Review ArticleVolume 3 Issue 1 - January 2018

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Linear Elastic Lateral Buckling (Including Shear Deformation) and Linear Elastic Lateral Torsional Buckling of Composite Beams - an Analytical Engineering ApproachJPBN Derks**Department of civil, FE IT Consultant, Netherlands

Submission: : September 22, 2017; Published: January 09, 2018

*Corresponding author: J. P. B. N. Derks, FE IT Consultant, Hoofdmanweg 10 NL-4871 LD ETTEN-LEUR the Netherlands, Tel : ; E-mail:

IntroductionBuckling means the loss of stability of an equilibrium

configuration of a structure. Elastic buckling is a state at which the structure loses its stability and large elastic deflections will start developing rapidly. It is normally associated with the minimum eigen value of the perfect structure, i.e. often referred to as classical buckling [1]. In this article attention is confined to linear elastic composite beam buckling (especially lateral and lateral torsional buckling phenomena). An abbreviated and lucid literature survey and comprehensive discussion about lateral and lateral torsional buckling of structural members is rendered in the dissertation of Raven [2] and the article of Vander Put [3]. It should be highlighted that the adjective “composite” refers to multiple beam cross-sections and beam materials.

Approximate solution methods are frequently encountered and used in engineering design practice for tackling beam buckling problems. In particular, summation theorems (i.e. Föppl Papkovich theorem) are appropriate and advantageous because of their robustness, accuracy, easiness and algebraic simplicity [4]. It should be kept in mind that there is similarity or analogy with parallel and serial analytical approaches of spring systems, electric systems or hydraulic systems (the so-called analogies).

The key goal of this article is to address respectively formulate an effective analytical tool for reliable (engineering) estimation or approximation of the linear elastic lateral shear buckling force and linear elastic lateral torsional buckling moment of composite beams made of non-overlapping parts based on the indicated summation theorem and corresponding well-established structural elastic stability notions [5]. A succinct but detailed exposition of the previous stated matters and issues is offered in the subsequent sections.

Preliminaries and RequisitesGlobal Cartesian ( components) and local Cartesian (

components) right-handed coordinate systems are used. The former identify the composite beam orientation, beam location and beam external loads, while the latter define attached geometrical (shape and size) properties of the homogenous beam cross-sections. It is henceforth assumed that the origin of the local coordinate system is located at the centroid C of the cross-sectional area. In addition, the initial (undeformed) geometry of the composite beam is a straight line. The following beams cross sectional quantities (properties) are employed [6].

2 2, , 0, ,A yy A yz zy A zz A tA dA I y dA I I yzdA I z dA I= ∫ = ∫ = = ∫ = = ∫ (1)

Civil Eng Res J 3(1): CERJ.MS.ID.555604 (2018) 001

Abstract

This article outlines a concise and complete versatile novel analytical framework to quickly and effectively assess lateral shear (knik) and lateral torsional buckling (kip) of composite beams build of sections with different lengths. The adjective “composite” includes dissimilar beam cross-sections (beam profiles) and distinct beam materials. The major aim is to provide engineers with an accurate, simple but elegant, practically applicable and analytical beam buckling tool based on advanced solid theoretical propositions or background. The justification of the analytical theory is supplied by demonstration of executed numerical tests (i.e. finite element method), which affirm the validity of the proposed analytical buckling models adapted to the considered beam buckling cases.

Keywords: Lateral buckling; Lateral torsional buckling; Composite beam; Analytical formulation; Shear deformation; Linear elasticity

How to cite this article: JPBN Derks. Linear Elastic Lateral Buckling (Including Shear Deformation) and Linear Elastic Lateral Torsional Buckling of Composite Beams -an Analytical Engineering Approach. Civil Eng Res J. 2017; 3(1): 555604.002

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Where,

A is the cross sectional area,

yyI , yzI , zyI and zzI are called second moments of area.

