ML20235B846
| ML20235B846 | |
| Person / Time | |
|---|---|
| Site: | 05000000, Bodega Bay |
| Issue date: | 07/01/1964 |
| From: | Housner G AFFILIATION NOT ASSIGNED |
| To: | |
| Shared Package | |
| ML20234A767 | List:
|
| References | |
| FOIA-85-665 NUDOCS 8709240250 | |
| Download: ML20235B846 (18) | |
Text
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MARGIN OF SAFETY AGAINST FAILURE George W. Housner July 1, 1964
+
The reactor containment structure has the capability of withstanding ground motion much more intense than the design
~
earthquake. The general nature of the building response can be explained with reference to the simple, yielding oscillator shown in Figure 5. The solid line in Figure 5b is the Force-Displacement diagram of oscillator. The line A - A' represents the elastic range. For displacements greater than the yield point displacement Dyp the oscillator will experience plastic deformations. If this oscillator were designed according to the seismic criteria described herein, the design earthquake
) would produce a maximum displacement very nearly equal to 1 2 gDyp, Therefore, a ground motion having g g maximum accelera-tion would produce a maximum displacement about equal to Djp.
4 If the oscillator were subjected to a ground motion having - g 3
maximum acceleration, the displacements would exceed the yield point and a typical cycle would be represented in Figure 5b by the hysteresis loop BB80'C. Studies show that the maximum .
displacement Dg produced by the g ground motion would be l approximately 2Djp. The area within the hystelpp.s loop repre-sents the energy dissipated per cycle by plastic deformation.
Failure of the oscillator could occur in either of two ways. First, if the ground motion became sufficiently in-
. tense so that the displacement reached a value Df so large that J
8709240250 e51217 PDR FOIA FIRESTOB5-665 PDR
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c P I g collapse under its own weight would follow.- Df would be
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relatively large for the usual type of' structure, greater '
than 10Dyp, which would require ground motion having maximum .
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acceleration greater than 6.6 g. The second type of, failure -
l
'i occurs for maximum displacements less than Dr. If the maximum l 4
displacement Dm exceeds Dyp under vibratory motions and the j
number of cycles exceeds some number N there will be a fatigue 1 1
failure'. The number of cycles N leading to fatigue failure <
depends upon the amount by which D, exceeds Dyp. For (Dm- Dyp) small, N is a relatively large number (thousands) and for larger i values of Dm-Dyp) the number' of cycles to failure is smaller. - 1 It thus follows that if the oscillator is subjected to a suf-ficient number of~ earthquakes.having ground accelerations ex-Q a ceeding2- g the number of cycles will eventually reach N and I 3
l failure will result. (
i The foregoing example is illustrative of the behavior !
of an over-stressed yielding structure but is not directly applicable to the behavior of the reactor building. Inasmuch as the proportions of the building are dictated by considera- l tions other than earthque.ke behavior, there results an unequal distribution of strength to resist seismic vibrations. For example, the main portion of the building, below the floor of the refueling chamber, is relatively strong and the stresses underfggroundmoticnwouldbemuchbelowtheyieldpoint stress. On the other hand, the portion of the building above 3 the floor of the refueling chamber, by virtue of its size and J
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'. shape, is more highly stressed under earthquake excitation. The.most highly stressed elements are the walls of the refuel-ing chamber when vibrating normal to their planes. During an earthquake the most highly stressed points of the walls will be at the floor level, at which location the bending stresses in the reinforcing bars will first reach the yield point. For example, an earthquake of 1 g maximum acceleration and 40 seconds . duration would produce approximately 150 cycles of stress re-versal with maximum stress approximately 5% greater than yield ' point stress. It would require more than five such earthquakes to produce failure of the bars in the wall. It should be noted that for purposes of illustration the foregoing discussion of the reactor building is based on the supposition that the building is firmly attached to the , underlying rock and can be shaken with any desired magnitude of ground acceleration. Actually, the building will be founded on a cand layer approximately 12 inches thick which will act as an elasto-plastic (yielding) connection between building and , rock foundation which limits the maximum acceleration that can , be transmitted to the base of the structure and limits the maxi-mum acceleration of the structure to something less than that produced by twice the design earthquake. The sand layer serves as a protective mechanism that limits the intensity of shaking that can be generated in the reactor building so that the maxi-mum stress in the reinforcing bars in the walls of the refueling l; chamber will not exceed yield point stress even for ground shaking l} three or four times more intense than the design earthquake. 1
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. CO N 5 VLTANTS .IN APPLIED E ARTH SCICNOCS , .
