ML16314A961

Mathematical Models for Horizontal, Torsional, and Vertical Analysis

ML16314A961
Person / Time
Site:	Diablo Canyon
Issue date:	11/09/2016
From:	Pacific Gas & Electric Co
To:	Office of Nuclear Reactor Regulation
References
Download: ML16314A961 (10)

Text

I I. ANALYSIS METHOD A. : Seismic Analysis

. ~ Mathematical model-general description with,sketch.

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a. parameters used (1) concrete modulus (2) rebar modulus and yield strength.

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( 3) Poisson's ratio.

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Hathemati cal Hodel s E

The mathematical models of the Auxiliary Building as shown in Figure 4-108 had five lumped masses each, with two degrees of freedom at each mass point:

one translational degree of freedom and one rotational degree of freedom.

All degrees of freedom are defined at the center of mass. Part of the structure between elevations 60 ft and 85 ft is below grade and therefore is not lumped as a separate mass but is assumed to be part of the foundation soil mass. Masses 1 and 6 represent the control room concrete roof at elevation 163 ft and the fuel-handling area steel roof at elevation 188 ft, respectively. t~iasses 2, 3, and 4 represent concrete floors of the Auxiliary Building at elevations 140 ft, 115 ft, and 100 ft.

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Concrete Values fol the concrete compressive strength, modulus of elasticity used in the analysis are given in Table 4-3. Poisson's ratio used is 0.25. (~ )

The concrete f',

strength c was based on the average 28-day (or in some cases 60-day) strength of 6-in. x 12-in. cylinder samples taken from the concrete used in the construction. The modulus of elasticity of the concrete, used M

in the analyses was taken as 5?,000 C (psi) according to the recowmen-dations of ACI 318-71. These values still contain considerable reserve factors of safety in that the concrete has been in place for several years and has gained additional strength due to aging, which has not been included in the average strength values used in the analysis. Minimum specified design compressive strength values of 3000 psi and 5000 psi were assumed in the DDE analyses. W-A (l')

Steel Both reinforcing and structural steel yield strengths, f , were tal en as the average of actual test values. In no case was the yield strength value used in strength computations greater than 70-percent of the corresponding average ultimate strength value.

TABLE 4-3 Avera e Concrete Stren th and Modulus of Elasticit Average f1 Concrete (test valuS)

Structure and Com onent ~

Building *'uxiliary Skin Pour ~

B" 3920 3'.57 K 10 Halls and Slabs Below Elevation 85' 3920 3.57 x 10,'0 Slabs 4 Feet and Thicker at Elevation 85' 3920 3.57 x Columns Below Elevation 5650 4.28 x 10 and Slabs Above Elevation 5650 '

4.28 x 10 85'alls Less Than 4 Feet Thick at 85'labs Elevation 5650 4.28 x 106 Above Elevation 85'olumns 5650 4.28 x 106 Halls Above Elevation 85'ast 5650 4.28 x 106 Exposed 4'alls 5650 4.28 x 10',

115'ther Exterior Slabs at Elevation 5650 4.28 x 106 Roof Slabs 140'ther

,5650 4.28 x 10 TABLE 4-2 DAMPING AND DUCTILITY Blume '

t<ewmar k Structure ~Dam in ~Ductilit '~Ductility Auxiliary Bldg. 7g 1.3' l.o"

a. Ductilities are on story basis; however, floor response spectra were, in general, computed on an elastic analysis basis.

b. Under normal conditions hewtmrk ductility is 1.0 rmxirrum; however, NRC will consid r special cases where supporting evidence justifies its use.

Glume ductility for Class I structures is 1.3, and will be used only

',n specific situations.

c. Concrete 1. 3; steel 3, with up to 6 locally.

d. Or as may be required to demonstrate that function of Design Class I equipment will not be adversely affected.

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