STRUCTURAL BEHAVIOUR OF SQUARE AND ELLIPTICAL CROSS SECTIONS OF STEEL TUBULAR COLUMNS WITH DECONSTRUCTABLE SPLICE JOINT
0 likes24 views
This document summarizes research on modeling the structural behavior of steel tubular columns with square and elliptical cross-sections connected by deconstructable splice joints. Finite element models of the joints were created in ANSYS to study their behavior under various loads. A literature review established the benefits of deconstructable steel structures. The model was validated by comparing its cyclic loading test results to experimental data. Parametric studies then evaluated the effects of splice thickness, length, bolt diameter, and pattern on the structural response of square columns under axial loads. An elliptical column model was also developed using the validated square column model.
![International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 10 Issue: 07 | July 2023 www.irjet.net p-ISSN: 2395-0072
© 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 1143
STRUCTURAL BEHAVIOUR OF SQUARE AND ELLIPTICAL CROSS
SECTIONS OF STEEL TUBULAR COLUMNS WITH DECONSTRUCTABLE
SPLICE JOINT
Nehana V.G1, Krishnachandran V.N2
1P.G Student, M. Tech in Structural Engineering, N.S.S College of Engineering, Kerala, India
2Assistant Professor, Department of Civil Engineering, N.S.S College of Engineering, Kerala, India
---------------------------------------------------------------------***---------------------------------------------------------------------
Abstract - A steel tubular column is a vertical structural
member used in construction to provide essential support.
Splice joint is a method of joining two members end to end.
When the material being joined cannot be obtained in the
desired length, the splice joint is used. For high rise buildings
the continuity of columns may break, hence splice connections
are provided and columns are installed. Splice joints are
deconstructable type joints as the failed parts can be repaired,
reassembled or can be even removed. Deconstructable steel
structure system possesses good construction efficiency and
quality. This paper focuses on developingmodelsofsquareand
elliptical cross sections of steel tubular columns with
deconstructable splice joint using a finite element modeling
software ANSYSandstudytheirstructuralbehavior.Thispaper
includes a parametric study on the effect of axial loading by
varying splice length and thickness, bolt diameter and pattern
of square and elliptical cross sections of steel tubular columns
with deconstructable splice joints. Load v/s deflection curves
are obtained which gives the maximum strength and ductility
cases. Cyclic load testing is done on square and elliptical cross
sections to obtain bending moment rotation curves.
Key Words: Local buckling, Splice joint, ANSYS,
Deconstructable joints, High strength Bolt
1.INTRODUCTION
In addition to the benefits of high construction efficiency,
good construction quality, and sustainable development
associated with prefabricated steel structures,
deconstructable steel structure systems enables quick
disassembly and reuse of structural members following the
completion of the structure. Deconstructable steel systems
therefore have greater promise in the engineering field [4].
Splicing joint is made of lower square steel tubular column,
upper column, four numbers of splice plates and number of
high strength bolts. Usage of high strength bolt gives higher
strength than regular bolts. High strength bolts are made of
some alloy steel. These bolts ensures that structure remains
safe even under harsh weathers. The splice plates are
designed as four numbers of independent plates in order to
make sure that the splice plates well fit into the four other
component plates of the column. Steel tubular constructions
with distinct advantagesarebeingemployedmorefrequently
as long span skyscrapers and high-rise buildings continue to
emerge [12]. Deconstructable structural designalsorefersto
the use of reusable materials in the design stage to create
structural components that are simple to assemble and
disassemble [11]. At presenttheresearchondeconstructable
steel structure system is very limited. While closed section
column-to-column splicing joints frequentlyusefullywelded
connections, which can't satisfy the requirements of
convenient disassembly, the majority of the column-to-
column joints use fully bolted connections [4].The current
study proposes square and elliptical cross sections of steel
tubular column with conventional high-strength bolts in
order to realize deconstructable connection ofclosedsection
steel column splicing joints. 3-D finite element model was
built using Ansys Workbench 2022 R2 software and further
validated against the experiments, which may serve as an
important reference for its use in real-world engineering
applications. Non-linearanalysis is beingconducted.Incyclic
loading tests, the bending moment rotation curves were
obtained. Axial loadings were given to square and elliptical
column sections and corresponding ultimate load and
deflection curves were plotted.
