scholarly journals BUCKLING DELAMINATION IN COMPRESSED NO-TENSION HOMOGENEOUS BRITTLE BEAM-COLUMNS REINFORCED WITH FRP

2021 ◽  
Vol 30 (1) ◽  
Author(s):  
Francesco Marchione
Keyword(s):  
Analytical Solution ◽  
Structural Elements ◽  
Structural Members ◽  
Beam Columns ◽  
Instability Problem ◽  
Frp Reinforcement ◽  
Buckling Delamination ◽  
No Tension Material ◽  
Primary Instability ◽  
Delamination Length

The main issue of this paper is the instability of no-tension structural members reinforced with FRP. This study concerns the instability of FRP reinforcement. The primary instability problem of a compressed element involves the partialization of the inflex section. In particular, in the case of a compressed slender element reinforced on both tense and compressed side FRP delamination phaenomenon could occur on the latter. This entails the loss of the reinforcement effectiveness in the compressed area for nominal load values much lower than material effective strength. Therefore, structural elements or portions thereof which absorb axial components in the direction of the reinforcement may exhibit relatively modest performance with respect to the unreinforced configuration. By employing a no-tension material linear in compression, an analytical solution for FRP buckling delamination length is provided. The main objective of this paper is to provide a simplified tool that allows to evaluate the critical load of the reinforced beam-column and to predict the tension at which delamination and the loss of effectiveness of reinforcement in the compressed area could occur.

Analysis of Straight and Curved Beam-Columns

1951 ◽  
Vol 18 (3) ◽  
pp. 283-284
Author(s):  
C. M. Tyler ◽  
J. G. Christiano
Keyword(s):  
Axial Force ◽  
Relaxation Method ◽  
Curved Beam ◽  
Bending Moments ◽  
Structural Members ◽  
Beam Columns ◽  
Numerical Example ◽  
Number Of Segments

Abstract A method of analysis is developed for calculating the effects of deflection and axial force on the bending moments of structural members having both beam and column loadings. The member is divided into a number of segments and analyzed by a relaxation method directly in terms of the bending moments at each segment. This analysis is applicable to beam-columns of any shape and stiffness, and for any type of loading. A numerical example of an irregularly curved beam-column is included.

Analytical solution for twinning deformation effect of pre-strained shape memory effect beam-columns

2019 ◽  
Vol 30 (14) ◽  
pp. 2147-2165 ◽  
Author(s):  
Alireza Ostadrahimi ◽  
Fathollah Taheri-Behrooz
Keyword(s):  
Shape Memory Alloy ◽  
Analytical Solution ◽  
Shape Memory ◽  
Cross Sections ◽  
Bending Stress ◽  
Deformation Effect ◽  
One Dimensional ◽  
Beam Columns ◽  
Analytical Expressions ◽  
Good Agreement

In this article, an analytical solution is presented for twinning deformation effect of a prismatic shape memory alloy beam-column. To this end, a reduced one-dimensional Souza model is employed to study the bending stress of a pre-strained shape memory alloy beam-column at low temperatures. Analytical expressions for bending stress as well as polynomial approximations for deflection are obtained. Derived equations for bending problem are employed to analyze twinning deformation effect of shape memory alloy beam-columns with rectangular and circular cross sections. Furthermore, the distance of zero-stress fiber from the center line during loading is studied. The results of this work show good agreement when compared with experimental data and finite element results.

Stress Distribution in Joints in Panel Structures

2015 ◽  
Vol 1124 ◽  
pp. 209-218
Author(s):  
Pavel Svoboda ◽  
Karl Heinz Winter
Keyword(s):  
Practical Experience ◽  
Elastic Behavior ◽  
Complex Structures ◽  
Structural Elements ◽  
Structural Members ◽  
Long Term Effects ◽  
Linear Elastic ◽  
The Past ◽  
Current Design

Reinforced and pre-stressed concrete have been used increasingly for various kinds of complex structures in the past decades. The structures assembled from panels belong into this group. The current design methods rely on linear elastic analyses based on empirically derived material laws assuming homogeneous and isotropic material. Practical experience and various investigations however have indicated that majority of structures and structural elements are in fact stressed beyond the range of linear elastic behavior. In addition, long term effects may have a significant influence on the structural behavior of this category of structures and structural members.

