scholarly journals Behavior of Longitudinal Plate-to-Rectangular Hollow Structural Section K-Connections Subjected to Cyclic Loading

2020 ◽  
Vol 10 (11) ◽  
pp. 3793
Author(s):  
Tae-Hyun Yoon ◽  
Tae-Sung Eom ◽  
Chul-Goo Kim ◽  
Su-Min Kang
Keyword(s):  
Design Codes ◽  
Test Results ◽  
Bolted Joint ◽  
Cyclic Tests ◽  
Limit States ◽  
Hollow Section ◽  
Current Design ◽  
Hollow Structural Section ◽  
Chord Member ◽  
Filled Composite

This study investigated the behavior of longitudinal plate-to-rectangular hollow section (RHS) K-connections to which concrete-filled composite branch members were jointed. At the connections, longitudinal plates with or without chord face stiffener were welded to the RHS chord member and the branch members were connected to the longitudinal plates by bolting (slip-critical connection). Cyclic tests were performed for three longitudinal plate-to-RHS K-connection specimens. The tests showed that the connection behavior was dominated by the plastification of the thin chord face and by the slip and hole-bearing resistance of the bolted joint. Chord face plastification was prevented or delayed by using the stiffened longitudinal plate. The strengths of the plate-to-RHS K-connections with or without the chord face stiffener, depending on the governing limit states, were estimated in accordance with current design codes, and the results were compared with the test results.

scholarly journals RHS-to-RHS axially loaded X-connections near an open chord end

2017 ◽  
Vol 44 (11) ◽  
pp. 881-892 ◽  
Author(s):  
YuJing Fan ◽  
Jeffrey A. Packer
Keyword(s):  
Closed Form Solution ◽  
Form Solution ◽  
Experimental Program ◽  
Hollow Section ◽  
Design Procedures ◽  
End Distance ◽  
Circular Hollow Section ◽  
Hollow Structural Section ◽  
Connection Design ◽  
Chord Member

In all truss-type welded hollow structural section connection design procedures, the chord member is assumed continuous on both sides of the branch. New limits of applicability have recently been advocated, which specify minimum end distances from an open chord end to achieve the full connection strength. To investigate their suitability for rectangular hollow section (RHS) connections, an experimental program consisting of 12 RHS-to-RHS X-connections subject to branch axial compression was undertaken. For connections near a chord end, a modified yield line mechanism controlled. A proposed analytical model is derived, and by evaluating against the experimental results, is shown to accurately predict the yield loads. An EN 1993-1-8 amendment, transcribed from circular hollow section connections, is deemed excessively conservative, and a closed-form solution for the end distance, presented herein, is recommended for use with RHS connections. Alternatively, providing a cap plate is determined to be an effective stiffening method.

Tension and shear block failure of bolted gusset plates

2006 ◽  
Vol 33 (4) ◽  
pp. 395-408 ◽  
Author(s):  
Bino B.S Huns ◽  
Gilbert Y Grondin ◽  
Robert G Driver
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Element Model ◽  
Test Results ◽  
Limit States ◽  
Gusset Plates ◽  
Gusset Plate ◽  
Current Design ◽  
Shear Block ◽  
The Finite Element Model

Despite the large database of test results for tension and shear block failure in gusset plates, the exact progression of the failure mechanism is not clear. Although current design equations predict the capacity of gusset plates fairly well, it is important for a design equation to not only predict the capacity reliably but also reflect the failure mode accurately. Recent experimental and numerical research has indicated that current design equations do not always predict the failure behaviour accurately. A finite element model was therefore developed to predict the sequence of events that leads to the tear-out of a block of material from a bolted gusset plate in tension. The model was developed to provide a useful tool for studying tension and shear block failure in gusset plates and other structural elements. This paper presents the development of the finite element model and procedure for prediction of tension and shear block failure in gusset plates. Making use of the finite element model, the database of test results is also expanded to include gusset plates with a larger number of transverse lines of bolts than what has been obtained experimentally. A reliability analysis is used to assess several design equations, including the equation adopted in CAN/CSA-S16-01 and a unified equation proposed recently for several types of bolted connections. From this work, a limit states design equation is proposed for gusset plates.Key words: gusset plate, limit states design, reliability, shear rupture, tension rupture, finite element analysis, failure criterion.

