scholarly journals Study on the Shear Capacity of the Wet Joint of the Prefabricated Bridge Panel with a Special-Shaped Shear Key

2021 ◽  
Vol 2021 ◽  
pp. 1-15
Author(s):  
Fan Feng ◽  
Fanglin Huang ◽  
De Zhou ◽  
Weibin Wen ◽  
Yong Tao
Keyword(s):  
Composite Beam ◽  
Shear Force ◽  
Plain Concrete ◽  
Shear Capacity ◽  
Finite Element Models ◽  
Shear Key ◽  
Joint Structure ◽  
Shear Keys ◽  
Panel Shear ◽  
Ultimate Shear Capacity

Steel-concrete composite beam has been widely applied in civil engineering, and the concrete during operation may crack due to the large shear force at the wet joint. A new concrete panel shear key with the boss is designed to strengthen the shear capacity of the wet joint part. Three different configurations of specimens are tested to study the shear capacity of the wet joint. These specimens include plain concrete specimens with shear keys, specimens with reinforcement and no shear key, and specimens with both shear keys and reinforcements. An experimental study is designed and conducted to verify the shear capacity of each specimen. The experimental results show that the ultimate shear capacity of the new wet joint structure is 73% higher than the conventional one. Meanwhile, the shear capacity of the new wet joint structure is theoretically predicted, and the finite element models are established to demonstrate the effectiveness of the experiment and the good performance of the new wet joint design.

scholarly journals Enhanced Ultimate Shear Capacity of Concave Square Frustum-Shaped Wet Joint in Precast Steel–Concrete Composite Bridges

2021 ◽  
Vol 11 (4) ◽  
pp. 1915
Author(s):  
Fan Feng ◽  
Fanglin Huang ◽  
Weibin Wen ◽  
Peng Ge ◽  
Yong Tao
Keyword(s):  
Finite Element ◽  
Failure Modes ◽  
Concrete Strength ◽  
Shear Capacity ◽  
Fe Analysis ◽  
Fe Model ◽  
Shear Key ◽  
Model Based ◽  
Composite Bridges ◽  
Ultimate Shear Capacity

Wet joints are widely used in precast steel–concrete composite bridges to accelerate the construction of bridges, though a conventional wet joint usually has a poor ultimate shear capacity. To improve the shear capacity of the wet joint, a concave square frustum-shaped wet joint was proposed, and the failure modes and ultimate shear capacity were studied experimentally and numerically. Specimens with concave square frustum-shaped and conventional wet joints (labeled as S-SWJ and S-CWJ) were fabricated, and experiments were performed on them. The results showed that the ultimate shear capacity of S-SWJ was substantially enhanced compared to that of S-CWJ. To further explore the ultimate shear capacity of S-SWJ, the failure modes and the influences of concrete strength and shear key angle on the ultimate shear capacity were studied using a validated finite element (FE) model. Based on the FE analysis, the guidelines for obtaining a wet joint with desirable shear capacity are presented, which is useful for the design of wet joints with high ultimate shear capacity.

Experimental assessment of the shear strength of an asymmetric steel composite beam with web openings

2005 ◽  
Vol 32 (2) ◽  
pp. 314-328 ◽  
Author(s):  
Young K Ju ◽  
Do-Hyun Kim ◽  
Sang-Dae Kim
Keyword(s):  
Shear Strength ◽  
Composite Beam ◽  
Residential Buildings ◽  
Shear Capacity ◽  
Structural System ◽  
Web Openings ◽  
Wide Beam ◽  
High Rise ◽  
Beam Shear ◽  
Steel Composite

The number of high-rise buildings has greatly increased in Korea, and storey height is a significant component of tall residential buildings due to the limited city area. To reduce storey height, the wide beam has been adopted in some projects in Seoul such as Trump World, Galleria Palace, and Richencia. The joints between the wide beam and the core wall were too narrow to place the reinforcement, however. This paper investigates a newly developed structural system called the innovative, technical, economical, and convenient hybrid system (iTECH system). The iTECH system has an asymmetric steel assembly with web openings, where the top plate is welded on top of inverted structural "tees" whose cut is referred to as a "honeycomb" type. Both sides of the web and the slab are filled with cast-in-place concrete. The shear capacity was experimentally evaluated and verified, with parameters determined by factors that shared the shear strength of the iTECH beam. The steel web, inner concrete panel, and outer concrete panel contributed to the shear strength of the iTECH beam. The shear stirrup did not contribute much to the shear strength, however, and therefore a design equation using the steel web and inner concrete panel was suggested.Key words: composite beam, shear capacity, monotonic test, high-rise building.

scholarly journals Longitudinal shear capacity of the slabs of composite beams

1976 ◽  
Vol 3 (4) ◽  
pp. 514-522 ◽  
Author(s):  
M. N. El-Ghazzi ◽  
H. Robinson ◽  
I. A. S. Elkholy
Keyword(s):  
Composite Beam ◽  
Shear Failure ◽  
Concrete Slab ◽  
Compressive Force ◽  
Longitudinal Shear ◽  
Composite Beams ◽  
Shear Capacity ◽  
Slab Width ◽  
Two Parameters ◽  
Concrete Elements

