scholarly journals STUDI EKSPERIMENTAL KUAT LENTUR BAJA PROFIL I KOMPAK SIMETRIS GANDA BERDASARKAN RSNI 03-1729-201X

1970 ◽  
Vol 6 (2) ◽  
pp. 99-105
Author(s):  
Redaksi Tim Jurnal
Keyword(s):  
Flexural Strength ◽  
Cross Section ◽  
Experimental Testing ◽  
Point Load ◽  
National Standard ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Element Analysis ◽  
Long Span ◽  
The Stability

The danger of buckling and instability structures easily occurs on the steel beam structure, it will make the structure fails before it reaches the cross section ultimate capacity.In that case the strength of a beam is not only determined by cross-section ultimate capacity. The instability of the structure causes lateral torsional buckling eventhough there is no torque on the beam. There is one way to support the stability of the beam; by installing lateral support on its side. This research is intended to obtain information about flexural strength by comparing the theoretical results based on SNI 03-1729-2002 and (Indonesian National Standard Draft) RSNI 03-1729.1- 201x with the results of experimental testing and finite element analysis results (using the ABAQUS program). The flexural specimens which are studied are in the long-span with a length of 3.3 meters span test. The loading uses three-point load system. The results of the test show information that flexural strength for the long-span specimen from experimental test results has the smallest difference of 33.18% of the theoretical result. As for analysis with FEM also hasthe same difference of 33.18% with the experimental results. Failure that occurs for long-span specimen is due to lateral torsional buckling failures.

scholarly journals BEHAVIOUR OF PARALLEL GIRDERS STABILISED WITH U‐FRAMES

2010 ◽  
Vol 16 (2) ◽  
pp. 197-202 ◽  
Author(s):  
Kuldeep Virdi ◽  
Walid Azzi
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Buckling Analysis ◽  
Effective Length ◽  
Ultimate Capacity ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Element Analysis ◽  
Key Factor ◽  
The Stability

Lateral torsional buckling is a key factor in the design of steel girders. Stability can be enhanced by cross‐bracing, reducing the effective length and thus increasing the ultimate capacity. U‐frames are an option often used to brace the girders, when designing through type of bridges and where overhead bracing is not practical. This paper investigates the effect of the U‐frame spacing on the stability of the parallel girders. Eigenvalue buckling analysis was undertaken with four different spacings of the U‐frames. Results were extracted from finite element analysis, interpreted and conclusions drawn. Santrauka Projektuojant plienines sijas šoninis sukamasis klupumas yra svarbiausias veiksnys. Pastovumas gali būti padidintas skersiniais ryšiais, mažinančiais veikiamaji ilgi ir padidinančiais ribine galia. U‐formiai remai yra dažna priemone sijoms išramstyti, kai projektuojami tiltai, kuriu laikančiosios konstrukcijos yra virš pakloto, o viršutiniai ryšiai yra nepraktiški. Šiame straipsnyje nagrinejamas U‐formiu remu tarpatramio poveikis lygiagrečiuju siju pastovumui. Tikravertis klupumo skaičiavimas buvo atliktas esant keturiems skirtingiems U‐formiu remu tarpatramiams. Aptarti rezultatai, gauti apskaičiavus baigtinius elementus, padarytos išvados.

Experimental performance of optimized trusses

2021 ◽  
Author(s):  
Joshua A. Schultz ◽  
Phillip Geist ◽  
Brooke Whitsell ◽  
Rachel Dorr
Keyword(s):  
Point Load ◽  
Experimental Results ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Experimental Performance ◽  
High Rise ◽  
Truss Topology ◽  
Failure Loads ◽  
3D Printed

<p>A series of six 3D printed discretely optimized truss specimens and two warren truss specimens were experimentally loaded until failure. The results were compared to the theoretical failure loads and stresses determined using Maxwell’s Method. Each set of truss specimens were loaded in a simple span condition, with a point load applied at the center of the span. Each truss specimen was configured into pairs in order to prevent lateral torsional buckling (LTB) while testing. Strain, load, and displacement data was gathered for each truss specimen tested. These results were compared to the predicted results calculated by Maxwell’s theorem. Of the 6 specimens tested, all of the trusses failed within 1% - 20% of the analytical vales. The trends in the experimental results support efficacy of previously developed theories of optimized truss topology in order to increase strength and efficiency of lateral systems in high rise structures.</p>

scholarly journals STRAIN-STRESS EXPERIMENTAL BEHAVIOUR OF TAPERED COLUMNS IN SINGLE-SPAN FRAMES/TRAPECINIŲ KOLONŲ VIENANAVIUOSE RĖMUOSE DEFORMACIJŲ-ĮTEMPIŲ BŪVIS

