ML20210T268

Forwards Structural Engineering Branch Request for Addl Info Re Structural Aspects in PSAR

ML20210T268
Person / Time
Site:	Satsop
Issue date:	09/24/1974
From:	Maccary R US ATOMIC ENERGY COMMISSION (AEC)
To:	Deyoung R US ATOMIC ENERGY COMMISSION (AEC)
References
CON-WNP-1342 NUDOCS 8605300007
Download: ML20210T268 (5)

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13.0 STRUCTURAL ENGIf;EERING BRANCH 13.1 The procedures presented in this section for combining the (3.3.2.2) various effects of the design basis tornado are not sufficiently explicit. In particular, expand the procedures to show how these effects are combined to produce the most adverse total o response of structures or portions thereof. Also indicate that the effects of (a), (c) and (d) of Section 3.3.2.1 will be combined and not (a), (b) and (c) as indicated.

13.2 Indicate if the Turbine Administrative and Service Buildin (3.3.2.3) designed for the design basis tornado to satisfy the stip gs will be ulation of Section 3.3.2.3 and if so, to what extent.

13.3 Describe more explicitly the procedures that will be utilized (3.5.4.1) in designing a roof slab or a wall panel for missile impact near the support where shear effects may govern the design.

13.4 (RSP The period intervals at which the spectral values of the

( 3. 7.1. 2) ) design time history are computed, as indicated in Section 3.7.1.2, are not in accordance with the Regulatory Staff position which lists the following intervals as a minimum:

- Increment Frequency Range (hertz) (hertz)

0. 2 - 3. 0 0.10 3.0 - 3.6 0.15

3. 6 - 5. 0 0.20 5.0 - 8.0 0.25 8.0 -15.0 0.50 15.0 -18.0 1.00 18.0 -22.0 2.00 22.0 -34.0 3.00 Indicate that the increments you are proposing will produce equally or more conservative results otherwise revise your procedures and utilize the above-listed increments.

13.5 Indicate if the more than 70'-0 of soil backfill surrounding (3.7.1.6) the auxiliary building is considered in the seismic analysis of the structure, as seems to be indicated by the spring at elevation 360'-0 shown in Figure 3.7-19. If so, describe the procedures utilized for representing this fill and discuss the expected effects it may have on the response of the structure and equipment.

13-2 )

bination t!nere the time-history method of analysis is used, the com k 13.6 (RSP) of the responses to the three components of the se earthqua e (3.7.2.1) may be based on the SRSS method only if the maximum respon i to the three components is the objective, whereby the max mum response to each component is utilized in the combination.

i three If the combined time-history is the objective, the time-histories step.

should be combined l algebraically revise the third paragraph of Section 3.7.2.1 according y.

In your response to Q.1 on Section 3.7.1, provide justi-13.7 (3.7.2.1) fication for not incorporating the NSSS seis The containment shell is represented by a stick model in Fig 13.8 In view of the fact that the polar crane is supported 3.7-19 ide (3.7.2.1) on the shell, indicate if the ovalling modes of re the bases for arriving at such a conclusion.

The information provided in Section 3.7.2.6 is not sufficient.

13.9 Describe the procedures that will be used in developing tiensof the three (3.7.2.6) floor response spectra including the combination components of the carthquake and in particular the consid given to ficor response in one direction due to input in another direction.

. The conclusion orrived at in Section 3.7.2.7 may not be a build-13.10 (RSP) Indicate what is meant by "within always For true. example, the differential displacement between the (3.7.2.7) ing".

top of the steam generator and the next anchoronse point of the steam line may not be that insignificant to the r of the steam line.

should be provided for this section.

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The Staf f's position on design criteria to acc i follows:

Where the response First,spectrum method a static analysis is used, the procedure is made involves two steps:

by considering the maximum Second, relative displa a dynamic analysis by cdding the absolute sums.is made assuming no relative points, but using the worst floor response spectrum h the when the support points are in the same structure, id r w ere it worst floor response spectrum can be easily

13-2 4

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13.6(RSP Where the time-history method of analysis is used, the combination (3.7.2.1)) of the responses to the three components of the earthquake may be based on the SRSS method only if the maximum response to the three components is the objective, whereby the maximum response to each component is utilized in the combination.

If the combined time-history is the objective, the three time-histories should be combined algebraically at each time step. Indicate your intent to comply with this position and revise the third paragraph of Section 3.7.2.1 accordingly.

13.7 In your response to Q.1 on Section 3.7.1, provide justi-(3.7.2.1) fication for not incorporating the NSSS seismic model (mass and stiffness) in the seismic model of the interior structures.

