Bending capacity of corroded welded hollow spherical joints with considering interaction of tension force and bending moment

Structures ◽  
2021 ◽  
Vol 34 ◽  
pp. 2656-2664
Author(s):  
Zhongwei Zhao ◽  
Bozhi Dai ◽  
Hao Xu ◽  
Tianhe Li
Keyword(s):  
Bending Moment ◽  
Tension Force ◽  
Bending Capacity

scholarly journals Arch Antislide Pile-Wall Structure System: Model and Optimization

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.

Parametric Study of Compound Cold-Formed Steel Sections as Flexural Members

2015 ◽  
Vol 74 (4) ◽  
Author(s):  
Ker Shin Mu ◽  
Poi Ngian Shek ◽  
Arizu Sulaiman ◽  
Boon Cheik Tan
Keyword(s):  
Parametric Study ◽  
Local Buckling ◽  
Bending Moment ◽  
Steel Plates ◽  
Pure Bending ◽  
Moment Capacity ◽  
Flexural Members ◽  
Bending Capacity ◽  
Steel Sections ◽  
Cold Formed Steel

This paper presents a parametric study on compound cold-formed steel sections as flexural members. The compound members are used to sustain higher load and solve the problems of local buckling and lateral torsional buckling. The aim of this study is to investigate the strength of compound cold-formed steel section subjected to pure bending. Moment capacity of the compound section is calculated in accordance to Eurocode 3. The compound cold-formed steel sections proposed in this study are made up of two cold-formed steel C-section and hot-rolled plates. Steel plates with thickness of 3 mm to 8 mm are added to the cold-formed double C-section with the purpose to increase the bending capacity. From the comparison, moment capacity of compound sections give higher value as compared to cold-formed steel C-section with the comparison ratios range between 1.15 and 3.30. Results from the study show that compound cold-formed steel sections able to enhance the strength in resisting pure bending by adding steel plate at the flanges and web of the section. On the other hand, finite element modeling using ANSYS is carried out on two of the selected compound cold-formed steel sections and the results show good agreement with analytical results.

Bending Capacity of Corroded Pipeline Subjected to Internal Pressure and Axial Loadings

2018 ◽  
Author(s):  
Jie Gao ◽  
Zengli Peng ◽  
Xin Li ◽  
Jing Zhou ◽  
Wenxing Zhou
Keyword(s):  
Internal Pressure ◽  
Local Buckling ◽  
Compressive Force ◽  
Bending Moment ◽  
Corrosive Media ◽  
Element Analysis ◽  
Axial Compressive Force ◽  
Offshore Pipelines ◽  
Bending Capacity ◽  
The Moment

Offshore pipelines operating in a harsh environment are usually subjected to combinations of bending moment and axial loadings in addition to internal pressure. Due to the corrosive media transported in the pipelines and corrosive substances within seawater and soil outside the pipelines, local corrosion defects will generate on the pipeline’s inner and outer walls, reducing its ultimate bearing capacity. This paper presents a series of full-scale failure tests and nonlinear finite element analysis (FEA) to study the bending capacity and failure mode of corroded pipelines with outside locally-thinned-areas (LTAs) subjected to combinations of internal pressure, axial compressive force and bending moment. The LTAs are loaded in compression to simulate corrosion. Material tests of API 5L X56 seamless pipe steel were conducted and the stress-strain relationship was obtained. FEA results of the moment versus curvature relation, bending capacity and local buckling behavior of each specimen model matched the experimental results very well, validating the accuracy of this simulation. Additional FEA is then performed to investigate the effect of corrosion geometric parameters, such as corrosion depth, corrosion width, and corrosion length, on the ultimate moment. Among them, the width is of the greatest impact, followed by is the depth, the length impact can be ignored.

Bending Capacity of Girth-Welded Pipes

2005 ◽  
Author(s):  
Enrico Torselletti ◽  
Luigino Vitali ◽  
Roberto Bruschi
Keyword(s):  
Longitudinal Strain ◽  
Local Buckling ◽  
Bending Moment ◽  
Experimental Tests ◽  
Reduction Factor ◽  
Fe Model ◽  
Moment Capacity ◽  
3 Dimensional ◽  
Bending Capacity ◽  
Pipe Bending

In the last ten years, several studies were completed with the aim to define a design format for the local buckling of pipes subjected to differential pressure, axial load and bending moment. Experimental tests were carried out and simplified analytical solutions were developed in order to predict the pipe bending moment capacity and the associated level of deformation. Standard finite element (FE) structural codes, such as ABAQUS, ADINA, ANSYS, etc., were and are used as a “numerical testing laboratory”, where the model is suitably calibrated to few experimental tests. The outcomes of these research efforts were implemented in the design equations enclosed in international design rules, as DNV OS-F101. The local buckling design formats, included in these rules, give the limit bending moment and associated longitudinal strain as a function of the relevant parameters. The effect of the girth weld is introduced with a reduction factor only for what regards the strain at limit bending moment. This paper addresses the effects of the presence of the girth weld on both limit bending moment and corresponding compressive longitudinal strain. A 3-dimensional (3D) FE model developed in ABAQUS has been developed to perform a parametric analysis. The FE model results are shown to compare reasonably well with full scale experiments performed for on-shore pipelines. The limit bending moment is reduced by the weld misalignment and this reduction is also dependent on both internal pressure load and linepipe material mechanical strength. The FE results are compared with the limit bending moment calculated with DNV OS-F101.

