ANALYTICAL STUDY ON HYBRID BEHAVIOUR OF COLD FORMED …

ANALYTICAL STUDY ON HYBRID BEHAVIOUR OF

COLD FORMED AND HOT ROLLED SECTION AS A

COMPRESSION MEMBER

S. Gunaselvi1 S. Sivasankar2 R. Manivel3 M. Jeganathan4 P. Satheesh Kumar5 and

J. Ashok6 1Assistant Professor, Department of Civil Engineering, Valliammai Engineering College,

Chennai, 603203.Tamilnadu, India. 2Associate Professor, Department of Civil Engineering, CMR Technical Campus, Kandlakoya,

Medchal, Hyderabad, India. 3 Department of Civil Engineering, Valliammai Engineering College, Chennai,

603203.Tamilnadu, India. 4Associate Professor, Prime Nest College of Architecture and Planning, Siruganur,

Thiruchirappalli.

5. Department of Environmental and Herbal Science, Tamil University, Thanjavur. Tamilnadu,

India.

6. Research Scholar, School of Architecture, Periyar Maniyammai Institute of Science and

Technology, Thanjavur. Tamilnadu, India.

ABSTRACT

In growing technology of engineering each hot rolled and cold shaped steel has

gained its importance in the industry of structural engineering. Each warm rolled and

cold fashioned metal has its very own deserves and demerits. Based totally on the

conditions and loading, hot rolled and bloodless fashioned metallic sections are used

respectively. The primary risks of metal section is its tensile electricity which is less

in hot rolled metallic while in bloodless formed metal, it is more pricey. This paper

offers with the hybrid behavior of hot rolled and bloodless formed metallic battened

sections. The primary intention of this observe is to locate the compression conduct of

diverse returned to lower back spacing and longitudinal spacing of hybrid sections. In

this task, channel sections are used as cold fashioned metallic segment and battened

plates are used as hot rolled steel phase the motive of this paper is to boom the axial

load sporting capability of the hybrid member the analytical artwork are completed by

means of using ansys14.0 workbench software application.

Keywords: Ansys 14.0,Axial load, Cold Formed Steel, Compressive strength, Hot

Rolled Steel, Hybrid sections.

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ADALYA JOURNAL

Volume 9, Issue 1, January 2020

1. INTRODUCTION

In latest tendencies of developing the metallic systems in India, use of hot rolled and

cold formed steel has been extensively used in the industries. Compression

participants are structural elements which might be pushed collectively or bring a

load; greater technically they are subjected simplest to axial compressive forces. This

is, the loads are applied at the longitudinal axis through the centroid of the pass phase,

and the weight over the go sectional gives the stress on the compressed member.

Cold shaped metallic sections are fabricated to their quire thickness even as its miles

beneath its re-crystallization temperature. This increases the steel energy via pressure

hardening. Warm rolled metallic sections are fabricated to the specified thickness

while it is past its re-crystallization temperature. It’s far manufactured without any

delays inside the system, and consequently the reheating of metal isn't required.

This paper deals with analytical work on hybrid behaviour of the compression

members. Hybrid concept deals with the combinational behaviour of both hot rolled

and cold formed steel. I have used build-up hybrid battened column with various back

to back spacing and longitudinal spacing. In this analytical work, six battened

columns of length 810 mm and channel sections of size 90 x 40 x 2 mm with various

spacing are used. Back to back spacing of channel sections are 75 mm, 100 mm,

125mm. Above Back to Back Channel sections having longitudinal spacing of

100mm, 200mm.The Battened plate size used for 75 mm ( 115 x 150 x 5 mm at end

and 115 x 100 x 5 mm at intermediate), 100 mm ( 140 x 150 x 5 mm at end and 140 x

100 x 5 at intermediate), 125 mm ( 165 x 150 x 5 mm at end and 165 x 100 x 5 mm).

The outcome revealed that the hybrid behaviour of the compression member

represents ultimate load carrying capacity of the section.

2. LITERATURE REVIEW

2.1 General

In this chapter, we could discuss about the behaviour of bacteria in concrete and

also about the beam column joints.

