scholarly journals The Problem of Compressive Strength in Direction Perpendicular to the Grains on Example of Tests of the Load-Bearing Capacity of the Continuously Supported Timber-Frame Sill Plates

Materials ◽  
2020 ◽  
Vol 13 (5) ◽  
pp. 1160
Author(s):  
Janusz Brol ◽  
Jan Kubica ◽  
Marek Węglorz
Keyword(s):  
Compressive Strength ◽  
Bearing Capacity ◽  
Current Approach ◽  
Full Scale ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Timber Frame ◽  
Test Elements ◽  
Sill Plate

This paper presents a discussion of the problem of compressive strength in a direction perpendicular to the grains based on test results of the joints made by timber posts and sill plate. These tests accompanied a larger series of full-scale tests of timber frame walls. The test elements were made of solid softwood (spruce). The wood moisture was low, which corresponds to the real working conditions of these elements in the walls of a building (low humidity is typical for dry wood in the built-in wall of a real building). In the tests, the compression strength of timber perpendicular to the grain was exceeded in the sill plate in the area in contact with the posts. Shortly before reaching the state of failure, large displacements in the sill plate were measured on the contact surface with the post, and the grains in the sill plates were cut off at the edge of the post. The full-scale test results showed an overestimation of the load-bearing capacity in compression perpendicular to the grain when calculated on the basis of EN 1995-1-1+A1:2008 (Eurocode 5), and, therefore, the need to modify the current approach for determining it.

scholarly journals Tests and Analyses of Slotted-In Steel-Plate Connections in Composite Timber Shear Wall Panels

2017 ◽  
Vol 2017 ◽  
pp. 1-20
Author(s):  
Ulf Arne Girhammar ◽  
Bo Källsner
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Design Method ◽  
Shear Walls ◽  
Test Results ◽  
Horizontal Shear ◽  
Load Bearing Capacity ◽  
Wood Panel ◽  
Load Bearing ◽  
Plate Connections

The authors present an experimental and analytical study of slotted-in connections for joining walls in the Masonite flexible building (MFB) system. These connections are used for splicing wall elements and for tying down uplifting forces and resisting horizontal shear forces in stabilizing walls. The connection plates are inserted in a perimeter slot in the PlyBoard™ panel (a composite laminated wood panel) and fixed mechanically with screw fasteners. The load-bearing capacity of the slotted-in connection is determined experimentally and derived analytically for different failure modes. The test results show ductile postpeak load-slip characteristics, indicating that a plastic design method can be applied to calculate the horizontal load-bearing capacity of this type of shear walls.

Assesment of Main Models for Predicting Debonding Load-Bearing Capacity against Intermediate Crack-Induced Debonding Failure in FRP-Strengthened RC Beams

2011 ◽  
Vol 311-313 ◽  
pp. 1941-1944
Author(s):  
Gui Bing Li ◽  
Yu Gang Guo ◽  
Xiao Yan Sun
Keyword(s):  
Bearing Capacity ◽  
Failure Mode ◽  
Failure Modes ◽  
Rc Beams ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Accuracy Test ◽  
New Models ◽  
Debonding Load

intermediate crack-induced debondingis one of the most dominant failure modes in FRP-strengthened RC beams. Different code models and provisions have been proposed to mitigateintermediate crack-induced debondingfailure.However, these models and provisions can not mitigate this failure mode effectively. Recnetly, new models have been proposed to solve this problem. Out of all the existing models, four typical ones are investigated in the current study. A comprehensivecomparison among these models is carried out in order to evaluate their performance and accuracy. Test results offlexural specimens with intermediate crack-induced debonding failurecollected from the existing literature are used in the current comparison. The effectivenessand accuracy of each model have been evaluated based on these experimental results. It is shown that the current modals are all conservative and inadequite to effectively mitigate intermediate crack-induced debonding in flexurally strengthened members.

scholarly journals Test on axial compression performance of nano-silica concrete-filled angle steel reinforced GFRP tubular column

2019 ◽  
Vol 8 (1) ◽  
pp. 523-538 ◽  
Author(s):  
Kang He ◽  
Yu Chen ◽  
Wentao Xie
Keyword(s):  
Compressive Strength ◽  
Bearing Capacity ◽  
Thickness Ratio ◽  
Nano Silica ◽  
Concrete Compressive Strength ◽  
Initial Stiffness ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Angle Section ◽  
Angle Steel