Where, tI is the torsion constant.

Note 1: The centroid C is defined as that point of an area A for which the static moments of area are zero when the origin of the local xyz coordinate system is chosen there, i.e.

0, 0.y A z AS ydA S zdA= ∫ = = ∫ =

The normal centre NC is specified as that point of the cross-sectional area where the resultant of all normal stresses due to extension has its point of application.

Note 2: In a homogenous (single material) cross-section, the centroid C and normal centre NC coincide.

Note 3: The adopted assumption yzI = zyI = 0 implies that the selected beam cross section has at least two lines of symmetry.

Note 4: yyI and zzI are commonly indicated as the moments of inertia and yzI , zyI are known as the product of inertia. The Equations (1) have been applied to the cross-sections in Figure 1. The results are Shown below.

Figure 1: Beam cross sections.

Rectangular cross-section: 3 3 31 1 1, , , 0,12 12 3yy zz yz tA bh I b h I bh I I hbα= = = = = ,

Solid circular cross-section: 2 4 4 41 1 1, , , 0,4 4 4yy zz yz tA r I r I r I I r= Π = Π = Π = = Π ,

Hollow circular cross-section:

( ) ( ) ( ) ( )2 2 4 4 4 4 4 41 1 1, , , 0,4 4 2e i yy e i zz e i yz t e iA r r I r r I r r I I r r= Π − = Π − = Π − = = Π − ,

I cross-section: ( )( )3 3 313t f f w fI bt h t t btη= + − +

Where,

A is the area of the cross-section,

E is the modulus of elasticity or Young’s modulus,

E yyI is the bending stiffness in the x y plane,

E zzI Is the bending stiffness in the x z plane.

( )2 1EG

v=

+ is the shear modulus,

v is the lateral contraction coefficient or Poisson’s ratio,

GIt is the torsional stiffness.

Linear elastic lateral buckling (including shear deformation) (knik)

Model geometry

The typical model geometry is depicted in Figure 2. The following mechanical boundary (displacement and load) conditions are implemented (prescribed).

Figure 2: Coordinate systems and boundary conditions of the lateral buckling model.

How to cite this article: JPBN Derks. Linear Elastic Lateral Buckling (Including Shear Deformation) and Linear Elastic Lateral Torsional Buckling of Composite Beams -an Analytical Engineering Approach. Civil Eng Res J. 2017; 3(1): 555604.003

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Boundary 1: 0, 0, 0X Y Zu u u= = = , 1XF = (applied at centroid)

Boundary 2: 0, 0Y Zu u= = , 1XF = − (applied at centroid)

Note 1: A set of balanced forces is obligatory in order to preserve equilibrium of the composite beam in the analytical model configuration.

Note 2: The prescribed boundary displacement constraints prevent rigid body motions (circumvent singularities in the numerical (finite element) solution process).

Analytical model

The composite beam with length L is made of segments i with corresponding length ,iL (Figure 3) and each segment (section) i has the accompanying attributes Young’s modulus iE shear modulus iG , shear deformation coefficient ,sik [7,8] cross-section area ,iA and second moment of area ,iI Furthermore, the cross-section of each segment i fulfils the condition yyi zziI I< , which implies that i yyiI I= Consequently, the following relation holds.

Figure 3 : Composite model geometry.

( )1

2n

ii

L L=

=∑ The engineering estimate of the buckling length buciL of

segment i is given by the expression

( )3buci buc iL k L= Where,

buck Is the buckling length factor, which is identical for

each segment in the particular composite beam arrangement.

( )

22

2 21

22

01

2 2 4

n

bc iibc

buc n nii i

i

k Lk Lk

L L

=

=

=

= =∑

∑ ∑

Where,

bck Is the buckling length factor of the composite beam, dependent on the mechanical boundary conditions (supports). In this specific case of a composite beam with span L and supported by two hinges at the edges 1bck = .