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2.2 Study on Literatures

Mohamed Dabaon, et al (2015) conducted Experimental investigation of built-

up cold-formed steel section battened columns .The built-up columns were pin-ended

and consisted of two cold-formed steel channels placed back-to-back at varied spacing of

intersection. The two channels were conneced using batten plates, with varying

longitudinal spacing. The cold-formed steel channel sections having a plate thickness of

2mm.The column strengths, load–axial shortening, load–lateral displacement and load–

axial strain relationships were measured in the tests. In addition, the failure modes and

deformed shapes at failure were observed in the tests. Two modes of failure were

observed in the tests for the built-up cold-formed steel section battened columns

investigated, which are flexural buckling (F) and local buckling(L). The column strengths

measured experimentally were compared against the design strengths calculated using

European Code for cold-formed steel columns.

Mina Mortazavi, et al, (2018) Studied on lateral behaviour of hybrid cold-

formed and hot-rolled steel wall systems: Experimental investigation. The seismic design

of light steel frames(LSF) can not only rely on the application of cold formed steel(CFS).

A hybrid solution is to replace some CFS chord studs with hot-rolled square hollow

section SHS, in order to achieve higher capacity. The proposed prefabricated hybrid panel

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here is formed of two individual panel: a hot-rolled panel made of square hollow

section(SHS) and a CFS panel made of top and bottom chords and studs.The specimens

were designed to accommodate the panelised system characteristics: each HWP is 3.6m

wide (2.4 m cold formed, and 1.2m hot-rolled frame) and 3m height. The hot-rolled

profile is made of rectangular hollow section (SHS89*89*3.5). The cold-formed studs are

WSL92-075-30 C sections, bottom chord is a 94-055-30 C channel and top chord is a 94-

075-100 C channel.To achieve that, preventing any significant local buckling in the CFS

parts, and providing adequate number of screw connections between the hot-rolled and

CFS section are of great importance .Both cold formed and hot rolled sections are

carrying equal loads but the connection are gets failed.

A.H. Salem, et al, (2015) Worked on Strength of cold formed battened columns

subjected to eccentric axial compressive force. This paper represents the strength of a

battened beam-column composed of four slender cold formed angles is mainly governed

by the local buckling of its elements as well as the overall buckling of the column. The

local buckling mode is mainly affected by local slenderness ratio of one angle (between

batten plates). Overall buckling mode is mainly affected by overall member slenderness

ratio as well as angle legs width to thickness ratio. Members' failure modes occur by local

buckling and yielding at short lengths, and by local flexural buckling at intermediate and

flexural at long lengths. In the present study, the behavior of bi-axially loaded battened

beam-columns composed of four equal cold formed slender angles is investigated. A

nonlinear finite element model was developed to study the effect of the aforementioned

factors on the ultimate capacity of members.Geometrical and material nonlinearities were

considered in the model. A parametric study was performed on a group of battened beam-

columns with variable angle legs having different outstanding leg width–thickness ratios,

angle local slenderness ratios, and column overall slenderness ratios. The axial–bending

interaction curves are presented for short, medium and long beam-columns having two

different square cross sections. These interaction curves were compared with different

code rules. These design rules have been shown to be reliable using reliability

analysis.The residual stresses have small effect for uni-axially and bi-axially loaded

members compared with axially loaded one.Results reflect that the maximum capacity of

column cross section occurs when the columns are axially loaded. In addition, the local

buckling of angle outstanding legs is very clear for short and medium uni-axially as well

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as bi-axially loaded columns having angle slenderness ratios, λz, equal to the overall

column slenderness ratios, λc. However, for long columns, failure is governed by the

overall buckling failure mode. Generally, for uni-axially loaded members the axial–

bending interaction curves are almost linear.

