression members · prof. dr. zahid a. siddiqi the longer a column...

Prof. Dr. Zahid A. Siddiqi

COMPRESSION MEMBERS

When a load tends to squeeze or shorten a member, the stresses produced are said to be compressive in nature and the member is called a compression member (Figure 3.1).

Examples are struts (short compression members without chances of buckling), eccentrically loaded columns, top chords of trusses, bracing members, compression flanges of beams and members that are subjected simultaneously to bending and compressive loads.

Prof. Dr. Zahid A. SiddiqiP

P

There are two significant differences between the behavior of tension and compression members, as under:

1. The tensile loads tend to hold a member straight even if the member is not initially in one line and is subjected to simultaneous bending moments.

In contrast, the compressive loads tend to bend the member out of the plane of the loads due to imperfections, simultaneous bending moment or even without all of these.


Tests on majority of practical columns show that they will fail at axial stresses well below the elastic limit of the column material because of their tendency to buckle (which is a sudden lateral bending due to a critical compressive force).

For these reasons, the strength of compression members is reduced in relation to the danger of buckling depending on length of column, end conditions and cross-sectional dimensions.


The longer a column becomes for the same cross-section the greater is its tendency to buckle and the smaller is the load it will support.

When the length of a compression member increases relative to its cross-section, it may buckle at a lower load.

After buckling the load cannot be sustained and the load capacity nearly approaches zero.

The condition of a column at its critical buckling load is that of an unstable equilibrium as shown in Figure 3.2.


(a) Stable (b) Neutral (c) Unstable

Figure 3.2. Types of Equilibrium States.

In the first case, the restoring forces are greater than the forces tending to upset the system.

Due to an infinitesimal small displacement consistent with the boundary conditions or due to small imperfection of a column, a moment is produced in a column trying to bend it.


At the same time, due to stress in the material, restoring forces are also developed to bring the column back to its original shape.

If restoring force is greater than the upsetting moment, the system is stable but if restoring force is lesser than the upsetting moment, the system is unstable.

Right at the transition point when restoring force is exactly equal to the upsetting moment, we get neutral equilibrium.

The force associated with this condition is the critical or buckling load.


2. The presence of rivet or bolt holes in tension members reduces the area available for resisting loads; but in compression members the rivets or bolts are assumed to fill the holes and the entire gross area is available for resisting load.

CONCENTRICALLY AND ECCENTRICALLY LOADED COLUMNS

The ideal type of load on a column is a concentric load and the member subjected to this type of load is called concentrically loaded column.


The load is distributed uniformly over the entire cross-section with the center of gravity of the loads coinciding with the center of gravity of the columns.

Due to load patterns, the live load on slabs and beams may not be concentrically transferred to interior columns.

Similarly, the dead and live loads transferred to the exterior columns are, generally, having large eccentricities, as the center of gravity of the loads will usually fall well on the inner side of the column.


In practice, majority of the columns are eccentrically loaded compression members

Slight initial crookedness, eccentricity of loads, and application of simultaneous transverse loads produce significant bending moments as the product of high axial loads (P) multiplied with the eccentricity, e.

This moment, P × e, facilitates buckling and reduces the load carrying capacity.

Eccentricity, e, may be relatively smaller, but the product (P × e) may be significantly larger.


P

a) Initial Crookedness

Pe

Peb) Eccentric Load

P

Pc)Simultaneous Transverse Load


The AISC Code of Standard Practice specifies an acceptable upper limit on the out-of-plumbness and initial crookedness equal to the length of the member divided by 500 (equal to 0.002, AISC C2-2b-3).

RESIDUAL STRESSES

Residual stresses are stresses that remain in a member after it has been formed into a finished product.

These are always present in a member even without the application of loads.


The magnitudes of these stresses are considerably high and, in some cases, are comparable to the yield stresses (refer to Figure 3.4).

The causes of presence of residual stresses are as under:

1. Uneven cooling which occurs after hot rolling of structural shapes produces thermal stresses, which are permanently stored in members.

The thicker parts cool at the end, and try to shorten in length.


While doing so they produce compressive stresses in the other parts of the section and tension in them.

Overall magnitude of this tension and compression remain equal for equilibrium.

In I-shape sections, after hot rolling, the thick junction of flange to web cools more slowly than the web and flange tips.

