Responses of Concrete-Filled Cold-Formed Square Hollow and Double-C Steel Stub Columns under Cyclic and Repeated Loadings

2011 ◽  
Vol 255-260 ◽  
pp. 198-203 ◽  
Author(s):  
Chayanon Hansapinyo
Keyword(s):  
Experimental Study ◽  
Bearing Capacity ◽  
Failure Mode ◽  
Seismic Performance ◽  
Local Buckling ◽  
Repeated Loading ◽  
Cross Sectional ◽  
Test Parameters ◽  
Sectional Shape ◽  
Stub Columns

This paper presents an experimental study on the response of 18 concrete-filled cold-formed square hollow and double-C steel stub columns under cyclic and repeated loading. The test parameters were (1) infilled materials, i.e. No fill, concrete infilled and mortar infilled columns (2) cross sectional shape and dimension. The effect of lips in double-c section as inside stiffeners is presented. The cyclic tested results indicate the infilled columns possess higher bearing capacity, especially infilled materials with higher strength and non-compact section columns. However, there is no different in ultimate tensile. Moreover, the infilled columns showed larger area under post-yield hysteretic loops leading to better seismic performance. Failure of columns was modified in which the failure mode was shifted from the in-outward local buckling into the outward manner, consequently resulted to higher bearing capacity.

scholarly journals Experimental Study of the Seismic Performance of L-Shaped Columns with 500 MPa Steel Bars

2014 ◽  
Vol 2014 ◽  
pp. 1-11 ◽  
Author(s):  
Tiecheng Wang ◽  
Xiao Liu ◽  
Hailong Zhao
Keyword(s):  
Experimental Study ◽  
Bearing Capacity ◽  
Failure Mode ◽  
Axial Compression ◽  
Seismic Performance ◽  
Axial Load ◽  
Test Results ◽  
Characteristic Value ◽  
Steel Bars ◽  
Curvature Ductility

Based on tests on six L-shaped RC columns with 500 MPa steel bars, the effect of axial compression ratios and stirrup spacing on failure mode, bearing capacity, displacement, and curvature ductility of the specimens is investigated. Test results show that specimens with lower axial load and large stirrup characteristic value (larger than about 0.35) are better at ductility and seismic performance, while specimens under high axial load or with a small stirrup characteristic value (less than about 0.35) are poorer at ductility; L-shaped columns with 500 MPa steel bars show better bearing capacity and ductility in comparison with specimens with HRB400 steel bars.

Experimental Study about Bearing Capacity and Deformation on Concrete Composite Slabs with Additional Bars

2013 ◽  
Vol 482 ◽  
pp. 7-10
Author(s):  
Jian Hua Cui ◽  
Chuan Yang Weng ◽  
Yun Lin Liu
Keyword(s):  
Experimental Study ◽  
Bearing Capacity ◽  
Failure Mode ◽  
Static Loading ◽  
Flexural Behavior ◽  
Flexural Properties ◽  
Effective Height ◽  
Composite Slabs

Through the experiments of four concrete composite slabs under static loading to compare their flexural properties (deflection, bearing capacity, failure mode), this paper discusses the influence of composite slabs flexural behavior on different length of additional bars and sectional effective height. The results showed that they will improve the bearing capacity effectively by reasonably increasing the sectional effective height and controlling the length of additional bars.

scholarly journals Steel Plate Cold-Rolled Section Steel Embedded High-Strength Concrete Low-Rise Shear Wall Seismic Performance

2018 ◽  
Vol 2018 ◽  
pp. 1-18
Author(s):  
Min Gan ◽  
Yu Yu ◽  
Liren Li ◽  
Xisheng Lu
Keyword(s):  
Bearing Capacity ◽  
Failure Mode ◽  
Seismic Performance ◽  
High Strength Concrete ◽  
Steel Plate ◽  
Shear Walls ◽  
High Strength ◽  
Shear Wall ◽  
Steel Plates ◽  
Strength Concrete

Four test pieces with different steel plate center-to-center distances and reinforcement ratios are subjected to low-cycle repeat quasistatic loading to optimize properties as failure mode, hysteretic curve, skeleton curve, energy dissipation parameters, strength parameters, and seismic performance of high-strength concrete low-rise shear walls. The embedded steel plates are shown to effectively restrict wall crack propagation, enhance the overall steel ratio, and improve the failure mode of the wall while reducing the degree of brittle failure. Under the same conditions, increasing the spacing between the steel plates in the steel plate concrete shear wall can effectively preserve the horizontal bearing capacity of the shear wall under an ultimate load. The embedded steel plates perform better than concealed bracing in delaying stiffness degeneration in the low-rise shear walls, thus safeguarding their long-term bearing capacity. The results presented here may provide a workable basis for shear wall design optimization.

