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.

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.

Bearing Capacity of Beams with Sinusoidal Corrugated Webs with Round and Square Holes

2019 ◽  
pp. 11-17
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
Theoretical Calculations ◽  
Steel Structures ◽  
Steel Beams ◽  
Design Standards ◽  
Method Of Calculation ◽  
Corrugated Webs ◽  
The Stability ◽  
Full Scale Tests

Steel beams with sinusoidal corrugated webs are known since the middle of the last century. Their bearing capacity is widely studied, the design rules of these beams are included in the existing regulations, such as "Standards European Committee for Standardisation (CEN): DIN EN 1993:2007-02, Eurocode 3: Bemessung und Konstruktion von Stahlbauten - Teil 1-5: Aus Blechen zusammengesetzte Bauteile", SNiP RK 5.04-23-2002 "Steel Structures. Design Standards." and SP 16.13330.2017 "SNiP II-23-81* Steel Structures". However, there is still an open question about the bearing capacity of sinusoidal corrugated webs of beams with holes bordered with steel sleeves to ensure the stability of the wall. In this paper, a method for calculating beams with sinusoidal corrugated webs, weakened by round and square holes, which are bordered by pipes is proposed. To develop this method of calculation a numerical experiment was conducted. A number of finite element models of such beams with varying web thickness, beam length, diameter and hole location were created and analyzed using the finite element method. ABAQUS computer complex was used for calculations. The result of the research conducted is a technique that makes it possible to determine the bearing capacity of sinusoidal corrugated webs of beams with round and square holes, bordered by pipes. To confirm the theoretical calculations, full-scale tests were carried out.

Behavior of through Beam Connections Composed of CFSST Columns and Steel Beams by Finite Element Studying

2010 ◽  
Vol 168-170 ◽  
pp. 2329-2333 ◽  
Author(s):  
Mohammad Mehdi Arabnejad Khanouki ◽  
Nor Hafizah Ramli Sulong ◽  
Mahdi Shariati
Keyword(s):  
Finite Element ◽  
Shear Failure ◽  
Nonlinear Finite Element ◽  
Steel Beams ◽  
Steel Beam ◽  
Finite Element Models ◽  
Shear Plate ◽  
Rigid Connection ◽  
Abaqus Software ◽  
Monotonic Load

Recent studies show that a through beam connections composed of concrete filled square steel tubular column and steel beam have been identified as an ideal rigid connection. In this paper a 3-D nonlinear finite element models were conducted for CFSST column and steel beam connection under monotonic load using ABAQUS software. Each model includes a CFSST column and single steel beam passing through the column. The main scopes are to identify the modes of beam failure and joint shear failure. In addition the effect of an extra shear plate welded to beam web inside the column was investigated. This result can be used for designing of through beam connection.

Numerical Investigation on Block Shear of Coped Beams with a Welded End Connection

2010 ◽  
Vol 163-167 ◽  
pp. 274-278
Author(s):  
Wei Wei Sun ◽  
Feng Wei
Keyword(s):  
Numerical Investigation ◽  
Parametric Study ◽  
Shear Failure ◽  
Great Influence ◽  
Shear Capacity ◽  
Failure Behavior ◽  
Shear Stresses ◽  
Rotational Stiffness ◽  
Block Shear ◽  
Angle Connection

A numerical investigation on the block shear failure behavior of coped beams with double welded clip angle connection was conducted. Parametric study was conducted based on the validated finite element model. The parameters included the web block aspect ratio and the connection rotational stiffness. Based on the mechanical model of double angle connection, the pitch and the beam element length-to-angle thickness (L/t) ratio of the outstanding leg were selected as two importance parameters to consider the effect of the connection rotational stiffness. The results of parametric study show that the connection rotational stiffness has a great influence on the block shear capacity of coped beams with double welded clip angle connection. This is contributed to the fact that for the connections with a smaller connection rotational stiffness, the shear stresses of the shear area were much less than those of the connections with a larger connection rotational stiffness.

Reliability Analysis of Block Shear Capacity of Coped Steel Beams

2004 ◽  
Vol 130 (12) ◽  
pp. 1904-1913 ◽  
Author(s):  
Cameron R. Franchuk ◽  
Robert G. Driver ◽  
Gilbert Y. Grondin
Keyword(s):  
Reliability Analysis ◽  
Shear Capacity ◽  
Steel Beams ◽  
Block Shear

scholarly journals Influence of Patching on the Shear Failure of Reinforced Concrete Beam without Stirrup

