By Structural Engineering Institute
ASCE/SEI 43-05 offers stringent layout standards for nuclear amenities. because of the strength probability linked to nuclear risks, it's fascinating that nuclear amenities have a decrease likelihood that structural harm may be because of earthquake than do traditional amenities. The objective of this commonplace is to make sure that nuclear amenities can face up to the results of earthquake flooring shaking with wanted functionality. This regular can be of use to any designers or analysts all for the layout of recent nuclear constructions, structures, or elements. themes comprise: • assessment of Seismic call for • assessment of Structural skill • Load combos and popularity standards for constructions • Ductile Detailing specifications • apparatus and Distribution platforms • and Seismic caliber Provisions
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Extra info for American Society of Civil Engineers seismic design criteria for structures, systems, and components in nuclear facilities
NRC QA criteria of Appendix B to 10 CFR Part 50 also provides guidance on software verification. 2 Independent Seismic Peer Review An independent seismic peer review shall be conducted for SDC 3, 4, and 5 SSCs. Independent seismic peer review is a form of design review and shall be conducted by qualified individuals with knowledge of the unique features of the design and analysis as well as the type of construction employed. The peer review program shall be developed using a graded approach, paralleling the seismic design categories of 3, 4, and 5, so the level of review is commensurate with the complexity of the design, the number of design disciplines involved, and any innovative analysis and design concepts employed.
Support of rotating machinery), for very heavy equipment, or for sustained tension supports and are prohibited from use for SDC-5. 0 ␣ ϭ arctan (a) [Eq. 7-2(a)] b a ϭ ᎏᎏ h [Eq. 7-2(b)] where b ϭ Minimum horizontal distance from the edge of the body to the center of gravity h ϭ Center of gravity height, as shown in Figure 7-1 “Best-estimate” values of sliding distance or rocking angle may be determined either by time-history analysis or by the approximate methods. An acceptable set of approximate methods is presented in Appendix A of this Standard.
If not, then substitute fb for feS in Eq. (A-3). When using this method, the appropriate coefficient of friction, , to be used in Eq. 1 ϫ VBaseShear (Eq. 7-3) Sliding stability is demonstrated by satisfying this condition. 1, which accounts for the inelastic energy absorption factor. For foundations, the static resistance is given by VR ϭ C ϩ N ϫ ϩ Pu where C ϭ Effective cohesion force (effective cohesion stress, c, times foundation base area) N ϭ Normal (compressive) force ϭ Coefficient of friction Pu ϭ Passive resistance If included, traction on the side of the foundation is calculated in a similar manner.