Long-yuan Li, et al, (2014) Studied on buckling of axially loaded castellated

steel. This projects deals on the majority of the existing literature on castellated members

is focused on beams. Very little work has been done on the stability of castellated

columns although they have been increasingly used in buildings in recent years. This

paper presents a new analytical solution for calculating the critical buckling load of

simply supported castellated columns when they buckle about the major axis. This

analytical solution takes into account the influence of web shear deformations on the

buckling of castellated columns and is derived using the stationary principle of potential

energy. The formula derived for calculating the critical buckling load is demonstrated for

a wide range of section dimensions using the data obtained from finite element analyses

published by others. It was found that the influence of web shear deformations on the

critical buckling loads of castellated columns increased with the cross-sectional area of a

tee section and the depth of web opening, but decreased with the length and the web

thickness of the column. It is shown that the inclusion of web shear deformations

significantly reduces the buckling resistance of castellated columns. Neglecting the web

shear deformations could over estimate the critical buckling load by up to 25%, even if a

reduced second moment of area is used.The inclusion of web shear deformations

significantly reduces the buckling resistance of castellated columns. Neglecting the web

shear deformations could overestimate the critical buckling load by up to 25%, even if a

reduced second moment of area is used. The influence of web shear deformations on the

critical buckling loads of castellated columns increases with the cross-sectional area of a

tee section and the depth of web opening, but decreases with the length and the web

thickness of the column. The analytical solution agrees well with the finite element

solutions.

Jian-kang Chen and Long-yuan Li (2013) Performed on elastic axially

compressed buckling of battened columns. This paper presents analytical solution for the

linear elastic buckling analysis of simply supported battened columns subjected to axial

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compressed loading. The critical buckling load is derived by using the classical energy

method Unlike most of existing work, the present approach considers not only the shear

effect but also the discrete effect of battens on the global buckling behaviour of the

columns. The present analytical solution is validated using the data obtained from the

finite element analysis.

The results show that the number of battens has significant influence on the

critical buckling load of battened columns, particularly when the relative rigidity of the

batten to the main member is small. It is shown that the critical buckling load increases

with the number of battens, the combined bending and shear rigidity of battens, but

decreases with the increased membrane stiffness of the two main members, and the

increased distance between the centroids of the two main members.

The main assumptions used in the analysis are similar to those used in the

buckling analysis of sandwich columns. The present analytical results are in excellent

agreement with those obtained from the finite element analysis, which demon- strates the

appropriateness of the proposed approach. The inclusion of shear effect in the buckling

analysis of battened columns is very important. The two extreme cases corresponding to

zero and infinite combined shear and bending rigidity of battens provide the lower and

upper bounds of the critical buckling load of the battened column.

The shear effect increases with the cross-sectional area and distance of the

centroids of the two main members, but decreases with the increased combined bending

and shear rigidity or the increased column length. The discrete distribution of battens in

battened columns can significantly reduce the critical buckling loads of battened columns.

The discretization of battens can also amplify the influence of shear deformations on the

critical buckling load of battened columns.

2.3 Inference in Literature Survey

• Increase in the spacing of the back-to-back channel on built-up columns increases

the strength.

• Increase in the local buckling length(Lz) on built-up column decreases the

strength

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• To achieve that, preventing any significant local buckling in the CFS parts and

providing adequate number of screw connections between the hot-rolled and CFS

section are of great importance.

• Both cold formed and hot rolled sections are carrying equal loads but the

connection are gets failed.

3. OBJECTIVES

• To determine the ultimate strength of the column, failure modes and deformed

shape at failure.

• To determine the load–displacement of the compression member analytically

using ansys software.

4. SPECIFICATION OF MATERIALS

• 4.1 Channel section

• Specimen sizes:

• 90(h)*50(b)*2(t) mm as per (IS: 811-1987 Pg No 14)

• Span length: 810 mm (short column)

• Minor axis length (Lz) = 100 mm and 200mm

• Back to back channel column with spacing are 75mm, 100 mm and 125mm

• 4.2 Battened plate dimension

• For 75mm spacing the dimension are 115 x 150 x 5mm at end and 115 x 100 x

5mm at intermediate.





• Totally six numbers of columns are used.

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5. SECTIONAL VIEW OF COLUMN

Fig 5.1 75 mm B-B spacing and 100 mm minor axis length


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6. SOFTWARE ANALYSIS

For 75 mm B-B spacing and 100 mm minor axis length, 1.42 mm of deformation

has been obtained from the software analysis. Local buckling failure has been observed

near the free end.

Fig 6.1Total deformation in 75 mm B-B spacing and 100 mm minor axis length



near the free end.

Fig 6.2 Total deformation in 100 mm B-B spacing and 100mm minor axis length

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near the free end.

