Simplified Bending Capacity Formulation Based on the Continuous Strength Method

This paper is focused on the field performance of a modular press-brake-formed tub girder (PBFTG) system in short span bridge applications. The scope of this project to conduct a live load field test on West Virginia State Project no. S322-37-3.29 00, a bridge utilizing PBFTGs located near Ranger, West Virginia. The modular PBFTG is a shallow trapezoidal box girder cold-formed using press-brakes from standard mill plate widths and thicknesses. A technical working group within the Steel Market Development Institute’s Short Span Steel Bridge Alliance, led by the current authors, was charged with the development of this concept. Research of PBFTGs has included analyzing the flexural bending capacity using experimental testing and analytical methods. This paper presents the experimental testing procedures and performance of a composite PBFTG bridge.

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An Investigation on Bending Capacity of Support Stiffness Wall-Slab Structural System by Using Single Layer and Double Layer of Rebar for Residential Project

Advanced Materials Research ◽

10.4028/www.scientific.net/amr.446-449.3670 ◽

2012 ◽

Vol 446-449 ◽

pp. 3670-3673

Author(s):

Hooi Min Yee ◽

Siti Isma Hani Ismail

Keyword(s):

Double Layer ◽

Concrete Strength ◽

Single Layer ◽

Concrete Cover ◽

Structural System ◽

Average Percentage ◽

High Rise ◽

Percentage Difference ◽

Average Percentage Difference ◽

Bending Capacity

Wall-slab structural system is a system suitable for use in the field of high-rise building where the main load resisting system is in the form rigidly connected wall slab member. Concrete vertical walls may serve both architecturally partitions and structurally to carry gravity and lateral loading. Moment transfer of joint is an important aspect for proper structurally functioning of wall-slab system. Hence, the main aim of this study is to investigate experimentally the effect of reinforcement details in the wall on bending capacity for support stiffness in wall-slab system for residential project in Malaysia. A total of six wall specimens were tested based on the specification given by the project contractor. Three of this specimens consisted single layer of rebar while another three specimen consisted of double layer of rebar. The size of the wall-slab’s specimens is 1000mm in length (L), 1080mm in width (W), 1000mm in height (H) and 80mm in thickness (T). The average concrete strength was 23.49MPa with Grade 30N/mm2 and the average yield strength of R5 bar was 817MPa. The predicted bending capacity at failure is in the range from 5.36kNm to 7.12kNm, depending on actual concrete cover. The bending capacity at failure for single layered of rebar in wall for specimen 1, 2 and 3 were found to be 3.59kNm, 3.81kNm and 3.15kNm, respectively. The bending capacity at failure for double layered of rebar in wall for specimen 1, 2 and 3 were 5.50kNm, 6.31kNm and 7.00kNm, respectively. The average percentage difference in stiffness of double layered of rebar in wall based on load-deflection curve obtained is in the range from 116.17% to 289.88% higher than single layered of rebar in wall. Based on the experimental results, specimens consisted of double layered of rebar in wall is found to provide higher bending capacity to the joint of wall-slab structural system in the range from 56.25% to 98.86% compared with single layered of rebar in wall.

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On the Plastic Bending Responses of Dented Lined Pipe

10.1115/omae2021-64867 ◽

2021 ◽

Author(s):

Lin Yuan ◽

Jiasheng Zhou ◽

Haowei Liu ◽

Nian-Zhong Chen

Keyword(s):

Composite Structure ◽

Cost Effective ◽

Geometric Feature ◽

Load Carrying Capacity ◽

Bending Process ◽

Load Carrying ◽

Bending Capacity ◽

Critical Curvature ◽

Ultimate Load Carrying Capacity ◽

Local Dent

Abstract Mechanically lined pipe, which was proven to be cost-effective in transporting corrosive hydrocarbons, has been used in many offshore applications. However, one weakness of this product is that the liner is extremely sensitive to geometric imperfections and can wrinkle and collapse under severe loading. As typical damage of the pipeline, the local dent of the lined pipe involves the deformation of both the carrier pipe and the liner, which poses a severe threat to the integrity of the composite structure. In this paper, we developed a numerical framework to study the responses of the lined pipe during indentation and, more importantly, the influence of local dents on the bending capacity of lined pipes. A slight separation between the liner and the carrier pipe was observed during the indentation, depending on the indenter’s geometric feature. Under bending, the liner typically collapsed earlier than the carrier pipe, causing a considerable reduction of the critical curvature and ultimate load-carrying capacity. The evolution of the deformation of the composite structure during the bending process is presented in this paper. Parametric investigations of some vital variables of the problem were also performed to study their influence on the behavior under indentation and the bending capacity of the composite structure.