Ultimate Bending Capacity and Buckling of Pressurized 90 deg Steel Elbows

2005 ◽  
Vol 128 (3) ◽  
pp. 348-356 ◽  
Author(s):  
S. A. Karamanos ◽  
D. Tsouvalas ◽  
A. M. Gresnigt
Keyword(s):  
Local Buckling ◽  
Bending Moment ◽  
General Purpose ◽  
Moderate Pressure ◽  
Cross Sectional ◽  
Finite Element Program ◽  
Shell Elements ◽  
Out Of Plane ◽  
Bending Capacity ◽  
Plane Bending

The paper examines the nonlinear elastic-plastic response of internally pressurized 90 deg pipe elbows under in-plane and out-of-plane bending. Nonlinear shell elements from a general-purpose finite element program are employed to model the inelastic response of steel elbows and the adjacent straight parts. The numerical results are successfully compared with real-scale experimental measurements. The paper also presents a parametric study, aimed at investigating the effects of diameter-to-thickness ratio and moderate pressure levels on the ultimate bending capacity of 90 deg elbows, focusing on the failure mode (local buckling or cross-sectional flattening) and the maximum bending moment. Special attention is given to the response of 90 deg elbows under out-of-plane bending moments.

Effects of dowels on the mechanical properties of wooden composite beams in ancient timber structures

BioResources ◽  
2021 ◽  
Vol 16 (4) ◽  
pp. 6891-6909
Author(s):  
Xiaoli Han ◽  
Jian Dai ◽  
Wei Qian ◽  
Zhaoyang Zhu ◽  
Baolong Li
Keyword(s):  
Mechanical Properties ◽  
Composite Beam ◽  
Bending Moment ◽  
Composite Beams ◽  
Timber Structures ◽  
Test Results ◽  
Mechanical Behaviors ◽  
Bending Capacity ◽  
Loading Tests ◽  
Failure Conditions

In order to provide more accurate suggestions for the restoration of ancient timber buildings, five types of specimens were designed for static loading tests. The tree species used for the specimens was larch. The wooden composite beams were composed of purlins, tie plates, and fangs. The study analyzed the effects of the number and position of dowels on the mechanical behaviors of wooden composite beams in ancient timber buildings. The bending moment, slippage, strain of the wooden composite beams under the deflection of the beam allowed according to code, and the ultimate bearing capacity of the wooden column composite beams under failure conditions were examined. The test results showed that the dowels could improve the bending capacity of the wooden composite beams. The even distribution of the dowels was beneficial in reducing the sliding effect of the wooden composite beams. Under the amount of deflection allowed by the code, the mid-span section strain along the height of the wooden composite beam approximately conformed to the plane section assumption. The wooden composite beam still had bending capacity after each member failed. The results of this study illustrated that dowels improved the overall mechanical properties of the wooden composite beams.

scholarly journals Efisiensi Kapasitas Lentur Beton Pracetak (U-Ditch) Dengan Model Dinding Corrugated

2020 ◽  
Vol 14 (2) ◽  
pp. 99-103
Author(s):  
Erwin Syaiful Wagola ◽  
◽  
Muhammad Tharik Kemal ◽  
Keyword(s):  
Standard Method ◽  
Bending Moment ◽  
Crack Pattern ◽  
Flexural Behavior ◽  
Normal Type ◽  
Flexural Capacity ◽  
Moment Capacity ◽  
Structural Wall ◽  
International Standard ◽  
Bending Capacity

This study discusses to analyze the flexural capacity and efficiency of the corrugated U-Ditch type with dimensions of 50x50 cm to the normal U-Ditch type. In this research using JIS (Japan International Standard) method for The U-Ditch Corrugated test. The results showed that the flexural behavior of the Normal Type U-Ditch is linear to collapse with a crack pattern occurring on the U-Ditch wall. The bending of the U-Ditch Corrugated type tends to be linear until it collapses with a crack pattern occurring in the structural wall. The magnitude of the bending moment capacity for the normal type is 9.11 kN.m and capacity of the U-Ditch corrugated type is 8.05 kN. m where the efficiency of bending capacity is 98%.

scholarly journals Pengaruh Penambahan Tulangan Tekan Terhadap Momen Kapasitas Lentur dan Daktilitas Balok

