Study on Load-Carrying Performance of Short Axially-Loaded Column with Gusset Plate between Double Cold-Formed Thin-Walled C Steel

2012 ◽  
Vol 166-169 ◽  
pp. 526-529 ◽  
Author(s):  
Ming Chen ◽  
Yang Sun
Keyword(s):  
Design Method ◽  
Steel Structures ◽  
Thin Wall ◽  
Effective Width ◽  
Test Results ◽  
Gusset Plate ◽  
Load Carrying ◽  
Thin Walled ◽  
Axially Loaded ◽  
Loaded Column

Technical Code for Design of Cold-formed Thin-wall Steel Structures mainly provides single-limb and lattice sections of axially-loaded members of cold-formed thin-walled steel, and there is no related design method for compound section. In this paper, combined the relevant test datas, the load-carrying performance of short axially-loaded column with gusset plate between double cold-formed C steel were analyzed through effective width method from code and DSM. By comparing the computing results with test results, it indicates that the computing results of DSM are more consistent with the test datas. As a result, I come up with suggestion formulas of effective width method which are applied to short axially-loaded column with gusset plate between double cold-formed thin-walled C steel.

Comparisons of EWM and DSM for Load-Carrying Capacity of Cold-Formed Lipped Channel Columns under Axial Compression

2012 ◽  
Vol 446-449 ◽  
pp. 94-97
Author(s):  
Song Jun Zheng ◽  
Yan Wu Yang ◽  
De Fa Sun
Keyword(s):  
Axial Compression ◽  
Carrying Capacity ◽  
Steel Structures ◽  
Thin Wall ◽  
Load Carrying Capacity ◽  
Effective Width ◽  
Test Results ◽  
Stability Bearing Capacity ◽  
Load Carrying ◽  
The Stability

The stability bearing capacity of cold-formed lipped channel columns under axial compression is presented. It is shown that DSM is valid for prediction the stability capacity of cold-formed lipped channel columns under axial compression. The results calculated by suggested method agree quite well with the effective width method in Technical code of cold-formed thin-wall steel structures (GB50018-2002) and the test results are safe.

Design Method on Shear Behavior of Single Tapping Screw Connections in Cold-Formed Thin-Wall Steel Structures

2013 ◽  
Vol 351-352 ◽  
pp. 691-694 ◽  
Author(s):  
Shen Wei Wang ◽  
Cheng Jiang Wang
Keyword(s):  
Theoretical Analysis ◽  
Steel Plate ◽  
Design Method ◽  
Sheet Steel ◽  
Steel Structures ◽  
Shear Capacity ◽  
Thin Wall ◽  
Plate Steel ◽  
Test Results ◽  
Plate Connections

In order to investigate the design method of single tapping screw connections between steel plate and non-steel plate and the applicability of calculating the shear capacity of single tapping screw connections with sheet steel under 2mm according to Chinese code Technical code for design of cold-formed thin-wall steel structures(GB50018-2002),theoretical analysis was carried out on single tapping screw connections, which were distinguished by connection forms called steel plate-steel plate connections and steel plate-non-steel plate connections. The results show that: Chinese code GB50018-2002 is suited to calculate the shear capacity of single tapping screw connections with sheet steel under 2mm and the results are safe compared with test results. The design method of single tapping screw connections between steel plate and non-steel plate is given on the basis of test results.

A New Design Method for Axially Loaded Thin-Walled Cylindrical Shells Based on Elasto-Plastic Buckling Analysis

2019 ◽  
Author(s):  
Peng Jiao ◽  
Zhiping Chen ◽  
He Ma
Keyword(s):  
Design Method ◽  
Cylindrical Shells ◽  
Load Carrying Capacity ◽  
Test Results ◽  
Geometric Imperfections ◽  
Compression Load ◽  
Load Carrying ◽  
Weight Design ◽  
Thin Walled ◽  
Improved Design

Abstract In engineering, thin-walled cylindrical shells subjected to axial compression load are very sensitive to geometric imperfections and are prone to buckling. However, how to reasonably take into account the influence of geometric imperfections on the load carrying capacity of thin-walled cylindrical shells is always the bottleneck of light-weight design of these structures. In this paper, four perturbation load approach (4PLA) is adopted to consider the influence of geometric imperfections. By judging the potential buckling status of cylindrical shells, a new improved design method based on 4PLA for thin-walled cylindrical shells is proposed, in which the influence of radius-to-thickness ratio, length-to-radius ratio, Young’s modulus and material yield strength are systematically considered. Correspondingly, the buckling tests for two steel cylindrical shells with the same geometric and material parameters are conducted. Compared with the experimental results and other test results in open literatures, the superiority and safety of proposed method for the preliminary design of thin-walled cylindrical shells are validated.