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A unified formula for calculating bending capacity of solid and hollow concrete-filled steel tubes under normal and elevated temperature

Journal of Constructional Steel Research ◽

10.1016/j.jcsr.2017.11.017 ◽

2018 ◽

Vol 141 ◽

pp. 216-225 ◽

Cited By ~ 5

Author(s):

Min Yu ◽

Xiaoyan Pei ◽

Lihua Xu ◽

Jianqiao Ye

Keyword(s):

Elevated Temperature ◽

Steel Tubes ◽

Bending Capacity ◽

Concrete Filled Steel Tubes

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Effect of Lu¨ders Bands on the Bending Capacity of Steel Tubes

29th International Conference on Ocean, Offshore and Arctic Engineering: Volume 5, Parts A and B ◽

10.1115/omae2010-20982 ◽

2010 ◽

Cited By ~ 1

Author(s):

Julian F. Hallai ◽

Stelios Kyriakides

Keyword(s):

Limit State ◽

Solution Procedure ◽

Inhomogeneous Deformation ◽

Pure Bending ◽

Steel Tubes ◽

Deformation Regime ◽

Bending Capacity ◽

The Moment ◽

T Values ◽

Structural Instabilities

In several offshore applications hot-finished pipe that often exhibits Lu¨ders bands is bent to strains of 2–3%. Lu¨ders banding is a material instability that leads to inhomogeneous plastic deformation in the range of 1–4%. It can precipitate structural instabilities and collapse of the pipe. Experiments and analysis are used to study the interaction of the prevalent structural instabilities under bending with Lu¨ders banding, with the objective of providing guidance to the designer. Pure bending experiments on tubes of various D/t values reveal that Lu¨ders bands result in the development of inhomogeneous deformation in the structure, in the form of coexistence of two curvature regimes. Under rotation controlled bending, the higher curvature zone(s) gradually spreads while the moment remains essentially unchanged. For relatively low D/t tubes with relatively smaller Lu¨ders strain, the whole tube eventually is deformed to the higher curvature, subsequently entering the usual hardening regime where it continues to deform uniformly until the expected limit state is reached. For higher D/t tubes and/or for materials with longer Lu¨ders strain, the structure collapses during the inhomogeneous deformation regime. This class of problems is analyzed using 3D finite elements and an elastic-plastic constitutive model with an up-down-up material response. It will be demonstrated that the solution procedure followed can simulate the experiments with consistency.

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Material Characterization and Mid-Span Bending Capacity With Finite Element Simulated Predictions

ASME 2011 Conference on Smart Materials, Adaptive Structures and Intelligent Systems, Volume 2 ◽

10.1115/smasis2011-5097 ◽

2011 ◽

Author(s):

Walter Anderson ◽

Ahmadreza Eshghinejad ◽

Mohammad Elahinia

Keyword(s):

