scholarly journals Experimental Study on the Flexural Behavior of an Innovative Modular Steel Building Connection with Installed Bolts in the Columns

2019 ◽  
Vol 9 (17) ◽  
pp. 3468 ◽  
Author(s):  
Yongrui Wang ◽  
Junwu Xia ◽  
Renwei Ma ◽  
Bo Xu ◽  
Tonglei Wang
Keyword(s):  
Bearing Capacity ◽  
Static Loading ◽  
Bending Moment ◽  
Flexural Behavior ◽  
Destruction Process ◽  
Load Bearing Capacity ◽  
Welding Seam ◽  
Steel Building ◽  
Loading Tests ◽  
The Moment

Modular buildings have the highest levels of precasting in the current building system. There are some defects in present modular connections, such as the difficulties of construction, the weakening of the bearing capacity of beams or columns, and damage to decorations. This paper presents an innovative modular connection with installed bolts in the columns. Two symmetrical monotonous static loading tests were conducted to explore the flexural behavior of the innovative connection. Meanwhile, the moment–rotation relations, destruction process, ultimate bearing capacity, stiffness classification and internal stress distribution were analyzed. The results showed that the specimen S1 with smaller diagonal stiffeners lost its bearing capacity due to the failure of the welding seam, and the extreme moment was 169 kN·m. The failure mode of S2 with large diagonal stiffeners was beam buckling, and the extreme moment was 209 kN·m. The stress of diagonal stiffeners and the join between the upper beam and stiffeners increased rapidly. Stiffeners can increase the stiffness and load-bearing capacity. The connection failures occurred on the beam or beam–column joints, while the connection between modules remained undamaged, which showed that the new connection has a good bearing capacity under the action of bending moment and pressure.

Experimental study of moment carrying behavior of typical Tibetan timber beam-column joints

2021 ◽  
pp. 136943322110015
Author(s):  
Ting Guo ◽  
Na Yang ◽  
Huichun Yan ◽  
Fan Bai
Keyword(s):  
Bending Moment ◽  
Structural Performance ◽  
Test Results ◽  
Timber Beam ◽  
Rotational Stiffness ◽  
Trilinear Model ◽  
Column Joint ◽  
Loading Tests ◽  
The Moment ◽  
Relationship Of

This study aimed to investigate the moment carrying behavior of typical Tibetan timber beam-column joints under monotonic vertical static load and also evaluate the influence of length ratio of Gongmu to beam (LRGB) and dowels layout on the structural performance of the joint. Six full-scale specimens were fabricated with same construction but different Gongmu length and dowels position. The moment carrying performance of beam-column joints in terms of failure mode, moment resistance, and rotational stiffness of joints were obtained via monotonic loading tests. Test results indicated that all joints are characterized by compressive failure perpendicular to grain of Ludou. Additionally, it was found that greater LRGB leads to greater initial rotational stiffness and maximum moment of the joint by an increase of restraint length for beam end; however, offsetting dowels toward column resulted smaller stiffness and ultimate bending moment of joints, particularly, offsetting Beam-Gongmu dowels toward column changed the moment-rotation curve pattern of the beam-column joint, accompanied by a hardening stiffness at last phase. Furthermore, a simplified trilinear model was proposed to represent the moment-rotation relationship of the typical Tibetan timber beam-column joint.

Experimental Study about Bearing Capacity and Deformation on Concrete Composite Slabs with Additional Bars

2013 ◽  
Vol 482 ◽  
pp. 7-10
Author(s):  
Jian Hua Cui ◽  
Chuan Yang Weng ◽  
Yun Lin Liu
Keyword(s):  
Experimental Study ◽  
Bearing Capacity ◽  
Failure Mode ◽  
Static Loading ◽  
Flexural Behavior ◽  
Flexural Properties ◽  
Effective Height ◽  
Composite Slabs

Through the experiments of four concrete composite slabs under static loading to compare their flexural properties (deflection, bearing capacity, failure mode), this paper discusses the influence of composite slabs flexural behavior on different length of additional bars and sectional effective height. The results showed that they will improve the bearing capacity effectively by reasonably increasing the sectional effective height and controlling the length of additional bars.

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.

scholarly journals Non-linear Analysis of Slender High Strength Concrete Column

2019 ◽  
Vol 5 (7) ◽  
pp. 1440-1451
Author(s):  
Ernesto Fenollosa ◽  
Iván Cabrera ◽  
Verónica Llopis ◽  
Adolfo Alonso
Keyword(s):  
Bearing Capacity ◽  
Cross Section ◽  
Axial Force ◽  
High Strength Concrete ◽  
Bending Moment ◽  
High Strength ◽  
Concrete Columns ◽  
Strength Concrete ◽  
The Moment ◽  
High Strength Concrete Columns

This article shows the influence of axial force eccentricity on high strength concrete columns design. The behavior of columns made of normal, middle and high strength concrete with slenderness values between 20 and 60 under an eccentric axial force has been studied. Structural analysis has been developed by means of software which considers both geometrical and mechanical non-linearity. The sequence of points defined by increasing values of axial force and bending moment produced by eccentricity has been represented on the cross-section interaction diagram until failure for each tested column. Then, diagrams depicting the relationship between failure axial force and column's slenderness have been drawn. The loss of bearing capacity of the member for normal and middle strength columns when compared with the bearing capacity of their cross-section is more noticeable as axial force eccentricity assumes higher values. However, this situation reverses for high strength columns with high slenderness values. On the basis of results obtained, the accuracy level for the moment magnifier method was checked. Despite the good concordance in most of the cases, it was verified that the moment magnifier method leads to excessively tight results for high strength concrete columns with high slenderness values. In these specific cases, a coefficient which amends the column rigidity is proposed so as to obtain safer values.