Consequently, compressive residual stress exists at flange tips and at mid-depth of the web (the regions that cool fastest), while tensile residual stress exists in the flange and the web at the regions where they join.


83 to 93 MPa

80 to 95 MPa (C)(T)

a)Rolled Shapes

(C)

(T)(C)

80 to 95 MPa≈ 0.3Fy for A36

(T)80 to 95 MPa


280 MPa (T)

84 MPa (C)

140 MPa (T)140 MPa

(C)

240 MPa(T)

140 MPa (C)

b)Welded Shapes

Weld Weld


2. Cold bending of members beyond their elastic limit produce residual stresses and strains within the members.

Similarly, during fabrication, if some member having extra length is forced to fit between other members, stresses are produced in the associated members.

3. Punching of holes and cutting operations during fabrication also produce residual stresses.


4. Welding also produces the stresses due to uneven cooling after welding.

Welded part will cool at the end inviting other parts to contract with it.

This produces compressive stresses in parts away from welds and tensile stresses in parts closer to welds.

SECTIONS USED FOR COLUMNS

Single angle, double angle, tee, channel, W-section, pipe, square tubing, and rectangular tubing may be used as columns.


Four Angles Box Section

Two Inward Channels Box

Section

Two Outward Channels Box

Section

Built-Up Box

W - Section With Cover

Plates

Built-UpI−Section

Built-Up Rectangular

Box

W And ChannelsBuilt-Up Section Built-Up I−Section


Different combinations of these structural shapes may also be employed for compression members to get built-up sections as shown in Figure 3.5.

Built-up sections are better for columns because the slenderness ratios in various directions may be controlled to get nearly equal values in all the directions.

This makes the column economical as far as the material cost is concerned. However, the joining and labor cost is generally higher for built-up sections.


The total cost of these sections may become less for greater lengths.

The joining of various elements of a built-up section is usually performed by using lacing.

LIMITING SLENDERNESS RATIO

The slenderness ratio of compression members should preferably not exceed 200 (AISC E2).

This means that in exceptional cases, the limit may be exceeded.


INSTABILITY OF COLUMNS

BA

C

Figure 3.6. Local FlangeInstability.

Local Instability

During local instability, the individual parts or plate elements of cross-section buckle without overall buckling of the column.

Width/thickness ratio of each part gives the slenderness ratio (λ = b/t), which controls the local buckling.


Local buckling should never be allowed to occur before the overall buckling of the member except in few cases like web of a plate girder.

An unstiffened element is a projecting piece with one free edge parallel to the direction of the compressive force.

The example is half flange AB in Figure 3.6.

A stiffened element is supported along the two edges parallel to the direction of the force.

The example is web AC in the same figure.


For unstiffened flange of figure, b is equal to half width of flange (bf / 2) and t is equal to tf. Hence, bf / 2tf ratio is used to find λ.

For stiffened web, h is the width of web and tw is the thickness of web and the corresponding value of λ or b/t ratio is h / tw, which controls web local buckling.

Overall Instability

In case of overall instability, the column buckles as a whole between the supports or the braces about an axis whose corresponding slenderness ratio is bigger.


Buckling about major axis.

a)Buckling aboutmajor axis

a)Buckling aboutminor axis

Figure - Buckling of a Column Without Intermediate Bracing


Buckling about minor axis

Bracing to prevent major axis buckling, connected to stable structures

lx1

lx2


Minor Axis Bracing

Ly1

Ly2


Single angle sections may buckle about their weak axis (z-axis, Figure 3.10).

Calculate Le / rz to check the slenderness ratio.

In general, all un-symmetric sections having non-zero product moment of inertia (Ixy) have a weak axis different from the y-axis.

Z

ZFigure 3.10. Axis of Buckling For Single Angle Section.


Unsupported Length

It is the length of column between two consecutive supports or braces denoted by Lux or Luy in the x and y directions, respectively.

A different value of unsupported length may exist in different directions and must be used to calculate the corresponding slenderness ratios.

To calculate unsupported length of a column in a particular direction, only the corresponding supports and braces are to be considered neglecting the bracing preventing buckling in the other direction.


Effective Length Of Column

The length of the column corresponding to one-half sine wave of the buckled shape or the length between two consecutive inflection points or supports after buckling is called the effective length.

