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.

scholarly journals DAMAGE LIMIT STATES FOR CONFINED MASONRY WALLS BASED ON EXPERIMENTAL TEST

2019 ◽  
Vol 29 (2) ◽  
Author(s):  
Carlos Zavala Toledo
Keyword(s):  
Limit State ◽  
Experimental Studies ◽  
Full Scale ◽  
Masonry Walls ◽  
Full Scale Test ◽  
Design Standards ◽  
Limit States ◽  
Confined Masonry ◽  
Wall Structures ◽  
Scale Test

Non engineering dwellings represents 83% of the stock of housing in emerging areas of Lima city. These dwellings are build with non-appropriated masonry bricks with walls that limits don´t meet the displacement control of the earthquake design standards NTE-030 and NTE-070. Considering the database of structural test of 33 years of experimental studies of the Structural Laboratory of CISMID, typical behavior curves are studied in order to propose damage limit state for masonry walls: build with industrial bricks, build with handmade bricks and build with horizontal hollow tubular bricks. Also, results of full-scale test on masonry house performed in the laboratory are studied. Ranges of inelastic development limit states of walls are proposed from the test results of full-scale test of the three types of masonry. Big difference in the capacity of walls with tubular bricks in comparison with the others types are found. Also limit drift values threshold are propose to be use in the analytical modelling of wall structures with handmade or tubular bricks. These proposal limits are smaller than the limit of NTE-030 standard.

Predicting Roof Diaphragm and Endwall Stiffness From Full-Scale Test Results of a Metal-Clad, Post-Frame Building

1992 ◽  
Vol 35 (3) ◽  
pp. 977-985 ◽  
Author(s):  
K. G. Gebremedhin ◽  
J. A. Bartsch ◽  
M. C. Jorgensen
Keyword(s):  
Full Scale ◽  
Test Results ◽  
Full Scale Test ◽  
Frame Building ◽  
Scale Test

scholarly journals On the feasibility of watertight face-sealed window-wall interfaces

2019 ◽  
Vol 282 ◽  
pp. 02015
Author(s):  
Stéphanie Van Linden ◽  
Nathan Van Den Bossche
Keyword(s):  
Laboratory Experiments ◽  
Building Envelope ◽  
Water Infiltration ◽  
Test Results ◽  
Full Scale Test ◽  
Structural Insulated Panels ◽  
Building Components ◽  
Scale Test ◽  
Wood Frame ◽  
Frame Construction

Watertightness is still a major source of concern in the performance of the building envelope. Even very small deficiencies can cause a significant amount of water leakage which may result in structural degradation or malfunctioning of the insulation. The risk of water infiltration is highest at joints between different building components and in particular at the window-wall interface due to the complexity of these joints. This paper focuses on the performance of different solutions to ensure the watertightness of the window-wall interface, e.g. self-adhesive foils, liquid applied coatings, prefabricated frames, self-expanding sealing strips. The performance of these solutions is evaluated for different wall assemblies, i.e. ETICS, masonry, structural insulated panels and wood-frame construction. Laboratory experiments were conducted on a full-scale test setup with a window of 1,01 m high and 0,56 m wide. Test results showed that it is not evident to obtain watertight face-sealed window-wall interfaces without an additional airtight layer or drainage possibilities. Water ingress was often recorded at lower pressure differences.

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.

Efficiency of pile groups in tension

1987 ◽  
Vol 24 (1) ◽  
pp. 149-153 ◽  
Author(s):  
Madhira R. Madhav
Keyword(s):  
Boundary Integral ◽  
Test Results ◽  
Full Scale Test ◽  
Pile Groups ◽  
Pile Capacity ◽  
Axial Capacity ◽  
Transmission Towers ◽  
Tall Structures ◽  
Scale Test ◽  
Soil Interface

Groups of piles provided to support tall structures such as transmission towers, chimneys, stacks, etc. are subjected to pullout forces. The uplift capacity of a single pile in clay or sand can be estimated rationally and reliably by methods available. In this note, the interaction between two identical piles in tension is studied by modelling the soil as a homogenous, linearly elastic medium and by using the boundary integral technique. The reduction in individual pile capacity due to the existence of another pile is quantified and found to depend on the spacing and length-to-diameter ratio of the pile, and the type of variation with depth of pile-soil interface strength. Efficiencies of typical pile groups are computed. The predictions compare well with model and full-scale test results. Key words: axial capacity, boundary element method, efficiency, groups, interaction, piles, uplift.

Full-scale testing of draped nets for rock fall protection

2009 ◽  
Vol 46 (3) ◽  
pp. 306-317 ◽  
Author(s):  
Paola Bertolo ◽  
Claudio Oggeri ◽  
Daniele Peila
Keyword(s):  
Rock Slope ◽  
Test Procedure ◽  
Full Scale ◽  
Rock Fall ◽  
Test Results ◽  
Structural Components ◽  
Full Scale Test ◽  
Technical Standards ◽  
Scale Test ◽  
Fall Protection

The installation of draped meshes, metallic nets installed in such a way as to lie against the rock slope surface, is one of the most common ways to protect roads and infrastructure against the detachment of small rock elements in areas prone to rock fall. Despite their frequent and worldwide application, there are no universally recognized guidelines or technical standards to help engineers in their correct design, and no full-scale test results are available where the whole system, composed of several interacting structural components, is tested. In this paper, a full-scale test procedure, which is able to permit the evaluation of the global behaviour of a draped mesh, is described and the results of tests carried out on widely used meshes are presented and discussed.

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