scholarly journals An Experimental and Numerical Study on the Flexural Performance of Over-Reinforced Concrete Beam Strengthening with Bolted-Compression Steel Plates: Part II

2019 ◽  
Vol 10 (1) ◽  
pp. 94 ◽  
Author(s):  
Shatha Alasadi ◽  
Zainah Ibrahim ◽  
Payam Shafigh ◽  
Ahad Javanmardi ◽  
Karim Nouri
Keyword(s):  
Failure Modes ◽  
Steel Plate ◽  
Numerical Study ◽  
Load Capacity ◽  
Plate Thickness ◽  
Steel Plates ◽  
Experimental Program ◽  
Failure Characteristics ◽  
Control Beam ◽  
Concrete Failure

This study presents an experimental investigation and finite element modelling (FEM) of the behavior of over-reinforced simply-supported beams developed under compression with a bolt-compression steel plate (BCSP) system. This study aims to avoid brittle failure in the compression zone by improving the strength, strain, and energy absorption (EA) of the over-reinforced beam. The experimental program consists of a control beam (CB) and three BCSP beams. With a fixed steel plate length of 1100 mm, the thicknesses of the steel plates vary at the top section. The adopted plate thicknesses were 6 mm, 10 mm, and 15 mm, denoted as BCSP-6, BCSP-10, and BCSP-15, respectively. The bolt arrangement was used to implement the bonding behavior between the concrete and the steel plate when casting. These plates were tested under flexural-static loading (four-point bending). The load-deflection and EA of the beams were determined experimentally. It was observed that the load capacity of the BCSP beams was improved by an increase in plate thickness. The increase in load capacity ranged from 73.7% to 149% of the load capacity of the control beam. The EA was improved up to about 247.5% in comparison with the control beam. There was also an improvement in the crack patterns and failure modes. It was concluded that the developed system has a great effect on the parameters studied. Moreover, the prediction of the concrete failure characteristics by the FE models, using the ABAQUS software package, was comparable with the values determined via the experimental procedures. Hence, the FE models were proven to accurately predict the concrete failure characteristics.

Experimental Research on Out-of-Plane Cyclic Behavior of Steel-Plate Composite Walls

2016 ◽  
Vol 10 (01) ◽  
pp. 1650001 ◽  
Author(s):  
Yue Yang ◽  
Jingbo Liu ◽  
Xin Nie ◽  
Jiansheng Fan
Keyword(s):  
Failure Modes ◽  
Shear Failure ◽  
Steel Plate ◽  
Plate Thickness ◽  
Steel Plates ◽  
Hysteretic Behavior ◽  
Cyclic Behavior ◽  
Shear Span ◽  
Out Of Plane ◽  
Composite Walls

Three steel-plate composite walls were tested under reversal loads. The primary purpose of this experiment was to investigate the out-of-plane behavior of steel-plate composite walls under seismic actions, including the failure modes, hysteretic behavior, strength, and stiffness while emphasizing the effects of shear span, connection details, and thickness of the steel plates. All specimens showed some pinching effect in the hysteresis loops. Both shear failure and flexural failure occurred in the tests depending on the shear span and steel plate thickness of the specimens. All surface steel plates of the specimens remained unbuckled before yielding during the loading process, which indicated that the ratio of connector spacing to surface steel plate thickness adopted for the specimens satisfied the requirement of yielding before buckling. The test results also showed that the tie bars contributed significantly to the out-of-plane shear strength of the steel-plate composite walls.

Flexural bearing capacity of RC hollow slab beam strengthened by steel plates of different thicknesses

2021 ◽  
Vol ahead-of-print (ahead-of-print) ◽  
Author(s):  
Long Liu ◽  
Lifeng Wang ◽  
Ziwang Xiao
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
Steel Plate ◽  
Plate Thickness ◽  
Research Field ◽  
Steel Plates ◽  
Nonlinear Material ◽  
Finite Element Models ◽  
Content Type ◽  
Flexural Bearing Capacity

PurposeThe flexural reinforcement of bridges in-service has been an important research field for a long time. Anchoring steel plate at the bottom of beam is a simple and effective method to improve its bearing capacity. The purpose of this paper is to explore the influence of anchoring steel plates of different thicknesses on the bearing capacity of hollow slab beam and to judge its working status.Design/methodology/approachFirst, static load experiments are carried out on two in-service RC hollow slab beams; meanwhile, nonlinear finite element models are built to study the bearing capacity of them. The nonlinear material and shear slip effect of studs are considered in the models. Second, the finite element models are verified, and the numerical simulation results are in good agreement with the experimental results. Finally, the finite element models are adopted to carry out the research on the influence of different steel plate thicknesses on the flexural bearing capacity and ductility.FindingsWhen steel plates of different thicknesses are adopted to reinforce RC hollow slab beams, the bearing capacity increases with the increase of the steel plate thickness in a certain range. But when the steel plate thickness reaches a certain level, bearing capacity is no longer influenced. The displacement ductility coefficient decreases with the increase of steel plate thickness.Originality/valueBased on experimental study, this paper makes an extrapolation analysis of the bearing capacity of hollow slab beams reinforced with steel plates of different thicknesses through finite element simulation and discusses the influence on ductility. This method not only ensures the accuracy of bearing capacity evaluation but also does not need many samples, which is economical to a certain extent. The research results provide a basis for the reinforcement design of similar bridges.

