scholarly journals Evaluation of Consistency with Punching Shear Load-Carrying Capacity and S-N Curve of Running Wheel Fatigue Test Results on Highway Bridge RC-Deck Slabs

2019 ◽  
Vol 30 (0) ◽  
pp. 1-10
Author(s):  
Tadashi Abe ◽  
Yutaka Kawai
Keyword(s):  
Fatigue Test ◽  
Carrying Capacity ◽  
Punching Shear ◽  
Highway Bridge ◽  
Shear Load ◽  
Load Carrying Capacity ◽  
Test Results ◽  
Running Wheel ◽  
Deck Slabs ◽  
Load Carrying

scholarly journals Strengthening of RCC Beams in Shear by Using SBR Polymer-Modified Ferrocement Jacketing Technique

2018 ◽  
Vol 2018 ◽  
pp. 1-16 ◽  
Author(s):  
Rajinder Ghai ◽  
Prem Pal Bansal ◽  
Maneek Kumar
Keyword(s):  
Carrying Capacity ◽  
Shear Failure ◽  
Ultimate Load ◽  
Load Test ◽  
Wire Mesh ◽  
Styrene Butadiene Rubber ◽  
Shear Load ◽  
Butadiene Rubber ◽  
Load Carrying Capacity ◽  
Load Carrying

There is a common phenomenon of shear failure in RCC beams, especially in old buildings and bridges. Any possible strengthening of such beams is needed to be explored that could strengthen and make them fit for serviceable conditions. The present research has been made to determine the performance of predamaged beams strengthened with three-layered wire mesh polymer-modified ferrocement (PMF) with 15% styrene-butadiene-rubber latex (SBR) polymer. Forty-eight shear-designed and shear-deficient real-size beams were used in this experimental work. Ultimate shear load-carrying capacity of control beams was found at two different shear-span (a/d) ratios 1 and 3. The sets of remaining beams were loaded with different predetermined damage levels of 45%, 75%, and 95% of the ultimate load values and then strengthened with 20 mm thick PMF. The strengthened beams were then again tested for ultimate load-carrying capacity by conducting the shear load test at a/d = 1 and 3. As a result, the PMF-strengthened beams showed restoration and enhancement of ultimate shear load-carrying capacity by 5.90% to 12.03%. The ductility of strengthened beams was improved, and hence, the corresponding deflections were prolonged. On the other hand, the cracking pattern of PMF-strengthened beams was also improved remarkably.

Load-Carrying Capacity of Second-Growth Douglas-Fir Stump Anchors

1987 ◽  
Vol 2 (3) ◽  
pp. 77-80 ◽  
Author(s):  
Marvin R. Pyles ◽  
Joan Stoupa
Keyword(s):  
Carrying Capacity ◽  
Deformation Behavior ◽  
Ultimate Load ◽  
Douglas Fir ◽  
Load Carrying Capacity ◽  
Test Results ◽  
Tree Diameter ◽  
Second Growth ◽  
Load Carrying ◽  
Load Tests

Abstract In order to quantify the stump anchor capacity of small second-growth Douglas-fir (Pseudotsuga menziesii [Mirb]. Franco) trees, load tests to failure were conducted on 18 stumps from trees 7 to 16.5 in dbh. The tests produced ultimate loads that varied as the square of the tree diameter. However, the ultimate load typically occurred at stump system deformations that were far in excess of that which would be considered failure of a stump anchor. A hyperbolic equation was used to describe the load-deformation behavior of each stump tested and was generalized to describe all the test results. West. J. Appl. For. 2(3):72-80, July 1987.

Evaluation on ultimate load-carrying capacity of concrete-filled steel tubular arch structure with preload

2019 ◽  
Vol 22 (13) ◽  
pp. 2755-2770
Author(s):  
Fuyun Huang ◽  
Yulong Cui ◽  
Rui Dong ◽  
Jiangang Wei ◽  
Baochun Chen
Keyword(s):  
Finite Element ◽  
Initial Stress ◽  
Carrying Capacity ◽  
Ultimate Load ◽  
Load Carrying Capacity ◽  
Test Results ◽  
Arch Bridge ◽  
Load Carrying ◽  
Arch Structure ◽  
Ultimate Load Carrying Capacity

When casting wet concrete into hollow steel tubular arch during the construction process of a concrete-filled steel tubular arch bridge, an initial stress (due to dead load, etc.) would be produced in the steel tube. In order to understand the influence of this initial stress on the strength of the concrete-filled steel tubular arch bridge, a total of four single tubular arch rib (bare steel first) specimens (concrete-filled steel tubular last) with various initial stress levels were constructed and tested to failure. The test results indicate that the initial stress has a large influence on the ultimate load-carrying capacity and ductility of the arch structure. The high preloading ratio will reduce significantly the strength and ductility that the maximum reductions are over 25%. Then, a finite element method was presented and validated using the test results. Based on this finite element model, a parametric study was performed that considered the influence of various parameters on the ultimate load-carrying capacity of concrete-filled steel tubular arches. These parameters included arch slenderness, rise-to-span ratio, loading method, and initial stress level. The analysis results indicate that the initial stress can reduce the ultimate loading capacity significantly, and this reduction has a strong relationship with arch slenderness and rise-to-span ratio. Finally, a method for calculating the preloading reduction factor of ultimate load-carrying capacity of single concrete-filled steel tubular arch rib structures was proposed based on the equivalent beam–column method.

scholarly journals Experimental Study on the Mechanics Characteristics of CFRP Strengthening of Highway Tunnels at Different Damage States

