Influence of loading history on the response of a reinforced concrete beam

2001 ◽  
Vol 34 (2) ◽  
pp. 107-124 ◽  
Author(s):  
J.M. Ingham ◽  
D. Liddell ◽  
B.J. Davidson
Keyword(s):  
Experimental Data ◽  
Reinforced Concrete ◽  
Concrete Beam ◽  
Plastic Hinge ◽  
Reinforced Concrete Beam ◽  
The United States ◽  
Companion Paper ◽  
Test Beam ◽  
Prototype Structure ◽  
Beam Plastic Hinge

An investigation considering the influence of loading histories on the performance of a reinforced concrete beam plastic hinge is described. Twelve loading histories were considered, including conventional procedures employed in the United States, Japan and New Zealand, and artificially generated histories derived from recorded earthquake ground motions. Details of the prototype structure and the test beam are described, followed by comprehensive reporting o f experimental data. Performance descriptors and further treatment of the experimental data are presented in a companion paper.

scholarly journals Seismic design and behaviour of external reinforced concrete beam-column joints incorporating 500E grade steel reinforcing

2005 ◽  
Vol 38 (2) ◽  
pp. 73-86
Author(s):  
Leslie M. Megget
Keyword(s):  
Reinforced Concrete ◽  
Seismic Design ◽  
Concrete Beam ◽  
Plastic Hinge ◽  
Reinforced Concrete Beam ◽  
Hinge Zone ◽  
Farthest Point ◽  
Large Earthquakes ◽  
Current Standards ◽  
Grade Steel

Four external reinforced concrete beam-column sub-assemblages were tested under pseudo seismic cyclic loading. The approximately 2/3 scale units incorporated the new Grade 500E reinforcing steel as the beam bars. Two different forms of beam bar anchorage were tested, the normal 90-degree "standard hook" and the continuous U-bar detail. In all units the farthest point of the beam bar anchorage was positioned at the minimum limit prescribed in the NZ Concrete Standard (NZS3101), namely ¾ of the column depth from the inner column face. All 4 units formed plastic hinges in the beam and joint degradation was minor. Failure occurred at drift ratios between 4 and 6% (approximate ductility factors of between 4 and 6) predominantly due to buckling of the beam bars in the plastic hinge zone. The stiffness of these units was significantly less than similar units reinforced with 300E Grade reinforcing or the recently replaced 430 MPa reinforcement. The decreased stiffness will cause higher lateral drifts during large earthquakes, than those anticipated in current Standards.

Estimation of Ultimate Tendon Stress in Reinforced Concrete Beams Prestressed with External FRP Tendons

2013 ◽  
Vol 798-799 ◽  
pp. 374-377
Author(s):  
Shuan Jiang
Keyword(s):  
Reinforced Concrete ◽  
Concrete Beam ◽  
Concrete Beams ◽  
Plastic Hinge ◽  
Reinforced Concrete Beam ◽  
Reinforced Concrete Beams ◽  
Test Results ◽  
Stress Increment ◽  
Hinge Zone ◽  
Good Agreement

The ultimate tendon stress is the key to calculation of flexural capacity in reinforced concrete beam prestressed with external FRP tendons (RCBPEFT). Based on the theory of equivalent plastic hinge zone, the general formulas for calculating the ultimate tendon stress increment and ultimate tendon stress in RCBPEFT are therefore proposed. Comparisons indicate that the predictions are in good agreement with the test results.

Mechanism of shear transfer in a reinforced concrete beam

1999 ◽  
Vol 26 (6) ◽  
pp. 810-817 ◽  
Author(s):  
Akin A Olonisakin ◽  
Scott DB Alexander
Keyword(s):  
Reinforced Concrete ◽  
Concrete Beam ◽  
Shear Failure ◽  
Plastic Hinge ◽  
Failure Surface ◽  
Reinforced Concrete Beam ◽  
Reinforced Concrete Beams ◽  
Shear Transfer ◽  
Arching Action ◽  
Wide Beams

This paper presents an analysis of the results of five tests conducted on four reinforced concrete beams. The tests were performed principally to investigate the mechanics of internal shear transfer in a transversely loaded concrete beam with no shear reinforcement. Test specimens consisted of simply supported wide beams with steel flexural reinforcement. The reinforcement for two of the beams was epoxy coated. The shear span to depth ratios were 2.93, 3.32, and 3.81. Measured strains on the reinforcement were used to divide the total shear into its beam and arching action components. In all tests, beam and arching action shear transfer mechanisms were found to coexist. Apart from that with the longest span, all tests ended with rupture of the concrete along a diagonal failure surface. It is concluded that shear failure may be caused by a shift in the internal mechanics of shear transfer from beam action to arching action. Because this shift may be initiated by the yielding of reinforcement, it can be associated with the formation of a plastic hinge. There was no observed effect on the mechanics of shear transfer that could be attributed to epoxy coating of the reinforcement.Key words: arching action, beam action, one-way shear, shear transfer, reinforced concrete beam, bond forces, bar force gradient.

scholarly journals Cyclic load testing of two refined reinforced concrete beam-column joints

1979 ◽  
Vol 12 (3) ◽  
pp. 238-255
Author(s):  
R. W. G. Blakeley ◽  
F. D. Edmonds ◽  
L. M. Megget ◽  
J. H. Wood
Keyword(s):  
Reinforced Concrete ◽  
Cyclic Load ◽  
Concrete Beam ◽  
Reinforced Concrete Beam ◽  
Load Testing ◽  
Test Results ◽  
Dead Load ◽  
Design Code ◽  
Prototype Structure ◽  
Column Joint

The paper describes the testing of two reinforced concrete beam-column joint units tested under incremented-static cyclic
 loading. The full size test units were based upon an interior beam-column joint of a four-storey 
framed building designed to the current NZ loading code and represent 
refinements on two previously tested conventional joints of similar dimensions. One unit differed from common practice by having a post-tensioned beam stressed to balance the floor dead load of the prototype structure whilst the second unit was detailed with haunched beams. Hinge formation occurred in the beams and stable hysteretic behaviour was obtained up to displacement ductilities of 10 for the prestressed unit and 6 for the haunched unit. The test results are analysed in terms of the draft NZ design code, DZ 3101, and the ACI Recommendations for beam-column joint design.

Study on Shear Resistance and Durability of CFRP Reinforced Concrete Beams

2013 ◽  
Vol 351-352 ◽  
pp. 1714-1717
Author(s):  
Shuang Chen
Keyword(s):  
Reinforced Concrete ◽  
Concrete Beam ◽  
Shear Failure ◽  
Concrete Beams ◽  
Shear Resistance ◽  
Reinforced Concrete Beam ◽  
Reinforced Concrete Beams ◽  
Test Beam ◽  
Shear Bearing Capacity ◽  
Chlorine Ion

Through carrying capacity test of CFRP strengthened test beam and unstrengthened comparison beam under corrosion of chlorine ion, thispaper analyzes the shear resistance and durability of CFRP repaired and strengthened concrete beam. Crack generation, deflection, electrochemical index and deformation of reinforced concrete beam under service are comparedand analyzed. It is indicated that CFRP can play a favorable screening role and can effectively prevent crack development. There is no shear failure after load is applied. So CFRP can obviously improve the shear bearing capacity and durability of reinforced concrete beam. Besides, different strengthening methods have relatively obvious influence of its durability.

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