AbstractThis paper attempts to investigate the effect of various parameters on the axial compressive behavior of nano-silica concrete-filled angle steel reinforced GFRP tubular columns. The proposed new composite column consists of three parts: the outer GFRP tube, the inner angle section steel and the nano-silica concrete filled between GFRP tube and angle section steel. Twenty-seven specimens with different nano-silica concrete compressive strength (20MPa, 30MPa and 40MPa), diameter-to-thickness ratio of GFRP tube (20, 25 and 40) and steel ratio (0.008, 0.022 and 0.034) were tested under axial load. The main purpose of this study is to examine the effect of the three parameters on the following: failure modes, deformation capacity, load bearing capacity, ductility and initial stiffness of the new composite column under axial load. It was found that the load bearing capacity and initial stiffness increased as the nano-silica concrete compressive strength of the specimens increased. But the specimens with higher nano-silica concrete compressive strength showed lower deformation capacity than that of the specimens with lower nano-silica concrete compressive strength. The varieties of the steel ratio have no significant effect on the specimens’ axial deformation behavior. Experimental results also showed that both load bearing capacity and deformation capacity increased with the decrease of diameter-to-thickness ratio of GFRP tube. However, diameter-to-thickness ratio of GFRP tube has no significant effect on the initial stiffness of specimens. The confinement coefficient was proposed to better evaluate the confinement effect of GFRP tube on the inner angle section steel reinforced core nano-silica concrete. The confinement effect of GFRP tube on lower strength concrete was better, and the confinement effect reduced as the diameter-to-thickness ratio of GFRP tube increased. The design formulas for the load bearing capacity of the nano-silica concrete-filled angle steel reinforced GFRP tubular columns under axial load were proposed.

Stabilization of Weak Clay with Strong Sand and Geogrid at Sand-Clay Interface

1998 ◽  
Vol 1611 (1) ◽  
pp. 55-62 ◽  
Author(s):  
Braja M. Das ◽  
Kim H. Khing ◽  
Eun C. Shin
Keyword(s):  
Bearing Capacity ◽  
Model Test ◽  
Soil Layer ◽  
Granular Soil ◽  
Laboratory Model ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Base Course ◽  
Granular Base

The load-bearing capacity of a weak clay subgrade can be increased by placing a strong granular base course of limited thickness on top of the clay layer. The load-bearing capacity can be increased further, or the thickness of the granular base course can be reduced, by separating both layers by a geogrid. Laboratory model test results for the ultimate bearing capacity of a rigid strip loading on the surface of a granular soil underlain by a soft clay with a layer of geogrid at the interface of the two soils are presented. The optimum thickness of the granular soil layer and the critical width of the geogrid layer required to derive the maximum benefit from the reinforcement were determined. Model test results on the permanent settlement of the rigid strip load caused by cyclic loading of low frequency are presented.

Glass Columns under Impact - Experimental and Numerical Analyses

2017 ◽  
Vol 755 ◽  
pp. 82-89
Author(s):  
Chiara Bedon ◽  
Roman Kalamar ◽  
Martina Eliášová
Keyword(s):  
Bearing Capacity ◽  
Numerical Models ◽  
Construction Materials ◽  
Careful Consideration ◽  
Full Scale ◽  
Structural Glass ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Glass Columns ◽  
Traditional Construction

Compared to traditional construction materials, structural glass members subjected to main compression are relatively unusual in buildings, despite a substantially high material compressive strength. The major limit for the use of glass columns is in fact represented by an overall residual load-bearing capacity highly affected by the tensile brittle fracture of glass. An optimal and fail-safe design approach, in this regard, should take care of a multitude of geometrical and mechanical aspects, including boundary details and possible defects, as well as accidental loading scenarios. Aiming to assess the feasibility and vulnerability of structural glass members, based on earlier research efforts, the paper deals on the load-bearing performance of a reference set of full-scale glass columns. Careful consideration is in fact paid for the experimental investigation of glass members with square hollow cross-section and subjected to dynamic impacts, being representative of an accidental loading scenario. Full-scale experimental results are presented, as well as further considered for validation and calibration of Finite Element (FE) numerical models accounting for possible damage propagation in all the structural components, hence allowing to assess the residual load-bearing capacity of the examined structural typology.

Experimental Study on Load Bearing Capacity of Prefabricated Partially Encased Composite Beams

2021 ◽  
pp. 2150104
Author(s):  
Kai Wu ◽  
Shiqi Lin ◽  
Xiaoyi Liu ◽  
Fanshen Mao ◽  
Chengwei Tan
Keyword(s):  
Bearing Capacity ◽  
Superposition Principle ◽  
Great Influence ◽  
Reduction Rate ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Shear Span ◽  
Bending Capacity ◽  
Negative Effect

To study the load bearing capacity of prefabricated partially encased composite (PEC) beams, 12 specimens were tested under cyclic loadings. According to the test results, when shear span ratio increases, the failure mode of the specimen changes from shear to bending, while the load bearing capacity of specimens decreases. Some specimens showed asymmetric damage of concrete on both sides of steel web, causing specimens’ bearing capacity to be controlled by bending and shearing as well as by torsion. The use of threaded rods has little effect on the ultimate load of prefabricated PEC beams, but has a great influence on the reduction rate of the load with the increase in shear span ratio. Using the superposition principle, a formula for calculating the shearing capacity of prefabricated PEC beams was proposed. Based on the plane section hypothesis, a method for predicting the bending capacity was also proposed. Two reduction factors were proposed to account for the negative effect of asymmetric damage on the bearing capacity and the weakened bending capacity of specimens without threaded rods. The calculated results match well with the experimental ones. Therefore, they can be used to predict the bending and shearing capacity of prefabricated PEC beams, while providing a reference for engineering design.