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July 18, 1964 a Pacific Gas & Electric Company 245 Market Street i San Francisco, California ' Attention: Mr. F. F. Mautz, Chief Civil Engineer Gentlemen: - Foundation Material for Reactor Containment Structure
, Bodega Bay Atomic Park, Unit'No. l' l Bodega Bay, California
- 4 INTRODUCTION- l This letter presents our opinions and conclusions regarding the type of foundation material to be used beneath the reactor con-3 tainment structure of Unit No.1 of the proposed Bodega Bay Atomic Park. j The primary purposes of this material would be to:
- 1. Provide adequate support for the design structural loads.
- 2. Accommodate seismic faulting through the bedrock up to three feet.
3 Restrict the transmission of large earth-quake forces to the structure. Our detailed studies have been based on tha use of sand as i a foundation material, as we believe it will best fulfill the intended {
- ' , purposes. It is our opinion that a dense sand would definitely pro- ;
vide adequate support for the design structural loads and accommodate j large seismic faulting through the bedrock. - The degree to which the sand would restrict the transmission ! of large earthquake forces to the structure has been established within } 1 1 Can6E ADE;* tt. Daaat aeo.C
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O Pacific Gas & Electric Company 'd July 18, 1964 Page Two definite limits. We are performing further studies regarding this aspect of design. Our conclusions and recommendations are discussed in detail in the following paragraphs. DESIGN CONDITIONS We understand that the reactor containment structure vill have a diameter of approximately 138 feet with the base at Elevation -72. A three-foot-wide annulus partially filled with water vill be provided between the outside of the structure and a concrete wall, which vill retain the soil and rock on the sides of the excavation. For earthquakes corresponding 6 to the design spectrum proposed by Dr. Housner, the plint is to be kept in c.peratin6 condition with stresses not exceedin6 the normal working stresses of the materials. For larger shocks, the primary consideration would be to preserve reactor containment and to assure safe plant shutdown. q The foundation materials beneath the reactor con-tainment structure are to be designed for the following loads: ,
- 1. Total dead loads of approximately 170,000 kips, corresponding to an average bearing pressure of 11.4 kips per square foot.
- 2. Maximum foundation edge pressares, due to the overturning conditions of the design earthquake, of 33 kips per square foot.
3 Hydrostatic uplift on the base of the structure, due to an assumed water level at Elevation 0, of 4 5 kips per square foob. <
- 4. A total shear force at the base of the structure durin6 the design earthquake of 61,000 kips.
5 A ma * = fault displacement throu6h the bedrock in any direction of three feet. SAND FOUNDATION MATERIAL General - The engineering behavior of sand under both -
\ ^
static and dynamic loading conditions has been studied extensively l in the laboratory and in the field. Its performance as a foundation l
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# July 18, 1964 Page Three -
A material has been established by a large number of satisfactory t i precedents which have been well documented in the engineering literature. Thus, the properties and field behavior of sand can be predicted with a greater degree of certainty than other foundation materials. Foundation Support - The bearing capacity of sand, , both in a dry and saturated state, has been studied by many investigators (1,2,3*). It has been found that the bearing capacity of. sands is dependent on the angle of internal friction, - density, size and shape of the footing, roughness of the footing base, and rate of loading. The effect of eccentric and inclined ' loads, as are imposed during earthquakes,'on the reduction of the ultimate bearing capacity of sand has also been investigated (4,5,6). Saturation of sands can reduce the argle of internal friction by zero to four degrees from its valv; in a dry con-dition(7,8,.9). Under earthquake loads, however, the strength of saturated dense sands is generally greater than under static conditions (10,11). The coefficient of friction between' sands *
,) _ and other materials has also bsen evaluated (12).
Our studies indicate that during the design earthquake the recommended sand foundation material will provide a factor of safety of about three against bearing failure of the sand. Ultimately, the foundation would slip on the sand when its frictional resistance is exceeded by the Interal force due to the earthquake. Even though there is ample safety against a bearing failure through the sand, some minor " edge cutting" could occur in the sand at the edge of the structure as it " rocks" during an earthquake. This effect could result in an increase in the rocking period of the structure. To avoid edge cutting, we i-recommend that the sand be restrained around the periphery of the structure by a ring wall of concrete or cement-stabilized sand as shown on Figure 1. Behavior under Assumed Foundation Faulting - The ability of a sand foundation to accommodate large fault displacement, without
- See attachment for the list of published references. Other pertinent data are available in our files.