Geofluids ◽  
2020 ◽  
Vol 2020 ◽  
pp. 1-11
Author(s):  
Xuezeng Liu ◽  
Yunlong Sang ◽  
Shuang Ding ◽  
Guiliang You ◽  
Wenxuan Zhu ◽  
...  
Keyword(s):  
Carrying Capacity ◽  
Structural Deformation ◽  
Load Carrying Capacity ◽  
Test Results ◽  
Scaled Model ◽  
Term Operation ◽  
Cfrp Sheets ◽  
Secondary Load ◽  
Load Carrying ◽  
Damage States

Cracks and other diseases may occur in the long-term operation of highway tunnels and reduce the structural load-carrying capacity. Strengthening using carbon fiber reinforced polymer (CFRP) sheets and other materials could extend the service time of the tunnels. However, the process of strengthening tunnels is remarkably different from the process of strengthening aboveground structures because of the secondary load. In order to understand the development of stress and deformation of strengthened tunnels under secondary load, a 1 : 10 scaled model was tested to simulate the tunnel strengthened with CFRP under different damage states. The test results show that CFRP strengthening improved the stiffness of the structure and inhibited the propagation of the existing cracks. The peeling of the CFRP sheets made the strengthened structure quickly lose its load-carrying capacity, causing the instability of the structure. The failure loads of the structures strengthened at different damage states were essentially the same, with an average value of 184% of the original failure load. Nevertheless, the early strengthening helped control the structural deformation. The test results also demonstrate that the bonding strength between the CFRP and the lining is essential for strengthening effectiveness. This study provides a theoretical basis for similar engineering reinforcement designs.

scholarly journals Double Shear Load Carrying Capacity of Kempas and GFRP Dowelled Connections

2020 ◽  
Vol 9 (3) ◽  
pp. 2820-2824
Keyword(s):  
Shear Strength ◽  
Carrying Capacity ◽  
Timber Species ◽  
Fibre Reinforcement ◽  
Shear Load ◽  
Load Carrying Capacity ◽  
Ultimate Shear Strength ◽  
Design Data ◽  
Double Shear ◽  
Load Carrying

Glass fibre reinforcement polymers (GFRP) application for reinforcement of wood, concrete and steel member is relatively becoming more variety in construction applications. Although it is possible to build large monolithic structures with composite materials, there are still several reasons for the structure to fail. One of the main reasons that contribute to this failure is the connection performance due to its function in carrying load across the structure. Thus having the right fundamental data for connection design purposes according to the specific and technological upgraded materials is very important. One of the basic methodologies in gaining the design data is through experimental double shear test which can be verified by European Yield Model (EYM) theory. Therefore, the objective of this research is to determine the load carrying capacity of double shear strength behaviour connections made of Kempas timber species as the main member and dowelled by the GFRP or the Kempas rod. The specimens were tested under the shear load with 2mm/min rate and tested until failure. From the experiment, it was found that the average ultimate shear strength of member dowelled with GFRP rod is 21.36% higher compared to one doweled with Kempas rod. According to mode of failure between two types of bolt, GFRP dowelled performs well (Mode I& IV) rather than Kempas dowelled (Mode IV).

Extracting Load Research of Taper Interference Fit Made of Glass and Ceramics Parts Using a Servo Press

2015 ◽  
Vol 816 ◽  
pp. 461-468 ◽  
Author(s):  
Pavel Lekomtsev ◽  
Pavol Božek ◽  
Alexander Romanov ◽  
Andrey Abramov ◽  
Ivan Abramov ◽  
...  
Keyword(s):  
Carrying Capacity ◽  
Axial Loading ◽  
Thermal Method ◽  
Load Carrying Capacity ◽  
Test Results ◽  
Interference Fit ◽  
Servo Press ◽  
Load Carrying ◽  
Technical Ceramics ◽  
Axial Shift

Test results of axial shift of “technical ceramics - glass” parts in taper interference fit joint under axial loading are presented. The load-carrying capacity was tested under normal conditions; a servo press was used to load the test samples. The tested samples were assembled by thermal method.

Test Analysis of Stiffened T-Stub Connections

2015 ◽  
Vol 744-746 ◽  
pp. 319-322
Author(s):  
Chang Chun Dong ◽  
Wei Zhao
Keyword(s):  
Free Boundary ◽  
Carrying Capacity ◽  
Load Carrying Capacity ◽  
Test Results ◽  
Test Analysis ◽  
Deformation Curves ◽  
Load Carrying

To investigate the effect of stiffener on the stiffness and strength of T-stubs, 3 T-stub connections without stiffeners and 6 stiffened T-stub connections with varied shape and thickness of stiffeners were tested monotonically. The load carrying capacity, relative deformations of endplates and strains on the stiffeners and endplates were measured. The load-deformation curves of the connections and load-strain curves were presented. The test results showed that the commonly used stiffeners in current Chinese practice often yield or/and buckle prematurely. And the stiffener designed by the method can meet the requirement in CECS102-2002, which demands that the stiffener should be able to force the extended portion of endplates from clamped-free boundary to plates fixed on two adjacent boundaries.

The Application of CFRP Reinforcement Scheme in a Overpass Bridge Reinforcement Engineering

2013 ◽  
Vol 753-755 ◽  
pp. 520-524
Author(s):  
Xin Zhao
Keyword(s):  
Stress State ◽  
Carbon Fiber ◽  
Carrying Capacity ◽  
Shear Load ◽  
Load Carrying Capacity ◽  
Flexural Capacity ◽  
Reinforcement Scheme ◽  
Load Carrying ◽  
Before And After ◽  
Carbon Fiber Polymer

Taking a flyover as the background, this paper compares two reinforcement scheme, and ultimately chooses the paste carbon fiber polymer method to reinforce the bridge. It calculates and analyzes the structure before and after the reinforcement, then compares the stress state , shear load-carrying capacity and flexural capacity. At last ,it evaluates the effect of the paste carbon fiber polymer method and puts forward some suggestions.

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