Experimental Study on Seismic Performance of the Reinforced Concrete Grid-Mesh Frame Wall

2013 ◽  
Vol 680 ◽  
pp. 234-238
Author(s):  
Jin Li Qiao ◽  
Wen Ling Tian ◽  
Ming Jie Zhou ◽  
Fang Lu Jiang ◽  
Kun Zhao
Keyword(s):  
Experimental Study ◽  
Reinforced Concrete ◽  
Energy Dissipation ◽  
Bearing Capacity ◽  
Seismic Performance ◽  
Seismic Energy ◽  
Width Ratio ◽  
Filling Material ◽  
Energy Dissipation Capacity ◽  
Grid Mesh

In order to validate the seismic performance of reinforced concrete grid-mesh frame wall , four grid frame walls in half size is made with different height-width ratios and different grid forms in the paper. Two of them are filling with cast-in-place plaster as filling material. According to the experimental results of these four walls subjected to horizontal reciprocating loads, we know that the grid-mesh frame wall's breaking form are in stages and multiple modes, and the main influencing factors are height-width ratio and grid form, what's more, with cast-in-place plaster as fill material, could not only improve the level of the wall bearing capacity and stiffness, but also improve the ductility and seismic energy dissipation capacity.

Experimental study on local buckling of axially compressed steel stub columns at elevated temperatures

2014 ◽  
Vol 82 ◽  
pp. 33-45 ◽  
Author(s):  
Weiyong Wang ◽  
Venkatesh Kodur ◽  
Xingcai Yang ◽  
Guoqiang Li
Keyword(s):  
Experimental Study ◽  
Elevated Temperatures ◽  
Local Buckling ◽  
Stub Columns

Analytical Study of Load-Settlement Behavior of Soil Treated with Stone Columns have Different Sectional Shape

2020 ◽  
Vol 857 ◽  
pp. 319-327
Author(s):  
Moataz A. Al-Obaydi ◽  
Zeena A. Al-Kazzaz
Keyword(s):  
Bearing Capacity ◽  
Soft Soil ◽  
Engineering Properties ◽  
Stone Columns ◽  
Equivalent Diameter ◽  
Element Analysis ◽  
Cross Sectional ◽  
Treated Soil ◽  
Almost All ◽  
Sectional Shape

Stone columns have been used widely to improve the engineering properties of the weak soil. Most of the previous works considered a circular section for the stone columns. In the present study, finite element analysis has been carried out to investigate the effect of stone columns shape and length on the settlement and bearing capacity of soft soil. Accordingly, three types of cross sectional shape for stone columns have been selected which they are circular, rectangular, and square sections with equivalent area. Various length of columns are adopted with diameter of 0.75m that achieved length to diameter or equivalent diameter ratios (L/d=2, 4, 6, 8, and 10) of columns spacing (S/d=3). The results show that the stone columns has tangible effects on the settlement of the soil while has minor effects on the bearing capacity. The settlement of the treated soil with stone columns have L/d=2, reduces by 18.0, 17.3, and 19.3% for circular, rectangular , and square sections respectively. With increasing length of the columns to L/d=10, further reductions in the settlement obtained of (27.1, 28.1, and 27.0%). Bearing capacity of the soil increased slightly with length of the stone columns. Almost all cross sectional shapes of the columns give bearing capacity about same. The increased in the bearing capacity of the treated soil with stone columns have L/d=2, not exceeded 10% for all sectional types. The average increments in bearing capacity when L/d=10 are 12 and 15% at settlement 50 and 100mm respectively. Insignificant changes in bearing capacity upon increasing length of columns from L/d=2 to 10 of maximum 5%. The plastic zone recedes with the increasing length of the stone columns. Finally, from the results obtained, it can be concluded that the stone columns shape has negligible effects on the settlement and bearing capacity of the soil.

