Document: NUREG-0800
Document ID: 072325a8-02ea-4d59-bb3f-06592c340804
Document Type: srp
Title: The Aluminum Association, Specification for Aluminum Structures
Source: NUREG-0800
Source URL: https://www.nrc.gov/docs/ML0520/ML052070327.pdf
Revision Date: 2023-06
Chapter: 3
Section ID: 3.4
CFR Part: 
CFR Title: 

Content:
the dynamic lateral soil pressures on retaining walls and embedded exterior walls of structures, using the M-O method mentioned previously. In a section of Bechtel's proprietary report (Bechtel Power Corporation Proprietary Design Guide, C-2.44, Revision 0, August 1980 (version of Bechtel topical Report, BC-TOP-4A, Revision 3, "Seismic Analysis of Structures and Equipment for Nuclear Power Plants," San Francisco, CA, November 1974), it is stated that the M-O method was modified, where necessary, by procedures suggested by Wood in 1973 (EERL 73-05), and by some other researchers. Judging from the large amount of work reported in this area after 1979 (Whitman 1990, Richards and Elms 1979, Whitman 1991, C. Y. Chang et al. 1990, and Soydemir 1991, it appears that the procedures recommended in Bechtel's design guide mentioned above may not fully reflect the advances made in the state of the art in this area since 1979. The objective of this paper is to review as many significant research papers available in the literature as possible, and comment on the appropriateness of Bechtel's procedures for calculating dynamic lateral soil pressures, for the staff guidance in the review of the advanced light water reactor (ALWR), including ABWR, standard design. REVIEW OF CURRENT ANALYTICAL PROCEDURES Mononobe and Okabe (ASCE 4-86) proposed a somewhat complicated equation to calculate the dynamic lateral soil pressures due to both horizontal and vertical earthquake accelerations. Their method, developed for dry cohesionless backfill materials, was essentially based on the classical coulomb's theory of earth pressures with the following assumptions: (1) The wall yields sufficiently to produce minimum active earth pressures. (2) A soil wedge behind the wall is at the point of incipient failure and the maximum soil shear strength is mobilized along the potential sliding surface, which passes through the toe of the wall. (3) The soil wedge behind the wall acts as a rigid body so that