LOAD-BEARING CAPACITY OF CONCRETE-INFILLED DOUBLE STEEL CORRUGATED-PLATE WALLS WITH T-SECTION UNDER COMBINED AXIAL COMPRESSION AND BENDING MOMENT

2018 ◽  
Author(s):  
Yan-Lin Guo ◽  
◽  
Meng-Zheng Wang ◽  
Jing-Shen Zhu ◽  
Xiao Yang ◽  
...  
Keyword(s):  
Bearing Capacity ◽  
Axial Compression ◽  
Bending Moment ◽  
Load Bearing Capacity ◽  
Load Bearing

Load-bearing capacity and characteristic forms of destruction of furniture joints made with rastex 15 and P-10 clamex fasteners

2019 ◽  
Vol 106 ◽  
pp. 38-48
Author(s):  
Maciej Sydor ◽  
PIOTR POHL
Keyword(s):  
Bearing Capacity ◽  
Load Capacity ◽  
Bending Moment ◽  
Shear Forces ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Angular Deflection ◽  
Maximal Load ◽  
Rigidity Coefficient ◽  
The Relationship

Load-bearing capacity and characteristic forms of destruction of furniture joints made with rastex 15 and P-10 clamex fasteners. The study tested the relationship between the load and angular deflection in furniture joints. The tests were carried out for two types of fasteners and five types of materials: chipboard, MDF, hardwood plywood, glued pine boards and glued oak boards. The furniture joint samples contained two fasteners preloaded only with a bending moment (without application of shear forces). The results were converted per single fastener specifying: its maximal load capacity, 50 mrad (2.9°) limit deflection and rigidity coefficient. It was found that rigidity is a better structural property of the tested joint types than their load capacity. As far as rigidity is concerned, the most durable is the combination of oak glued board – rastex 15 fastener (13.2 Nm bending moment per fastener), while the least durable combination is chipboard – clamex P-10 fastener (4.8 Nm bending moment per fastener). Photographic documentation of damaged furniture joint samples was prepared and analysed. In case of chipboard and MDF combinations (where the load is determined by the combined material), the combined boards suffer a disastrous damage, while in combinations of plywood boards and pine or oak glued boards, (where the capacity is determined by the fastener), both clamex P10 and rastex 15 fasteners are damaged.

The Study of Post-Fire Load Bearing Capacity of Steel Column under Axial Compression Exposure to one-Side Fire

2011 ◽  
Vol 284-286 ◽  
pp. 330-334
Author(s):  
Jian Feng Chen ◽  
Tian Hua Zhou ◽  
Lin Feng Lu ◽  
Han Heng Wu
Keyword(s):  
Bearing Capacity ◽  
Axial Compression ◽  
Load Condition ◽  
Heterogeneous Material ◽  
Material Strength ◽  
Fire Load ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Steel Column ◽  
Uniform Temperature Field

The section of steel column under axial compression presents heterogeneous material and its load condition changes after experiencing fire damage of one side. Taking H-section steel column under axial compression commonly used in engineering for study object in this thesis in order to study post-fire residual load bearing capacity, the post-fire eccentric effect of steel column under axial compression exposure to one-side fire is analyzed using the method of equivalent section which considering the change of the material strength after high temperature, the influence of non-uniform temperature field on material properties and the stiffness degradation of member section. Calculation methods of the eccentricity and additional moment are proposed and further given a formula of residual load bearing capacity.

An experimental study of the axial compression performance of two-part precast concrete columns

2021 ◽  
pp. 136943322110159
Author(s):  
Bo Wu ◽  
Zhikai Wei
Keyword(s):  
Bearing Capacity ◽  
Axial Compression ◽  
Axial Load ◽  
Precast Concrete ◽  
Concrete Columns ◽  
Longitudinal Reinforcement ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Compression Performance ◽  
Waste Concrete

Recycled lump concrete (RLC) made with demolished concrete lumps (DCLs) and fresh concrete (FC) provides a solution for effective waste concrete recycling. To promote the development of precast RLC structures, this study tested a new type of connection for precast concrete columns: connecting the upper and the lower halves of columns with bent longitudinal reinforcements and structural adhesive. In this work the behavior of precast RLC columns with the new connection was studied under axial compression. The axial compressive strength of nine two-part columns was tested. The effects of the degree of bending in the longitudinal reinforcement, the replacement ratio of DCLs and the stirrup spacing were investigated. Tests showed that: (1) the failure mode of precast concrete columns is different from that of cast-in-place columns; (2) when the strength of the waste concrete is close to that of the fresh material, there is no significant difference in the axial compression performance of either precast or cast-in-place columns; (3) the bent longitudinal reinforcement causes the axial load bearing capacity of precast concrete columns to be 4.2%–12.3% lower than that of a similar cast-in-place column; (4) reducing the stirrup spacing has little effect on a precast column’s axial load bearing capacity and ductility; (5) when using Chinese and American codes to predict the axial load bearing capacity of the column, the predicted value should be multiplied by a reduction factor.

