Document: NUREG-0800
Document ID: 5887ec11-6ad2-46aa-be7f-d596fb3777b6
Document Type: srp
Title: CONCRETE CONTAINMENT
Source: NUREG-0800
Source URL: https://www.nrc.gov/docs/ML0520/ML052070324.pdf
Revision Date: 2023-06
Chapter: 3
Section ID: 3.8.1
CFR Part: 
CFR Title: 

Content:
analysis should consider deviations in geometry due to fabrication and erection tolerances and variations of the assumed physical properties of the liner and anchor material. Since the liner plate is usually anchored at relatively closely spaced intervals, the analysis procedures are acceptable if based on either the classical plate or beam theory. Since the concrete shell is much stiffer than the liner plate, the strains in the liner will essentially follow those in the concrete. The strains in the concrete under the various load combinations as obtainable from the analysis of the shell are thus imposed on the liner plate, and the resulting strains and stresses in the liner and its anchors should be lower than the allowable limits defined in Tables CC-3720-1 and CC-3730-1 of the Code. DRAFT Rev. 2 - April 1996 3.8.1-14 j. Ultimate capacity of concrete containment An analysis should be performed to determine the ultimate capacity of the containment. The pressure-retaining capacity of localized areas as well as of the overall containment structure should be determined. The analysis should be made on the basis of the allowable material strength specified in the Code. However, if the actual material properties (such as concrete cylinder compressive strength, mill test results of reinforcing steel and liner plate, strength variations indicated by mill test certificates) and other uncertainties are available, the lower and upper bounds of the containment capacity may be established statistically. The details of the analysis and the results should be submitted in a report form with the following identifiable information: (1) The original design pressure, P , as defined in the Code; a (2) Calculated static pressure capacity; (3) Equivalent static pressure response calculated from dynamic pressure; (4) The associated failure mode; (5) The stress-strain relation of the liner steel and reinforcing and/or prestressing steel and the behavior of the liner under the postulated