BUCKLING OF STEEL COLUMNSBuckling is the sudden lateral bending produced by axial loads due to initial imperfection, out-of-straightness, initial curvature, or bending produced by simultaneous bending moments.


Chances of buckling are directly related with the slenderness ratio KL/r and hence there are three parameters affecting buckling.

1. Effective length factor (K), which depends on the end conditions of the column.

2. Unbraced length of column (Lu), in strong direction or in weak direction, whichever gives more answer for KL/r.

3. Radius of gyration (r), which may be rx or ry(strong and weak direction) for uniaxially or biaxially symmetrical cross-sections and least radius of gyration (rz) for un-symmetrical cross-sections like angle sections.


Following points must be remembered to find the critical slenderness ratio:

a. Buckling will take place about a direction for which the corresponding slenderness ratio is the maximum.

b. For unbraced compression members consisting of angle section, the total length and rz are used in the calculation of KL/rratio.

c. For steel braces, bracing is considered the most effective if tension is produced in them due to buckling.


d. Braces that provide resistance by bending are less effective and braces having compression are almost ineffective because of their small x-sections and longer lengths.

e. The brace is considered effective if its other end is connected to a stable structure, which is not undergoing buckling simultaneously with the braced member.

f. The braces are usually provided inclined to main members of steel structures starting from mid-spans to ends of the adjacent columns.


g. Because bracing is most effective in tension, it is usually provided on both sides to prevent buckling on either side.

h. Bracing can be provided to prevent buckling along weak axis. KL/r should be calculated by using Ky, unbraced length along weak axis and ry.

i. Bracing can also be provided to prevent buckling along the strong axis. KL/r in this case should be calculated by using Kx, the unbraced length along strong axis and rx.


j. The end condition of a particular unsupported length of a column at an intermediate brace is considered a hinge.

The reason is that the rotation becomes free at this point and only the lateral movement is prevented.

EFFECTIVE LENGTH FACTOR (K)This factor gives the ratio of length of half sine wave of deflected shape after buckling to full-unsupported length of column.


This depends upon the end conditions of the column and the fact that whether sidesway is permitted or not.

Greater the K-value, greater is the effective length and slenderness ratio and hence smaller is the buckling load.

K-value in case of no sidesway is between 0.5 and 1.0, whereas, in case of appreciable sidesway, it is greater than or equal to 1.0

Le = K Lu


Sidesway

Any appreciable lateral or sideward movement of top of a vertical column relative to its bottom is called sidesway, sway or lateral drift.

If sidesway is possible, k-value increases by a greater degree and column buckles at a lesser load.

Sidesway in a frame takes place due to:-

a. Lengths of different columns are unequal.

b. When sections of columns have different cross-sectional properties.


c. Loads are un-symmetrical.

d. Lateral loads are acting.

2II

I

(a) (b) (c) (d)

Figure 3.11. Causes of Sidesway in a Building Frame.

Sidesway may be prevented in a frame by:

a. Providing shear or partition walls.


b. Fixing the top of frame with adjoining rigid structures.

c. Provision of properly designed lift well or shear walls in a building, which may act like backbone of the structure reducing the lateral deflections.

Shear wall is a structural wall that resists shear forces resulting from the applied transverse loads in its own plane and it produces frame stability.


Provision of lateral bracing, which may be of following two types:

i. Diagonal bracing, and

ii. Longitudinal bracing.

Unbraced frame is defined as the one in which the resistance to lateral load is provided by the bending resistance of frame members and their connections without any additional bracing.


K-Factor For Columns Having Well Defined End Conditions

Theoretical K=1.0Practical K = 1.0No Sidesway

Theoretical K = 0.5Practical K = 0.65No Sidesway

Inflection Points

Le = LLe = KL


Theoretical K=2.0Practical K = 2.10Sidesway Present


Le = KL

Theoretical K = 0.7Practical K = 0.8No Sidesway


Le = KL

Le = KL


Partially Restrained Columns

Consider the example of column AB shown in Figure 3.13.

The ends are not free to rotate and are also not perfectly fixed.

Instead these ends are partially fixed with the fixity determined by the ratio of relative flexural stiffness of columns meeting at a joint to the flexural stiffness of beams meeting at that joint.


ψ or G at each end =( )( )EI of columns

EI of beams

l

l

∑∑

A

BB

GB or ψB

A GA or ψA

Columns

Beams

Part-X

Column AB of Part-X

Figure 3.13. Partially restrained Columns.


