Experiment Study on Static Mechanical Behavior of Plain Steel Plate-Light Weight Concrete Hollow Composite Decks

2012 ◽  
Vol 166-169 ◽  
pp. 604-609 ◽  
Author(s):  
Yong Yang ◽  
Bo Lin Xu ◽  
Su Sheng Zeng ◽  
Jian Yang Xue
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Steel Plate ◽  
Mechanical Performance ◽  
Bridge Decks ◽  
Steel Pipe ◽  
Light Weight ◽  
Mechanical Behaviors ◽  
Light Weight Concrete ◽  
Composite Bridge

Steel plate-light weight concrete hollow composite deck was a type of novel composite deck which composed of steel plate, perforbond ribs connectors (PBL connectors) and light weight concrete and steel pipe. In order to understand the hollow composite decks mechanical performance, Static experiments of five specimens of this hollow composite slabs were conducted, among which two specimens were composed with longitudinal steel pipes and three specimens were composed with transversal steel pipe, with the aim to study the difference of the mechanical behaviors of the composite decks at the two orthogonal directions. Based on the experiment results, the effects of the direction of steel pips and the nominal shear-span of the slabs on the composite decks mechanical performance were especially studied. During the experiment process, the failure modes, strains of concrete and steel plate, cracking type, slippage of interface and the bearing capacity of the decks were studied in detail. From the experimental study, it could be found that there were no slippage between the steel plate and concrete were measured at the composite bridge decks, and the composite bridge decks showed high flexural rigidity, good ductility as well as better bearing capacity with the strength of bottom steel plate and top concrete both fully utilized. Therefore, it could be concluded that this type of composite bridge decks have good advantages at mechanical behaviors.

Study on Static Design Methods of Plain Steel Plate-Light Weight Concrete Hollow Composite Decks

2012 ◽  
Vol 166-169 ◽  
pp. 610-615
Author(s):  
Yong Yang ◽  
Kang An ◽  
Su Sheng Zeng ◽  
Jian Yang Xue
Keyword(s):  
Bearing Capacity ◽  
Calculation Method ◽  
Steel Plate ◽  
Flexural Rigidity ◽  
Design Methods ◽  
Light Weight ◽  
Calculation Methods ◽  
Direction Parallel ◽  
Light Weight Concrete ◽  
Calculation Results

Based on the experiment results of five plain steel plate-light weight concrete hollow deck specimens, the design methods of the composite decks which mainly including the calculation method of the bearing capacity and calculation method of the flexural rigidity were introduced. In the paper, the bearing capacity and flexural rigidity of the composite at two orthogonal directions, which including the direction parallel to the pipes and the direction perpendicular to the pipes, were both introduced. The calculation results of the bearing capacity and middle-span deflection were in good agreement with those of the experimental results, and in the return calculation methods were verified. Therefore, the design methods and calculation methods were useful to the design of this new type composite deck.

scholarly journals Buckling Analysis and Section Optimum for Square Thin-Wall CFST Columns Sealed by Self-Tapping Screws

2019 ◽  
Vol 2019 ◽  
pp. 1-14
Author(s):  
He Zhang ◽  
Kai Wu ◽  
Chao Xu ◽  
Lijian Ren ◽  
Feng Chen
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Steel Plate ◽  
Local Buckling ◽  
Steel Tube ◽  
Thin Wall ◽  
Type Section ◽  
Plate Buckling ◽  
Thin Walled ◽  
Cfst Columns

Two columns of thin-walled concrete-filled steel tubes (CFSTs), in which tube seams are connected by self-tapping screws, are axial compression tested and FEM simulated; the influence of local buckling on the column compression bearing capacity is discussed. Failure modes of square thin-wall CFST columns are, first, steel tube plate buckling and then the collapse of steel and concrete in some corner edge areas. Interaction between concrete and steel makes the column continue to withstand higher forces after buckling appears. A large deflection analysis for tube elastic buckling reflects that equivalent uniform stress of the steel plate in the buckling area can reach yield stress and that steel can supply enough designing stress. Aiming at failure modes of square thin-walled CFST columns, a B-type section is proposed as an improvement scheme. Comparing the analysis results, the B-type section can address both the problems of corner collapse and steel plate buckling. This new type section can better make full use of the stress of the concrete material and the steel material; this type section can also increase the compression bearing capacity of the column.

scholarly journals Numerical simulation of complex tubular joints of Beijing New Airport Terminal C type column