Load-Carrying Capacity Estimation Methods for Cold-Formed Steel Lipped Channel Member Using Effective Width Method

2010 ◽  
Vol 163-167 ◽  
pp. 90-101 ◽  
Author(s):  
Xing You Yao ◽  
Yuan Qi Li ◽  
Zu Yan Shen
Keyword(s):  
Steel Structures ◽  
Channel Member ◽  
Effective Width ◽  
Structural Members ◽  
Distortional Buckling ◽  
Plate Buckling ◽  
Load Carrying ◽  
Cold Formed Steel ◽  
Buckling Coefficient ◽  
Thin Walled

Distortional buckling may occur for Cold-formed thin-walled steel lipped channel member except local buckling and overall buckling. The buckling of flange and lip are the important factor for the occurrence the distortional buckling. The different design codes have different design method for calculating plate buckling coefficient of flange and lip using the effective width method. So the effective width method in different codes are introduced and the load-carrying capacities of 100 lipped channel section compressive members collected from reference are computed using ‘Cold-formed steel structures (AS/NZS 4600:2005)’, ‘Supplementary rules for cold-formed members and sheeting(EN1993-1-3:2006)’, ‘North American specification for the design of cold-formed steel Structural Members(AISI-S100:2007)’, ‘Specification for the design of cold-formed steel structural members (AISI:1996)’ and ‘Technical code of cold-formed thin-walled steel structures’(GB50018-2002). The calculated results show that ‘Technical code of cold-formed thin-walled steel structures (GB50018-2002)’ and ‘Supplementary rules for cold-formed members and sheeting (EN1993-1-3:2006)’ are conservative and ‘Cold-formed steel structures (AS/NZS 4600:2005)’, ‘North American specification for the design of cold-formed steel Structural Members (AISI-S100:2007)’ and ‘Specification for the design of cold-formed steel structural members (AISI:1996)’ are unsafe. The elastic buckling stress of different lipped channel sections are predicted by finite strip program (CUFSM) and get the suggested calculation formula of plate buckling coefficient of flange according to regression Analysis. The calculated results using suggested plate buckling coefficient of flange are agree to test results.

scholarly journals Inelastic Test and Design Method of Cold-formed Steel Lipped Channel Members in Bending

2016 ◽  
Vol 10 (1) ◽  
pp. 625-640
Author(s):  
Xingyou Yao ◽  
Yanli Guo
Keyword(s):  
Finite Element ◽  
Yield Stress ◽  
Failure Modes ◽  
Design Method ◽  
Steel Structures ◽  
Element Model ◽  
Effective Width ◽  
Test Results ◽  
Bending Capacity ◽  
Cold Formed Steel

The aim of this paper is to investigate the inelastic bending capacity and design method of cold-formed steel lipped channel bending members. The bending tests were conducted on 30 cold-formed steel lipped channel members. The nominal yield stress and the nominal thickness of the bending members were 235 MPa and 2mm. The theoretical global buckling stress was higher three times than the yield stress which can make sure the failure of members were in inelastic stage. For each specimen, an analytical analysis using Finite Element Method (FEM) was also conducted considering the influence of the boundary, the ultimate bending capacity, and the failure mode could also be captured. The test results show that the Chinese cold-formed steel specification Technical code of cold-formed thin-walled steel structures (GB50018-2002) is conservative for lipped channel bending sections in inelastic stage. The test results are used to put forward to a revised design method based on effective width method for the current Chinese cold-formed steel specification. The comparison on the bending capacity between the test results and the calculated results by using the proposed method, effective width method and direct strength method in North American cold-formed steel specification (AISI-S120-2016(draft)) shows that the proposed method can consider the inelastic reserve capacity of bending members well. The failure modes and bending capacity of bending members obtained using the idealized shell finite element model, which are close to the experimental results, shows that the idealized model is very well to model the buckling behavior and calculate capacity of bending members.