K-Values For Truss And Braced Frame Members

The effective length factor, K, is considered equal to 1.0 for members of the trusses and braced frame columns.

In case the value is to be used less than one for frame columns, detailed buckling analysis is required to be carried out and bracing is to be designed accordingly.


ELASTIC BUCKLING LOAD FOR LONG COLUMNS

P = Pcr

P = Pcr

umax.

uD

y

C

B

ABuckledShape

L / 2

L / 2


A column with pin connections on both ends is considered for the basic derivation, as shown in Figure 3.15.

The column has a length equal to L and is subjected to an axial compressive load, P.

Buckling of the column occurs at a critical compressive load, Pcr.

The lateral displacement for the buckled position at a height y from the base is u. The bending moment at this point D is:

M = Pcr × u (I)


This bending moment is function of the deflection unlike the double integration method of structural analysis where it is independent of deflection.

The equation of the elastic curve is given by the Euler-Bernoulli Equation, which is the same as that for a beam.

EI = − M (II)d udy

2

2

or EI + Pcr u = 0d udy

2

2

or + u = 0 (III)2

2

dyud

EIPcr


Let = C2 where C is constant (IV)EIPcr

∴ + C2 u = 0 (V)2

2

dyud

The solution of this differential equation is:

u = A cos (C × y) + B sin (C × y) (VI)

where, A and B are the constants of integration.

Boundary Condition No. 1:

At y = 0, u = 00 = A cos(0°) + B sin (0°) ⇒ A = 0


∴ u = B sin (C × y) (VII)

Boundary Condition No. 2:

At y = L, u = 0

From Eq. VII: 0 = B sin (C L)

⇒ Either B = 0 or sin (C L) = 0 (VIII)

If B = 0, the equation becomes u = 0, giving un-deflected condition. Only the second alternate is left for the buckled case.

sin (C L) = sin = 0 (IX)

L

EIPcr


sin θ = 0 for θ = 0, π, 2π, 3π, … (radians)

Or nπ where n = 0, 1, 2, … (X)

Hence, from Eq. IX: = nπLEIPcr

Pcr = (XI)2

22

LEIn π

The smallest value of Pcr is for n = 1, and is given below:

Pcr = (XII)2

2

LEIπ


For other columns with different end conditions, we have to replace L by the effective length, L e = K L.

Pcr = (XIII)( )2

2

KLEIπ

Pcr = ( )2

22

KLArEπ

= = Fe A (XIV)( )2

2

rLKAEπ

and Fe = (XV)( )2

2

rLKEπ


It is important to note that the buckling load determined from Euler equation is independent of strength of the steel used.

The most important factor on which this load depends is the KL/r term called the slenderness ratio.

Euler critical buckling load is inversely proportional to the square of the slenderness ratio.

With increase in slenderness ratio, the buckling strength of a column drastically reduces.


In the above equations:

= slenderness ratior

KL

Pcr = Euler’s critical elastic buckling loadand Fe = Euler’s elastic critical buckling stress

Long compression members fail by elastic buckling and short compression members may be loaded until the material yield or perhaps even goes into the strain-hardening range.


However, in the vast majority of usual situations failure occurs by buckling after a portion of cross-section has yielded.

This is known as inelastic buckling.

This variation in column behaviour with change of slenderness ratio is shown in Figure 3.16.

where Rc = ≈ 133 for A36 steel.yF

E71.4


Elastic Buckling

Fy

Fcr

200

C

D

B

A

Rc

Euler’s Curve(Elastic Buckling)

Compression Yielding

0.4 FyApproximately

Short Columns

Intermediate Columns

Long Columns

Inelastic Buckling (Straight Line Or a Parabolic Line Is Assumed)

KL / r (R)

(KL / r)max

≈ 20 to 30


TYPES OF COLUMNS DEPENDING ON BUCKLING BEHAVIOURElastic Critical Buckling Stress

The elastic critical buckling stress is defined as under:Fe = Elastic critical buckling (Euler) stress

= 2

2

rKL

Eπ

The critical slenderness ratio dividing the expected elastic and the inelastic buckling is denoted by Rcand is given below:


Rc = ≈ 133 for A36 steelyF

E71.4

Long ColumnsIn long columns, elastic buckling is produced and the deformations are recovered upon removal of the load.