2019 ◽  
Vol 138 ◽  
pp. 01001
Author(s):  
A Zhang ◽  
G Shangguan ◽  
Yanxia Zhang ◽  
Dinan Shao
Keyword(s):  
Numerical Simulation ◽  
Bearing Capacity ◽  
Failure Modes ◽  
Mechanical Performance ◽  
Simulation Analysis ◽  
Economic Benefits ◽  
Tubular Joints ◽  
Airport Terminal ◽  
Stiffening Ribs ◽  
Final Optimization

The numerical simulation analysis of the two groups of fullscale complex tubular joints of the Beijing New Airport Terminal C type steel column under space static loading tests has been conducted by adopting software ABAQUS. The results obtained from the numerical simulation analysis consistent with those from the tests which enriched the research findings. Based on the research, mechanical performance of the joints has been carried out, the failure modes and ultimate bearing capacity of the joints with no stiffening ribs, three stiffening ribs and five stiffening ribs has been obtained. The numerical simulation results showed that, the bearing capacity of the joints without stiffening ribs were relatively low, the plastic failure of the main pipe was the major form of the destruction and the safety performance were too poor to meet the actual needs of the project. The bearing capacity of the joints significantly improved with the stiffening ribs set inside and the destruction changed to the connection of the main tubular and the branch, which means that the stress of the joints has been obviously improved by the setting of the stiffening ribs and was able to meet the needs of Beijing New Airport Terminal C type column. Through the comparative analysis of the stiffening ribs setting, it can be found that the bearing capacity of the joints were similar between the three and five stiffening ribs, considering the construction difficulty and economic benefits, three stiffening ribs has been selected as the final optimization result.

Bearing Capacity Analysis on Slotted End Plate Connection Joints of Different Types

2012 ◽  
Vol 166-169 ◽  
pp. 764-769
Author(s):  
Ruo Hui Qiang ◽  
Ming Zhou Su ◽  
Junfen Yang ◽  
Jinbo Cui
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Great Influence ◽  
Mechanical Behaviors ◽  
End Plate ◽  
Different Types ◽  
Plastic Stage ◽  
Plate Connection ◽  
Force Displacement ◽  
Main Factor

Four different types of full-scale slotted end plate (SEP) connection joints are tested to determine their failure modes and damage mechanisms under ultimate loading. Researches on mechanical behaviors of I-type, T-type, U-type and Groove SEP connection joints bearing compression are studied, which also analyze their force-displacement behaviors and developing processes of deformation and strain. The results show that the bearing capacities of I, grooved, T and U types SEP connections are increased gradually, which indicate the SEP’s type has great influence on the ultimate strength of joints. The instability of SEP is the main factor to cause the loss of bearing capacity of the connection, which is shown through the development of strain, that SEP enters into plastic stage and the other regions still are elastic.

Hysteretic Behavior of Composite Vertical Connection Structures used in Prefabricated Shear Wall Systems

2020 ◽  
Vol 20 (06) ◽  
pp. 2040007
Author(s):  
Limeng Zhu ◽  
Haipeng Yan ◽  
Po-Chien Hsiao ◽  
Jianhua Zhang
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
High Strength Steel ◽  
Failure Modes ◽  
Mechanical Performance ◽  
Shear Walls ◽  
High Strength ◽  
Shear Wall ◽  
Hysteretic Behavior ◽  
Design Standards

An innovative composite vertical connecting structure (CVC) with capacity carrying and energy-dissipating ability is proposed in this study, which could be used in prefabricated composite shear wall structural systems to enhance the resilience and seismic performance of structural system. The CVC structure is mainly composed of three parts, including the connecting zone, the capacity bearing zone characterized by high strength and elastic deforming ability, and the energy-dissipating zone assembled by replaceable metal dampers. The low-yield strength steel and high-strength steel are used, respectively, for the metal dampers in the energy-dissipating zone and the concrete-filled high-strength steel tubes in the bearing capacity zone to enhance the energy dissipation and self-centering abilities of CVC structures. The working mechanism is analyzed and validated through finite element models built in ABAQUS. The hysteretic behavior is simulated to evaluate their performance. First, the metal dampers are designed. The theoretical and finite elemental parametric analysis are carried out. According to the simulation results, the “Z-shaped” metal dampers exhibit better energy-dissipating ability than the rectangular shape, in which the “Z-shaped” metal dampers with 45∘ show the best performance. Simultaneously, the results of the models calculated by the finite element method and theoretical analysis work very well with each other. Furthermore, seven FE models of shear walls with CVC structures are designed. Monotonic and cyclic loading simulations are conducted. The failure modes and comprehensive mechanical performance are investigated and evaluated according to their calculated force–displacement curves, skeleton curves, and ductility coefficients. The results indicate that the CVC structure delivered preferable lateral-bearing capacity and displacement ductility. Finally, according to available design standards, the lateral stiffness of CVC structures could be conventionally controlled and some practical design recommendations are discussed.

