scholarly journals Finite-element block shear failure deformation-to-fracture failure analysis

2020 ◽  
Vol 47 (4) ◽  
pp. 418-427 ◽  
Author(s):  
K.K. Adewole ◽  
Oladejo O. Joy
Keyword(s):  
Finite Element ◽  
Shear Deformation ◽  
Shear Failure ◽  
Tensile Deformation ◽  
Pure Shear ◽  
Contact Point ◽  
Shear Capacity ◽  
Total Load ◽  
Contact Points ◽  
Block Shear

This paper presents the finite-element (FE) block shear failure (BSF) deformation-to-fracture analysis. FE analysis reveals the following: BSF begins with bolt – bolt hole contact point compressive yielding and not the tensile or shear yielding reported in the literature. BSF does not result from the combination of the gauge tensile plane tensile deformation and the shear plane pure shear deformation alone as reported in the literature and codes. BSF results from compressive deformation of the bolt – bolt hole contact points, tensile deformation of bolt hole portions not in contact with the bolts, gauge tensile plane and edge distance tensile plane deformations in combination with pure shear deformation and a combined shear and tensile bending deformation of the portions of the shear planes near to and remote from the bolt – bolt hole contact points, respectively. This study provides a better understanding of the BSF mechanism, BSF total load-bearing areas, and various resistances to deformation that contribute to the block shear capacity.

Deformation Analysis of Simple-Shear Sheet Specimens

1995 ◽  
Vol 117 (3) ◽  
pp. 269-277 ◽  
Author(s):  
Fuh-Kuo Chen
Keyword(s):  
Finite Element ◽  
Shear Deformation ◽  
Shear Zone ◽  
Simple Shear ◽  
Pure Shear ◽  
Deformation Analysis ◽  
Element Analysis ◽  
Shear Properties ◽  
The Finite Element Analysis ◽  
Strength Material

The shear properties of different simple-shear sheet specimens were investigated using the elastic-plastic finite element method. Tension loaded specimens with a shear zone formed at the center area between two transverse slots were adopted to analyze the shear properties of sheet metals under uniaxial tension. Specimens prepared by single material as well as by bonding two different strength materials together were both studied. Since the shear zone could not be kept free from bending stress during loading, the pure shear deformation was not possibly obtained. However, by varying the shape and the location of the slots, an optimum geometry of the shear zone which yields a nearly pure shear deformation in the plastic range was determined through the finite element analysis. The results also revealed when the shear zone was formed by a low strength material which was bonded on each side with a higher strength material, a nearly pure shear deformation could be obtained even in the elastic range.

A model test and numerical investigation on the shear deformation patterns of deep wall–soil–tunnel interaction

2006 ◽  
Vol 43 (12) ◽  
pp. 1306-1323 ◽  
Author(s):  
Yong-Joo Lee ◽  
Richard H Bassett
Keyword(s):  
Finite Element ◽  
Shear Deformation ◽  
Urban Areas ◽  
Shear Failure ◽  
Model Tests ◽  
Numerical Analyses ◽  
Laboratory Model ◽  
Failure Patterns ◽  
Physical Tests ◽  
Deformation Patterns

In congested urban areas, tunnel excavations have become necessary due to a lack of space. In many cases, such excavations are needed in areas adjacent to existing loaded piles. Therefore, a careful assessment of the wall–soil–tunnel interaction is required. These circumstances are relatively new, however, and only limited information is currently available. The complicated soil behaviour, particularly for the shear failure pattern between the wall and tunnel observed in both physical tests and numerical analyses, has not been clearly identified by other researchers. The authors have conducted laboratory model tests on an idealized granular medium using close-range photogrammetric techniques to measure detailed displacement patterns. The results have been compared with those from numerical analyses. This paper presents shear failure patterns for a number of geometries and shows good agreement between the physical tests and the finite element analyses.Key words: tunnel excavation, shear deformation patterns, wall–soil–tunnel interaction, model tests, photogrammetry, finite element analysis.

scholarly journals Seismic Performance of Reinforced Concrete Short Columns Subjected to Freeze–Thaw Cycles

2019 ◽  
Vol 9 (13) ◽  
pp. 2708 ◽  
Author(s):  
Yixin Zhang ◽  
Shansuo Zheng ◽  
Xianliang Rong ◽  
Liguo Dong ◽  
Hao Zheng
Keyword(s):  
Reinforced Concrete ◽  
Energy Dissipation ◽  
Shear Deformation ◽  
Seismic Performance ◽  
Shear Failure ◽  
Shear Capacity ◽  
Hysteretic Behavior ◽  
Freeze Thaw ◽  
Failure Patterns ◽  
Short Columns

Previous research shows that freeze–thaw cycles represent one of the most dangerous threats to reinforced concrete (RC) structures. However, there is almost no experimental data on the effects of freeze–thaw cycles on the seismic behavior of RC columns showing flexure-shear failure. In this study, three columns with the shear span-to-depth ratio of 2.5 were subjected to different numbers of freeze–thaw cycles (FTCs) and pseudo-static testing. The seismic performance indexes of the specimens were analyzed in terms of hysteretic behavior, skeleton curves, shear deformation, and energy dissipation. The test observations show that the failure patterns of the test columns altered from the flexure dominated to shear dominated, owing to the more severe deterioration in shear capacity induced by freeze–thaw attack than in flexure capacity. The test results also indicate that freeze–thaw cycles significantly decrease the ductility and energy dissipation of test columns, and they increase the contributions of shear deformation to the total deformation.

