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References in periodicals archive ?
where [[sigma].sub.1] is the principal tensile stress; [[sigma].sub.x] and [[tau].sub.xy] are the normal stress and shear stress, respectively; M is the bending moment of the section; [] is the shear cracking load; [A.sub.0] is the area of the section which includes the area of steel bars and plates which is transformed into an equivalent concrete member; [I.sub.0] is the moment inertia of the section; and y is the distance from the neutral axis to the bottom tensile fiber of concrete.
However, since shear stress would be larger due to the discontinuity in geometry in specimens, those simple equations may underestimate the principal tensile stress and overestimate the cracking load.
In Figures 6 and 7 (definition of two paths, P1 and P2, as well as the relevant results), the distribution of the principal tensile stress along the outer edges of the protective layer is shown.
When a major principal tensile stress [[sigma].sub.1] at a particular nodal point exceeds the failure envelope mandated by the Kupfer-Hilsdorf-Rusch criteria, a discrete crack is inserted in the FEM, enabling node separation.
The shear failure of reinforced concrete members without stirrups initiates in the form of diagonal cracks, which later propagates through the beam web, when the principal tensile stress within the shear span exceeds the tensile strength of concrete.
Figs 2b-d show the areas of maximum principal tensile stresses for the three shell designs.
where [[sigma].sub.1[tau]] refers to the principal tensile stress of the concrete at the moment of [tau] and [[[[sigma].sub.1]].sub.[tau]] refers to the tensile strength of the concrete at the moment of [tau].
The shear failure of RC members without stirrups initiates when the principal tensile stress within the shear span exceeds the tensile strength of concrete and a diagonal crack propagates thorough the beam web.
Because of the constraint at the center of this zone, a triaxial tensile stress is generated, inducing eventually cohesive failure of rubber particles along a plane perpendicular to the major principal tensile stress. Thus the initial plastic zone that blunts the start crack consists of a voided rubber phases.
Values of principal tensile stresses are greater than stone vaults can support without occurrence of cracks.
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