Mechanical Performance between the Embedded Steel Plate and the Concrete in Composite Shear Walls

2013 ◽  
Vol 742 ◽  
pp. 56-61 ◽  
Author(s):  
Wan Lin Cao ◽  
Hong Ying Dong ◽  
Wen Jiang Zhang ◽  
Jian Wei Zhang
Keyword(s):  
Bearing Capacity ◽  
Work Performance ◽  
Steel Plate ◽  
Mechanical Performance ◽  
Shear Walls ◽  
Concrete Wall ◽  
High Rise ◽  
Concrete Plate ◽  
Shear Bearing Capacity ◽  
Composite Shear

In order to strengthen the co-work performance between the steel plate and concrete, the anchorage construction of arrayed studs were welded on both sides of the plate according to a super high-rise building in Beijing. Eighteen specimens of embedded steel plate concrete shear walls with arrayed studs were tested by pushing out under monotonic loading in this paper. Some parameters, such as the thickness of the concrete wall, the thickness of steel plate, the diameter, the length and the amount of the studs and the rate of reinforcement for distributing bars in the walls were considered. The shear bearing capacity, load-slip relationship, strains of the steel plate and studs, mechanical properties and failure mode were analyzed. The effect of stud layout on the coordinate work of the concrete plate was studied. Results show that the shear bearing capacity is obviously improved by using smaller diameter studs or decreasing the distance between studs when the total area of studs is kept unchanged. The thickness of the steel plate has almost no effect on the shear bearing capacity. The ratio of the length to the diameter of the studs should be not less than 4. A simplified mechanics calculated method to estimate the shear bearing capacity of this kind of shear wall was put forward. And the calculated results are in good agreement with the experimental results.

scholarly journals Experimental Study on an Innovative Shear Connector in Steel-UHPC Composite Structure

2021 ◽  
Vol 2021 ◽  
pp. 1-10
Author(s):  
Yang Liu ◽  
Dan Zeng ◽  
Lei Cao ◽  
Naiwei Lu
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Steel Plate ◽  
Least Square Method ◽  
Maximum Load ◽  
Least Square ◽  
Shear Connector ◽  
Shear Connectors ◽  
Shear Bearing Capacity ◽  
Push Out

In order to improve the stiffness and shear bearing capacity of steel-UHPC composite bridge, an innovative shear connector named arc-shaped reinforcement shear connector was proposed and compared with the stud and perforated bar steel plate shear connector using the static push-out test. Considering shear connector diameter, a total of ten push-out specimens for five groups were designed. The results indicated that the failure modes and failure mechanism of the arc-shaped reinforcement shear connectors were significantly different from stud shear connector and perforated bar steel plate. Obvious failure characteristics such as crack and reinforcement were not observed for the arc-shaped reinforcement specimens except for fine cracks on the top of one specimen, but these were observed for the others two types of shear connector. The relative slip value of arc-shaped reinforcement shear connector at the maximum load was the smallest and less than 1 mm in three types of shear connectors. The stiffness and shear bearing capacity of arc-shaped reinforcement were higher than those of stud and perforated bar steel plate under the same diameter. Increasing arc-shaped reinforcement diameter could improve significantly static behavior of shear connector. When the diameter of arc-shape reinforcement was increased from 8 mm to 12 mm, the ductility factor, stiffness, and shear bearing capacity of arc-shaped reinforcement shear connector were improved by 174.32%, 214.76%, and 54.2%, respectively. A calculation method of shear bearing capacity was proposed by the least square method and multiple regression analysis and agreed well with the test result.

scholarly journals Experimental Study and Mixed-Dimensional FE Analysis of T-Rib GFRP Plate-Concrete Composite Bridge Decks