13.8 The containment shell is represented by a stick model in Figure (3.7.2.1) 3.7-19. In view of the fact that the polar crane is supported on the shell, indicate if the ovalling modes of response of the shell could be excited significantly and if not provide the bases for arriving at such a conclusion.

13.9 The information provided in Section 3.7.2.6 is not sufficient.

(3.7.2.6) Describe the procedures that will be used in developing floor response spectra including the combination of the three components of the earthquake and in particular the consideratiens given to floor response in one direction due to input in I

another direction.

13.10(RSp)

The conclusion arrived at in Section 3.7.2.7 may not be (3.7.2.7) always true. Indicate what is meant by "within a build-ing". For example, the differential displacement between the top of the steam generator and the next anchor point of the steam line may not be that insignificant to the response of the steam line. Clarification and additional justification should be provided for this secticn.

The Staff's position on design criteria to account for relative displacements between component support points is as follows:

Where the response spectrum method is used, the procedure involves two steps: First, a static analysis is made by considering the maximum relative displacements between support points; i.e., the design displacement is obtained by adding the absolute sums. Second, a dynamic analysis is made assuming no relative displacement between support point >, but using the worst floor response spectrum when toe support points are in the same structure, where the worst floor response spectrum can be easily identified, or the enveloped floor response spectrum when the support points

fi 13-3 )

are in separate structures, where a frequency shift is expected.

Results from these two steps, static and dynamic, should be combined in an absolute manner.

State your intent to confom to the Regulatory staff position as stated above or describe and provide justifica-tion for any exceptions to the position.

13.11 -

It is stated in Section 3.8.2.1.1 that the containment (3.8.2.1) shell provides vertical support for the proposed 300 ton polar crane bridge. Confirm that the containment shell will also provide lateral support to the crane and provide the following:

a. General details of the crane bridge supports including the rail, ring girder, and brackets,

b. A discussion of the loads and combinations thereof for which the connection to the containment will be designed l including the allowable stresses. I

c. The treatment given to the expected radial differential displacements between the crane support and the contain-ment shell.

13.12 Identify the containment penetFations that will be designed (3.8.2.1) to withstand jet forces to satisfy the third stipulation of Section 3.8.2.1.2 (a) and describe with the help of sketches the. procedures of such a design.

13.13 Provide details and all the pertinent infomation on the design (3.8.2.1) of the multi-ply primary bellows that form (ontainment boundary as shown in Figures 3.8-1 and 3.8-2 and discussed briefly in Section 3.8.2.1.2 (c) and (d).

13.14 Identify the operating conditions which can result in the

( 3. 8. 2. 3) external pressure on the containment (identified as Ps in Section 3.8.2.3.1) and indicate if it will be accompanied by any temperature changes and, if so, justify the omission of this thermal load from the combinations that contain Ps-13.15 For load combinations (a) (1) and (a) (2) of Section 3.8.2.3.2, (3.8.2.3) justify the use of the operating thermal loads at the penetrations in lieau of the loads associated with Ta which may be higher for pipes with relatively low temperatures.

13.16 For load combinations (3) and (4) of Section 3.8.2.3.2, (3.8.2.3) justify the use of Poin lieau of a higher pressure that will be associated with a rupture at, for example, a steam line penetration.

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13-4 )

13.17 (3.8.2.3) For load combination (d) (1) of Section 3.8.2.3, justify the omissionduring if expected of Tt, the the temperature test. load associated with Pt.

13.18 (3. 8. 2. 3) dustiiv the omission of a load combination representing the external pressure, Ps, with the SSE.

13.19 l

' (3.8.2.4) Since tiere are no apparent mechanical connections between the inttrnal concrete and the concrete underlying the bottom head of the containment, the loads will be transferred from the interior concrete to the underlying concrete through the contaiament shear friccion. Describe bottom head either through bearing or through the procedures and treatment of this aspect of the design.

13.20 (3.8.2.7) Describe the construction sequence of the bottom head of the containment and the measures that will be taken to preclude any voids in the underlying concreto.

13.21 .

(3.8.3.1) Provide general details of the removable shield blocks above the reactor nozzles and describe the analysis procedures and design measures taken to preclude these blocks from becoming missiles. Also describe the pressure-time load in the annulus around the primary pipes and the jet load that ni .

t on these blocks in caajunction with the pressure.ght impinge 13.22 (3.8.3.4) Provide the following information for the primary shield wall:

a) The accident pressure-time curve and the accident temperature gradient, if any, b)

The operating cooling system thermal provided. gradient and a description of any 13.23 l (3.8.3.4) Provide the accident pressure-time curve for the secondary shield walls and the time curve for any jet loads that might impinge on these walls and discuss the analytical techniques utilized to obtain the equivalent static loads due to these effects.

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