Numerical Simulation on the Mechanical Performance of the Wind Generator Latticed Concrete-Filled Steel Tubular Tower

2014 ◽  
Vol 578-579 ◽  
pp. 751-756
Author(s):  
Bin Li ◽  
Qun Hui Zhang ◽  
Chun Yan Gao
Keyword(s):  
Finite Element ◽  
Aspect Ratio ◽  
Bearing Capacity ◽  
Failure Mode ◽  
Mechanical Performance ◽  
Great Influence ◽  
Local Buckling ◽  
Ultimate Bearing Capacity ◽  
Thickness Ratio ◽  
Stiffness Ratio

Nonlinear finite element parameters analysis on the lattice type steel pipe concrete wind turbine tower, it shows the entire process of load bearing, failure mode and ultimate bearing capacity, researches on the influence law of aspect ratio, form of tower webs, tower diameter to thickness ratio and web member stiffness to tower column stiffness ratio on the ultimate bearing capacity and tower failure mode. The finite element analysis results shows that the tower aspect ratio λ, the diameter-thickness ratio γ of tower columns and the increase of stiffness ratio β between web members and tower columns has great influence on ultimate bearing capacity and failure mode, while the form of webs has small influence on that. with the increase of tower aspect ratio λ, the decrease of diameter-thickness ratio γ of tower columns and the increase of stiffness ratio β between web members and tower columns, the ultimate bearing capacity of this kind of latticed towers increase, the failure mode changed from Web local buckling to The combined damage of Web local buckling and the tension tower yield. This paper suggests that in the design of wind turbulent generator tower, the tower aspect ratio λ should be best controlled at 1/9, the bottom layers of this kind of tower should best use the re-divided web members, and other web member forms used on above layers, the diameter-thickness ratio γ of tower column should be taken less than 30, and the stiffness ratio β between webs and columns should be controlled less than 0.05 in order to avoid damage occurring on the tower columns earlier than the webs. The results can provide evidence for the engineering design.

Investigate on Axial Load Behaviors of T-Shaped CFT Stub Columns with Binding Bars

2014 ◽  
Vol 501-504 ◽  
pp. 510-513
Author(s):  
Xin Zhi Zheng ◽  
Xin Hua Zheng
Keyword(s):  
Experimental Data ◽  
Bearing Capacity ◽  
Ultimate Strength ◽  
Failure Mode ◽  
Axial Compression ◽  
Axial Load ◽  
Constitutive Relationship ◽  
Relationship Of ◽  
Stub Columns

. Abstract. Tests on TCFT-WB, including 11 specimens with binding bars and 5 without binding bars under axial compression were carried out. The effects of parameters on the behavior of specimens such as failure mode, bearing capacity and ductility are analyzed to provide experimental data for the following research. The formula to calculate ultimate strength of TCFT-WB columns under axial compression are deduced from the constitutive relationship of TCFT-WB. The calculated results are compared with those calculated by FEM analyses, showing the proposed formula can give reasonable predictions on the ultimate strength of TCFT-WB stub columns under axial compression.

Research on Hysteretic Behavior of the Concrete Filled Square CFRP-Steel Tubular (S-CFRP-CFST) Beam-Columns (I): Experimental Study

2010 ◽  
Vol 163-167 ◽  
pp. 3580-3585
Author(s):  
Yuan Che ◽  
Qing Li Wang ◽  
Yong Bo Shao ◽  
Hai Tao Mu
Keyword(s):  
Experimental Study ◽  
Bearing Capacity ◽  
Local Buckling ◽  
Steel Tube ◽  
Hysteretic Behavior ◽  
Strengthening Effect ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Beam Columns ◽  
Hysteretic Performance

Overall 12 specimens were experimentally investigated in this paper to study the hysteretic behaviors of the concrete-filled square CFRP-steel tubular (S-CFRP-CFST) beam-columns. The test results indicated that CFRP can provide transverse confinement effect and longitudinal strengthening effect for the concrete filled square steel tubular (S-CFST) beam-columns effectively and the local buckling of the steel tube is deferred. The hysteretic load-deflection curves and the hysteretic moment-curvature curves at the mid-span of all the specimens are generally plump, and it shows these specimens have good hysteretic performance. In the later loading period, the load bearing capacity drops.

Experimental Study of Composed Wall with Site Laying Reinforcing Rib under the Effect of Vertical Load

2014 ◽  
Vol 501-504 ◽  
pp. 954-958
Author(s):  
Wei Dong Sun ◽  
Xin Yu Niu
Keyword(s):  
Experimental Study ◽  
Reinforced Concrete ◽  
Bearing Capacity ◽  
Energy Saving ◽  
Failure Mode ◽  
Building Structure ◽  
Vertical Load ◽  
Environmental Friendly ◽  
Earthquake Resistant ◽  
Load Carrying

Composed wall with site laying reinforcing rib is composed of reinforced concrete rib, girtstrip and filling brickwork. This kind of wall is energy-saving, environmental-friendly and of good earthquake resistant performance. It is suitable to village building structure. In this paper, the load carrying capability and failure mode of this kind of composed wall under the effect of vertical load, the maximum bearing capacity of the wall and its influencing factors are mainly introduced.

Sign in / Sign up

Export Citation Format

Share Document