2018 ◽  
Vol 2018 ◽  
pp. 1-13 ◽  
Author(s):  
Jun Tian ◽  
Xiaowei Wu ◽  
Yu Zheng ◽  
Yinfei Du ◽  
Xiankai Quan
Keyword(s):  
Bearing Capacity ◽  
Bridge Decks ◽  
Concrete Structures ◽  
Ultimate Bearing Capacity ◽  
Fe Analysis ◽  
Interface Roughness ◽  
Structural Performance ◽  
Computational Time ◽  
Analysis Model ◽  
Composite Bridge

In order to extend the understanding of structural performance of a T-rib glass fibre-reinforced polymer (GFRP) plate-concrete composite bridge deck, four GFRP plate-concrete composite bridge decks were tested, which consist of cast-in-place concrete sitting on a GFRP plate with T-ribs. Subsequently, a mixed-dimensional finite element (FE) analysis model was proposed to simulate the behavior of the test models. The test and simulation results showed that the composite specimens had an excellent interface bonding performance between GFRP plate and concrete throughout flexural response until specimens failure occurred. The failure mode of those composite specimens was shear failure in concrete structures. It was found that the interface roughness of the GFRP plate could not affect the ultimate bearing capacity and stiffness of composite specimens significantly. However, the height of concrete structures had a strong effect on those structural behaviors. In addition, the longitudinal compressive reinforcing CFRP rebars had a little influence on ultimate bearing capacity of composite specimens, while it had a significant influence on ductility of composite specimens. The mixed-dimensional FE analysis model can accurately simulate the local complex stress state of GFRP plates, ultimate loads, stiffness, and midspan deflections and simultaneously can significantly reduce computational time. Therefore, mixed-dimensional FE analysis can provide a suitable solution to simulate the structural performance of T-rib GFRP plate-concrete composite bridge decks.

Analysis of Mechanical Performance Considering Damage Accumulation of Intersecting Joints in Steel Structures

2011 ◽  
Vol 94-96 ◽  
pp. 583-586
Author(s):  
Bao Feng Fan ◽  
Na Yang ◽  
Qing Shan Yang ◽  
Leroy Gardner
Keyword(s):  
Plastic Deformation ◽  
Mechanical Behavior ◽  
Damage Accumulation ◽  
Failure Modes ◽  
Mechanical Performance ◽  
Local Buckling ◽  
Steel Structures ◽  
Steel Tube ◽  
Geometric Parameters ◽  
Mechanical Behaviors

The mechanical behaviors of intersecting joints considering damage accumulation in steel tube structures is analyzed through the FE-program ABAQUS. The stress characteristic and failure modes of these joints are concluded. Especially, it has been analyzed influence of the change of geometric parameters to mechanical behavior of joints. Finally, the results indicate the joints have a good mechanical performance and good plastic deformation as to excessive local buckling of chord under the loads.

scholarly journals Experimental Study on SSRC under Eccentric Compression

2021 ◽  
Vol 2021 ◽  
pp. 1-15
Author(s):  
Qingfu Li ◽  
Tianjing Zhang ◽  
Yaqian Yan ◽  
Qunhua Xiang
Keyword(s):  
Stainless Steel ◽  
Reinforced Concrete ◽  
Bearing Capacity ◽  
Building Materials ◽  
Performance Test ◽  
Failure Modes ◽  
Mechanical Performance ◽  
Reinforcement Ratio ◽  
Eccentric Compression ◽  
Steel Bars

The use of stainless steel bars can improve the durability and sustainability of building materials. Through the static performance test, this research analyzes the failure pattern and bearing performance of bias stainless steel reinforced concrete (SSRC) column. The influence of reinforcement ratio of longitudinal bars and eccentricity on the mechanical performance of specimens was studied. Different constitutive models of stainless steel bars were used to calculate the ultimate bearing capacity of the section of the column under eccentric compression column. Based on the experimental results, a method to modify the expression of the design specification is proposed. And, the results were compared with the test results. The results showed that the damage patterns and failure modes of SSRC columns are essentially the same as those of traditional reinforced concrete columns. The bearing capacity of SSRC columns rises with the increase in the longitudinal reinforcement ratio, and the ductility of the specimens is enhanced. The ultimate load of the specimen decreases with the rise in eccentricity but the deflection increases gradually. The strain distribution of the mid-span section of the SSRC column conforms to the plane section assumption. The bearing capacity of the specimen can be analyzed by referring to the calculation method of the specification, and some parameters in the calculation formula of the specification are modified to adapt to the design and calculation of the SSRC column.

Sign in / Sign up

Export Citation Format

Share Document