Experimental Study on the Fire Resistance of Rectangular Hollow Sections Steel Columns

2012 ◽  
Vol 557-559 ◽  
pp. 112-115
Author(s):  
In Kyu Kwon ◽  
Heung Youl Kim ◽  
Hyung Jun Kim
Keyword(s):  
Engineering Design ◽  
Fire Resistance ◽  
Scientific Method ◽  
Maximum Temperature ◽  
Structural Elements ◽  
Structural Members ◽  
Building Collapse ◽  
Steel Columns ◽  
Fire Engineering ◽  
Limiting Temperatures

A fire occurring at a building causes severe damages to its structural members and brings unexpected collapse. Therefore, the building regulation of each nation has to define fire resistance to prevent building collapse due to high temperatures. In general, the fire resistance of each structural member can be evaluated by two methods. One is prescriptive method that is guided by a specific building regulation containing fire resistance examples or by the application of new examples tested fire experimental procedures. The other is performance based fire engineering design. Being an engineered and scientific method, it utilizes the results obtained from the calculation of fire severities, temperatures of members and so on. The easiest way to evaluate the fire resistance of a steel member is to compare its limiting temperature and maximum temperature. Therefore, constructing the database of the limiting temperatures of structural elements is very important in performance based fire engineering design. This paper is to derive the fire resistance and limiting temperatures of rectangular hollow sections under loads.

scholarly journals Civil engineering materials

2021 ◽  
Vol 3 (2) ◽  
pp. 154-172
Author(s):  
Furkan Findik ◽  
Fehim Findik
Keyword(s):  
Civil Engineering ◽  
Construction Materials ◽  
Structural Elements ◽  
Structural Members ◽  
Structural Form ◽  
Bituminous Materials ◽  
Number Of Factors ◽  
Material Choice ◽  
Properties Of Materials ◽  
Materials Used

For any construction project to prove satisfactory, it is essential to understand the properties of materials during both the design and construction phases. It is crucial to consider the economic viability and sociological and environmental impact of a project. During this initial design phase, possible alternative locations and a preliminary assessment of suitable construction materials are taken into account. The decision of which structural form and material choice is most appropriate depends on a number of factors including cost, physical properties, durability and availability of materials. Buildings can contain wood, metals, concrete, bituminous materials, polymers, and bricks and blocks. Some of these can only be used in non-structural elements, while others can be used alone or in combination with structural elements. The actual materials used in the structural members will depend on both the structural form and other factors mentioned earlier. In this study, various materials such as metal, timber, concrete floor and polymer used in civil engineering were examined, the properties and usage areas of these materials were examined.

scholarly journals Strength of Concrete containing Rubber as Partial Replacement of Coarse Aggregate

2020 ◽  
Vol 9 (1) ◽  
pp. 2061-2063
Keyword(s):  
Coarse Aggregate ◽  
Partial Replacement ◽  
Structural Elements ◽  
Structural Members ◽  
Rubberized Concrete ◽  
Cement Concrete ◽  
Coarse Aggregates ◽  
Strength Tests ◽  
Rubber Concrete ◽  
Rubber Aggregates

Effective Waste management is the need of the hour in the world. Solid wastes generated by the industries becomes hazardous as days passes by, used tyres are one such waste material that can affect our environment and people. Rubber tyre wastes can be used as partial replacement for the aggregates. In this study, rubber tyre wastes were used as coarse aggregates. And those rubber aggregates are used as partial replacement of coarse aggregates in the cement concrete (5%, 10%, 15%, 20%). The specimens were subjected to different strength tests as per the standards. It is found that the strength of the concrete is greatly reduced as the percentage of replacement of rubber aggregates is increased. Due to their low strength this type concrete cannot be used for load bearing or structural members. However rubberized concrete can be used for non –structural elements and in future a study can be made whether rubber concrete can be used for pavement blocks.

scholarly journals Beam-Column In-Plane Resistance Based on the Concept of Equivalent Geometric Imperfections

2016 ◽  
Vol 62 (4) ◽  
pp. 35-72 ◽  
Author(s):  
M.A. Giżejowski ◽  
R.B. Szczerba ◽  
M.D. Gajewski ◽  
Z. Stachura
Keyword(s):  
Structural Elements ◽  
Nonlinear Analyses ◽  
Geometric Imperfections ◽  
Beam Columns ◽  
Compression Members ◽  
Principal Axes ◽  
Buckling Resistance ◽  
The Stability ◽  
Hot Rolled ◽  
General Method

AbstractAssessment of the flexural buckling resistance of bisymmetrical I-section beam-columns using FEM is widely discussed in the paper with regard to their imperfect model. The concept of equivalent geometric imperfections is applied in compliance with the so-called Eurocode’s general method. Various imperfection profiles are considered. The global effect of imperfections on the real compression members behaviour is illustrated by the comparison of imperfect beam-columns resistance and the resistance of their perfect counterparts. Numerous FEM simulations with regard to the stability behaviour of laterally and torsionally restrained steel structural elements of hot-rolled wide flange HEB section subjected to both compression and bending about the major or minor principal axes were performed. Geometrically and materially nonlinear analyses, GMNA for perfect structural elements and GMNIA for imperfect ones, preceded by LBA for the initial curvature evaluation of imperfect member configuration prior to loading were carried out. Numerical modelling and simulations were conducted with use of ABAQUS/Standard program. FEM results are compared with those obtained using the Eurocode’s interaction criteria of Method 1 and 2. Concluding remarks with regard to a necessity of equivalent imperfection profiles inclusion in modelling of the in-plane resistance of compression members are presented.

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