scholarly journals The mechanical effects of bulges developed around bark-included branch junctions of hazel (Corylus avellana L.) and other trees

Trees ◽  
2021 ◽  
Author(s):  
Duncan Slater
Keyword(s):  
Bearing Capacity ◽  
Compensatory Growth ◽  
Secondary Growth ◽  
Bending Moment ◽  
Tensile Tests ◽  
Corylus Avellana ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Analysis Of The Images ◽  
Corylus Avellana L

Abstract Key message Large bulges formed around bark-included branch junctions can be conceived of as ‘compensatory growth’. Despite Claus Mattheck’s hypothesis that ‘the larger the bulges, the more likely the branch junction is to fail’, this study identifies that the extent of the defect inside such bulges is key information in predicting the junction’s load-bearing capacity. Abstract A currently prevalent rule in European arboriculture is that if a bark-included branch junction in a tree is associated with a large bulge in-line with the plane of the included bark then it is more likely to fail than if there is a smaller bulge or the absence of bulging. This rule for arborists originates from an initial suggestion with no associated data and is not logically consistent with recent research into the effects of natural bracing in trees, nor guidance provided by the International Society of Arboriculture. This also raises the question of how to correctly interpret the function of these bulges formed at bark-included junctions: either as secondary growth that has been pushed to the side by internal growth pressures, or as compensatory growth developing around a weakened component. To test the veracity of this rule, 117 branch junctions of common hazel (Corylus avellana L.) were subjected to tensile tests, comprising of controls with no bark included within them and bark-included specimens exhibiting a range of bulge sizes. In addition, photographs from the failure of 110 bark-included junctions were categorized to assess the frequency of failed specimens with different degrees of bulging. The results of the mechanical testing identified three significant factors that affected the maximal bending moment of these branch junctions: their categorized morphology, the diameter ratio of the branch junction and the width of the included bark at the apex of the junction. Overall, and in each category of branch junction tested, the extent of bulging was not found to be a significant predictor of the junctions’ maximal bending moment. This finding was reinforced by the analysis of the images of bark inclusion failure where the most frequent bark inclusions to fail were those associated with little to no bulging. Both findings identify that the bulging would be better interpreted as compensatory growth. This study highlights the need for further research on the load-bearing capacity of bark-included branch junctions to better inform arborists and tree managers as substantial variations in their biomechanical performance have not yet been elucidated.

scholarly journals Experimental and Numerical Investigation of the Fracture Behavior of Welded Aluminum Cross Joints under Axial Compression

Materials ◽  
2020 ◽  
Vol 13 (19) ◽  
pp. 4310
Author(s):  
Hannes Panwitt ◽  
Horst Heyer ◽  
Manuela Sander
Keyword(s):  
Numerical Simulations ◽  
Bearing Capacity ◽  
Axial Compression ◽  
Fracture Behavior ◽  
Stress Triaxiality ◽  
Base Material ◽  
Compression Tests ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Welded Structure

In age-hardened high-strength aluminum alloys, the area with and around a joint has a large impact on the load-bearing capacity of a welded structure. Therefore, in this study the fracture behavior of welded EN AW 6082 T6 plates is investigated experimentally and numerically. From butt joints, smooth and notched tensile specimens as well as shear specimens have been manufactured and tested for the base material (BM), heat-affected zone (HAZ) and fusion zone (FZ). With numerical simulations of these tests, the dependency of the fracture strain on the stress triaxiality is determined, and two phenomenological fracture criteria are calibrated. Whereas the one-parameter Rice–Tracey/Cockcroft–Latham (RTCL) criterion describes the behavior of the tension specimens as accurately as the two-parameter Bao–Wierzbicki (BW) criterion, the BW criterion is more accurate for shear tests. Subsequently, the material model is validated on axial compression tests of welded X-profiles. The experiments comprise tests with different plate thicknesses (8 mm, 10 mm and 12 mm) and varying strain rates (up to 1/s locally), showing the same behavior for all specimens. After crack initiation within the FZ, coalescence of cracks leads to crack growth in axial direction and a subsequent reduction of the load-bearing capacity. This behavior is reproduced well by the numerical simulations with the BW criterion, whereas simulations with the RTCL criterion predict fracture initiation at too high displacements. Overall, the results show the strong influence of the ductility of the FZ on the crushing behavior of welded X-profiles.