The longitudinal shear failure of the slab of composite beams is constrained to occur at a predetermined shear surface. A method for calculating the longitudinal shear capacity of the slab of simply-supported steel–concrete composite beams is presented. The method is based on analyzing the stresses at failure of the concrete elements located at the slab shear surface.A design chart based on estimating the transverse normal stress required within the concrete slab to achieve the full ultimate flexural capacity of the composite beam is proposed. Alternatively, using elastic–plastic stress distribution across the concrete slab, the longitudinal compressive force due to bending and hence the applied moment can be predicted for any longitudinal shear capacity of the slab. The proposed design and analysis when compared to previous tests and analysis showed good agreement.The slab width and the shear span of the composite beam are found to be two important parameters which cannot be neglected when estimating the longitudinal shear capacity of the slab. These two parameters have been neglected in the empirical solutions previously adopted.

Effects of Cont Rail Joint Type on Bus Rollover Crashworthiness

2014 ◽  
Vol 945-949 ◽  
pp. 156-161
Author(s):  
Han Chi Hong ◽  
Hong Wu Huang
Keyword(s):  
Design Guidelines ◽  
Finite Element Models ◽  
Initial Condition ◽  
Joint Structure ◽  
Calculation Technique ◽  
Adams Software ◽  
Residual Space ◽  
Simulation Results ◽  
Ece R66 ◽  
Energy Absorbing

Three finite element models of bus with difference types of cant rail joint were developed and the rollover crashworthiness of buses was simulated by LS_DYNA according to ECE R66. The calculation technique was validated by the tests of three separate specimens, which were extracted from the bus superstructure. The velocity of bus just before impact for rollover, were calculated using ADAMS software and then used as initial condition for the LS_DYNA analysis. No intrusion was found in the residual space of three bus models during rollover test simulation. The energy absorbing capacity and distortion configuration were investigated. The simulation results shown that the cont rail joint structure played an important part in energy absorbing during bus rollover accident, and would contribute to some design guidelines for bus rollover crashworthiness.

scholarly journals Shear Capacity of Open Sandwich Steel Plate-Concrete Composite Slab: Experimental and Analytical Studies

2019 ◽  
Vol 2019 ◽  
pp. 1-14
Author(s):  
Lili Wu ◽  
Lipei An ◽  
Jiawei Li
Keyword(s):  
Failure Mode ◽  
Shear Force ◽  
Steel Plate ◽  
Concrete Slab ◽  
Experimental Studies ◽  
Shear Capacity ◽  
Crack Model ◽  
Composite Slab ◽  
Finite Element Software ◽  
Shear Performance

Considering that the fixed crack model by default of the general finite element software was unable to simulate the shear softening behavior of concrete in the actual situation, a rotational crack model based on the modified compression field theory developed by UMAT (user material) of ABAQUS software was proposed and applied to the nonlinear analysis, and a numerical simulated model for the steel-concrete composite slab was built for shear analysis. Experimental studies and numerical analyses were used to investigate the shear load-carrying capacity, deformation, and crack development in steel plate-concrete composite slab, as well as the effects of the shear span ratio and shear stud spacing on the shear performance and the contribution of the steel plate and the concrete to the shear performance. Shear capacity tests were conducted on three open sandwich steel plate-concrete composite slabs and one plain concrete slab without a steel plate. The results indicated that the shear-compression failure mode occurred primarily in the steel plate-concrete composite slab and that the steel plate sustained more than 50% of the total shear force. Because of the combination effect of steel plate, the actual shear force sustained by the concrete in the composite slab was 1.27 to 2.22 times greater than that of the calculated value through the Chinese Design Code for Concrete Structures (GB 50010-2010). Furthermore, the shear capacity of the specimen increases by 37% as the shear stud spacing decreases from 250 mm to 150 mm. By comparing the shear capacity, the overall process of load deformation development, and the failure mode, it was shown that the simulation results corresponded with the experimental results. Furthermore, the numerical simulation model was applied to analyze the influence of some factors on composite slab, and a formula of shear bearing capacity of slab was obtained. The results of the formula agreed with the test result, which could provide references to the design and application of steel plate-concrete composite slab.

scholarly journals Experimental Study on Vertical Shear Behaviors of an Immersion Joint with Steel Shear Keys

2019 ◽  
Vol 9 (23) ◽  
pp. 5056
Author(s):  
Yong Yuan ◽  
Jianhui Luo ◽  
Haitao Yu
Keyword(s):  
Transverse Shear ◽  
Shear Test ◽  
Compressive Load ◽  
Shear Stiffness ◽  
Development Stage ◽  
Shear Capacity ◽  
Vertical Shear ◽  
Shear Load ◽  
Shear Keys ◽  
Shear Behaviors