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/ July 18, 19&
Page Four transmitting excessive forces to the structure, vill be dependent I on its shear strength under the rate of strain associated with the fault displacement. If such faulting should occur, Dr. Benioff { has indicated that its strain rate would be about one foot per l, second. Although the strength of the sand would be greater under this rapid strain rate than for static loads, it would still not approach the strength of concrete. Consequently, any fault ; diapheement beneath the structure would shear the sand before { the structure is at;.cted. i
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Behavior under Large Accelerations - The maximum earth-quake force that can be transmitted through the sand to the reactor containment structure is limited by the' effective shearing strength of the sand layer or the effective friction between the ! structure and the sand. This limiting force should be sufficiently creat that the structure does not slip on the sand during the design earthquake. However, it is desirable that the sand not transmit excessively large accelerations to the structure, but that it clip the peak accelerations at some meimnm value. For a structure with a rough concrete base, the limiting force 3 that a selected dense sand can transmit to the structure vill J vary from a minimum of 44 percent of the dead veight of the structure to a maximum of 90 to 100 percent of the weight. Further studies are being performed to determine the behavior of the foundation under the rates of strain associated with earthquakes. Based on these studies, we believe that it will be possible to limit the maximum shear force to between , l 60 and 80 percent of the weight of the structure. l l Specifications - We recommend that a minimum thickness l l of one foot of sand be placed, as shown on Figure 1. The sand should be a select, manufactured, well-compacted sand with careful control over its gradation. During placement it will be necessary to test the sand as compacted, to verify compliance with the strength properties and behavior assumed in design. , During final design, we vill be prepared to provide you with detailed specifications regarding the selection and placement I l of the sand, including our recommendations for an appropriate l laboratory and field testing program. I
SUMMARY
AND CONCLUSIONS In summey, it is our opinion that the sand cushion I beneath the containment vessel vill provide ccmpletely adequate i foundation support for the vertical weight of the structure, l and that it will accommodate the maximum design faulting movements
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.,j . Pacific Gas & Electric Company July 18, 19& Page Five , without transmitting destructive forces to the structure. ..
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The sand will have adequate shearing strength to prevent slippa6e - of the structure durin6 the design earthquake. The degree to which the sand vill limit the mnW mnm force that can be trans-mitted to the structure during lar6er earthquakes has been established within definite limits. We believe that studies now in pro 6ress will permit further limitation of the maximum shear force to between oO and 80 percent of its weight. Yours very truly, DAMES & MOOBE , i William W. Moore l 3 . T/ J Robert D. Darragh WM:RDD:ses I Attachments: 1. Figure 1.
- 2. List of References.
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. REFERENCES
- 1. Terzaghi, Karl, " Theoretical Soil Mechanics", Wiley, 1943, p. 118.
- 2. Meyerhof, G. G., "The Ultimate Bearing Capacit,y of Foundations", Geotechnique 1951, Vol. 11, p. 301.
3 Brinch Hansen, J., "A General Formula for Bearing Capacity", 1 Danish Geotechnical Institute Bulletin 11, 1961.
- 4. Meyerhof, G. G., "The Bearing Capacity of Foundations under Eccentric and Inclined Loads", Proceedings, Third International Conference on Soil Mechanics and Foundation l Engineering,1953, Vol .1, p. 440.
5 Eastwood, W., "The Bearing Capa::ity of Eccentrically Loaded ) Foundations on Sandy Soils", The Structural Engineer, June, 1955, p. 181.
- 6. Shinohara et al, " Bearing Capacity of Sandy Soils for Eccentric and Inclined Loads and Lateral Resistance of Single Piles Embedded in Sandy Soils", Proceedings, Second Werid Conference on Earthquake Engineering, 1960, Vol. 1,.p. 265
_] 7 Tschebotarioff, G. P., " Soil Mechanics, Foundations and Earth Structures", McGraw-Hill, 1951, p. 151. , I
- 8. Bishop, A.' W. and Gamal Eldin, A. K., "The Effect of Stress I History on the Relation between / and Porosity in Sand", l Third Internatior.1 Conference on Soil Mechanics and l Foundation Engineering,1953, Vol.1, p.100. J 9 Nash, K. L., "The Shearing Resistance of Fine Closely Graded Sand", Third International Conference on Soil Mechanics and Foundation Engineering,1953, Vol.1, p.160 1
- 10. Seed, H. B. and Lundgren, R., " Investigation of the Effect I of Transient Loadings on the Strength and Deformation Characteristics of Saturated Sands", Proceedings, American Society of Testing Materials, Vol. 54, 1954.
- 11. Whitman, R. V. and Healy, K. A., " Shear Strength of Sands i During Rapid Loadings", A.S.C.E. Soil Mechanics Journal,
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- 12. Potyondy, J. G., " Skin Friction between Various Soils and Construction Materials',', Geotechnique, December,1961.
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