2. VALIDATION
Cyclic loading is being tested for validation. The material
properties and dimension for validation is taken from work
by [4] as shown in Table 2 and Table 2. Specimen chose for
validation were splice connection in square steel tubular
column with splice plates being exactly placed at middle
position. The square steel tubular column of size
2245mmx220mmx10mm is taken for validation. High
strength type of bolt is chosen with nominal diameter M24,
10.9 gradebolt and the total number of bolts is 64. The splice
plate of size 785mmx168mmx14mm is used. For cyclic
testing bottom is fixed. At the top degrees of freedom in the
vertical direction and rotation direction in the bendingplane
are released. Element type used is SOLID 186(steel
plates).Adaptive meshing is used for modeling. Connector
elements BEAM 188(Bolt) is used for modeling bolts[11].
Hence boltsare modeled as 1D beam element.Elementsizeis
12mm.Element shape of meshing is HEXAHERDON with
higher order element of 20 nodes. Total deformation,
equivalent plastic strain and directional deformation is
obtained after analysis using ANSYS workbench 2022 R2.](https://image.slidesharecdn.com/irjet-v10i7157-230816100221-d754866f/85/STRUCTURAL-BEHAVIOUR-OF-SQUARE-AND-ELLIPTICAL-CROSS-SECTIONS-OF-STEEL-TUBULAR-COLUMNS-WITH-DECONSTRUCTABLE-SPLICE-JOINT-1-320.jpg)
![International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056
Volume: 10 Issue: 07 | July 2023 www.irjet.net p-ISSN: 2395-0072
© 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 1149
showed maximum moment of 557.58kNm with 3% drift. As
per FEMA protocol the structure is seismically stable if it
takes about 2-4% of drift. Hence square and elliptical cross
sections can withstand seismic action. From the parametric
study conducted on square cross section we can conclude
that since it is a symmetric section, higher strength case is
always shown by the structure with maximum thickness,
length, diameter and number of bolts. Overall structural
performance is shown by column. When these parameters
are reduced load carrying capacity is also reduced. For
elliptical cross section(being an unsymmetrical
section)maximum strength case is shown with higher
thickness, diameter and number of bolts. Splice lengthof685
shows more load carryingcapacitythan785mm.Undercyclic
stresses, steel columns may suffer progressive deformation
including local buckling and stiffness loss.
REFERENCES
[1] Ataei, A., Bradford, M. A., Valipour, H. R., & Liu, X.:
Experimental study of sustainable high strength steel flush
end plate beam-to-column composite joints with
deconstructable bolted shear connectors. Engineering
Structures, 123, 124-140(2016).
[2] Cai, Y., Quach, W. M., Chen, M. T., & Young, B.: Behavior
and design of cold-formed and hot-finished steel elliptical
tubular stub columns. Journal of Constructional Steel
Research, 156, (2019).
[3] Chen, M. T., & Young, B.: Material properties and
structural behavior of cold-formed steel elliptical hollow
section stub columns. Thin-Walled Structures, 134,111-126,
(2019).
[4] Fan, J., Yang, L., Wang, Y., & Ban, H.: Research on seismic
behaviour of square steel tubular columns with
deconstructable splice joints. Journal of Constructional Steel
Research, 191, 107-204(2022).
[5] Fan, S., Xie, S., Wang, K., Wu, Y., & Liang, D.: Seismic
behaviour of novel self-tightening one-side bolted joints of
prefabricated steel structures. Journal of Building
Engineering, 56, 104-823(2022)
[6] Liu, X. C., He, X. N., Wang, H. X., & Zhang, A. L.:
Compression-bend-shearing performance of column-to-
column bolted-flange connections in prefabricated multi-
high-rise steel structures. Engineering Structures, 160, 439-
460(2018).
[7] Liu, X. C., Tao, Y. L., Chen, X., & Chen, M. L.: Seismic
performance of bolted flange splicing joints for CFST
columns. Journal of Constructional Steel Research, 196, 107-
412(2022).
[8] Pongiglione, M., Calderini, C., D'Aniello, M., & Landolfo,R.:
Novel reversible seismic-resistant joint for sustainable and
deconstructable steel structures. Journal of Building
Engineering, 35, (2021).
[9] Uy, B., Patel, V., Li, D., & Aslani, F.: Behaviourand designof
connections fordemountablesteelandcompositestructures.
In Structures 9, 1-12(2017).
[10] Wang, W., Li, M., Chen, Y., & Jian, X.: Cyclic behavior of
endplate connections to tubular columns with novel slip-
critical blind bolts. Engineering Structures, 148, (2017).
