Document: NUREG-0800
Document ID: 8160c1fd-7cef-4c93-8e12-456019f2cfd2
Document Type: srp
Title: FOUNDATIONS
Source: NUREG-0800
Source URL: https://www.nrc.gov/docs/ML1319/ML13198A267.pdf
Revision Date: 2023-06
Chapter: 3
Section ID: 3.8.5
CFR Part: 
CFR Title: 

Content:
e foundation and the soil media using appropriate finite elements that can simulate sliding once the frictional limit is reached and can simulate contact surfaces that can transmit compression but not tension. iv. The sliding and overturning stability evaluation should consider the various significant parameters that were evaluated in the design basis seismic SSI analysis (e.g., range of soil profiles, concrete stiffness variation). v. If the input motion applied at the foundation of a structural model without the soil is developed from the response of the linear SSI analysis, justification is needed to demonstrate that any minimal sliding or uplift would not affect the assumed seismic input motion taken from the SSI analysis that does not consider any sliding and uplift. Alternatively, the structural model could be coupled with the soil model and a nonlinear SSI analysis performed. vi. The mathematical model should adequately represent the dynamic characteristics of the structure and capture the vibration modes important for the sliding and overturning stability analysis. 3.8.5-11 Revision 4 – September 2013 vii. If some minimal sliding does occur, the justification for incurring a small magnitude of sliding needs to be provided. In this case, the magnitude of sliding should be based on the envelope of the values obtained from the individual time history analyses. In addition, the magnitude of sliding/overturning plus the SSI building displacements need to be evaluated for adequate seismic gaps between structures, and the design adequacy of commodities attached to the structures (e.g., piping and conduit between adjacent structures above grade; buried piping, conduit, and tunnels) need to be evaluated. C. Adequacy of the evaluation of the capability of a foundation to transfer shear when waterproofing is used for a range of site conditions (soil sites with shear wave velocity of 1000 feet per second to hard rock). D. Adequacy of the definition of dead load for