Predicting the strength of branch plate – RHS connections for punching shear

1982 ◽  
Vol 9 (3) ◽  
pp. 458-467 ◽  
Author(s):  
Gwynne Davies ◽  
Jeffrey A. Packer
Keyword(s):  
Tube Wall ◽  
Steel Plates ◽  
Punching Shear ◽  
Width Ratio ◽  
Test Results ◽  
Early Failure ◽  
Hollow Section ◽  
Yield Line ◽  
Steel Sections ◽  
Line Analysis

The stress distribution in steel plates welded at right angles to either I-section or rectangular hollow section members is notoriously nonuniform, leading to early failure of the plate, tube wall, or weld. The paper proposes an upper-bound approach that combines lócal punching shear with normal yield line analysis. The resulting expression for strength and branch efficiency is seen to be sensitive to the value of tube wall slenderness, and in reasonable agreement with a previously obtained efficiency expression based on a lower bound to test results. The theory also confirms the experimental observation that the width ratio between the plate and the rectangular hollow section does not have a significant effect on the efficiency of the connection. The theory presented enables a parametric study of the joint strength and efficiency to be made, and thus leads to a greater understanding of the behaviour of joints to hollow steel sections.

Plate reinforced square hollow section T-joints of unequal width

1982 ◽  
Vol 9 (2) ◽  
pp. 143-148 ◽  
Author(s):  
R. M. Korol ◽  
H. Mitri ◽  
F. A. Mirza
Keyword(s):  
Carrying Capacity ◽  
Failure Modes ◽  
Bending Moment ◽  
Punching Shear ◽  
T Joints ◽  
Hollow Section ◽  
Yield Line ◽  
Plate Length ◽  
Ultimate Moment ◽  
Hollow Structural Section

The carrying capacity of square hollow structural section T-joints stiffened by a rectangular flange plate is investigated for both branch bending moment and punching shear. The ultimate moment or load is determined from the simple yield line method of which one of three failure modes is applicable depending on the plate length. A large number of combinations of branch, chord, and plate sizes are analysed to provide a statistical basis for making recommendations of optimum plate lengths and thicknesses for stiffened joints in Vierendeel truss applications.

scholarly journals Punching Shear Mechanism Based Design of Concrete-Filled CHS T-Joints under In-Plane Bending

2018 ◽  
Author(s):  
Fei Xu ◽  
Tak-Ming Chan ◽  
Ju Chen
Keyword(s):  
Failure Mode ◽  
Large Scale ◽  
Tube Wall ◽  
Fracture Initiation ◽  
Punching Shear ◽  
Composite Joints ◽  
T Joints ◽  
Moment Capacity ◽  
Hollow Section ◽  
Plane Bending

The in-plane bending behaviour of concrete-filled circular hollow section (CHS) T-joints was examined in this paper. The main failure mode, the punching shear of the chord-wall, was observed from the test of four large-scale joints with the diameter ratio of brace to chord (β) ranging from 0.44 to 0.85. The tube-wall deformation was measured to assess the governing failure mode of the composite joints. Complementary finite element (FE) methodology was verified against the experimental findings and the validated FE models were used to further investigate the mechanical behaviour and the design methodology. The feasibility to apply a fracture criterion in the material-level to a large-scale structural simulation was evaluated. The validated FE modes could successfully capture the tube-wall fracture initiation and propagation. Based on both experimental and numerical investigations, it was shown that the capacity of composite joints was governed by the ultimate strength limit, i.e. punching shear strength, due to the infill concrete that mitigated both inward and outward deformation on the compressive and tensile sides, respectively. The analytical model was established to reveal the composite actions between the tube and the inner concrete, and to elaborate the development of the flexural section-resistance. Finally, the design equation was proposed and could well predict the moment capacity. 

scholarly journals Flexural Behavior of Posttensioned Flat Plates Depending on Tendon Layout

2016 ◽  
Vol 2016 ◽  
pp. 1-11 ◽  
Author(s):  
Min Sook Kim ◽  
Young Hak Lee
Keyword(s):  
Maximum Load ◽  
Flexural Behavior ◽  
Test Results ◽  
Flat Plates ◽  
Yield Line ◽  
Yield Line Theory ◽  
Posttensioned Concrete ◽  
Line Theory ◽  
Line Analysis ◽  
Good Agreement