Further, the stresses produced due to elastic buckling remains below the proportional limit.

The Euler formula is used to find strength of long columns.

Long columns are defined as those columns for which the slenderness ratio is greater than the critical slenderness ratio, Rc.


Elastic Buckling

φc Fy

Maximum Compressive Stress (φc Fcr)

200

C

Rc

Short Columns


Long Columns

Inelastic Buckling

No Buckling

KL / r

(KL / r)max

≈ 20 to 30


Short Columns

For very short columns, when the slenderness ratio is less than 20 to 30, the failure stress will equal the yield stress and no buckling occurs.

In practice, very few columns meet this condition.

For design, these are considered with the intermediate columns subjected to the condition that failure stress should not exceed the yield stress.



Intermediate columns buckle at a relatively higher load (more strength) as compared with long columns.

The buckling is inelastic meaning that part of the section becomes inelastic after bending due to buckling.

The columns having slenderness ratio lesser than the critical slenderness ratio (Rc) are considered as intermediate columns, as shown in Figure 3.16.


COLUMN STRENGTH FORMULAS

The design compressive strength (φc Pn) and the allowable compressive strength (Pn / Ωc) of compression members, whose elements do not exhibit elastic local instability (only compact and non-compact sections), are given below:

φc = 0.90 (LRFD) : Pn = Fcr AgΩc = 1.67 (ASD) : Pn = Fcr Ag

Fcr = critical or ultimate compressive strength based on the limit state of flexural buckling determined as under:


Elastic Buckling

When KL / r > Rc or Fe < 0.44Fy

Fcr = 0.877 Fe (AISC Formula E3-2)

where Fe is the Euler’s buckling stress and 0.877 is a factor to estimate the effect of out-of-straightness of about 1/1500.

Inelastic Buckling and No BucklingWhen KL / r ≤ Rc or Fe > 0.44Fy

Fcr = Fy (AISC Formula E3-3)

e

y

FF

658.0


TYPES OF COLUMN SECTIONS FOR LOCAL STABILITY

Compact Sections

A compact section is one that has sufficiently thick elements so that it is capable of developing a fully plastic stress distribution before buckling.

The term plastic means stressed throughout to the yield stress.


For a compression member to be classified as compact, its flanges must be continuously connected to its web or webs and the width thickness ratios of its compression elements may not be greater than the limiting ratios λp give in AISC Table B4.1 and reproduced in Table 3.1.

Element λp λp For A36

Un-stiffened: Defined only for flexure

−

Stiffened: Flanges of hollow sections subjected to compression.

31.8

yFE12.1


Non-Compact SectionsA non-compact section is one for which the yield stress can be reached in some but not all of its compression elements just at the buckling stage.

It is not capable of reaching a fully plastic stress distribution.

In AISC Table B4.1, the non-compact sections are defined as those sections which have width-thickness ratios greater than λp but not greater than λr.

Values of limiting b/t ratios (λr) are given in Table 3.2.


Element

Width-Thickness

Ratio

λr λr For A36 Steel

Unstiffened1. Flanges of I-shaped sections in pure compression, plates projecting from compression elements, outstanding legs of pairs of angles in continuous contact, and flanges of channels in pure compression.

15.9

2. Legs of single angle struts, legs of double angle struts with separators and other un-stiffened elements supported along one edge.

12.8

3. Stems of tees. 21.3

4. Flanges of built-up I-sections with projecting plates or angles.

tb

tb

td

tb

yFE56.0

yFE45.0

yFE75.0

y

c

FEk64.0

ck1.18


Element

Width-Thickness

Ratio

λr λr For A36 Steel

Stiffened1. Flanges of rectangular hollow sections of uniform thickness used for uniform compression.

39.7

2. Flexure in webs of doubly symmetric I-shaped sections and channels.

161.8

3. Uniform compression in webs of doubly symmetric I-shaped sections and uniform compression in all other stiffened elements.

42.3

4. Circular hollow sections in axial compression.D / t 0.11 (E / Fy) 88.6

bt

wth

bt

yFE40.1

yFE70.5

yFE49.1


Slender Compression Sections

These sections consist of elements having width-thickness ratios greater than λr and will buckle elastically before the yield stress is reached in any part of the section.

