Document: NUREG-0800
Document ID: 73747cf4-ff95-449b-b6b0-53dc0755b9e0
Document Type: srp
Title: OTHER SEISMIC CATEGORY I STRUCTURES
Source: NUREG-0800
Source URL: https://www.nrc.gov/docs/ML1235/ML12353A382.pdf
Revision Date: 2023-06
Chapter: 3
Section ID: 3.8.4
CFR Part: 
CFR Title: 

Content:
be considered. Items to be considered include assumptions on boundary conditions, transient and localized loads, and shrinkage and cracking of concrete. C. For steel structures, the procedures are in accordance with ANSI/AISC N690-1994, including Supplement 2 (2004). D. Computer programs are acceptable if the validation provided follows the procedures delineated in Subsection II.4.E of SRP Section 3.8.1. E. The design report is considered acceptable if it contains the information specified in Appendix C to this SRP section. F. The structural audit is conducted in accordance with the provisions of Appendix B to this SRP section. G. The design of the spent fuel pool and racks is considered acceptable when it meets the criteria of Appendix D to this SRP section. H. Consideration of dynamic lateral soil pressures on embedded walls is acceptable if the lateral earth pressure loads are evaluated for the governing of the following three cases. These are (1) lateral earth pressure equal to the sum of the static earth pressure plus the dynamic earth pressure calculated in accordance with ASCE 4-98, Section 3.5.3.2; (2) lateral earth pressure equal to the sum of the static earth pressure plus the dynamic earth pressure calculated using an embedded SSI/FEM analysis model; and (3) lateral earth pressure equal to the fraction of the passive earth pressure that is effectively mobilized, which is dependent on the relative magnitude of the wall displacements against the soil that may occur for a given wall configuration. For case (3), the analysis should include, as a minimum, the fraction of the passive earth pressure assumed in the stability calculations performed in accordance with SRP Section 3.8.5. ASCE 4-98 Section 3.5.3.2 describes a method based on the well-known elastic solution by Wood (1973). This method assumes linear elastic strains in a homogeneous soil mass, a rigid wall with fixed base supported on stiff soil, and no displacement or sliding of the wall base