[11] Ye, J., Mojtabaei, S. M., Hajirasouliha, I., & Pilakoutas, K.:
Efficient design of cold-formed steel bolted-moment
connections for earthquake resistant frames. Thin-walled
structures, 150, (2020).
[12] Wang, Y. Q., Zong, L., & Shi, Y. J.: Bending behavior and
design model of bolted flange-plate connection. Journal of
Constructional Steel Research, 84, 1-16(2013).](https://image.slidesharecdn.com/irjet-v10i7157-230816100221-d754866f/85/STRUCTURAL-BEHAVIOUR-OF-SQUARE-AND-ELLIPTICAL-CROSS-SECTIONS-OF-STEEL-TUBULAR-COLUMNS-WITH-DECONSTRUCTABLE-SPLICE-JOINT-7-320.jpg)
STRUCTURAL BEHAVIOUR OF SQUARE AND ELLIPTICAL CROSS SECTIONS OF STEEL TUBULAR COLUMNS WITH DECONSTRUCTABLE SPLICE JOINT
- 1. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 07 | July 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 1143 STRUCTURAL BEHAVIOUR OF SQUARE AND ELLIPTICAL CROSS SECTIONS OF STEEL TUBULAR COLUMNS WITH DECONSTRUCTABLE SPLICE JOINT Nehana V.G1, Krishnachandran V.N2 1P.G Student, M. Tech in Structural Engineering, N.S.S College of Engineering, Kerala, India 2Assistant Professor, Department of Civil Engineering, N.S.S College of Engineering, Kerala, India ---------------------------------------------------------------------***--------------------------------------------------------------------- Abstract - A steel tubular column is a vertical structural member used in construction to provide essential support. Splice joint is a method of joining two members end to end. When the material being joined cannot be obtained in the desired length, the splice joint is used. For high rise buildings the continuity of columns may break, hence splice connections are provided and columns are installed. Splice joints are deconstructable type joints as the failed parts can be repaired, reassembled or can be even removed. Deconstructable steel structure system possesses good construction efficiency and quality. This paper focuses on developingmodelsofsquareand elliptical cross sections of steel tubular columns with deconstructable splice joint using a finite element modeling software ANSYSandstudytheirstructuralbehavior.Thispaper includes a parametric study on the effect of axial loading by varying splice length and thickness, bolt diameter and pattern of square and elliptical cross sections of steel tubular columns with deconstructable splice joints. Load v/s deflection curves are obtained which gives the maximum strength and ductility cases. Cyclic load testing is done on square and elliptical cross sections to obtain bending moment rotation curves. Key Words: Local buckling, Splice joint, ANSYS, Deconstructable joints, High strength Bolt 1.INTRODUCTION In addition to the benefits of high construction efficiency, good construction quality, and sustainable development associated with prefabricated steel structures, deconstructable steel structure systems enables quick disassembly and reuse of structural members following the completion of the structure. Deconstructable steel systems therefore have greater promise in the engineering field [4]. Splicing joint is made of lower square steel tubular column, upper column, four numbers of splice plates and number of high strength bolts. Usage of high strength bolt gives higher strength than regular bolts. High strength bolts are made of some alloy steel. These bolts ensures that structure remains safe even under harsh weathers. The splice plates are designed as four numbers of independent plates in order to make sure that the splice plates well fit into the four other component plates of the column. Steel tubular constructions with distinct advantagesarebeingemployedmorefrequently as long span skyscrapers and high-rise buildings continue to emerge [12]. Deconstructable structural designalsorefersto the use of reusable materials in the design stage to create structural components that are simple to assemble and disassemble [11]. At presenttheresearchondeconstructable steel structure system is very limited. While closed section column-to-column splicing joints frequentlyusefullywelded connections, which can't satisfy the requirements of convenient disassembly, the majority of the column-to- column joints use fully bolted connections [4].The current study proposes square and elliptical cross sections of steel tubular column with conventional high-strength bolts in order to realize deconstructable connection ofclosedsection steel column splicing joints. 3-D finite element model was built using Ansys Workbench 2022 R2 software and further validated against the experiments, which may serve as an important reference for its use in real-world engineering applications. Non-linearanalysis is beingconducted.Incyclic loading tests, the bending moment rotation curves were obtained. Axial loadings were given to square and elliptical column sections and corresponding ultimate load and deflection curves were plotted. 2. VALIDATION Cyclic loading is being tested for validation. The material properties and dimension for validation is taken from work by [4] as shown in Table 2 and Table 2. Specimen chose for validation were splice connection in square steel tubular column with splice plates being exactly placed at middle position. The square steel tubular column of size 2245mmx220mmx10mm is taken for validation. High strength type of bolt is chosen with nominal diameter M24, 10.9 gradebolt and the total number of bolts is 64. The splice plate of size 785mmx168mmx14mm is used. For cyclic testing bottom is fixed. At the top degrees of freedom in the vertical direction and rotation direction in the bendingplane are released. Element type used is SOLID 186(steel plates).Adaptive meshing is used for modeling. Connector elements BEAM 188(Bolt) is used for modeling bolts[11]. Hence boltsare modeled as 1D beam element.Elementsizeis 12mm.Element shape of meshing is HEXAHERDON with higher order element of 20 nodes. Total deformation, equivalent plastic strain and directional deformation is obtained after analysis using ANSYS workbench 2022 R2.