The vertical shear behaviors of an immersion joint with steel shear keys subjected to multidirectional loads are investigated in this paper. An experiment of an immersion joint model is carried out. Two kinds of compression–shear tests of the joint are considered in this experiment. The first kind of compression–shear test applies a specific vertical shear load and five different levels of longitudinal compressive loads on the joint. An additional compression–vertical shear destruction test is also conducted under the minimum longitudinal compressive load, wherein the vertical shear load is incrementally increased until failure of the joint. The other kind of compression–shear test is a bidirectional shear test, in which both the longitudinal compressive load and the transverse shear load are fixed, and the vertical shear load is gradually increased until reaching a target value. The results show that the shear force–displacement curves of the joint in any loading case can be divided into two stages: a non-linear development stage and a quasi-linear development stage. The vertical shear stiffness of the joint is found to increase with increasing longitudinal compressive load, and the existence of a transverse shear load enhances this effect. The ultimate shear capacity of the joint is smaller than the sum of the shear capacities of all vertical steel keys. In addition, the failure of the joint appears at the shear key on one sidewall of the joint.

Finite Element Analysis of Embedded Parts with Big-Diameter Reinforcing Bar under Shear Force

2010 ◽  
Vol 452-453 ◽  
pp. 509-512
Author(s):  
Yao Guo Zhu ◽  
Qing Xiang Wang
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Shear Force ◽  
Three Dimensional ◽  
Interaction Force ◽  
Internal Force ◽  
Shear Capacity ◽  
System Response ◽  
Element Analysis ◽  
Reinforcing Bar

Nowadays embedded parts which connect steel members with concrete structures have frequently emerged in civil engineering; however the existing design code for embedded parts cannot satisfy the increasing demand of engineering as it was derived from limited experiments. In the paper, a finite element study on embedded parts with big-diameter reinforcing bars under shear force is conducted. The aim of the study was to fully investigate the mechanical performances of embedded parts under shear force using a three-dimensional finite element analysis with the help of a commercial software ANSYS. Cross-section internal force of anchor bar, embedded part deformation, interaction force between anchor bar and concrete, and friction force were investigated in order to well know the system response. The results show that the shear capacity of embedded part obtained from finite element analysis is conservative.

scholarly journals The shear buckling and postbuckling behavior of laterally pressured curved panels

2019 ◽  
Author(s):  
Mohammad Mehdi Alinia ◽  
Arash Saeidpour ◽  
Mozhdeh Amani
Keyword(s):  
Shear Capacity ◽  
Radius Of Curvature ◽  
Postbuckling Behavior ◽  
Plane Shear ◽  
Theoretical Formulation ◽  
Curved Panel ◽  
Shear Buckling ◽  
Parametric Studies ◽  
Ultimate Shear Capacity ◽  
Curved Panels

Curved panels are widely used in different structures from fuselage of planes to curved bridge girders. An accurate understanding of buckling and postbuckling behavior of curved panels under different loadings is essential for efficient structural design. The shear buckling and postbuckling behavior of laterally pressured thin curved panels under gradually increasing in-plane shear forces is investigated. The magnitude of the lateral forces, the radius of curvature and the aspect ratio of panels are considered in the parametric studies. A classic theoretical formulation of curved panels buckling load is reexamined and compared to experimental results. The results showed that inward pressure eliminates the snap-through phenomenon and the softening stage in the response of shallow curved panels. However, the buckling characteristics are not significantly affected in the moderately curved panels under small pressures. In addition, the magnitude of inward pressures that would affect the shear buckling and postbuckling behavior of panels depends on their radius of curvature. The ultimate shear capacity of a highly curved panel is considerably reduced due to the increasing presence of inward pressures. The failure mode of highly curved panels are associated with the occurrence of unstable buckling; and as a result, the released strain energy prevents the occurrence of hardening stages.

scholarly journals Shear Capacity of Headed Studs in Steel-Concrete Structures: Analytical Prediction via Soft Computing

2020 ◽  
Author(s):  
Abambres M ◽  
He J
Keyword(s):  
Neural Network ◽  
Analytical Model ◽  
Composite Structures ◽  
Shear Force ◽  
Longitudinal Shear ◽  
Shear Capacity ◽  
Analytical Prediction ◽  
Neural Network Approach ◽  
Shear Connectors ◽  
Headed Stud

<p>Headed studs are commonly used as shear connectors to transfer longitudinal shear force at the interface between steel and concrete in composite structures (e.g., bridge decks). Code-based equations for predicting the shear capacity of headed studs are summarized. An artificial neural network (ANN)-based analytical model is proposed to estimate the shear capacity of headed steel studs. 234 push-out test results from previous published research were collected into a database in order to feed the simulated ANNs. Three parameters were identified as input variables for the prediction of the headed stud shear force at failure, namely the steel stud tensile strength and diameter, and the concrete (cylinder) compressive strength. The proposed ANN-based analytical model yielded, for all collected data, maximum and mean relative errors of 3.3 % and 0.6 %, respectively. Moreover, it was illustrated that, for that data, the neural network approach clearly outperforms the existing code-based equations, which yield mean errors greater than 13 %.</p>

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