scholarly journals DEVELOPMENT OF A METHOD FOR CALCULATING THE BEARING CAPACITY OF BORED CONICAL PILES

2021 ◽  
Vol 6 (9) ◽  
pp. 28-36
Author(s):  
I. Rybnikova ◽  
A. Rybnikov
Keyword(s):  
Bearing Capacity ◽  
Field Tests ◽  
Side Surface ◽  
Strength Properties ◽  
Empirical Method ◽  
Full Scale ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Static Tests ◽  
Ground Resistance

Three methods for determining the load-bearing capacity of bored conical piles are presented, considering the additional forces of the ground rebound along their inclined side surface under vertical load. It is proposed to determine the bearing capacity according to the results of field tests using the coefficient of transition from the maximum permissible settlement of the building foundation to the settlement of the pile obtained during static tests. Its value varies from 0.1 to 0.3 depending on the angle of the pile taper. To determine the bearing capacity of the empirical method, tabular data of the ground rebound forces on the side surface of the piles are developed. It depends on the strength properties of the base soil, the angle of the pile taper and the depth of the location of the changing cross-section of the pile along the length. The process of compressing the soil in a drilled well with an elastic cylindrical pressiometer is close to the occurrence of a ground rebound when it is pushed apart by the side surface of a conical pile during sediment under load. It is proposed to determine the ground resistance on the side surface of conical piles according to the same dependence as when processing the results of pressiometric tests of soils, taking into account the introduction of a correction factor depending on the parameters of the pile. The calculated load-bearing capacity of the piles, determined by the proposed methods, differs from the actual load-bearing capacity, determined by the results of static tests of full-scale piles, within 10 %. However, these methods need to be improved with the accumulation of statistical data for testing full-scale piles in different ground conditions.

Evaluation of Main Code Models for Predicting Flexural Load-Bearing Capacity against Intermediate Crack-Induced Debonding in FRP-Strengthened RC Beams

2011 ◽  
Vol 71-78 ◽  
pp. 1465-1468
Author(s):  
Gui Bing Li ◽  
Yu Gang Guo ◽  
Xiao Yan Sun
Keyword(s):  
Bearing Capacity ◽  
Failure Modes ◽  
Experimental Results ◽  
Rc Beams ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Accuracy Test ◽  
Comprehensive Comparison ◽  
Code Provisions

Intermediate crack-induced debonding is one of the most dominant failure modes in FRP-strengthened RC beams. Different code models and provisions have been proposed to predict intermediate crack-induced debonding failure. Out of all the existing code provisions and models, four typical ones are investigated in the current study. A comprehensive comparison among these code provisions and models is carried out in order to evaluate their performance and accuracy. Test results of flexural specimens with intermediate crack-induced debonding failure collected from the existing literature are used in the current comparison. The effectiveness and accuracy of each model have been evaluated based on these experimental results. It is shown that the current recommendations are inadequite to effectively mitigate intermediate crack-induced debonding in flexurally strengthened members.

Time-Dependent Load Bearing Capacity of Corroded R.C. Columns in Atmosphere Environment

2011 ◽  
Vol 50-51 ◽  
pp. 859-863
Author(s):  
Qiang Li ◽  
Nan Guo Jin ◽  
Xian Yu Jin
Keyword(s):  
Bearing Capacity ◽  
Time Dependent ◽  
Test Results ◽  
Equilibrium Equations ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Bond Behavior ◽  
Capacity Model ◽  
Model Predictions ◽  
Atmosphere Environment

As a supporting member of concrete structures, the reliability of the columns is of critical importance. To have models targeted to estimating the residual load-bearing capacity of corroded reinforced concrete (R.C.) columns so that inspection procedures and maintenance interventions can be well conducted, a time-dependent capacity model for corroded R.C. column is presented. The model was based on equilibrium equations on which load-bearing capacity of R.C. column at given time (year) can be predicted considering the overall deteriorations of rebar, concrete section, mechanical properties and bond behavior between corroded reinforcement and concrete. The model was verified by published literature test results of corroded R.C. columns served in atmosphere environment for years. The comparison of the model predictions with the test results shows the validity of the model. In the end, considerations for use of the model were suggested.

Simplified Model to Predict Load-Bearing Capacity of Concrete-Filled Steel Tubular Laced Column

2013 ◽  
Vol 405-408 ◽  
pp. 1041-1045 ◽  
Author(s):  
Lian Qiong Zheng ◽  
Shu Li Guo ◽  
Ji Zhong Zhou
Keyword(s):  
Bearing Capacity ◽  
Slenderness Ratio ◽  
Steel Tube ◽  
Simplified Model ◽  
Test Results ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Concrete Filled Steel Tube ◽  
Simplified Method ◽  
Equivalent Slenderness Ratio

A simplified method using an equivalent slenderness ratio was suggested to calculate load-bearing capacity of concrete-filled steel tubular laced column in this paper. The significant differences between compressive and tensile strengths of concrete-filled steel tube were considered. The comparisons between the predicted Nuc and the tested Nue showed that the predicted method gives generally good predictions of the test results.

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