This paper discusses the experimental results on the flexural behavior and deflections of posttensioned concrete flat plates depending on tendon layout. One reinforced concrete flat plate and two posttensioned concrete flat plates were manufactured and tested. One-way posttensioning layout and two-way posttensioning layout were considered in this paper. The load-deflection behavior and modes of crack are presented from the test results. Posttension systems effectively controlled crack and deflection. One-way and two-way posttensioning layouts both showed similar maximum load. However, serviceability improved with two-way posttensioning layout compared to one-way posttensioning layout. Also, the yield-line theory was applied to predict the ultimate load for the posttensioned flat plates. The comparison between the test results and estimation by yield-line analysis generally showed good agreement.

Branch plate to reinforced HSS connections in tension and compression

1993 ◽  
Vol 20 (4) ◽  
pp. 631-641 ◽  
Author(s):  
J. L. Dawe ◽  
S. J. Guravich
Keyword(s):  
Punching Shear ◽  
Width Ratio ◽  
Hollow Section ◽  
Tension And Compression ◽  
Plate Connections ◽  
Joint Behaviour ◽  
Hollow Structural Section ◽  
Hollow Structural Sections ◽  
Key Words Hollow ◽  
Plate Width

The tension and compression zones of moment plate connections were studied separately by testing branch plate and hollow structural section connections under each type of loading. Square hollow section flanges were reinforced by doubler plates fillet-welded all around. The results from 13 specimens tested in tension indicate that branch plate to reinforcing plate width ratio is an important parameter in joint behaviour. The dominant failure mode was punching shear of the reinforcing plate. The importance of reinforcing plate and HSS wall thicknesses was apparent from the results of 13 specimens tested in the compression series. The capacities of specimens in all but one test in this series were limited by failure of the HSS webs. Key words: hollow structural sections, W-shape, columns, beams, connections, experimental, design, steel.

scholarly journals Punching Shear Strength of Reinforced Concrete Flat Plates with GFRP Vertical Grids

2021 ◽  
Vol 11 (6) ◽  
pp. 2736
Author(s):  
Min Sook Kim ◽  
Young Hak Lee
Keyword(s):  
Shear Strength ◽  
Reinforced Concrete ◽  
Fiber Reinforced Polymer ◽  
Punching Shear ◽  
Test Results ◽  
Shear Reinforcement ◽  
Flat Plates ◽  
Reinforced Polymer ◽  
Glass Fiber Reinforced ◽  
Vertical Grids

In this study, the structural behavior of reinforced concrete flat plates shear reinforced with vertical grids made of a glass fiber reinforced polymer (GFRP) was experimentally evaluated. To examine the shear strength, experiments were performed on nine concrete slabs with different amounts and spacings of shear reinforcement. The test results indicated that the shear strength increased as the amount of shear reinforcement increased and as the spacing of the shear reinforcement decreased. The GFRP shear reinforcement changed the cracks and failure mode of the specimens from a brittle punching to flexure one. In addition, the experimental results are compared with a shear strength equation provided by different concrete design codes. This comparison demonstrates that all of the equations underestimate the shear strength of reinforced concrete flat plates shear reinforced with GFRP vertical grids. The shear strength of the equation by BS 8110 is able to calculate the punching shear strength reasonably for a concrete flat plate shear reinforced with GFRP vertical grids.

Local buckling capacity of C-shaped cold-formed steel sections with punched webs

1984 ◽  
Vol 11 (1) ◽  
pp. 1-7 ◽  
Author(s):  
Robert Loov
Keyword(s):  
Local Buckling ◽  
Effective Width ◽  
Test Results ◽  
Average Yield ◽  
Steel Sections ◽  
Load Tests ◽  
Cold Formed Steel ◽  
Stub Column ◽  
Best Fit ◽  
The Web

Load tests were carried out on 36 stub column samples of cold-formed steel studs having 38.1 mm wide × 44.5 mm long holes punched through their webs, steel thicknesses of 1.21–2.01 mm, and overall section depths of 63–204 mm. Based on these tests a best-fit equation for the effective width of the unstiffened portion of the web beside the holes has been developed. Suggested design equations have been proposed. The test results support the present equation for the average yield stress [Formula: see text] in Canadian Standards Association Standard S136-1974 but the present code equations for unstiffened plates are unduly conservative when applied to the design of the web adjacent to openings of the size considered.