Design examples for HSS trusses

1986 ◽  
Vol 13 (4) ◽  
pp. 460-473 ◽  
Author(s):  
Jeffrey A. Packer
Keyword(s):  
Welded Joints ◽  
Design Method ◽  
Limit States ◽  
International Consensus ◽  
Hollow Section ◽  
Design Procedures ◽  
Complex Design ◽  
Structural Engineers ◽  
Hollow Structural Section ◽  
Hollow Structural Sections

Following recent international consensus on a series of complex design formulae for the static strength of welded joints in hollow structural section (HSS) trusses, design aids and design procedures compatible with CAN3-S16.1-M84 and based on these recommendations have been produced for implementation in Canada. This paper formally illustrates the use of these design aids by undertaking design examples for rectangular hollow section (RHS) chord planar trusses. The design aids discussed by the writer are in the form of charts for manual design and an interactive microcomputer program for automated truss design. Although the design method is much more rigorous than that presently used by Canadian structural engineers, who typically follow the guidelines of the Stelco HSS connections manuals, it vividly illustrates to the user the principal parameters affecting the strength of welded joints in HSS trusses. The paper also demonstrates that the joint strength criteria frequently control the selection of members, thereby making the design and checking of such joints the responsibility of the design engineer rather than the fabricator. Key words: hollow structural sections, tubes, welded joints, trusses, limit states design, design aids.

Tests on hollow structural section beam columns

1977 ◽  
Vol 4 (2) ◽  
pp. 257-262 ◽  
Author(s):  
S. Unnikrishna Pillai ◽  
V. J. Kurian
Keyword(s):  
Ultimate Strength ◽  
Axial Compression ◽  
Bending Moment ◽  
Strength Criterion ◽  
Test Results ◽  
Biaxial Bending ◽  
Limit States ◽  
Beam Columns ◽  
Class 1 ◽  
Hollow Structural Section

Modified interaction equations have already been proposed for the ultimate strength design of square hollow structural section columns subject to biaxial bending. The Canadian Standard S16.1-1974 permits the use of these equations for class 1 and class 2 square hollow structural section beam columns. Results of a test programme undertaken to verify experimentally the validity of these equations are presented in this paper. Tests were conducted under various combinations of axial compression and biaxial bending moment. From the test results it is concluded that the proposed interaction equations give a safe and satisfactory strength criterion for the limit states design of class 1 and class 2 square hollow structural section beam columns.

scholarly journals BEHAVIOUR OF STEEL AND COMPOSITE BEAM-COLUMN JOINTS SUBJECTED TO QUASI-STATIC AND IMPACT LOADS

2018 ◽  
Author(s):  
Kang Hai TAN ◽  
KANG CHEN
Keyword(s):  
Composite Beam ◽  
Impact Loads ◽  
Design Codes ◽  
Test Results ◽  
Joint Models ◽  
Nonlinear Springs ◽  
Current Design ◽  
Column Joint ◽  
Good Agreement ◽  
Modelling Approach

The behaviour of steel and composite beam-column joints was investigated in this paper. A test programme on typical beam-column joints subjected to quasi-static and impact loads was presented. A comparison of different connections was conducted and composite slab effect was investigated. Based on the test results, a component-based modelling approach was proposed and validated. Basic nonlinear springs of beam-column joint models were developed. Mechanical properties of the nonlinear springs were defined based on either current design codes or models proposed by previous researchers. Good agreement with test results was achieved by the component-based models.

Ultimate strength of fillet welded connections loaded in plane

1990 ◽  
Vol 17 (1) ◽  
pp. 55-67 ◽  
Author(s):  
Dale F. Lesik ◽  
D. J. Laurie Kennedy
Keyword(s):  
Ultimate Strength ◽  
Statistical Data ◽  
Fillet Welds ◽  
Test Results ◽  
Full Scale Test ◽  
Design Standards ◽  
Limit States ◽  
Safety Design ◽  
Current Design ◽  
Scale Test