- 2. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 07 | July 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 1144 Table -1: Material properties of 14mm steel plate Properties Value Unit Young’s modulus 219000 MPa Poisson’s ratio 0.3 Friction coefficient 0.4 Yield strength 385.2 MPa Table -2: Material properties of 10mm steel column Properties Value Unit Young’s modulus 210000 MPa Poisson’s ratio 0.3 Yield strength 405.2 MPa 2.1 Cyclic loading Loading is applied as per FEMA protocol enlisted in Table 3. As per this protocol 0.375% of drift is given first. Above 2- 4% if a structure withstands the load without fail, then the structure is said to be seismically best suited. Hence there is no need to test above 4%. Loading Height = 6.9 / 0.00375 = 1840 mm. Table-3: Cyclic loading scheme Load step Loading displacement(mm) Cycle number Storey drift angle(rad) 1 6.9 6 0.00375 2 9.2 6 0.005 3 13.6 6 0.0075 4 18.5 4 0.01 5 27.7 2 0.015 6 36.9 2 0.02 7 55.4 2 0.03 8 73.8 2 0.04 Fig -1: Meshing Fig -2: Boundary conditions for cyclic testing 2.2 Analysis Fig -3: Total deformation Fig -4: Equivalent plastic strain Fig -5: Failure pattern of local buckling from experiment and validation result.
- 3. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 07 | July 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 1145 Fig -6: Hyseresis curve obtained from experiment Fig -7: Hyseresis curve obtained from ANSYS software Table- 4: Validation results after cyclic loading test Moment(KNm) Storey drift(% rad) Experimental 253.9 4 FEA 251.77 4.1 % error 0.85 2.44 3. Effect of axial loading on square steel tubular column with deconstructable splice joint. The square steel tubular column with deconstructable splice joint modeled for validation is chosen and tested for axial loading by considering four parameters namely splice thickness, splice length, bolt diameter and bolt pattern. Boundary condition adopted is at top axial load applied and bottom is hinged. Under each parametric study load v/s deflection curve is obtained and studied their failurepattern. 3.1 Effect of axial loading by varying splice thickness Spliceplateofthickness14mm,12mm,10mm,8mmand6mm are varied and tested. Chart-1: Load v/s Deflection curve by varying splice thickness Table-5: Ultimate load and ultimate deflection Splice Thickness Ultimate Deflection(mm) Ultimate Load(kN) % SQUARE AL T14 12.057 3412 - SQUARE AL T12 9.82 3374.1 1.11 SQUARE AL T10 15.55 3407.2 0.14 SQUARE AL T8 10.97 3361.9 1.47 SQUARE AL T6 10.97 3361.9 1.47 3.2 Effect of axial loading by varying splice length Splice plateof length 785mm,685mmand585mmaretested under axial loading. Chart-2: Load v/s Deflection curve by varying splice length Table-6: Ultimate load and ultimate deflection Splice Length Deflection(mm) Load(kN) % SQUARE AL 785 12.057 3412 - SQUARE AL 685 9.2039 3407.70 0.13 SQUARE AL 585 8.0245 3380 0.94
- 4. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 07 | July 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 1146 3.3 Effect of axial loading by varying bolt diameter Bolt diameters are varied from 24mm, 22mm, 20mm, 18mm and 16mm. Chart-3: Load v/s Deflection curve by varying bolt diameter Table-7: Ultimate load and ultimate deflection Bolt Diameter Deflection(mm) Load(kN) % SQUARE AL M24 12.057 3412 - SQUARE AL M 22 8.2853 3401.7 0.30 SQUARE AL M 20 11.125 3403.4 0.25 SQUARE AL M18 8.0181 3384.6 0.80 SQUARE AL M16 8.908 3382 0.88 3.4 Effect of axial loading by varying bolt pattern Bolt pattern is varied with 64, 48 and 32 numbers of bolt. Chart-4: Load v/s Deflection curve by varying bolt pattern Table-8: Ultimate load and ultimate deflection Bolt pattern Deflection(mm) Load(kN) % SQUARE AL 64 12.057 3412 - SQUARE AL 48 12.035 3392 0.59 SQUARE AL 32 8.038 3347.1 1.90 4. Modelling of elliptical steel tubular column with deconstructable joint Elliptical steel tubular column with deconstructable splice joint is modeled using square steel tubular as base model. Area of steel is 8424mm2.Hence the major axis of elliptical column is 340mm and minor axis is 200mm. Material properties of elliptical column and splice plate are similarto square steel tubular column. Modelling is done using ANSYS Design Modeler. Fig -8: Finite element meshing 4.1 Cyclic testing Fig -8: Top loading applied
