scholarly journals Failure modes of bonded wrapped composite joints for steel circular hollow sections in ultimate load experiments

2022 ◽  
Vol 254 ◽  
pp. 113799
Author(s):  
Pei He ◽  
Marko Pavlovic
Keyword(s):  
Failure Modes ◽  
Ultimate Load ◽  
Composite Joints

scholarly journals A Novel Manufacturing Technique to Improve Bearing Strength of Pin Loaded Woven Composites

2011 ◽  
Vol 20 (3) ◽  
pp. 096369351102000 ◽  
Author(s):  
Ercan Sevkat ◽  
Malek Brahimi ◽  
Sidi Berri
Keyword(s):  
Failure Modes ◽  
Hole Diameter ◽  
Woven Composites ◽  
Sustained Load ◽  
Hole Drilling ◽  
Geometrical Parameters ◽  
Composite Joints ◽  
Bearing Strength ◽  
Manufacturing Technique ◽  
Glass Fibre Reinforced

The bearing strength of pin-loaded woven glass-fibre reinforced epoxy composites was investigated. As an alternative to the hole-drilling procedure, a novel composite manufacturing technique has been implemented for pin-hole creation. The bearing performance of composite joints manufactured using both techniques was compared. Specimen with various edge- distances to pin-hole diameter ratios (e/d) and, width to pin-hole diameter ratios (w/d) were tested. It was observed that composite joints manufactured using the novel technique sustained more load compared to the joints manufactured by the hole-drilling procedure. Geometrical parameters were found to be effective on failure modes, bearing strength and magnitude of sustained load.

PERFORMANCE OF CONNECTED PRECAST LIGHTWEIGHT SANDWICH FOAMED CONCRETE PANEL UNDER FLEXURAL LOAD

2015 ◽  
Vol 75 (9) ◽  
Author(s):  
Noridah Mohamad ◽  
Abdul Aziz Abdul Samad ◽  
Noorwirdawati Ali ◽  
Josef Hadipramana ◽  
Norwati Jamaluddin
Keyword(s):  
Failure Modes ◽  
Ultimate Load ◽  
Core Layer ◽  
Crack Pattern ◽  
Control Panel ◽  
Structural Behaviour ◽  
The Core ◽  
Steel Bar ◽  
Mode Of Failure ◽  
Foamed Concrete

This paper investigates the structural behaviour of two connected Sandwiched Precast Lightweight Foamed Concrete Panel (PLFP) in term of their load bearing capacities and failure modes. Three (3) connected PLFP panels were cast using foamed concrete as the wythe and polystyrene as the core layer. Each connected panel were cast from two single panels connected using L-bar connection. The panels were strengthened with steel bar reinforcement embedded in both wythes which were connected to each other by the steel shear truss connectors. The connected PLFP panels were tested under flexural load. A single PLFP panel was cast as a control panel and tested under axial load. The results were analysed in term of the panel’s ultimate load, crack pattern and mode of failure. Results showed that the two connected PLFP panels were able to sustain slightly lower ultimate load compared to single PLFP panel. Crack at 45 degree angle at top half of panel and small crack at surface between joint of the connection were observed.

Development of Splice Connections for Precast Concrete Structures

2014 ◽  
Vol 980 ◽  
pp. 132-136 ◽  
Author(s):  
Ahmad Baharuddin Abd Rahman ◽  
Jen Hua Ling ◽  
Zuhairi Abd Hamid ◽  
Mohd Hanim Osman ◽  
Shahrin Mohammad ◽  
...  
Keyword(s):  
Tensile Strength ◽  
Compressive Strength ◽  
Failure Modes ◽  
Ultimate Load ◽  
Precast Concrete ◽  
Tensile Load ◽  
Test Results ◽  
Steel Bars ◽  
Embedment Length ◽  
Bar Diameter