scholarly journals The Combining Technique of Calculating the Sections of Reinforced Concrete Bending Elements Normal to its Longitudinal Axis, Based on the Deformation Model

2018 ◽  
Vol 7 (3.2) ◽  
pp. 123
Author(s):  
Tatyana Galinska ◽  
Dmytro Ovsii ◽  
Mykola Ovsii
Keyword(s):  
Reinforced Concrete ◽  
Bearing Capacity ◽  
Structural Steel ◽  
Strain State ◽  
Longitudinal Axis ◽  
Deformation Model ◽  
Load Bearing Capacity ◽  
Load Bearing ◽  
Optimal Section ◽  
The Moment

Methodical foundations for calculating the strength of normal sections of various types of steel-concrete bending elements are proposed, which allow calculating in dependence on the stress-strain state (SSS) at the moment of destruction of its components (concrete and structural reduced steel profile). The basis of the calculation allows solving two problems: the problem of determining the optimal section of reduced structural steel profile (RSSP), which reinforced the section of steel-concrete bending elements; the task of verifying the load-bearing capacity of a normal reduced section of various types of steel-concrete bending elements.  

scholarly journals Experimental Study on Flexural Behavior of TRM-Strengthened RC Beam: Various Types of Textile-Reinforced Mortar with Non-Impregnated Textile

2019 ◽  
Vol 9 (10) ◽  
pp. 1981 ◽  
Author(s):  
Jongho Park ◽  
Sungnam Hong ◽  
Sun-Kyu Park
Keyword(s):  
Experimental Study ◽  
Bearing Capacity ◽  
Mesh Size ◽  
Flexural Behavior ◽  
Structural Safety ◽  
Rc Beam ◽  
Strengthening Effect ◽  
Load Bearing Capacity ◽  
Yield Load ◽  
Textile Reinforced Mortar

In this study, to compare strengthening efficiency and flexural behaviors of textile- reinforced mortar (TRM) according to various types of strengthening methods without the textile being impregnated, ten specimens were tested. The results showed that TRM was beneficial for uniform distribution of cracks and increased the strengthening efficiency and load-bearing capacity, as textile reinforcement ratio and textile lamination increased and the mesh size of the textile decreased and mechanical end anchorage applied. However, the strengthening effect was shown obviously until the yield load considering structural safety and serviceability.

Mechanical Resistance of Triple Glass Facade Panels

2013 ◽  
Vol 486 ◽  
pp. 84-89
Author(s):  
Petr Bouška ◽  
Radomír Pukl ◽  
Miroslav Špaček ◽  
Miroslav Vokáč ◽  
Tomáš Bittner
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Bearing Capacity ◽  
Experimental Investigations ◽  
Mechanical Resistance ◽  
Load Bearing Capacity ◽  
Element Analysis ◽  
Load Bearing ◽  
Glazed Facade ◽  
Loading Tests

Loading tests of triple glazed facade panels with dimensions of 1.5 x 2.64 m were carried out. The purpose of the tests was to examine mechanical resistance of the glass panes, namely the deformations caused by a local load, to determine degree of interaction between the panes of triple glazing exposed to the loading action and to prove the load bearing capacity of the panels. This experimental investigations were accompanied by finite element analysis.

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 Proposal for calculating the bearing capacity of screw displacement piles in non-cohesive soils based on CPT results

2012 ◽  
Vol 34 (4) ◽  
pp. 41-51 ◽  
Author(s):  
Adam Krasiński
Keyword(s):  
Bearing Capacity ◽  
Static Loading ◽  
Load Transfer ◽  
Transfer Functions ◽  
Cohesive Soil ◽  
Cohesive Soils ◽  
Considerable Influence ◽  
Calculation Methods ◽  
Capacity Calculation ◽  
Loading Tests

Abstract Screw displacement pile technology is relatively new and is still being developed. A specific characteristic of those piles is their very considerable influence on soil properties during the installation, which renders classical bearing capacity calculation methods insufficient. Some methods for calculating the bearing capacity of screw displacement piles have already been presented in literature, for example, by Bustmante and Gianesselli [2], [3], Van Impe [17], [18], Maertens and Huybrechts [15], Ne Smith [16] as well as Basu and Prezzi [1]. This paper proposes a new method of calculating the bearing capacity of screw displacement piles in non-cohesive soil which is based on CPT results. It has been devised as a result of research project No. N N506 432936 [11], carried out in 2009-2011. At 6 experimental sites screw displacement pile static loading tests were carried out together with CPTU tests of the subsoil. The results allowed us to establish soil resistances along the shaft ts as well as under the pile base qb and their correlations to the CPT soil cone resistances qc. Two approaches, both adapted to the general guidelines of Eurocode 7 (EC7) [20], were proposed: a classical approach and the second approach with load transfer functions application.

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