- 5. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 07 | July 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 1147 Fig -9: Bottom fixed 4.2 Analysis Fig-10: 1)Total deformation 2) equivalent plastic strain Fig-11: Hysteresis curve obtained after cyclic loading test 5. Effect of axial loading on elliptical steel tubular column with deconstructable splice joint. Similar to square steel tubular column with deconstructable splice joint, axial testing is done for elliptical cross section considering the four parameters namely splice thickness, splice length, bolt diameter and bolt pattern. 5.1 Effect of axial loading by varying splice thickness Spliceplateofthickness14mm,12mm,10mm,8mmand6mm are varied and tested. Chart-5: Load v/s Deflection curve by varying splice thickness Table-9: Ultimate load and ultimate deflection Splice thickness Deflection(mm) Load(kN) % ELLIPSE AL T14 5.8008 3321.3 - ELLIPSE AL T12 6.1365 3341.9 0.62 ELLIPSE AL T10 6.8031 3332 0.32 ELLIPSE AL T8 11.668 3186.6 4.06 ELLIPSE AL T6 20.004 2789.4 16.01 5.2 Effect of axial loading by varying splice length Splice plateof length 785mm,685mmand585mmaretested under axial loading. Chart-6: Load v/s Deflection curve by varying splice length
- 6. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 07 | July 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 1148 Table-10: Ultimate load and ultimate deflection Splice length Deflection(mm) Load(kN) % ELLIPSE AL 785 5.8008 3321.3 - ELLIPSE AL 685 8.2029 3350.9 0.89 ELLIPSE AL 585 18.16 3179.3 4.28 5.3 Effect of axial loading by varying bolt diameter Bolt diameters are varied from 24mm, 22mm, 20mm, 18mm and 16mm Chart-7: Load v/s Deflection curve by varying bolt diameter Table-11: Ultimate load and ultimate deflection Bolt diameter Deflection(mm) Load(kN) % ELLIPSE AL M24 5.8008 3321.3 - ELLIPSE AL M 22 6.3236 3342.9 0.65 ELLIPSE AL M20 7.2158 3299.4 0.66 ELLIPSE AL M18 20.004 3237.5 2.52 ELLIPSE AL M16 20.003 2613.2 21.32 5.4 Effect of axial loading by varying bolt pattern Bolt pattern is varied with 64, 48 and 32 numbers of bolt. Chart-8: Load v/s Deflection curve by varying bolt pattern Table-12: Ultimate load and ultimate deflection Bolt pattern Deflection(mm) Load(kN) % ELLIPSE AL 64 5.8008 3321.3 - ELLIPSE AL 48 7.3108 3341.3 0.60 ELLIPSE AL 32 20 2636.7 20.61 6. Interpretation of results Table-13: Under axial loading Cross section Maximum deflection( mm) Maximumload carrying capacity(kN) Cases SQUARE 12.057 3412 14X785XM24 X64 ELLIPTI CAL 8.2029 3350.9 14x685XM24 x64 Table-14: Under cyclic testing Cross section Bending Moment(kNm) Storey drift(% rad) SQUARE 251.77kNm 4.1 ELLIPTICAL 557.58 3 7. Conclusions Research has been not been done so far by changing the splice and bolt parameters on square and elliptical cross sections of steel tubular columns with deconstructablesplice joint. Square cross section shows maximum load carrying capacity of 3412kN underaxialloadingcomparedtoelliptical section. The structure can withstand up to 12.057mm deflection compared toellipticalsectionwhichcanwithstand only 8.2029mm.Hence more ductility is shown by square section. The steel tubular columns with deconstructable splice connection with maximum load give greater strength. Square sections have a larger moment of inertia than tubular sections. This means that a square section can offer better bending and torsion resistance for a given cross sectional area, making it structurally efficient. When compared to tubular sections, square sections frequently have simpler connection details. The simplicity of linking and connecting square pieces to other structural parts is made possible by their straight edges, which also help to simplify design and construction. For square column cyclic loading test almost gave sameresults obtained from experimentwith0.8%error and storey drift of 2.44. Maximum bending moment of 251.77kNm and storey drift of 4.1 was obtained from ANSYS software.3-D finite element models were developed and tested for cyclic loading for elliptical cross section which
