Atmospheric Nuclear Tests in Nevada [a perspective] by H. N Friesen

By H. N Friesen

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By H. N Friesen

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FEMA 350 provides guidance on beam–column connection details to ensure ductile behavior. ASCE/SEI 43-05 • Panel zone shear. Panel zone shear capacity shall be greater than the flexural capacity of the connected beam(s) so that panel zone shear deformation effects will be small. Guidance in panel zone shear design is provided in FEMA 350 and ANSI/AISC 341-02. • Connection design. Connection design shall ensure adequate strength so that no other element will yield or fail prior to yielding at the beam end.

In addition to requirements covering materials, connections, and anchorages, they (c) Allowable drift limits for out-of-plane behavior of concrete wall/slab systems shall be taken from values for concrete moment frames. 2 Allowable Rotation Limits for Structural Members. For nonlinear analysis of frame structures, the nonlinear hinge rotation in beams and columns shall be less than the allowable nonlinear hinge rotation: ␪N Յ ␪A (Eq. 5-8) TABLE 5-2. 005 19 SEISMIC DESIGN CRITERIA FOR STRUCTURES, SYSTEMS, AND COMPONENTS IN NUCLEAR FACILITIES TABLE 5-3.

Both in-plane and out-of-plane lateral loads shall be considered in design. The behavior of free-standing, non–load-bearing unreinforced masonry walls is somewhat different from reinforced masonry or concrete walls in that steel is not available to (1) carry tension induced by out-ofplane bending, (2) bridge across cracks caused by inplane shear or diagonal tension, and (3) anchor the walls for uplift. • In-plane loading. The requirements of Chapters 5 and 6 of ACI 530 shall be followed for the design of unreinforced masonry walls.

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