2000 ◽  
Vol 6 (2) ◽  
pp. 82-86 ◽  
Author(s):  
Vaidotas Šapalas
Keyword(s):  
Local Buckling ◽  
Longitudinal Axis ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Perpendicular Plane ◽  
Strain Stress ◽  
Tapered Columns ◽  
The Stability ◽  
Experimental Behaviour ◽  
Tapered Column

Two single-span frame tests were carried out. The width of frame is 6m, column's height 4.17m. Frame supports are pinned. Connection between column and beam is rigid. Beam of the frame was loaded with two vertical and one horizontal loads. The stability of tappered columns was analysed in frame plane and in perpendicular plane, according to [1] and [2] methods. All deflections were calculated taking into account support movements. During the first frame test R1-1 the tapered column collapsed at the load 2V=400kN and H=200 kN (vertical and horizontal loads). During the second test R1-2 the tapered column collapsed at the load 2V=390 kN and H=175 kN. In both tests columns collapsed in lateral-torsional buckling way. Because the column's web is very thin at the load 2V=300 kN and H=150 kN the column's web achieved local buckling. But the column was still carrying the load. During both tests at the load 2V=300 kN and H=150 kN the column began to twist in the middle of its height about the longitudinal axis and to bend about the weak axis. In test R1-1, the vertical experimental deflection (in point 6, see Fig 1 a) is about 17.5% smaller than the theoretical one. The horizontal experimental deflection (in point, see Fig 1 a) is about 11.6% smaller than the theoretical one. In test R1-2, vertical experimental deflection (in point 6, see Fig 1 a) is about 21.1% bigger than the theoretical one. The horizontal experimental deflection (in point, see Fig 1 a) is about 29.6% smaller than the theoretical one. In test R1-1, an experimental compression stresses in section A-A (see Fig 2) are about 11.2% smaller than the theoretical one. Experimental tension stresses in section A-A are about 8.65% smaller than the theoretical one. In test R1-2, an experimental compression stresses in section A-A is about 0.43% bigger than the theoretical one. An experimental tension strain in section A-A is about 1.73% smaller than the theoretical one.

scholarly journals Lateral Torsional Buckling of Selected Cross-Section Types

2017 ◽  
Vol 190 ◽  
pp. 106-110 ◽  
Author(s):  
Miroslav Bajer ◽  
Jan Barnat ◽  
Jiri Pijak
Keyword(s):  
Cross Section ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling

Lateral-torsional buckling behaviour of long-span laminated glass beams: Analytical, experimental and numerical study

2016 ◽  
Vol 102 ◽  
pp. 264-275 ◽  
Author(s):  
Luís Valarinho ◽  
João R. Correia ◽  
Miguel Machado-e-Costa ◽  
Fernando A. Branco ◽  
Nuno Silvestre
Keyword(s):  
Numerical Study ◽  
Laminated Glass ◽  
Lateral Torsional Buckling ◽  
Torsional Buckling ◽  
Long Span

Field Test and Numerical Simulation of Cracks in the Box Girder of Long-Span RPC Bridges

2011 ◽  
Vol 383-390 ◽  
pp. 5592-5597 ◽  
Author(s):  
Jin Mei Zhang
Keyword(s):  
Cross Section ◽  
Field Test ◽  
Radial Component ◽  
Curvature Radius ◽  
Element Analysis ◽  
Box Girder ◽  
Small Curvature ◽  
Long Span ◽  
Cantilever Construction

Cracks that occurred in the top slab of a cantilever construction bridge were investigated through field test, which revealed that the cracks were caused by excessive prestress layout and too small curvature radius of tendons. The excessive prestress layout can reduce the forced area of cross-section. Too small curvature radius of tendons may cause the concrete in the flat curve of tendons to withstand great radial component of forces. And, excessive prestressed ducts will in a certain extent affect the quality of concrete between the ducts. In addition, a finite element analysis was performed to evaluate the effects of the tendons. Based on the results, a construction method that prevents the cracks is proposed.

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