It is emphasized that the buckling length of the composite beam depends only on the boundary conditions and thus not on cross-sectional properties. Substitution of Equation 4 into Equation 3 produces the following identity.

( )

2

1

2

1

2 5

n

ii

buci in

ii

LL L

L

=

=

=∑

∑

Subsequently, the linear elastic lateral shear buckling force buciF of segment i is universally elaborated as shown in Equation

6a. Note that shear deformation is also incorporated, see [5], (Timoshenko 1985).

( )2 2

2 2 2 22

2 2

1 1 1 1 1 1 61

1

i i i ibuci si i i buclaterali bucsheari

buci i buci ii i

buci i

si i i

aE I E IF k G A F F

k L k LE Ik Lk G A

= = + = +Π Π

Π +

buciF Is the linear elastic lateral shear buckling force of segment i,

buclateraliF Is the linear elastic lateral buckling force of segment i,

( )2

2 2 6i ibuclaterali

buci i

E IF bk LΠ

=

bucsheariF Is the linear elastic shear buckling force of segment i.

( )6bucsheari si i iF k G A C=

Recalling from literature that the Föppl-Papkovich theorem (Tarnai 1995) is valid for this case, the following lateral shear buckling system force equation is stated in general format.

( )1

1 1 7n

ibucsys buciF F=

=∑

bucsysF Is the linear elastic lateral shear buckling force of the composite beam (also denoted as system), n Is the total number of considered segments.

How to cite this article: JPBN Derks. Linear Elastic Lateral Buckling (Including Shear Deformation) and Linear Elastic Lateral Torsional Buckling of Composite Beams -an Analytical Engineering Approach. Civil Eng Res J. 2017; 3(1): 555604.004

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The aforementioned formulae devise the complete linear elastic lateral shear buckling analytical model.

Numerical verification (case studies) knikThree case studies (KNIK 1, KNIK 2 and KNIK 3) are

conducted and concisely presented in order to examine the validity and soundness of the proposed analytical approach by comparison with numerical results obtained by the finite element method [9,10].

Case study KNIK 1-1

Case KNIK 1-1 considers a wooden beam of one segment (Figure 4).

The properties are L = 3000 mm , 1L = 3000 mm , buck = 1,

bck = 1, XF N= ± ,

1E = 4500 N/ 2mm , 1G = 1731 N/ 2mm , 1v = 0,3, b h× =60 mm x160 mm , 1A = 9600 2mm , 7 4

1 1 0, 288.10yyI I mm= =

1 0,842105sk = .

The obtained results are 14214bucsystenanalyticalF N= , 14221bucsysnumericalF N= (Figure 5).

The deviation is computed as 100% 100% 0,049%bucsysnumerical

bucsystenanalytical

FF

− = +

Figure : 4&5

Case study KNIK 1-2

Case KNIK 1-2 considers a composite wooden beam of two segments (Figure 6).

The properties are L = 3000 mm , L1 = 1500 mm , 2L = 1500mm , 2buck = , 1bck = , 1XF N= ± ,

1E =4500N/ 2mm , 1G = 1731 N/ 2mm , 1v = 0,3,

2E =4500N/ 2mm , 2G =1731N/ 2mm , 2v =0,3,

b h× = 60 mm x160 mm , 1A = 9600 2mm , 7 41 1 0, 288.10yyI I mm= = ,

b h× = 30 mm x 80 mm , 2A =2400 2mm , 6 42 2 0,18.10yyI I mm= =

,2 0,842105sk = .

The results are 1673bucsysanalyticalF N= , 1443bucsysnumericalF N= (Figure 7). The deviation is -13, 74 %.

Case study KNIK 1-3

Figure : 6&7

How to cite this article: JPBN Derks. Linear Elastic Lateral Buckling (Including Shear Deformation) and Linear Elastic Lateral Torsional Buckling of Composite Beams -an Analytical Engineering Approach. Civil Eng Res J. 2017; 3(1): 555604.005

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Case KNIK 1-3 considers a composite wooden beam of three segments (Figure 8).