A special design procedure for slender compression sections is provided in Section E7 of the AISC Specification.

However, it will not be covered in detail here.


Width Of Un-stiffened Elements

For un-stiffened elements, which are supported along only one edge parallel to the direction of the compression force, the width shall be taken as follows:

a. For flanges of I-shaped members and tees, the width b is half the full nominal width (bf/2).

b. For legs of angles, the width b is the longer leg dimension.

c. For flanges of channels and zees, the width bis the full nominal dimension (bf).


d. For plates, the width b is the distance from the free edge to the first row of fasteners or line of welds.

e. For stems of tees, d is taken as the full nominal depth.

Width Of Stiffened Elementsa. For webs of rolled or formed sections, h is the clear distance between the flanges less the fillet or corner radius at each flange and hc is twice the distance from the centroidal axis to the inside face of the compression flange less the fillet or corner radius.


b. For webs of built-up sections,

h is the clear distance between the inner lines of fasteners on the web or the clear distance between flanges when welds are used,

hc is twice the distance from the centroidal axis to the nearest line of fasteners at the compression flange or the inside face of the compression flange when welds are used, and

hp is twice the distance from the plastic neutral axis to the nearest line of fasteners at the compression flange or the inside face of the compression flange when welds are used.


MODIFIED SLENDERNESS RATIOSnug Tight ConnectionsSnug tight connection is defined as the type in which the plates involved in a connection are in firm contact with each other but without any defined contact prestress.

It usually means the tightness obtained by the full effort of a man with a wrench or the tightness obtained after a few impacts of an impact wrench.

Obviously there is some variation in the degree of tightness obtained under these conditions. The tightness is much lesser than tensioning of the high-strength bolts.


Turn-of-Nut Method: After the tightening of a nut to a snug fit, the specified pre-tension in high-strength bolts may be controlled by a predetermined rotation of the wrench.

This procedure is called turn-of-nut method of fixing the bolts.

Shear Connections / Stay Plates Between Elements Of A Built-Up Member


Built-up compression members composed of two or more hot rolled shapes shall be connected to one another at intervals by stay plates (shear connectors) such that the maximum slenderness ratio a / ri of individual element, between the fasteners, does not exceed the governing slenderness ratio of the built-up member, that is, the greater value of (KL / r)x or (KL / r)y for the whole section.

Shear connectors are also required to transfer shear between elements of a built-up member that is produced due to buckling of the member.


Following notation is used in further discussion of the effect of spacing of shear connectors:

a = distance between connectors

ri = minimum radius of gyration of individual component

a / ri = largest column slenderness of individual component

rib = radius of gyration of individual component relative to its centroidal axis parallel to member axis of buckling


= column slenderness of built-up member acting as a unit

= modified column slenderness of the built-up member as a whole

α = separation ratio = h / (2 rib), and

h = distance between centroids of individual components perpendicular to the member axis of buckling

0

rKL

mrKL


Modified Slenderness Ratio Depending On Spacing Of Stay Plates

If the buckling mode of a built-up compression member involves relative deformation that produces shear forces in the connectors between individual parts, the modified slenderness ratio is calculated as follows:

(a) For snug-tight bolted connectors:

= mr

KL

22

0

+

ira

rKL


(b) for welded connectors and for fully tightened bolted connectors as required for slip-critical joints:

= mr

KL

2

2

22

0 182.0

+

+

ibra

rKL

αα

(KL / r)m should only be used if buckling occurs about such an axis such that the individual members elongate by different amounts.

For example for double angles in Figure 3.17, if buckling occurs about x-axis, (KL / r)m is not evaluated as both the angles bend symmetrically without any shear between the two.


However, if buckling occurs about y-axis, one of the angle sections is elongated while the other is compressed producing shear between the two and consequently (KL / r)m is required to be evaluated.

At the ends of built-up compression members bearing on base plates or milled surfaces, all components in contact with one another shall be connected by a weld having a length not less than the maximum width of the member, or

by bolts spaced longitudinally not more than four diameters apart for a distance equal to 1.5 times the maximum width of the member.


x

y

The slenderness ratio of individual component between the connectors (Ka / ri) should not exceed 75% of the governing slenderness ratio of the built-up member.

prof. dr. zahid a. siddiqi compression members · prof. dr. zahid a. siddiqi the longer a column...

Documents