Fig 6.3Total deformation in 125mm B-B spacing and 100mm minor axis length



near the free end.

Fig 6.4Total deformation in 75mm B-B spacing and 200mm minor axis length

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For 100 mm B-B spacing and 200 mm minor axis length,1.56 mm of deformation


near the free end.

Fig 6.5 Total deformation in 100 mm B-B spacing and 200 mm minor axis length



near the free end.

Fig 6.6 Total deformation in 100 mm B-B spacing and 200 mm minor axis length

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Table 6.1Deformation details

Back to back channel

spacing in mm

Minor axis length in mm

Total Deformations in mm

75 100 1.42

100 100 1.58

125 100 1.75

75 200 1.48

100 200 1.56

125 200 1.69

7. RESULT AND DISCUSSION

Hybrid battened column is analysed by using ANSYS work bench software. The

dimension of the channel section is 50 x 90 x 2 mm the depth of the column is 810

mm. The column is loaded axially with 250KN. Back to back channel spacing is 75 mm,

100 mm and 125 mm with minor axis length of 100 mm and 200 mm. The deformation of

back to back channel of spacing 75 mm, 100 mm and 125 mm with minor axis length of

100 mm is 1.42 mm, 1.58 mm and 1.72 mm respectively as shown in fig 5.6, fig 5.7, and

fig 5.8. The deformation of back to back channel of spacing 75 mm, 100 mm and 125 mm

with minor axis length of 200mm is 1.48 mm, 1.56 mm and 1.69 mm respectively as

shown in fig 5.9, fig 5.10, fig 5.11).

When comparing the back to back channel of spacing 75 mm with minor axis

length of 100 mm and 200 mm, the minimum deflection obtained in length of 100 mm

axis length is 1.42 mm as shown in fig 5.6 and fig 5.9.

When comparing the back to back channel of spacing of 100 mm and 200 mm

with minor axis length of 100 mm and 200 mm, the minimum deflection obtained in

length of 200 mm axis length respectively as shown in fig 5.7, fig 5.8, fig 5.10, fig 5.11.

The column with shorter minor axis length will carry more strength and shows

minimum deflection respectively.

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8. CONCLUSION

The study is to compare various Battened columns with different spacing and

minor axis length. In this phase, various literatures are collected to get an idea about the

deformation in the battened column. These types of columns are mostly used in railways

and industries. Analytically, these types of column have different failure pattern and

buckling on axial loading. When the spacing of back to back channel is decreased the

column exhibits more stability, strength and less deformation. Hence these battened

columns are more economical.

9. ACKNOWLEDGEMENT

The inception and the rudimentary concepts and ideas of project are ascribable to my

guideDr.S.GUNA SELVI,M.E., Ph.D., Assistant Professor, Department of Civil

Engineering, without whose invaluable guidance, patient and encouragement, anything

would have materialized. I owe my gratitude to her

10. REFERENCE

[1] Mohamed Dabaon, EhabEllobody, KhaledRamzy, (2015), ‘Experimental

investigation of built-up cold-formed steel section battened columns’ Journal on

Thin-Walled Structures, Vol. 92, pp.137–145.

[2] Mina Mortazavi, PezhmanSharafi, Hamid Ronagh, BijanSamali, KamyarKildashti

(2018), ‘Lateral behaviour of hybrid cold-formed and hot-rolled steel wall systems:

Experimental investigation’ Journal of Constructional Steel Research, Vol.147,

pp.422–432

[3] El Aghoury M.A., Salem A.H., Hanna M.T., Amoush E.A. (2015), ‘Strength of cold

formed battened column subjected to eccentric axial compressive force’ Journal of

Constructional Steel Research, Vol. 113, pp.58–70.

[4] Wei-bin Yuan, Boksun Kim, Long-yuan Li, (2014), ‘Buckling of axially loaded

castellated steel columns’ Journal of Constructional Steel Research, Vol. 92, pp.40–

45.

[5] Jian-kang Chen and Long-yuan Li (2013), ‘Elastic axially compressedbuckling of

battened columns’ International Journal of Mechanical Sciences, Vol. 77, pp.1–7.

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ANALYTICAL STUDY ON HYBRID BEHAVIOUR OF COLD FORMED …

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