The properties are L = 3000 mm, L1 = 1000 mm, L2 = 1000 mm, L3 = 1000 mm,

3, 1, 1 ,buc bc Xk k F N= = = ±2 2

1 1 1 4500 / , 1731 / , 0,3,E N mm G N mm ν= = =

2 2

3 3 3 4500 / , 1731 / , 0,3,E N mm G N mm ν= = = , 2

1 1 17 4

1 60 160 , 9600 , 0, 288 10 , 0,842105,yy sb x h mm x mm A m km mmI I= = ⋅ == =

22 30 80 , 2400 ,b x h mm x mm A mm= =

2 2yyI I=

4 0,18 106 mm= ⋅ 2sk

0,842105,=

23 15 40 , 600 ,b x h mm x mm A mm= =

3 3yyI I=

4 11250 ,mm=

3sk

0,842105.=

The results are bucsysanalyticalF =156 N and bucsysnumericalF = 161 N (Figure 9). The deviation is +3, 11 %.2 2

2 2 2 4500 / , 1731 / , 0,3,E N mm G N mm ν= = =

Figure : 8&9

Case Study KNIK 2-1

Case KNIK 2-1 considers a steel beam of one segment (Figure 10).

The properties are L = 3000 mm, L1 = 3000 mm, buck = 1,

bck = 1, FX = ±1 N,

2 21 1 1 2,1 105 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

1 200, 2725 2,IPE A mm= 1 1yyI I= 4 0,142 107 ,mm= ⋅ 1sk 0,388499.=

The obtained results are bucsysanalyticalF =328263N and bucsysnumericalF = 326493N (Figure 11).

Figure : 10&11

The deviation is -0,539 %.

Case Study KNIK 2-2

Case KNIK 2-2 considers a composite steel beam of two segments (Figure 12).

The properties are L = 3000 mm, L1 = 1500 mm, L2 = 1500 mm, buck = 2, bck = 1, FX = ±1 N,

5 2 2

1 1 2,1 10 / , 80769 / ,E N mm G N mm= ⋅ = 1 0,3,ν =

5 2 2

2 2 2 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

2

1 200, 2725 ,IPE A mm= 1 1yyI I= 4 0,142 107 ,mm= ⋅ 1sk 0,388499,=

2 140, 2 1601 ,IPE A mm= 2 2yyI I= 4 448461 ,mm= 2sk 0,386579.=

The results are bucsysanalyticalF = 157757N and bucsysnumericalF = 147745N (Figure 13) the deviation is -6,346%.

How to cite this article: JPBN Derks. Linear Elastic Lateral Buckling (Including Shear Deformation) and Linear Elastic Lateral Torsional Buckling of Composite Beams -an Analytical Engineering Approach. Civil Eng Res J. 2017; 3(1): 555604.006

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Figure : 12&13

Case Study KNIK 2-3

Case KNIK 2-3 considers a composite steel beam of 3 segments (Figure 14).

The properties are L = 3000 mm, L1 = 1000 mm, L2 = 1000 mm, L3 = 1000 mm,

5 2 2

1 1 1 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

5 2 2 22 2 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

5 2 3 23 3 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

21 200, 2725 ,IPE A mm= 1 1yyI I= 7 4 0,142 10 ,mm= ⋅ 1sk 0,388499,=

22 140, 1601 ,IPE A mm= 2 2yyI I= 4 448461 ,mm= 2sk 0,386579,=

23 80, 743 ,IPE A mm= 3 3yyI I= 4 84676 ,mm= 3sk 0,380084.=

The results are bucsysanalyticalF = 47024N and bucsysnumericalF = 48983N (Figure 15). The deviation is +4,165 %.

