EK707
Compatibility torsion arises in monolithic construction when compatibility of deformation of the connected parts have to be maintained, e.g. edge beams in a normal framed building with slabs and beams […]
EK705
In EC2 the limit to the amount of redistribution is related to the ductility characteristics of the reinforcement used: class B or class C reinforcement – 30% class A reinforcement […]
EK667
The main terms of interface shear resistance are adhesion, friction induced by normal stress (aggregate interlock) or by clamping of interface reinforcement. The mechanisms act at different displacement states and […]
EK313
Limit design in reinforced concrete refers to the redistribution of moments that occurs throughout a structure as the steel reinforcement at a critical section reaches its yield strength.
EK285
The variation in the lever arm along the beam length is small and is never less than the value obtained at the section of maximum bending moment. Thus, it may […]
EK279
The critical sections for development of reinforcement in flexural members are: At points of maximum stress. At points where tension bars within the span are terminated or bent. At the […]
EK277
The factors involved in controlling main cracks are the reinforcement stress, the bond characteristics of reinforcement, the distribution of reinforcement, the diameter of the steel bars used, the steel percentage, […]
EK205
The procedure for checking the shear resistance of a concrete beam involves first verifying that the concrete has sufficient capacity at the face of the support. Reinforcement design is based […]
EK201
A basic assumption in shear friction method is that a crack will form at a potential failure plane where direct shear stresses are high or at actual planes of weakness […]
EK123
Where longitudinal bending reinforcement is required, the additional torsional steel area may either be provided by increasing the size of bars provided, or by additional bars.
EK121
It is assumed that once the torsional shear stress on a section exceeds the value to cause cracking, tension reinforcement in the form of closed links must be provided to […]
EK116
Reinforcement will retain about 50% of its normal strength after reaching about 550 degrees Celsius, while for pre-stressing tendons the corresponding temperature is only 400 degrees Celsius.
EK86
Figure represents the distribution of principal stresses across the span of a homogeneous concrete beam. The direction of the principal compressive stresses takes the form of an arch while the […]
EK78
The object of the yield line analysis is to determine the relationship between the ultimate load and the ultimate moment of resistance of the band(s) of reinforcement.