Reply to comments of D. H. Zeuch

1992 ◽  
Vol 7 (7) ◽  
pp. 1959-1960
Author(s):  
Hu Gengxiang ◽  
Chen Shipu ◽  
Wu Xiaohua ◽  
Chen Xiaofu
Keyword(s):  
Compression Test ◽  
Compression Testing ◽  
Width Ratio ◽  
Test Results ◽  
Specimen Length ◽  
The Difference

Compression test results of our research on Al3Ti-base alloys are reported. It is evident that the specimen length-to-width ratio we used for compression testing can significantly reflect the difference in ductility of different alloys. Thus the tests fulfilled the aim of our present research.

Cutting of a Longitudinally Stiffened Plate by a Wedge

1994 ◽  
Vol 38 (04) ◽  
pp. 340-348 ◽  
Author(s):  
Jeom Kee Paik
Keyword(s):  
Plate Thickness ◽  
Wedge Angle ◽  
Steel Plates ◽  
Test Results ◽  
Stiffened Plate ◽  
Absorbed Energy ◽  
Dimensionless Analysis ◽  
Cutting Length ◽  
Plate Aspect Ratio ◽  
Stiffened Steel

The aim of this study is to obtain test data for longitudinally stiffened steel plates which are quasistatically cut by a rigid wedge, idealizing the deck or bottom platings in ship collision or grounding, and also to derive an empirical formula relating the absorbed energy and cutting length. A series of tests for longitudinally stiffened high-tensile steel plates is conducted, varying several factors, namely plate thickness, plate aspect ratio, angle/shape of wedge tip and property of stiffeners. A total of 50 specimens with thicknesses in the range of 3.4 to 7.8 mm and wedge angles of 15, 30, 45, and 60 deg, including one unstiffened and two horizontally stiffened plate specimens, were tested. The importance of each parameter and its effect on the cutting response are investigated. By dimensionless analysis of the test results obtained here, the energy absorbed while a longitudinally stiffened plate is cut by a wedge is expressed as a function of cutting length, yield stress, equivalent plate thickness, and wedge angle. Incorporation of dynamic effects into the static formula is suggested. A comparison of the proposed solutions with the previous formulas or drop-hammer test results is made.

Research on mechanical behavior of L-shaped multi-cell concrete-filled steel tubular stub columns under axial compression

2018 ◽  
Vol 22 (2) ◽  
pp. 427-443 ◽  
Author(s):  
Jiepeng Liu ◽  
Hua Song ◽  
Yuanlong Yang
Keyword(s):  
Finite Element ◽  
Compressive Strength ◽  
Bearing Capacity ◽  
Thickness Ratio ◽  
Steel Plates ◽  
Test Results ◽  
Finite Element Program ◽  
Element Program ◽  
Compressive Strength Of Concrete ◽  
Stub Columns

A total of 11 L-shaped multi-cell concrete-filled steel tubular stub columns were fabricated and researched in axial compression test. The key factors of width-to-thickness ratio D/ t of steel plates in column limb and prism compressive strength of concrete fck were investigated to obtain influence on failure mode, bearing capacity, and ductility of the specimens. The test results show that the constraint effect for concrete provided by multi-cell steel tube cannot be ignored. The ductility decreases with the increase of width-to-thickness ratio D/ t of steel plates in column limb. The bearing capacity increases and the ductility decreases with the increase in prism compressive strength of concrete fck. A finite element program to calculate concentric load–displacement curves of L-shaped multi-cell concrete-filled steel tubular stub columns was proposed and verified by the test results. A parametric analysis with the finite element program was carried out to study the influence of the steel ratio α, steel yield strength fy, prism compressive strength of concrete fck, and width-to-thickness ratio D/ t of steel plates in column limb on the stiffness, bearing capacity and ductility. Furthermore, the design method of bearing capacity was determined based on mainstream concrete-filled steel tubular codes.

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