Figure : 14&15

Figure : 16&17

Case Study KNIK 3-3

Case KNIK 3-3 considers a composite steel-wood beam of three segments (Figure 16).

The properties are L = 3000 mm, L1 = 1000 mm, L2 = 1000 mm, L3 = 1000 mm,

5 2 21 1 1 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

How to cite this article: JPBN Derks. Linear Elastic Lateral Buckling (Including Shear Deformation) and Linear Elastic Lateral Torsional Buckling of Composite Beams -an Analytical Engineering Approach. Civil Eng Res J. 2017; 3(1): 555604.007

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5 2 22 2 2 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

2 23 3 3 4500 / , 1731 / , 0,3,E N mm G N mm ν= = =

21 60 160 , 9600 ,b x h mm x mm A mm= = 1 1yyI I= 7 40,142.10 ,mm= 1sk

0,388499,=

22 30 80 , 2400 ,b x h mm x mm A mm= = 2 2yyI I= 4448461 ,mm= 2sk

0,386579,=

The results are = 166 N and = 171 N (Figure 17). The deviation is +3,012 %.

Linear elastic lateral torsional buckling (kip)Model geometry

The governing model geometry is shown in Figure 18. The following mechanical boundary (displacement and load) conditions are implemented (prescribed).

Boundary 1: 0, 0, 0X Y Zu u u= = = , Xϕ = 0, ZM = -1 (applied at centroid).

Boundary 2: 0, 0Y Zu u= = , Xϕ = 0,

ZM = +1 (applied at centroid).

Figure 18: Coordinate systems and boundary conditions of the lateral torsional buckling model.

Analytical model

The model for lateral torsional buckling is mostly identical to the models for lateral buckling (Section 7.2). Not used in lateral torsional buckling is the shear deformation coefficient

1sk . Extra is the is the torsional constant tiI . The cross-sectional warping stiffness of segment i is assumed to be negligible. The engineering estimate of the buckling length buciL of segment i is

( )8buci buc iL k L=

Where,

buck Is the buckling length factor. Which, is the same for each segment in the specific composite beam configuration

( )1

1 1

9

n

bc ibc i

buc bcn n

i ii i

k Lk Lk k

L L

=

= =

= = =∑

∑ ∑

Where,

buck Is the buckling length factor of the composite beam, dependent on the mechanical boundary conditions (support). In this specific case of a composite beam with span L and supported by two forks at the edges:

1bck =It is underlined that the buckling length of the composite

beam is only dependent on the boundary conditions and hence not on cross-sectional properties. Substitution of Equation 9 in Equation 8 produces the following identity.

( )10buci buc iL k L=

Taking into account the previous settled propositions, the linear elastic lateral torsional buckling moment buciM of segment i is

( )1 1 1 112 2buci

i i i ti i i i tibuc i i

M E I G I E I G Ik L L

= =Π Π

The Föppl-Papkovich theorem (Tarnai 1995) is apt for this case. The following lateral torsional buckling system moment equation is written in universal layout.

Where, ( )1

1 1 12n

ibucsys buciM M=

=∑

bucsysM Is the linear elastic lateral torsional buckling moment of the composite beam (also symbolized as system).

n is the total number of segments.

The aforesaid procedure details the full linear elastic lateral torsional buckling analytical model.

Numerical verification (case studies) kip

Three case studies (KIP 1, KIP 2 and KIP 3) are consecutively undertaken and compendiously offered in order to inspect the legality or reliability of the analytical approach by judgment of numerical results.

Case study KIP 1-1

Case KIP 1-1 considers a wooden beam of one segment (Figure 19).