- 7. International Research Journal of Engineering and Technology (IRJET) e-ISSN: 2395-0056 Volume: 10 Issue: 07 | July 2023 www.irjet.net p-ISSN: 2395-0072 © 2023, IRJET | Impact Factor value: 8.226 | ISO 9001:2008 Certified Journal | Page 1149 showed maximum moment of 557.58kNm with 3% drift. As per FEMA protocol the structure is seismically stable if it takes about 2-4% of drift. Hence square and elliptical cross sections can withstand seismic action. From the parametric study conducted on square cross section we can conclude that since it is a symmetric section, higher strength case is always shown by the structure with maximum thickness, length, diameter and number of bolts. Overall structural performance is shown by column. When these parameters are reduced load carrying capacity is also reduced. For elliptical cross section(being an unsymmetrical section)maximum strength case is shown with higher thickness, diameter and number of bolts. Splice lengthof685 shows more load carryingcapacitythan785mm.Undercyclic stresses, steel columns may suffer progressive deformation including local buckling and stiffness loss. REFERENCES [1] Ataei, A., Bradford, M. A., Valipour, H. R., & Liu, X.: Experimental study of sustainable high strength steel flush end plate beam-to-column composite joints with deconstructable bolted shear connectors. Engineering Structures, 123, 124-140(2016). [2] Cai, Y., Quach, W. M., Chen, M. T., & Young, B.: Behavior and design of cold-formed and hot-finished steel elliptical tubular stub columns. Journal of Constructional Steel Research, 156, (2019). [3] Chen, M. T., & Young, B.: Material properties and structural behavior of cold-formed steel elliptical hollow section stub columns. Thin-Walled Structures, 134,111-126, (2019). [4] Fan, J., Yang, L., Wang, Y., & Ban, H.: Research on seismic behaviour of square steel tubular columns with deconstructable splice joints. Journal of Constructional Steel Research, 191, 107-204(2022). [5] Fan, S., Xie, S., Wang, K., Wu, Y., & Liang, D.: Seismic behaviour of novel self-tightening one-side bolted joints of prefabricated steel structures. Journal of Building Engineering, 56, 104-823(2022) [6] Liu, X. C., He, X. N., Wang, H. X., & Zhang, A. L.: Compression-bend-shearing performance of column-to- column bolted-flange connections in prefabricated multi- high-rise steel structures. Engineering Structures, 160, 439- 460(2018). [7] Liu, X. C., Tao, Y. L., Chen, X., & Chen, M. L.: Seismic performance of bolted flange splicing joints for CFST columns. Journal of Constructional Steel Research, 196, 107- 412(2022). [8] Pongiglione, M., Calderini, C., D'Aniello, M., & Landolfo,R.: Novel reversible seismic-resistant joint for sustainable and deconstructable steel structures. Journal of Building Engineering, 35, (2021). [9] Uy, B., Patel, V., Li, D., & Aslani, F.: Behaviourand designof connections fordemountablesteelandcompositestructures. In Structures 9, 1-12(2017). [10] Wang, W., Li, M., Chen, Y., & Jian, X.: Cyclic behavior of endplate connections to tubular columns with novel slip- critical blind bolts. Engineering Structures, 148, (2017). [11] Ye, J., Mojtabaei, S. M., Hajirasouliha, I., & Pilakoutas, K.: Efficient design of cold-formed steel bolted-moment connections for earthquake resistant frames. Thin-walled structures, 150, (2020). [12] Wang, Y. Q., Zong, L., & Shi, Y. J.: Bending behavior and design model of bolted flange-plate connection. Journal of Constructional Steel Research, 84, 1-16(2013).