This paper presents the test results of proposed grouted sleeve connections under increasing tensile load. The objective of this research was to investigate splice connections that could provide tensile strength similar to the full tensile strength of the connected rebars. The parameters varied were splice types, splice length and rebar embedment length. The performance of the splice connection was evaluated based on the load-displacement, ultimate load, displacements and failure modes. The results show that the strength of splice connection depends on the bond strength between sleeve-to-grout and grout-to-rebar; the tensile strength of spliced steel bars and also the tensile strength of sleeve. It is observed that when the grout compressive strength is more than 60N/mm2and bar embedded length is at least 10 bar diameter, the splice connection in BS series is able to provide full tensile strength of the connected rebars.

scholarly journals Shear strength enhancement of lightweight aggregate reinforced concrete deep beams by using CFRP strips

2018 ◽  
Vol 162 ◽  
pp. 04011 ◽  
Author(s):  
Ahlam Mohammad ◽  
Kaiss Sarsam ◽  
Nabeel Al-Bayati
Keyword(s):  
Reinforced Concrete ◽  
Failure Modes ◽  
Ultimate Load ◽  
Lightweight Aggregate ◽  
Lightweight Aggregate Concrete ◽  
Shear Cracks ◽  
Deep Beams ◽  
Control Beam ◽  
Shear Span ◽  
Number Of Layers

In this research, results of an experimental investigation on the shear strengthening of lightweight aggregate reinforced concrete deep beams are presented. A total of eight lightweight aggregate deep beams were cast and tested in the experimental work to study the effect of externally bonded CFRP strips in improving their structural behavior, one of them was unstrengthened to serve as a control beam while the remaining seven beams were strengthened in different orientation, spacing and number of layers of CFRP. The locally available natural porcelanite rocks are used to seek the possibility of producing structural lightweight aggregate concrete. The beams were designed to satisfy the requirements of ACI 318M- 14 building code. Results show that the CFRP strips have increased the load carrying capacity for the strengthened deep beams up to 50 % when comparedto the unstrenghtened control one. The diagonal compression strut crack of unstrenghtened control beam is changed to several diagonal cracks in the mid-depth within the shear span of the strengthened beams and exhibited more ductile failure modes. The results also indicate that bonded CFRP system in the shear span was seen to delay the formation of diagonal shear cracks and provided positive restraint to the subsequent growth of cracks. Increasing the amount of CFRP (by increasing the number of layers from one to two layers) results in increase in the ultimate load by about 15%. However, the increase in the spacing between the strips (from 100 to 150mm) led to a decrease in the ultimate load by about 13%.

scholarly journals Cyclic Testing of Concrete-Filled Double-Skin Steel Tubular Column to Steel Beam Joint with RC Slab

2018 ◽  
Vol 2018 ◽  
pp. 1-15 ◽  
Author(s):  
Dongfang Zhang ◽  
Junhai Zhao ◽  
Shuanhai He
Keyword(s):  
Energy Dissipation ◽  
Failure Modes ◽  
Compressive Force ◽  
Steel Beam ◽  
Composite Joints ◽  
Equivalent Viscous Damping ◽  
Rc Slab ◽  
Bare Steel ◽  
Double Skin ◽  
Rc Slabs

The design of composite joints for connecting concrete-filled double-skin tubular (CFDST) columns to steel beams supporting reinforced concrete (RC) slabs is presented in this paper. Five half-scale specimens were designed, including four composite joints with RC slab and one bare steel beam joint, and were tested under a constant axially compressive force and lateral cyclic loading at the top end of the column to evaluate their seismic behavior. The main experimental parameters were the construction of the joint and the type of the column. The seismic behaviors, including the failure modes, hysteresis curves, ductility, strength and stiffness degradation, and energy dissipation, were investigated. The failure modes of the composite joints depended on the joint construction and on the stiffness ratio of beams to columns. Joints of stiffening type had significantly higher load-bearing and deformation capacities than joints of nonstiffening type. Compared with the bare steel beam joint, the bearing capacities of the composite joints with RC slabs were markedly increased. The composite action was remarkable under sagging moments, resulting in larger deformation on the bottom flanges of the beams. Overall, most specimens exhibited full hysteresis loops, and the equivalent viscous damping coefficients were 0.282∼0.311. The interstory drift ratios satisfied the requirements specified by technical regulations. Composite connections of this type exhibit excellent ductility and favorable energy dissipation and can be effectively utilized in superhigh-rise buildings erected in earthquake zones.