How to cite this article: JPBN Derks. Linear Elastic Lateral Buckling (Including Shear Deformation) and Linear Elastic Lateral Torsional Buckling of Composite Beams -an Analytical Engineering Approach. Civil Eng Res J. 2017; 3(1): 555604.008

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The properties are L = 3000 mm, L1 = 3000 mm, buck = 1, bck = 1, MZ = ±1 Nmm,

2 21 1 1 4500 / , 1731 / , 0,3,E N mm G N mm ν= = =

2 7 4 7 41 11 1 60 160 , 9600 , 0, 288 10 , 0,90204 1I .= 0yy tb x h mm x mm A mm mm mmI I== = = ⋅ ⋅

The results are bucsysanalyticalM = 0,149⋅108 Nmm and bucsysnumericalM = 0,149⋅108 Nmm (Figure 20).

The deviation is computed with 100% 100% 0%bucsysnumerical

bucsysanalytical

MM

− =

Figure : 18 & 19

Case study KIP 1-2

Case KIP 1-2 considers a composite wooden beam of two segments (Figure 21).

The properties are L = 3000 mm, L1 = 1500 mm, L2 = 1500 mm, buck = 1, bck = 1, MZ = ±1 Nmm,

2 21 1 1 4500 / , 1731 / , 0,3E N mm G N mm ν= = =

2 22 2E = 4500 N/mm , G = 1731 N/mm ,

2 7 4 7 4

1 60 160 , 9600 , 0, 288 10 , 1 0,90204 10 ,b x h mm x mm A mm mm It mm= = = ⋅ = ⋅

The results are bucsysanalyticalM = 0,175⋅107Nmm bucsysnumericalM and =0,176⋅107Nmm (Figure 22).

Figure : 20 & 21

Figure : 23 & 24

The deviation is +0, 57%.

Case study KIP 1-3

Case KIP 2-3 considers a composite wooden beam of three segments (Figure 23).

The properties are L = 3000 mm, L1 = 1000 mm, L2 = 1000

mm, L3 = 1000 mm, buck =1, bck = 1, ZM = ±1 Nmm,

2 2

1 1 1 4500 / , 1731 / , 0,3,E N mm G N mm ν= = =

2 22 2 2 4500 / , 1731 / , 0,3,E N mm G N mm ν= = =

2 2

3 3 3 4500 / , 1731 / , 0,3,E N mm G N mm ν= = =

2 7 4 7 4

1 11 1 60 160 , 9600 , 0, 288 10 , 0,90204 10 ,yy tb x h mm x mm A mm mm mI mI I== = = ⋅ = ⋅

How to cite this article: JPBN Derks. Linear Elastic Lateral Buckling (Including Shear Deformation) and Linear Elastic Lateral Torsional Buckling of Composite Beams -an Analytical Engineering Approach. Civil Eng Res J. 2017; 3(1): 555604.009

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22 6 4

16

24

2 30 80 , 2400 , 0,18 10 , 0,56377 10 ,yy tb x h mm x mm A mm m ImI mmI== = = ⋅ = ⋅ 3 3 1

2 4 43 15 40 , 600 , 11250 , 35236 .yy tb x h mm x mm A mm mmI I I mm= = = ==

The results are bucsysanalyticalM = 163701 Nmm and bucsysnumericalM = 164801 Nmm (Figure 24).

The deviation is +0, 67 %.

Case study KIP 2-1

Case KIP 2-1 considers a steel beam of one segment (Figure

25).

The properties are L = 3000 mm, L1 = 3000 mm, buck = 1, bck = 1, ZM = ±1 Nmm,

2 2

1 1 1 2,1 105 / , 80769 / , 0,3.E N mm G N mm ν= ⋅ = =

1 1 12 7 4 4

1 200, 2725 , 0,142 10 , 53176 .yyIIPE A mm mm mmI I= = ⋅ ==

The obtained results are bucsysanalyticalM = 37, 48⋅106 Nmm and bucsysnumericalM = 37,5⋅106 Nmm (Figure 26).

Figure : 25 & 26

The deviation is +0,053 %.

Case study KIP 2-2

Case KIP 2-2 considers a composite steel beam of two segments (Figure 27).

