scholarly journals Moment Resisting Connection with Curved Endplates: Behaviour Study

2021 ◽  
Vol 11 (4) ◽  
pp. 1520
Author(s):  
Andrej Mudrov ◽  
Antanas Šapalas ◽  
Gintas Šaučiuvėnas ◽  
Kęstutis Urbonas
Keyword(s):  
Experimental Tests ◽  
Steel Beams ◽  
Initial Stiffness ◽  
Flat Plates ◽  
Element Analysis ◽  
Hollow Section ◽  
Moment Resisting ◽  
The Moment ◽  
Circular Hollow Section ◽  
Parametric Finite Element Analysis

This article provides a behaviour analysis of moment resisting joints with curved endplates. This is a new type of connection that can be used for joining steel beams to the circular hollow section (CHS) columns by means of bolts. Some researchers apply the Eurocode model without considering the differences in calculation schemes and assumptions, such as by using the general model of an equivalent T-stub in tension. Consequently, many of the existing behaviour studies are somewhat misleading, thus there is a need for further research. Apart from the absence of analytical methods that are devoted to predicting the initial stiffness and strength of the curved T-stub, other technical difficulties were encountered, such as gaps between the endplate and the column, as well as the initial pre-loading force of the bolts. In the previous studies, endplates were manufactured by rolling flat plates to the precise curvature which resulted in firm contact. In contrast, in this study, endplates were manufactured from a standard CHS tube, which led to significant initial gaps. Meanwhile, in terms of preloading force, it was found that it affected the moment resistance of the joint. This paper discusses problems associated with ongoing researches and presents experimental tests of the two connections. The obtained results were further used in the parametric finite element analysis (FEA) to determine the effect of the gaps and preloading force of the bolts on the moment resistance and initial rotational stiffness of the joint. The results indicate that the behaviour of curved plated connections is exceedingly complex and that the preloading force is the key factor, therefore, it should be controlled.

scholarly journals Experimental and Numerical Investigation of Concrete-Filled Double-Skin Steel Tubular Column for Steel Beam Joints

2018 ◽  
Vol 2018 ◽  
pp. 1-13 ◽  
Author(s):  
Dongfang Zhang ◽  
Junhai Zhao ◽  
Yufen Zhang
Keyword(s):  
Failure Modes ◽  
Compressive Force ◽  
Load Level ◽  
Steel Beams ◽  
Initial Stiffness ◽  
Element Analysis ◽  
Fea Model ◽  
Failure State ◽  
Double Skin ◽  
The Moment

This paper presents a new type of joint for connecting steel beams with a concrete-filled double-skin steel tubular (CFDST) column. Four half-scale specimens of the joint with different specifications were constructed and tested under a constant axially compressive force with vertical low-reversal loads applied to the beam ends to examine their failure modes and hysteretic behaviors. The beam hinging mechanism of the joint was observed in the radian area of the horizontal end plates. The proposed connection was found to exhibit good energy dissipation capabilities with its limit rotation in the failure state reaching 0.05 rad, thus satisfying the FEMA-350 ductility requirement of ≥0.03 rad for seismic resistance. A finite element analysis (FEA) model of the joint was also established and validated by comparing its predictions with experimental results. The FEA model was used to investigate the effects of different parameters such as the stiffened height of the web anchorage plate, axial load level, steel and concrete strengths, steel ratio on the moment-rotation relationship, and initial stiffness of the connection. This paper presents some important design considerations of the connection, as well as aspects requiring further study.

Numerical Simulation of Welding Induced Residual Stresses in a Circular Hollow Section T-Joint

2006 ◽  
Author(s):  
Suraj Joshi ◽  
Cumali Semetay ◽  
John W. H. Price ◽  
Herman Nied
Keyword(s):  
Residual Stresses ◽  
Cross Sections ◽  
Mining Industry ◽  
Welding Process ◽  
Civil Structures ◽  
Element Analysis ◽  
Hollow Section ◽  
3 Dimensional ◽  
Circular Hollow Section ◽  
Intense Heat

Heavily welded circular hollow cross sections (CHS) are a common feature in civil structures such as draglines used in the mining industry and other off-shore structures. The sheer mass of the weldment and the application of intense heat generated during the welding process give birth to significant residual stresses in the structure. Often, residual stresses are high enough to act to accelerate factors such as corrosion, crack growth and fatigue. The objective of this research investigation was to predict welding generated residual stresses in a typical CHS T-Joint using Sysweld+, a welding Finite Element Analysis software. The T-joint is the first of the four lacings welded on to the main chord of a BE 1370 mining dragline cluster (designated All) of a type which is often used in the mining industry in Australia. This work examines a massive 3-dimensional geometry, which is on a much larger scale than those examined in existing studies. The paper presents the results of the simulation of residual stresses generated during the welding process in a single weld pass and compares them with the approach used in the commonly used document R6-Revision 4, Assessment of the Integrity of Structures Containing Defects.