scholarly journals Behaviour of corrugated steel plate bridge with high soil cover under seismic excitation

2018 ◽  
Vol 174 ◽  
pp. 04003 ◽  
Author(s):  
Tomasz Maleska ◽  
Damian Beben
Keyword(s):  
Soil Cover ◽  
Steel Plate ◽  
Numerical Study ◽  
Shell Height ◽  
Plate Thickness ◽  
Time History ◽  
Seismic Excitation ◽  
Bridge Span ◽  
Load Carrying ◽  
Static And Dynamic Loads

The design codes and calculation methods related to the corrugated steel plate (CSP) bridges and culverts say only on the minimum soil height. This value is connected with the bridge span and shell height. In the case of static and dynamic loads (like passing the vehicles), such approach seems to be reasonable. However, it is important to know how the CSP bridges with high the soil covers behave under the seismic loads. This paper is presented the result of numerical study of CSP bridge with different high cover under seismic excitation. The analysed CSP railway bridge in the cross section has two closed pipe-arches. The span of shells is 4.40 m and the height of shells is 2.80 m. The load-carrying structure was constructed as two shells assembled from CSP sheets, designed with a depth of 0.05 m, pitch of 0.15 m, and plate thickness of 0.003 m. The real soil cover depth over the CSP structure (including ballast, blanket and backfill) equals 2.40 m. In this study two heights of soil cover were analysed (2.40 m and 5.00 m). Numerical analysis was conducted using the DIANA program based on finite element method (FEM). A linear model with El Centro records and Time History was used to analyse the problem.

scholarly journals Experimental Study on the Flexural Behavior of over Reinforced Concrete Beams Bolted with Compression Steel Plate: Part I

2020 ◽  
Vol 10 (3) ◽  
pp. 822 ◽  
Author(s):  
Shatha Alasadi ◽  
Payam Shafigh ◽  
Zainah Ibrahim
Keyword(s):  
Reinforced Concrete ◽  
Failure Modes ◽  
Steel Plate ◽  
Concrete Beams ◽  
Peak Load ◽  
Reinforced Concrete Beam ◽  
Reinforced Concrete Beams ◽  
Steel Plates ◽  
Flexural Behavior ◽  
Flexural Stiffness

The purpose of this paper is to investigate the flexural behavior of over-reinforced concrete beam enhancement by bolted-compression steel plate (BCSP) with normal reinforced concrete beams under laboratory experimental condition. Three beams developed with steel plates were tested until they failed in compression compared with one beam without a steel plate. The thicknesses of the steel plates used were 6 mm, 10 mm, and 15 mm. The beams were simply supported and loaded monotonically with two-point loads. Load-deflection behaviors of the beams were observed, analyzed, and evaluated in terms of spall-off concrete loading, peak loading, displacement at mid-span, flexural stiffness (service and post-peak), and energy dissipation. The outcome of the experiment shows that the use of a steel plate can improve the failure modes of the beams and also increases the peak load and flexural stiffness. The steel development beams dissipated much higher energies with an increase in plate thicknesses than the conventional beam.

Fracture Toughness of Thick Steel Plates for Shipbuilding

2008 ◽  
Vol 580-582 ◽  
pp. 89-92
Author(s):  
Joon Sik Park ◽  
B.Y. Jung ◽  
Hiroshi Yajima ◽  
Jong Bong Lee
Keyword(s):  
Fracture Toughness ◽  
Crack Initiation ◽  
Large Scale ◽  
Steel Plate ◽  
Plate Thickness ◽  
Steel Plates ◽  
Initiation And Propagation ◽  
Thick Steel ◽  
Test Result ◽  
Grade Steel

In this study, the effect of thickness on the fracture toughness of the steel plate with the thickness of 80mm has been investigated by the wide plate tensile test and ESSO test. The fracture toughness for crack initiation and propagation was evaluated quantitatively for the full thickness specimen. It was found that EH-36 grade steel with the thickness of 80mmt showed the KIC value of 164kgf/mm1.5 at -145°C. Also, large-scale ESSO test result showed that the steel with the thickness of 80mm had 520kgf/mm1.5 at -10°C. Although it was known that the fracture toughness decreases with the increase of the plate thickness, EH-36 grade steel with the thickness of 80mm had enough values of fracture toughness to prevent the crack initiation and arrest the brittle crack propagation.