The properties are L = 3000 mm, L1 = 1500 mm, L2 = 1500 mm, buck = 1, bck = 1, MZ = ±1 Nmm,

5 2 2

1 1 1 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

5 2

2 2 2 2 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

1 1 12 7 4 4

1 200, 2725 , 0,142 10 , 53176 ,yy tIPE A mm mm mmI I I= = ⋅ ==

2 2 22 4 4

2 140, 1601 , 448461 , 20978 .yy tI IIPE A mm m Im mm= = ==

The results are bucsysanalyticalM = 19, 55⋅106 Nmm and bucsysnumericalM = 19, 2⋅106 Nmm (Figure 28).

Figure : 27 & 28

Figure : 29 & 30

How to cite this article: JPBN Derks. Linear Elastic Lateral Buckling (Including Shear Deformation) and Linear Elastic Lateral Torsional Buckling of Composite Beams -an Analytical Engineering Approach. Civil Eng Res J. 2017; 3(1): 555604.0010

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The deviation is -1, 79 %.

Case study KIP 2-3

Case KIP 2-3 considers a composite steel beam of three segments (Figure 29).

The properties are L = 3000 mm, L1 = 1000 mm, L2 = 1000 mm, L3 = 1000 mm, buck = 1, bck = 1, MZ = ±1 Nmm,

5 2 21 1 1 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

5 2 2

2 2 2 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

5 2 2

3 3 3 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

1 1 12 7 4 4

1 200, 2725 , 0,142 10 , 53176 ,yy tIPE A mm mm mmI I I= = ⋅ ==

The results are = 6, 91⋅106 Nmm are = 6, 68⋅106 Nmm (Figure 30).

The deviation is -3,328 %.

Case study KIP 3-3

Case KIP 3-3 considers a composite steel-wood beam of three segments (Figure 31).

The properties are L = 3000 mm, L1 = 1000 mm, L2 = 1000 mm, L3 = 1000 mm, buck = 1, buck = 1, MZ = ±1 Nmm,

5 2 2

1 1 1 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

5 2 2

2 2 2 2,1 10 / , 80769 / , 0,3,E N mm G N mm ν= ⋅ = =

2 2

3 3 3 4500 / , 1731 / , 0,3,E N mm G N mm ν= = =

12 7 4

11 17 60 160 , 9600 , 0, 288 10 , 0,90204 10 4,yy tb x h mm x mm A mm mm mI mI I== = = ⋅ = ⋅

2

2 6 42

62

42 30 80 , 2400 , 0,18 10 , 0,56377 10 ,yy tb x h mm x mm A mm m ImI mmI== = = ⋅ = ⋅

2 4 4

3 33 3 15 40 , 600 , 11250 , 35236 ,yy tIb x h mm x mm A mm mmI I mm= = == =

The results are = 174324 Nmm and = 175756 Nmm (Figure 32).

The deviation is +0,821 %.

Figure : 31 & 32

ConclusionNumerical evaluation confirms the correctness of the

presented linear elastic lateral shear and lateral torsional buckling analytical models. The deviations between the analytical and numerical approach are rather small and reveal clearly the ability to yield realistic outcomes. The supplied analytical linear elastic buckling models produce accurate and reliable values, which can be classified as suitable for engineering design purposes. Needless to cite that the analytical approach should always be cautiously applied and the results ought to be methodically checked by the responsible structural engineer. A salient observation is that the presented tactic could also be invoked for linear elastic buckling assessment of castellated and cellular (steel) beams. However, this assertion has not yet been verified and is thus speculative. Insertion of plasticity is straightforward however treatment of this topic is beyond the scope of this article.

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How to cite this article: JPBN Derks. Linear Elastic Lateral Buckling (Including Shear Deformation) and Linear Elastic Lateral Torsional Buckling of Composite Beams -an Analytical Engineering Approach. Civil Eng Res J. 2017; 3(1): 555604.0011

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