scholarly journals Effects of Out-of-plane Brace-to-chord Angle on Multiplane CHS X-joints Behavior Under Brace Compression

2019 ◽  
Author(s):  
Bida Zhao ◽  
Ke Li ◽  
Chengqing Liu ◽  
Dengjia Fang ◽  
Jianguo Wu
Keyword(s):  
Load Transfer ◽  
Influence Factor ◽  
Experimental Tests ◽  
Hollow Section ◽  
Out Of Plane ◽  
Transfer Pattern ◽  
The Common ◽  
Circular Hollow Section ◽  
Numerical Parametric Study ◽  
Layered Lattice

Multiplanar CHS X-joints, different from the common uniplanar CHS X-joints, usually with a relative small out-of-plane brace-to-chord angle (OPBCA) for appealing architectural appearance in the single layered lattice structures. In order to study the effects of OPBCA on the static behavior of circular hollow section (CHS) X-joints under brace axial compression, experimental tests and numerical parametric study on the ultimate capacity and load transfer pattern of the CHS X-joints were carried out. The numerical analysis results had good consistent with experimental tests in terms of the capacity and fail mode of the X- joints. OPBCA changes the load transfer pattern to more load at the up saddle point from the same load at the up and bottom saddles in uniplanar X-joints, and more obvious for the X-joints with lager OPBCA. OPBCA is also unfavorable to the capacity, especially the X-joints with relative large brace-to-chord diameter ratio and in-plane brace-to-chord angle. Then an equation considering the OPBCA influence factor, extended the capacity prediction formulae of uniplanar X-joints in the current specifications to the multiplanar X-joints, is also established; and the equation has been validated favorably.

Experimental Investigation of Retrofitted Extended End-Plate Connections

2013 ◽  
Vol 284-287 ◽  
pp. 1330-1333
Author(s):  
Poi Ngian Shek ◽  
M.Md. Tahir ◽  
Cher Siang Tan ◽  
Arizu Sulaiman
Keyword(s):  
Experimental Tests ◽  
Horizontal Shear ◽  
Initial Stiffness ◽  
Component Method ◽  
End Plate ◽  
Theoretical Predictions ◽  
Extended End Plate ◽  
Plate Connections ◽  
The Moment ◽  
Plate Connection

A series of retrofitted extended end-plate connections have been tested experimentally and evaluated using the component method specified in Eurocode 3. The component method decomposed the end-plate connection into several components, including the tension zone, compression zone, vertical and horizontal shear zone that occurred at the bolt, end-plate, beam and column. Based on the theoretical model, the moment resistance and the initial stiffness of a connection can be predicted. Four experimental tests on the retrofitted extended end-plate connections have been conducted to verify the proposed design method. From the experiment tests, all moment resistance of the connections showed good agreement with theoretical predictions, which establish a reliable foundation to predict the moment resistance of the retrofitted end-plate connection. All initial stiffnesses calculated from theoretical predictions do not represent the actual behaviour of tested connection. All tested connections can be classified as partial strength based on EC 3: Part 1.8, in condition the welding capacity is at least 50% higher than the capacity calculated from the component method.

scholarly journals Semi-continous beam-to-column joints for slim-floor systems in seismic zones

2018 ◽  
Author(s):  
Adrian Ciutina ◽  
Cristian Vulcu ◽  
Rafaela Don
Keyword(s):  
Finite Element ◽  
Concrete Slab ◽  
Bending Moment ◽  
Steel Structures ◽  
Bending Test ◽  
Steel Beams ◽  
Element Analysis ◽  
Natural Fire ◽  
Floor Systems ◽  
Moment Resisting

The slim-floor building system is attractive to constructors and architects due to the integration of steel beam in the overall height of the floor, which leads to additional floor-to-floor space, used mostly in acquiring additional storeys. The concrete slab offers natural fire protection for steel beams, while the use of novel corrugated steel sheeting reduces the concrete volume, and replaces the secondary beams (for usual spans of steel structures). Currently the slim-floor solutions are applied in non-seismic regions, and there are few studies that consider continuous or semi-continuous fixing of slim-floor beams. The present study was performed with the aim to develop reliable end-plate bolted connections for slim-floor beams, capable of being applicable to buildings located in areas with seismic hazard. It is based on numerical finite element analysis, developed in two stages. In a first stage, a finite element numerical model was calibrated based on a four point bending test of a slim-floor beam. Further, a case study was analysed for the investigation of beam-to-column joints with moment resisting connections between slim-floor beams and columns. The response was investigated considering both sagging and hogging bending moment. The results are analysed in terms of moment-rotation curve characteristics and failure mechanism. 