Experimental Research on Behavior of CFRP Circular Steel Tubular Confined Recycled Aggregate Concrete Columns under Axial Compression

2015 ◽  
Vol 744-746 ◽  
pp. 96-99
Author(s):  
Jiong Feng Liang ◽  
Ze Ping Yang ◽  
Ming Hua Hu
Keyword(s):  
Bearing Capacity ◽  
Axial Compression ◽  
Concrete Columns ◽  
Recycled Aggregate Concrete ◽  
Recycled Aggregate ◽  
Compression Tests ◽  
Load Bearing Capacity ◽  
Aggregate Concrete ◽  
Load Bearing ◽  
Cfrp Wrapping

In order to further promote the use of recycled aggregate concrete in practice, axial compression tests were carried out for 7 CFRP circular steel tubular confined recycled aggregate concrete columns. The influence of the replace rate of recycled aggregate concrete, the wrapping method on axial compression behavior of CFRP circular steel tubular confined recycled aggregate concrete columns were analyzed. Based on the results of the tests, with the replace rate of recycled aggregate concrete increasing, the specimens have an decreasing trend in the load bearing capacity. The whole CFRP wrapping circular steel tubular confined recycled aggregate concrete columns have higher load bearing capacity than the three stripe wrapping ones.

scholarly journals STRUCTURAL SOLUTION AND METHOD OF CALCULATION OF GLUED LAMINATED TIMBER BEAM AND COLUMN JOINTS

2020 ◽  
Vol 4 (157) ◽  
pp. 12-17
Author(s):  
S. Shekhorkina ◽  
M. Savytskyi ◽  
T. Kovtun-Gorbachova
Keyword(s):  
Bearing Capacity ◽  
Current Trend ◽  
Bending Moment ◽  
Timber Beam ◽  
Load Bearing Capacity ◽  
Bolted Connection ◽  
Load Bearing ◽  
Method Of Calculation ◽  
Support Reaction ◽  
Glued Laminated Timber

The current trend in the construction industry is the development of projects of multi-storey buildings with a hybrid structural system using mainly timber load-bearing elements. The joints of load-bearing elements are criti-cal points of the frame with glued timber structures in terms of ensuring the load-bearing capacity and servicea-bility of the entire system. Existing publications in this area are mainly aimed at theoretical and experimental as-sessment of the stress-strain state of joints, while information on the construction of components for multi-storey buildings and recommendations for their design is extremely insufficient. The article presents structural solutions of the joints of glued laminated timber columns and beams, namely, hinged, which takes and transmits to the col-umn the support reaction of the beam, and rigid, which in addition to the support reaction takes the bending mo-ment. The support reaction from the beam to the column is transferred through a bolted connection and a T-shaped welded metal element. The bending moment is taken by two angles, which are fixed to the beam and welded to a vertical plate. Criteria of conformity of the proposed joints to load-bearing capacity requirements are pro-posed. The load-bearing capacity of the joint under the action of the support shear force is determined by the shear strength of the bolts in the column; the embedment strength of the metal of the T-shaped plate in the hole and bearing capacity of the bolted connection in the timber element. The action of the support bending moment requires the strength of the angles fastening to the beam and wood in the area of the bolts installation. A detailed algorithm for calculating the proposed design solutions in accordance with the requirements of the design stand-ards has been developed. Keywords: joint, glued laminated timber, beam, column, bearing capacity.

Increased load bearing capacity of mechanically joined FRP/metal joints using a pin structured auxiliary joining element

2020 ◽  
Vol 62 (1) ◽  
pp. 55-60
Author(s):  
Per Heyser ◽  
Vadim Sartisson ◽  
Gerson Meschut ◽  
Marcel Droß ◽  
Klaus Dröder
Keyword(s):  
Bearing Capacity ◽  
Load Bearing Capacity ◽  
Load Bearing

Load-Bearing Capacity of Direct Inlay-Retained Fibre-reinforced Composite Fixed Partial Dentures with Different Cross-Sectional Pontic Design

2017 ◽  
Vol 68 (1) ◽  
pp. 94-100
Author(s):  
Oana Tanculescu ◽  
Adrian Doloca ◽  
Raluca Maria Vieriu ◽  
Florentina Mocanu ◽  
Gabriela Ifteni ◽  
...  
Keyword(s):  
Bearing Capacity ◽  
Fracture Pattern ◽  
Load Bearing Capacity ◽  
Cross Sectional ◽  
Load Bearing ◽  
Reinforced Composite ◽  
Polyethylene Fibre

The load-bearing capacity and fracture pattern of direct inlay-retained FRC FDPs with two different cross-sectional designs of the ponticwere tested. The aim of the study was to evaluate a new fibre disposition. Two types of composites, Filtek Bulk Fill Posterior Restorative and Filtek Z250 (3M/ESPE, St. Paul, MN, USA), and one braided polyethylene fibre, Construct (Kerr, USA) were used. The results of the study suggested that the new tested disposition of the fibres prevented in some extend the delamination of the composite on buccal and facial sides of the pontic and increased the load-bearing capacity of the bridges.

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