scholarly journals Theoretical and Numerical Study on Stress Intensity Factors for FRP-Strengthened Steel Plates with Double-Edged Cracks

Sensors ◽  
2018 ◽  
Vol 18 (7) ◽  
pp. 2356 ◽  
Author(s):  
Hai-Tao Wang ◽  
Gang Wu ◽  
Yu-Yang Pang
Keyword(s):  
Stress Intensity ◽  
Shear Modulus ◽  
Crack Length ◽  
Correction Factor ◽  
Stress Intensity Factors ◽  
Steel Plate ◽  
Numerical Study ◽  
Steel Plates ◽  
Intensity Factors ◽  
Adhesive Thickness

This paper presents a theoretical and numerical study on the stress intensity factors for double-edged cracked steel plates strengthened with fiber reinforced polymer (FRP) plates. Based on the stress intensity factor solution for infinite center-cracked steel plates strengthened with FRP plates, expressions of the stress intensity factors were proposed for double-edged cracked steel plates strengthened with FRP plates by introducing two correction factors: β and f. A finite element (FE) simulation was carried out to calculate the stress intensity factors of the steel plate specimens. Numerous combinations of the specimen width, crack length, FRP thickness and Young’s modulus, adhesive thickness, and shear modulus were considered to conduct the parametric investigation. The FE results were used to investigate the main influencing factors of the stress intensity factors and the correction factor, β. The expression of the correction factor, β, was formulated and calibrated based on the FE results. The proposed expressions of the stress intensity factors were a function of the applied stress, the crack length, the ratio between the crack length and the width of the steel plate, the stiffness ratio between the FRP plate and steel plate, the adhesive thickness, and the shear modulus. Finally, the theoretical results and numerical results were compared to validate the proposed expressions.

scholarly journals Effect of Using Different Aspect Ratio of Longitudinal Steel Plates in Reinforced Concrete Beams

2021 ◽  
Vol 318 ◽  
pp. 03016
Author(s):  
Khalid I. Qaddoory ◽  
Ahmed A. Mansor ◽  
Ahlam S. Mohammed ◽  
Bilal J. Noman
Keyword(s):  
Reinforced Concrete ◽  
Steel Plate ◽  
Concrete Beams ◽  
Reference Model ◽  
Plate Thickness ◽  
Reference Beam ◽  
Point Load ◽  
Reinforced Concrete Beams ◽  
Steel Plates ◽  
Cross Sectional

In the past few years, new techniques have emerged using steel plates instead of traditional reinforcement in the reinforced concrete beams. This study deals with using a new method for reinforced concrete beams using steel plates instead of traditional steel bars with different thicknesses of (4, 5, and 6 mm) placed vertically inside the lower part of the beam. Four reinforced concrete beams were cast and tested under a two-point load. All beams had the same cross-sectional area of reinforcement and dimensions of 2100 mm in length, 350 mm in height, and 250 in width. The results showed that as the thickness of the steel plate increases, the samples would have greater resistance until more deflection is produced. In addition, there is a reduction in the crack load, ultimate load, and yield load when replacing reinforcing bars with steel plates. In which, a reduction in crack load by about 11.1, 15.5, and 22.2% plate thicknesses of 4,5,6 mm respectively, compared to reference beam that had a deformed steel bar (Dia. 16 mm). In addition, a reduction in yielding load was observed about 42, 53, and 60% for steel plate thickness of 4, 5, and 6 mm respectively, compared to the reference model. Finally, the cracks for all the steel plate specimens compared to reference specimens were wider and smaller.

Effect of edge distance on shear friction capacity of steel plates anchored with reinforcing bars in comparison with headed bolts

2019 ◽  
Vol 46 (8) ◽  
pp. 742-758
Author(s):  
Tarek S. Sabra ◽  
Hatem Hassan Ibrahim
Keyword(s):  
Steel Plate ◽  
Shear Capacity ◽  
Steel Plates ◽  
Experimental Program ◽  
Reinforcing Bars ◽  
Reinforcing Bar ◽  
Edge Distance ◽  
Shear Friction ◽  
Design Values ◽  
Friction Capacity

The shear friction capacity calculated using clauses 11.6.4 to 11.6.10 in ACI 318-14 or clauses 11.5.1 to 11.5.6 in CSA-A23.3-14 do not take into consideration the effect of edge distance on the shear friction capacity. The main objectives of this research are to study the effect of edge distance on the shear friction capacity by means of a specifically designed experimental program, to determine the minimum edge distance to develop the shear friction capacity, and to derive an expression for reduction of shear friction capacity for edge distances less than the minimum edge distance. The study involved testing eight specimens. In four specimens, a steel plate was anchored using welded reinforcing steel bars, and in the other four specimens the steel plate was anchored using headed concrete anchors (bolts) (HCA). The steel plates were tested under shear load at edge distances of 75, 150, 225, and 300 mm (3.0, 6.0, 9.0, and 12.0 in), for the two types of anchorage. The results were compared to design values according to ACI 318-14 and CAN/CSA-A23.3-14 standards. An equation is derived to compute the minimum edge distance after which the full shear friction capacity is developed. Another equation is derived to compute the proposed shear capacity for reinforcing bar anchors for edge distances less than the minimum edge distance.