scholarly journals Neural Network-Based Formula for the Buckling Load Prediction of I-Section Cellular Steel Beams

Computers ◽  
2018 ◽  
Vol 8 (1) ◽  
pp. 2 ◽  
Author(s):  
Miguel Abambres ◽  
Komal Rajana ◽  
Konstantinos Tsavdaridis ◽  
Tiago Ribeiro
Keyword(s):  
Neural Network ◽  
Computing Time ◽  
Design Guidelines ◽  
Design Tool ◽  
Buckling Load ◽  
Steel Beams ◽  
Efficient Design ◽  
Load Prediction ◽  
Element Analysis ◽  
Parametric Finite Element Analysis

Cellular beams are an attractive option for the steel construction industry due to their versatility in terms of strength, size, and weight. Further benefits are the integration of services thereby reducing ceiling-to-floor depth (thus, building’s height), which has a great economic impact. Moreover, the complex localized and global failures characterizing those members have led several scientists to focus their research on the development of more efficient design guidelines. This paper aims to propose an artificial neural network (ANN)-based formula to precisely compute the critical elastic buckling load of simply supported cellular beams under uniformly distributed vertical loads. The 3645-point dataset used in ANN design was obtained from an extensive parametric finite element analysis performed in ABAQUS. The independent variables adopted as ANN inputs are the following: beam’s length, opening diameter, web-post width, cross-section height, web thickness, flange width, flange thickness, and the distance between the last opening edge and the end support. The proposed model shows a strong potential as an effective design tool. The maximum and average relative errors among the 3645 data points were found to be 3.7% and 0.4%, respectively, whereas the average computing time per data point is smaller than a millisecond for any current personal computer.

A numerical investigation of overstrength and ductility factors of moment resisting steel frames retrofitted with GFRP plates

2014 ◽  
Vol 41 (1) ◽  
pp. 17-31 ◽  
Author(s):  
Mohammad Al Amin Siddique ◽  
Ashraf A. El Damatty ◽  
Ayman M. El Ansary
Keyword(s):  
Steel Frames ◽  
Local Buckling ◽  
Element Model ◽  
Steel Beams ◽  
Shell Elements ◽  
Glass Fiber Reinforced ◽  
Moment Resisting ◽  
Spring System ◽  
The Moment ◽  
Nonlinear Finite Element Model

This paper reports the results of an investigation conducted to assess the effectiveness of using glass fiber reinforced polymer (GFRP) plates to enhance the overstrength and ductility factors of moment resisting steel frames. The GFRP plates are bonded to the flanges of steel beams of the frame with an aim to enhance their local buckling capacities and consequently their ductility. The flexural behaviour of GFRP retrofitted beams is first determined using a nonlinear finite element model developed in-house. In this numerical model, consistent shell elements are used to simulate the flanges and web of the steel beam as well as the GFRP plate. The interface between the steel and the GFRP plate is simulated using a set of continuous linear spring system representing both the shear and peeling stiffness of the adhesive based on values obtained from a previous experimental study. The moment–rotation characteristics of the retrofitted beams are then implemented into the frame model to carry out nonlinear static (pushover) analyses. The seismic performance level of the retrofitted frames in terms of overstrength and ductility factors is then compared with that of the bare frame. The results show a significant enhancement in strength and ductility capacities of the retrofitted frames, especially when the beams of the frame are slender.

scholarly journals Compactness Effect on Bending Behavior of Cold Formed Steel Beams

2020 ◽  
Author(s):  
Zeynep Yaman ◽  
Elif Ağcakoca
Keyword(s):  
Finite Element ◽  
Cross Section ◽  
Parametric Study ◽  
Experimental Tests ◽  
Steel Beams ◽  
Collapse Mechanism ◽  
Finite Element Models ◽  
Cross Sectional ◽  
Steel Members ◽  
The Moment

With respect to the determination of the strength of the structural steel members, first the behavior of cross section and then that of the overall member should be considered. In this study, it is aimed to determine the compactness behavior of U-shaped steel sections that exposed to minor-axis bending. Thus, the study questions whether the U-shaped cross section exhibits sufficient dimensions for the collapse mechanism to occur by aiding the moment redistribution in the structural system by supplying sufficient hinge rotation capacity. In order to investigate compactness behavior, three different channel section steel profiles are selected. Four point experimental tests are carried out to validate finite element models of the selected profiles. Upon validated finite element models, parametric studies are performed with finite element analyses. In the parametric study two steel classes, different beam lengths and cross-sectional geometries are taken as parameters. At the end of the study the plate slenderness condition required for plastic design calculated based on Eurocode3 is evaluated with the results of parametric study.

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