Geometric Imperfection Sensitivity and Effect of Constraint Conditions of H-Section Columns under Compression

2010 ◽  
Vol 102-104 ◽  
pp. 140-144
Author(s):  
Yi Ping Wang ◽  
Yong Zang ◽  
Di Ping Wu
Keyword(s):  
Carrying Capacity ◽  
Steel Structures ◽  
Load Carrying Capacity ◽  
Imperfection Sensitivity ◽  
Geometric Imperfection ◽  
Manufacture Process ◽  
Buckling Behavior ◽  
Load Carrying ◽  
Thin Walled ◽  
Tolerance Control

The buckling behavior of thin-walled steel structures under load is still imperfectly understood, in spite of much research over the past 50 years. In this paper, the buckling behaviors of H-section columns under compression have been simulated with ANSYS. In the analysis, contact pairs between column ends and end blocks have been introduced into the model, and the load carrying capacity of the columns with four kinds of end constraint conditions and various typical initial geometric imperfections has been calculated and discussed. The results indicate that the load carrying capacity is most sensitive to the flexural imperfection, and the constraint condition cannot change the imperfection sensitivity of a column under compression, but improving restrain condition can heighten the load carrying capacity. They are helpful to the use and the tolerance control in the manufacture process of thin-walled H-section steel structures.

scholarly journals Design Reliability Analysis of Cold-Formed Thin-Walled Steel Members with Lipped Channel Sections Considering Distortional Buckling

2017 ◽  
Vol 11 (1) ◽  
pp. 906-918
Author(s):  
Yao Xingyou
Keyword(s):  
Carrying Capacity ◽  
Steel Structures ◽  
External Loading ◽  
Material Strength ◽  
Load Carrying Capacity ◽  
Distortional Buckling ◽  
Partial Coefficient ◽  
Load Carrying ◽  
Cold Formed Steel ◽  
Thin Walled

Introduction: Based on the experimental results of cold-formed thin-walled steel lipped channel sections, the uncertainty of calculating mode of load-carrying capacity using effective width method considering distortional buckling for different material types cold-formed steel compressed members was researched, and the uncertainties of material strength and geometric characteristics of the typical sections were statistically analyzed. Methods: According to the recommended resistance of partial coefficient in the draft of Technical code of cold-formed steel structures (GB50018-), the reliability indexes of cold-formed thin-walled steel lipped channel sections under compression were investigated using the improved first-order second-moment method considering different possible external loading combinations. Results: The analyzed results show that, using the recommended resistance partial coefficient in the code draft, the reliability indexes of the compressed members with width-thickness ratio within the limitation of code draft can well met the target reliability index. The suitability of the corresponding calculating modes of load-carrying capacity considering distortional buckling was established.

The Application of Plate Buckling Theory in the Steel Structures

2013 ◽  
Vol 351-352 ◽  
pp. 818-820
Author(s):  
Zong Liang Wu ◽  
Hui Jun Zheng
Keyword(s):  
Steel Structures ◽  
Thin Wall ◽  
Effective Width ◽  
Distortional Buckling ◽  
Plastic Design ◽  
Finite Strip ◽  
Finite Strip Method ◽  
Plate Buckling ◽  
Post Buckling ◽  
Elastic Design

Based on the width-to-thickness ratio of plates, four types of sections are proposed and post-buckling design, elastic design, elastic-plastic design and plastic design are employed respectively. Taking the post-buckling strength of plates into consideration, cold-formed thin-wall steel structures shall adopt calculation by effective width, also post-buckling design, and the restrain coefficient k1 of the plate groups shall be used. The direct strength method is quite convenient but needs the finite strip method. The computation of medially stiffened plates and distortional buckling has been figured out and thus further research and supplement are necessary.

Vibration Tests on a Full-Size Suspen-Dome Structure

1997 ◽  
Vol 12 (3-4) ◽  
pp. 217-224 ◽  
Author(s):  
Ikuo Tatemichi ◽  
Tatsuo Hatato ◽  
Yoshimichi Anma ◽  
Satoshi Fujiwara
Keyword(s):  
Close Agreement ◽  
Design Method ◽  
Earthquake Response ◽  
Response Analysis ◽  
Test Results ◽  
Structural System ◽  
Dome Structure ◽  
Thin Walled ◽  
Vibration Tests ◽  
Earthquake Response Analysis

A “suspen-dome” structural system consisting of a thin-walled dome and a tensegric system is described, and an overview and results of vibration tests on a full-sized structure are given. The tests revealed the vibration characteristics of the suspen-dome. Close agreement between analytical results based on design information and the test results confirms that the design method used is appropriate. Effectiveness of the suspen-dome against earthquake motions, particularly vertical motions, was confirmed through elastic earthquake response analysis.

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