scholarly journals Experimental Investigation of the Mechanical Behaviour of Wall–Beam–Strut Joints for Prefabricated Underground Construction

2021 ◽  
Vol 15 (1) ◽  
Author(s):  
Tingjin Liu ◽  
Jiandong Lu ◽  
Di Wang ◽  
Hongyuan Liu
Keyword(s):  
Energy Dissipation ◽  
Failure Modes ◽  
Steel Plate ◽  
Internal Force ◽  
Steel Plates ◽  
Welded Steel ◽  
Metro Station ◽  
Skeleton Curve ◽  
Cracking Pattern ◽  
Plate Connection

AbstractPrefabricated construction is becoming increasingly prevalent, however, it is rarely applied in underground constructions, except for tunnel linings, due to the difficulties that arise in jointing various prefabricated components in underground conditions. To solve the vertical location problem of embedded mechanical couplers during the construction of wall–beam–strut joints for a prefabricated metro station, a new connection using welded steel plates is proposed. In this paper, four full-scale specimens of wall–beam–strut joints connected using welded steel plates and mechanical couplers were experimentally tested under monotonic and low-reversed cyclic loading conditions. The testing results were analysed in terms of the ultimate bearing capacity, failure mode, hysteresis, skeleton curve, stiffness degradation, energy dissipation and strain of the reinforcement bars. Notably, the two kinds of joints had similar ultimate bearing capacities and failure modes, but the crack distributions on the tops of the waler beams were different. For the specimens with the welded steel plate connection, tensile horizontal cracks first appeared on the top surface of the beam, where the welded steel plate was located, and then coalesced gradually; however, this cracking pattern was not observed during the experimental test of the specimens connected with the mechanical couplers. Furthermore, it was determined that the energy dissipation and ductility of the welded steel plate connection were better than those of the mechanical coupler connected joint, because the steel plate could redistribute the internal force in the joint and increase the stiffness. It was concluded that the proposed welded steel plate connection could be more favourable than the mechanical coupler connection in the construction of a prefabricated metro station in Guangzhou. Moreover, the results obtained from these experiments could provide guidelines for the corresponding connections employed in underground-prefabricated structures.

scholarly journals The Effect Of Heating Temperature On The Hardness, Microstructure And V-Bending Spring Back Results On Commercial Steel Plate

2019 ◽  
Vol 1 (1) ◽  
pp. 1-16
Author(s):  
Asep Ruchiyat ◽  
Muh Anhar ◽  
Yusuf Yusuf ◽  
Betti Ses Eka Polonia
Keyword(s):  
Heat Treatment ◽  
Carbon Steel ◽  
Steel Plate ◽  
Plate Thickness ◽  
Low Carbon Steel ◽  
Steel Plates ◽  
Low Carbon ◽  
Spring Back ◽  
Temperature Variations ◽  
Back Angle

The need for low carbon steel plate sheets with relatively thin thickness measurements in Indonesia is currently quite high, especially in supporting the automotive industry, the electronics industry, the food industry, beverages, and household appliances. To fulfill this, raw materials for low carbon steel plate sheets that have high formability and are not easily cracked in critical areas of the desired model are required. For this reason, research on the effect of temperature variations in heat treatment on hardness, microstructure and spring back of V-bending results on steel plates with a plate thickness of 0.8 mm. The research method used was a laboratory experimental method. The heat treatment is carried out with temperature variations of 710, 820 and 9300C with a holding time of 60 minutes. Tests carried out on specimens are hardness testing, microstructure testing, and spring back V-bending results on steel plates. The results of this study indicate a decrease in the spring back angle where the smallest spring back angle in the bending process is on the 9300C plate which is 1,040. The value of the hardness results from V-bending has increased significantly. The increase in the value of hardness because the plate has an atom shift or dislocation by shear stress (slip) due to plastic deformation on the plate. The highest hardness value is on the 7100C plate which is 154.67 HV or has an increase of 14,291% of the pre-bending plate. The lowest hardness value is on the 9300C plate which is 125.33 HV, its hardness increases 4.4% against the pre-bending plate. Heat treatment also causes changes in the microstructure of the plates from the process of regulation and reshaping of crystals to the growth of new grains which have implications for changes in mechanical properties and formability of the workpiece.

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