Fillet welded connections are frequently loaded eccentrically in shear with the externally applied load in the same plane as the weld group. While some current design tables are based on ultimate strengths, methods of analysis that incorrectly mix inelastic and elastic approaches are still used. These methods give conservative and variable margins of safety. Design standards generally use a lower-bound approach basing strengths on the longitudinal value neglecting, conservatively, the increase in strength for other directions of loading. The factored resistance of fillet welds, as a function of the direction of loading, is established based on ultimate strength expressions developed herein and using geometric, material variations, and test-to-predicted ratios reported in the literature. Factored resistances of eccentrically loaded fillet weld groups are established. These are basesd on the method of instantaneous centres, ultimate strengths, and the load–deformation expressions developed herein that are functions of the angle of loading. Also, statistical data on geometry, material variations, and the comparison of predicted strengths with the full-scale test results of others are used. Tables of design coefficients giving factored resistances for various eccentrically loaded fillet welded connections are developed. The coefficients, on the average, are essentially the same as those in current design tables. Key words: connections, design tables, eccentric, fillet welds, limit states, ultimate strength.

Factors Influencing Nut Factor Test Results

2017 ◽  
Author(s):  
Warren Brown ◽  
Stewart Long
Keyword(s):  
Test Results ◽  
Bolted Joint ◽  
Factors Influencing ◽  
Applied Torque ◽  
Bolt Diameter ◽  
Joint Assembly

Nut Factor is used to establish a bolt load for a given applied torque in bolted joint assembly. In previous papers the effects of different factors influencing Nut Factor results were examined, which included the type of anti-seize, bolt and nut material, bolt diameter and amount of anti-seize applied. This paper examines those factors further and then includes additional factors which have been shown to have significant effect on the measured Nut Factor. The knowledge of these factors has been used to adjust the proposed ASTM specification for determining Nut Factor. It is also relevant to application in the field and to ensure that any testing conducted in a laboratory will be applicable in the field.

Experimental Study and Finite Analysis on Flexural Capacity of Laminated Glass

2011 ◽  
Vol 243-249 ◽  
pp. 258-262
Author(s):  
Jun Chen ◽  
Jia Lv ◽  
Qi Lin Zhang ◽  
Zhi Xiong Tao ◽  
Jun Chen
Keyword(s):  
Experimental Results ◽  
Laminated Glass ◽  
Test Results ◽  
Design Code ◽  
Flexural Capacity ◽  
Equivalent Thickness ◽  
High Rise ◽  
Safety Glass ◽  
Current Design ◽  
Good Agreement

Laminated glass has been increasing widely used in high rise buildings as a kind of safety glass in recent years. So we should analyze its material property. In this paper, we use flexural experiments and ANSYS program to analyze the main factors that affect the flexural capacity of the laminated glass. The test results show that the flexural capacity is closely related to film. And the ANSYS program had got good agreement with the experimental results. Comparison of experimental results with calculated ones indicates that the current design code will lead to conservative results and the equivalent thickness of laminated glasses provided in the code should be further discussed.

A Design Guide for Estimating Speed Made Good for a Sailing Yacht

1981 ◽  
Author(s):  
Deborah W. Berman
Keyword(s):  
Numerical Data ◽  
Quantitative Information ◽  
Test Results ◽  
Standard Series ◽  
Hull Form ◽  
Design Guide ◽  
Current Design ◽  
Sailing Yacht ◽  
Pencil And Paper ◽  
Selection Of

This study develops a simplified comparative procedure for use in preliminary yacht design to predict Equilibrium sideforce, resistance, leeway angle and speed made good to windward for a canoe hull sailing yacht within specific form parameters on any of five standard series keels. These forces, angles and speeds are predicted for any yacht hull resembling one of nine models - ranging from light to medium-heavy length to displacement ratio - (190 to 351) - of the Delft Systematic Series for which there is numerical data. The forces are calculated at speed to length ratio of 1. 3 and heel angle of 30° to enable the designer to make use of existing comparative sail plan and rigging data. The five keels of varying aspect and area ratio, spanning current design practice, are part of a matrix developed at the Davidson Laboratory. In this paper, a canoe yacht hull form similar to Model 7 of the Delft Series is tank tested on 3 Standard Series keels and compared to results obtained from testing a 5.5 m hull, which is similar to Model 8, on the same keels. A prediction procedure is developed and checked against test results. A few Equations, selected values from included tabulations, a calculator, pencil and paper will yield quantitative information for the yacht designer in the selection of a keel for the hull of a sailing yacht.

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