2020 ◽  
Vol 3 (2) ◽  
pp. 97-106
Author(s):  
Jaya Permana ◽  
M. Muhtaris ◽  
Eka Susanti ◽  
Yanisfa Yanisfa
Keyword(s):  
Concrete Beams ◽  
Bending Moment ◽  
Strength Testing ◽  
Flexural Capacity ◽  
Moment Capacity ◽  
Know How ◽  
Beam Design ◽  
Bending Capacity ◽  
The Moment ◽  
Reinforcement Beam

Double reinforcement beam design, increasing the compressive reinforcement can increase the flexural capacity moment and ductility of concrete beams. This helps planners to improve flexural capacity moment with minimal dimensions, that are still acceptable in terms of aesthetics. The purpose of this study is to know how much influence the increasing compressive reinforcement can increase the flexural capacity moment and ductility of concrete beams. Experimental research with beam specimens 20x20x60 cm, 2D16 tensile reinforcement, fc’ 25 mpa and fy 320 mpa. With a ratio of compressive reinforcement to tensile reinforcement of 0.14; 0.25 and 0.59. Flexural strength testing uses flexible loading with a roll-pined joint. The process of load reading is yield phase until ultimate phase. The results of the analysis show an uses of increasing compressive reinforcement can increase the moment of flexural capacity and ductility. The addition of compressive reinforcement reached 25% from tensile reinforcement, can increase the moment of bending capacity by 4.47%, but uses compressive reinforcement reached 50% of tensile reinforcement, only increasing the bending moment capacity of 1.43%. For ductility, uses compressive reinforcement reaches 25% from tensile reinforcement, can increase ductility by 19.73% and an increase of 26.17% by adding compressive reinforcement up to 50% of tensile reinforcement. From these results it appears that the more improvements added, the more the ductility increases and the less the moment the flexural capacity increases.

scholarly journals Ductility of Concrete Beams Reinforced with FRP Rebars

Buildings ◽  
2021 ◽  
Vol 11 (9) ◽  
pp. 424
Author(s):  
Tvrtko Renić ◽  
Tomislav Kišiček
Keyword(s):  
Experimental Data ◽  
Theoretical Analysis ◽  
Cross Sections ◽  
Concrete Beams ◽  
Current Knowledge ◽  
Bending Moment ◽  
Bending Capacity ◽  
Frp Reinforcement ◽  
Concrete Elements ◽  
Standard Steel

Concrete beams reinforced with FRP rebars have greater durability than standard steel reinforced elements. The main disadvantage of using FRP rebars is the low ductility of elements which may be unacceptable in certain situations. There are several different ways of increasing the ductility of concrete elements, which are analyzed in this paper. They are compared based on efficiency, influence on durability and ease of construction. Less analyzed and tested methods are given more attention to try and expand the current knowledge and possibilities. For methods that lack experimental data, theoretical analysis is undertaken to assess the possible influence of that method on the increase in ductility. Ductility was obtained by calculating bending moment–curvature diagrams of cross sections for different reinforcement layouts. One method that lacks experimental data is confining the compressive area of beams with tensile FRP reinforcement. Theoretical analysis showed that confining the compressive area of concrete can significantly increase the ductility and bending capacity of beams. Since experimental data of beams reinforced with FRP rebars in tension and confined compressive area is sparse, some suggestions on the possible test setups are given to validate this theoretical analysis. Concrete beams reinforced with FRP can be detailed in such a way that they have sufficient ductility, but additional experimental research is needed.

Study on Bend Performence of Binding Bars Prestressed Steel Box Concrete Beam

2013 ◽  
Vol 351-352 ◽  
pp. 990-997
Author(s):  
Chun Li Zhou ◽  
Qian Zhang
Keyword(s):  
Prestressed Concrete ◽  
Bending Moment ◽  
Software Analysis ◽  
Finite Element Software ◽  
Beam Curvature ◽  
Box Beam ◽  
Beam Analysis ◽  
Bending Capacity ◽  
Thin Plate Bending ◽  
Concrete Filled Steel Tubes

Put forward binding bars prestressed concrete filled steel box girder and analyses it’s advantage, Study on the bending moment by the fiber model method to analyze the beam-Curvature and load-Relation curves of deflection theory.Through the finite element software analysis of prestressed concrete steel box beam prestressed concrete filled steel tubes and four ways to set binding bars the ultimate bearing capacity of the beam,Analysis of the influence of the thickness of the steel plate and rod diameter, constraint, constraint rod axial spacing on various beam flexural capacity.The results show that,Binding bar has more advantages for prestressed concrete steel box using a thin plate bending ability improvement,Diameter, spacing of the binding bars binding bars as long as not bending capacity of prestressed concrete with binding bars of steel box beam structure under the condition of impact.

Sign in / Sign up

Export Citation Format

Share Document