Experimental Study on Mechanical Behavior of Serving Prestressed Concrete Poles

2011 ◽  
Vol 368-373 ◽  
pp. 1617-1620 ◽  
Author(s):  
Kai Quan Xia ◽  
Xiang Gang Zhang ◽  
Zong Ping Chen ◽  
Jiang Mei Wang
Keyword(s):  
Mechanical Behavior ◽  
Prestressed Concrete ◽  
Failure Modes ◽  
Ultimate Load ◽  
Design Method ◽  
Limit State ◽  
Safety Performance ◽  
Reinforced Beams ◽  
Loading Tests ◽  
Bending Loading

In order to assess accurately safety performance of prestressed concrete poles servicing 30 years, bending loading tests are carried out on 3 samples extracted randomly, these ones are studied on the mechanical behavior and failure mechanism, failure modes are revealed, and important experimental data including cracking load, the ultimate load of normal use, the ultimate load of carrying capacity is obtained. Furthermore, based on measured test data, the curves of load-crack width and moment-deflection are made among the whole force process. The results show that failure modes of specimens are similar to one of “rare-reinforced beams”. Moreover, based on design method of serviceability limit state, the average security surplus coefficient is 1.2 before collapse damage.

scholarly journals Study on flexural performance of prestressed glulam continuous beams under control influence

2021 ◽  
Vol 67 (1) ◽  
Author(s):  
Lidan Mei ◽  
Nan Guo ◽  
Ling Li ◽  
Hongliang Zuo ◽  
Yan Zhao
Keyword(s):  
Failure Modes ◽  
Ultimate Load ◽  
Mechanical Performance ◽  
Load Capacity ◽  
Steel Wire ◽  
Material Strength ◽  
Element Analysis ◽  
Control Range ◽  
Flexural Performance ◽  
Continuous Beams

AbstractTraditional glulam beam connection mode has a weak ability to transfer bending moment, leading to insufficient joint stiffness and mostly in the form of simply supported beams. To make full use of material strength, a novel prestressed glulam continuous beam was proposed. On this basis, this paper put forward a new method to further improve the mechanical performance of the beams by controlling prestress. According to the estimated ultimate loads of the beams, six different control range values were formulated, and 12 continuous beams were tested for flexural performance. The effects of prestressing control on the failure modes, ultimate load capacity, and load versus deformation relationships of the glulam continuous beams were analyzed. The test results indicated that the flexural performance of the beams with prestressed control was significantly improved compared to the uncontrolled beams, the ultimate load was enhanced by 13.60%–45.11%, and the average steel wire stress at failure was increased from 70% of the designed tensile strength to 94%. Combined with the finite element analysis (FEA), the reasonable control range of the prestressed control continuous beams was18%–30% of the estimated ultimate load. The research in this paper can provide references for the theoretical analysis and engineering application of similar structures.

Analysis of Cold-Formed Steel Lipped Channel Columns with Complex Edge Stiffeners and Web Holes

2013 ◽  
Vol 405-408 ◽  
pp. 664-667
Author(s):  
Chun Gang Wang ◽  
Yu Fei Cao ◽  
Lian Guang Jia ◽  
Hong Liu
Keyword(s):  
Finite Element Analysis ◽  
Failure Modes ◽  
Ultimate Load ◽  
Width Ratio ◽  
Distortional Buckling ◽  
Element Analysis ◽  
Stress Changes ◽  
Cold Formed Steel ◽  
The Web ◽  
Steel Section

This paper presents finite element analysis on cold-formed steel-section columns with complex edge stiffeners and web holes under axial compression. A total of 18 channel models with different parameters such as length, thickness and flange width are simulated. Failure modes, the ultimate load and the stress distribution around web holes are researched. The analysis results show that, the main failure mode of-section columns with complex edge stiffeners and web holes is distortional buckling. The carrying efficiency is higher as the thickness-width ratio increasing. Because of perforations on the web, the position of the max stress changes from the web near the mid-height of the specimens to the location adjacent to holes.

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