Abstract
We explored the usage of a response modification factor and overstrength factor for analyzing brittle or ductile failure of anchor system. Parametric studies on the tension and shear behaviors of anchor systems were compared in terms of elastic and ductile design using tuned Gyeongju earthquake data (ca. 0.3 g). We evaluated the yields of concrete anchors in terms of ductile failure and reviewed the various anchors, anchor attachments, and facilities and equipment that ensure anchor safety and functionality. The pseudo-static pushover test and elastic/inelastic dynamic tests revealed that a ductile design reduces the seismic demand relatively efficiently. As the DS-0050 design standards are based on strength design, no displacement limit for non-structural facilities/equipment is imposed. Despite the advantages of ductile design, large displacements of equipment or facilities during seismic action can cause permanent deformation and fall-out of major compartments; also, rapid functional recovery may be difficult. Thus, displacement limits for non-structural equipment or facilities should be included in the design code.
Highlights
Earthquake resistant design standard (DS-0050 [1]) and guidelines of electric power facilities consisted of transmission, substation and distribution facilities have recently been updated
Given this high peak ground acceleration (PGA), DS-0050 permits the use of ductile design for anchoring to concrete
We explored and evaluated how the different yield mechanisms of DS-0050 has been updated to determine the zone factors for earthquakes with return periods of approximately 2400 and 4800 years, for existing and new 765-kV electrical power transmission and distribution facilities; anti-collapse is prioritized
Summary
Earthquake resistant design standard (DS-0050 [1]) and guidelines of electric power facilities consisted of transmission, substation and distribution facilities have recently been updated. ASCE 7-16 provides response modification factor, R, overstrength factor Ωo , and deflection amplification factor, Cd on various upper system such as moment resisting frame, ordinary/special wall and frames, dual system, etc., [3] This forms the basis of the idea to select the upper structural system in the stage of seismic design. The R, Ωo , and Cd can be evaluated in a pushover analysis or test Once these three factors are determined, the column-base plate-anchor to concrete connection problem may arise in order to make most out of the ductile behavior between them under seismic action.
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