Finite Element ◽

Load Capacity ◽

Tensile Tests ◽

Unified Model ◽

Radius Of Curvature ◽

Maximum Displacement ◽

Test Fixture ◽

Different Temperatures ◽

Bending Capacity ◽

Force Displacement

Intelligent materials have been the subject of research for many years. Shape memory alloys (SMAs) are a type of intelligent material that has been targeted for many different uses; such as actuators, sensors and structural supports. SMAs are attractive as actuators due to their large energy density. Although a great deal of information is available on the axial load capacity and on the tip force for SMA tweezer-like devices, there is not enough information about the load capacity at mid-span, especially at the macro-level. Imposed displacement at mid-span experimental evaluation of an SMA beam in the austenitic and martensitic regimes has been studied. To this end, a specimen of near equi-atomic nitinol was heat-treated (shape set) into a ‘U’ shape and loaded into a custom test fixture such that the boundary conditions of the beam are approximated as roller-roller; and the sample was deformed at different temperatures while reaction forces were measured. The displacement is near maximum displacement of the U shape without causing a change in concavity, thus full-scale capacity is shown. Additionally, Unified Model (finite element) predictions of the experimental response are also presented, with good agreement. Due to the robust nature of the Unified Model, geometric parameter variations (wire diameter and radius of curvature) were then simulated to encompass the design envelop for such an actuator. The material properties needed as inputs to the Unified Model were obtained from constant temperature tensile tests of a specimen subjected to the same heat treatment (shape set straight). The resultant critical stresses were then extracted using the tangent method similar to the one described in ASTM F-2082. It is worth noting that the specimen was trained before the stress value extraction, but the transversely loaded specimen was not trained due to the difficulty involved (inherent uneven stress distribution). The contribution of this work is the presentation of experimental results for transverse (mid-span) loading of a nitinol wire and the simulation results allowing for design of a proper actuator with known constraints on force, displacement or temperature (2 of 3 needed). In other words, this work could be used as a type of 3D look-up table; e.g. for a desired force/displacement, the required temperatures are given. Future work includes developing a sensor-less control strategy for simultaneous force/displacement control.

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Study of the role of CFRP shear on increased bending capacity of reinforced concrete beams

Engineering, Information and Agricultural Technology in the Global Digital Revolution ◽

10.1201/9780429322235-28 ◽

2020 ◽

pp. 134-138

Author(s):

Hari Suprapto ◽

Sri Tudjono ◽

Rr. MI. Retno Susilorini

Keyword(s):

Reinforced Concrete ◽

Concrete Beams ◽

Reinforced Concrete Beams ◽

Bending Capacity

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Arch Antislide Pile-Wall Structure System: Model and Optimization

Mathematical Problems in Engineering ◽

10.1155/2021/8489627 ◽

2021 ◽

Vol 2021 ◽

pp. 1-16

Author(s):

Heng Li ◽

Hui Wang ◽

Gaowei Yue ◽

Fasuo Zhao ◽

Wenzhe Li

Keyword(s):

Structural Reliability ◽

Bending Moment ◽

System Model ◽

Shanxi Province ◽

Wall Structure ◽

Loess Landslide ◽

Structure System ◽

Pile Cap ◽

Bending Capacity ◽

Stress And Deformation

For the problems of unreasonable force and large deformation of traditional antislide structure system, three new arch antislide pile-wall structure systems are designed for a loess landslide treatment project in Northern Shanxi province. The working performances of four kinds of antislide structures are numerically simulated and analyzed to realize the optimization of the antislide structure system. The results show that the arch antislide pile-wall structure system is a rigid connection between the piles and cap beam, and the antislide pile, cap beam, and sliding bed soil form a spatial nearly rigid structure. Cap beam can better transfer the bending moment generated by the larger thrust in the landslide middle to the piles with less force on both sides of the landslide, so that the stress and deformation of the whole antislide system tend to be uniform, which makes the antislide system “joint operation.” And this structural form increases the overall stiffness and bending capacity and reduces the possibility that the middle pile is destroyed first and loses its working capacity due to large thrust. Compared with the traditional antislide structure system (Model-1), the average displacement of the pile head is reduced by about 60%, and the total control bending moment of the system is reduced by about 6%. The purpose of Model-3 and Model-4 (anchorage arch antislide pile-wall structure system and pull-rod arch antislide pile-wall structure system) is to restrict the deformation of cap beam in both positive and negative directions of x-axis in arch antislide pile-wall structure system, which plays a certain role in coordinating the deformation of antislide structure and better coordinating the stress of each pile. The arch antislide pile-wall structure system (Model-2), anchorage arch antislide pile-wall structure system (Model-3), and pull-rod arch antislide pile-wall structure system (Model-4) can better adapt and adjust the unbalanced thrust between the landslide piles; therefore, they have higher structural robustness than that of traditional antislide structure system. When achieving the management target with a 95% structural reliability probability of the same landslide, the structural robust degrees of Model-1, Model-2, and Model-4 are 0.58, 0.76, and 0.81, respectively. Therefore, the pull-rod arch antislide pile-wall structure system (Model-4) has the best performance among the other antislide structures. These studies lay a foundation for the engineering structural optimization of arch antislide pile-wall structure system.

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