Experimental investigation of block shear failure in coped steel beams

2003 ◽  
Vol 30 (5) ◽  
pp. 871-881 ◽  
Author(s):  
Cameron R Franchuk ◽  
Robert G Driver ◽  
Gilbert Y Grondin
Keyword(s):  
Shear Failure ◽  
Shear Capacity ◽  
Steel Beams ◽  
Steel Beam ◽  
Capacity Design ◽  
Design Standards ◽  
Block Shear ◽  
Flange Beams ◽  
Flexural Beam ◽  
Full Scale Tests

Relatively few tests have been conducted to determine the block shear capacity and behaviour of coped steel beam connections. Furthermore, design standards are inconsistent in the way they treat this failure mode and may predict capacities significantly higher than those determined experimentally. To address these issues, 17 full-scale tests were conducted on coped wide-flange beams. Parameters considered in the study include beam end rotation, end and edge distances, and bolt layout. Many of these parameters had not been systematically investigated prior to this research, and the effect of end rotation, i.e., the rotation at the connection due to flexural beam action, had not been examined. It is found that few of these parameters significantly affect the connection capacity, apart from the associated changes in net tension and gross shear areas. Following the laboratory tests, capacity design equations outlined in Canadian, American, European, and Japanese standards were examined. Tests-to-predicted ratios for each standard were calculated and compared. It was found that none of these standards accurately and consistently predict block shear capacity, especially when considering two-line connections.Key words: beams, block shear, bolts, connections, end rotation, rupture, shear, steel, tension, yield.

Automatic Remeshing Scheme for Modeling Hot Forming Process

1986 ◽  
Vol 108 (4) ◽  
pp. 465-469 ◽  
Author(s):  
H. P. Wang ◽  
R. T. McLay
Keyword(s):  
Finite Element ◽  
Contact Point ◽  
Numerical Algorithms ◽  
Hot Forming ◽  
Temperature Sensitive ◽  
Forming Process ◽  
Contact Points ◽  
Moving Contact ◽  
Element Technique ◽  
Updated Lagrangian

Many intrinsic problems associated with the modeling of hot forming processes are described. In the updated Lagrangian finite element technique both the momentum and energy equations are formulated to accommodate moving meshes. Forming processes have several characteristics: no-slip conditions with transient free surfaces; strong thermal and flow coupling; and moving fluid/solid contact points. Due to the no-slip condition at the walls, the Lagrangian mesh is distorted. Two related numerical algorithms, an automatic remeshing scheme and a moving contact point definition, are developed and incorporated into a finite element code for incompressible viscous flow with temperature-sensitive viscosity. The application of this newly developed code for analyzing the glass pressing process demonstrates the capability of this powerful engineering tool.

scholarly journals Advanced Design of Block Shear Failure

Metals ◽  
2021 ◽  
Vol 11 (7) ◽  
pp. 1088
Author(s):  
Marta Kuříková ◽  
David Sekal ◽  
František Wald ◽  
Nadine Maier
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Shear Failure ◽  
Plate Thickness ◽  
Design Procedure ◽  
The Finite Element Method ◽  
Initial Stiffness ◽  
Block Shear ◽  
Internal Forces ◽  
Element Method

This paper presents the behaviour and design procedure of bolted connections which tend to be sensitive to block shear failure. The finite element method is employed to examine the block shear failure. The research-oriented finite element method (RFEM) model is validated with the results of experimental tests. The validated model is used to verify the component-based FEM (CBFEM) model, which combines the analysis of internal forces by the finite element method and design of plates, bolts and welds by the component method (CM). The CBFEM model is verified by an analytical solution based on existing formulas. The method is developed for the design of generally loaded complicated joints, where the distribution of internal forces is complex. The resistance of the steel plates is controlled by limiting the plastic strain of plates and the strength of connectors, e.g., welds, bolts and anchor bolts. The design of plates at a post-critical stage is available to allow local buckling of slender plates. The prediction of the initial stiffness and the deformation capacity is included natively. Finally, a sensitivity study is prepared. The studied parameters include gusset plate thickness and pitch distance.

The Design and Optimization of Large-Scales Heavy Gantry NC Machining Center Based on Finite Element Method

2011 ◽  
Vol 697-698 ◽  
pp. 656-660
Author(s):  
Shu Bo Xu ◽  
K.K. Sun ◽  
Cai Nian Jing ◽  
Guo Cheng Ren
Keyword(s):  
Finite Element ◽  
Contact Point ◽  
Large Diameter ◽  
Cnc Machining ◽  
Beam Structure ◽  
Maximum Displacement ◽  
Design And Optimization ◽  
Contact Points ◽  
Machining Center ◽  
Maximal Displacement

Large gantry machining center can be applied to large diameter and thickness of the flanges, tube sheets and other large sheet metal processing, the industrialization of this type of device for improving the development of modern processing and manufacturing of great strategic significance. The design and optimization of large-scales heavy gantry CNC Machining Center was mainly investigated in this paper. The finite element model of the beam structure was structured by using finite element analysis software-ANSYS. On the basis of analysis results, the optimal static and dynamic performance of square cross-section of the beam structure has been obtained. The maximal displacement is 0.531 mm. The maximum displacement of X=0.0329mm, and Y=0.531 mm occurred in the contact point of middle beam and spindle box. Z is 0.0948mm. The maximal displacement of Y-component is occurred in the contact points of guide and spindle box. This may have a certain impact on the machine processing accuracy. In the middle of the beam can consider to strengthen its internal structure, such as adding reinforcement measures to further improve its rigidity, and improve the machining precision of the whole machine.

Sign in / Sign up

Export Citation Format

Share Document