2021 ◽  
Vol 6 (7) ◽  
pp. 97
Author(s):  
Stefanus Adi Kristiawan ◽  
Halwan Alfisa Saifullah ◽  
Agus Supriyadi
Keyword(s):  
Reinforced Concrete ◽  
Shear Failure ◽  
Numerical Study ◽  
Unsaturated Polyester ◽  
Reinforced Concrete Beam ◽  
Concrete Cover ◽  
Shear Capacity ◽  
Rc Beam ◽  
Shear Span ◽  
Shear Cracking

Deteriorated concrete cover, e.g., spalling or delamination, especially when it occurs at the web of a reinforced concrete (RC) beam within the shear span, can reduce the shear capacity of the beam. Patching of this deteriorated area may be the best option to recover the shear capacity of the beam affected. For this purpose, unsaturated polyester resin mortar (UPR mortar) has been formulated. This research aims to investigate the efficacy of UPR mortar in limiting the shear cracking and so restoring the shear capacity of the deteriorated RC beam. The investigation is carried out by an experimental and numerical study. Two types of beams with a size of 150 × 250 × 1000 mm were prepared. The first type of beams was assigned as a normal beam. The other was a beam with a cut off in the non-stirrup shear span, which was eventually patched with UPR mortar. Two reinforcement ratios were assigned for each type of beams. The results show that UPR mortar is effective to hamper the propagation of diagonal cracks leading to increase the shear failure load by 15–20% compared to the reference (normal) beam. The increase of shear strength with the use of UPR mortar is consistently confirmed at various reinforcement ratios.

Combined flexure and torsion of I-shaped steel beams

1989 ◽  
Vol 16 (2) ◽  
pp. 124-139 ◽  
Author(s):  
Robert G. Driver ◽  
D. J. Laurie Kennedy
Keyword(s):  
Limit State ◽  
Bending Moment ◽  
Phase Behaviour ◽  
Inelastic Interaction ◽  
Steel Beams ◽  
Ultimate Limit State ◽  
Second Phase ◽  
Design Standards ◽  
Limit States ◽  
Interaction Diagram

Design standards provide little information for the design of I-shaped steel beams not loaded through the shear centre and therefore subjected to combined flexure and torsion. In particular, methods for determining the ultimate capacity, as is required in limit states design standards, are not presented. The literature on elastic analysis is extensive, but only limited experimental and analytical work has been conducted in the inelastic region. No comprehensive design procedures, applicable to limit states design standards, have been developed.From four tests conducted on cantilever beams, with varying moment–torque ratios, it is established that the torsional behaviour has two distinct phases, with the second dominated by second-order geometric effects. This second phase is nonutilizable because the added torsional restraint developed is path dependent and, if deflections had been restricted, would not have been significant. Based on the first-phase behaviour, a normal and shearing stress distribution on the cross section is proposed. From this, a moment–torque ultimate strength interaction diagram is developed, applicable to a number of different end and loading conditions. This ultimate limit state interaction diagram and serviceability limit states, based on first yield and on distortion limitations, provide a comprehensive design approach for these members. Key words: beams, bending moment, flexure, inelastic, interaction diagram, I-shaped, limit states, serviceability, steel, torsion, torque, ultimate.

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.

Variable actual stiffness of guides in potash mine shafts

2021 ◽  
pp. 47-51
Author(s):  
V. S. Pestrikova ◽  
A. D. Yarushin ◽  
V. V. Tarasov ◽  
D. N. Shkuratskiy
Keyword(s):  
Variable Stiffness ◽  
Measurement Procedure ◽  
Mathematical Framework ◽  
Design Standards ◽  
Actual Measurement ◽  
Reinforcement System ◽  
Research Findings ◽  
The Many ◽  
Full Scale Tests ◽  
Potash Mine

The article addresses serviceability of reinforcement in vertical mine shafts. The mathematical framework is presented for the dynamic processes in the capsule–reinforcement system. The main causes of the dynamic loads in the capsule–reinforcement system are discussed. The importance of the processes in the capsule–reinforcement system during movement of hoists in vertical mine shafts is emphasized. It is asserted that solely computational methods are not enough to analyze processes inside the capsule–reinforcement systems in shafts. It is required to examine actual parameters of shaft reinforcement, in particular, the actual stiffness of shaft guides. The actual measurement procedure of guide stiffness in potash mine shafts is presented. The full-scale tests data are set out in connection with the actual step of reinforcement in shafts. The actual and calculated values of stiffness of shaft guides are compared. Based on the obtained results, the variable stiffness coefficient is derived for the shaft guide stiffness for a few alternative of reinforcement step. Considering the described research findings and the many years-long experience gained in operation of mine shafts, the authors have drawn a conclusion on the necessity to take into account the factor of variable stiffness of guides in shaft design and construction in potash mines in the Upper Kama Potash–Magnesium Salt Deposit, especially in case when the shaft reinforcement step exceeds the project design standards.

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