ML19206B159
| ML19206B159 | |
| Person / Time | |
|---|---|
| Site: | Crane  |
| Issue date: | 06/24/1970 |
| From: | Case E US ATOMIC ENERGY COMMISSION (AEC) |
| To: | Morris P US ATOMIC ENERGY COMMISSION (AEC) |
| References | |
| NUDOCS 7905070506 | |
| Download: ML19206B159 (6) | |
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Peter A. Morris, Director Division of Ecactor Licensing TH2ZZ MILZ ISLuiD, UNIT UO.1 - DC NO. 50-220 Adequate respensea to'the enclosed list of questions vill be reqaired before we can cec:plete our review of the subject applicatien.
These questicus prepared by the DES Structural Engineering Branch eencern the material presented in Sectica 5.0 of the FSAR ccucerning the structural design of the facility.
Edson G. Case, Director Division of Reactor Stam'2rds
Enclosure:
List of Questions e-v/ enc 1:
Distribution:
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Specify the ternado design criteria with respect to tsagential and translatienal velocities and (as noted en page 5-17 of the FSAR) include the effects of both the 300 =ph tangential and 60 gb translational velocities, as defined in the tornado model accepted on previous plants.
2.
Steady-state temperature profiles presented in Fig. 5-17 for normal operating conditica and in Fig. 5-19 for accident condi-tion may not necessarily result in =aximu::: te=perature stresses in the structure. Discuss the transtant thermal gradients during startup, shutdcwn, and post-accident conditicas and demonstrate that the structure, as a whole, can accoczaodate the resulting stresses within the per=itted safety cargins. Tha statwnt in 5.2.2.3.1 that transient and shutdown conditions have been con-sidered see=s to apply only to the design of the buttresses and not to the entire structure.
3.
The use of the specified working stress design method and the ulti=ste strength design method, as presented in ACI 318-63 Code, are not directly applicable to structures where two-and three-dimnaional stress fields are predeninant. Discuss the r'nner in which this problem has been taken into account, incinding 9
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a,
2 consideratien of at 1 cast the folicwing cases:
Allowable stresses and ultinate strength where cusprincipal a.
stress is c:c:pressien, the other principal stresses are ten.sile ;
b.
n a influence of shearing forecs en allowable stresses and ultimate strength of cencrete in eccpression and in tensien whera nild steel reinforcing does not coincide with the direction of principal stresses; De influence of cracking on allowabis stresses and ulti= ate c.
strcugth af conerata between cracks; d.
Anchorage and bond proporties of nild steel reinforcing when crack.s occur in a direction parallcl with the reinforcing.
n e discussion should censider that, for sece load cocbinations with load fseters of 1.0, the design has no safety =argin to the nominal ultimate strength of the =sterial.
4.
De reinforeament and the concrete in the anchorage eene have been designed in accordance with ACI and PCI Codes and Racccznendations, and the work of T. Cuyen and F. Leonard, as stated in 5.2.2.3.1 and page 5 D-2.
IIcwever, these codes, recocrendations, and studies do not necessarily apply to struc-tures whers a three-di:aensional stress field exists which includes high sbaars, thor =al gradients and high tensila shrinkage stresses, expected major cracking, and stress redistributien due to creep b
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3 and ther=al stresses which occur gradually during the lifeti=.:
of the structure.
Demens: rate that the anchorage zone can acce=codate the ecst unfavorable stress ccchination with acceptable safety =argina (when the above-centioned factors are taken into account).
This discussion should cover not only the buttresses ' ut also b
the anchcrages of vertical tendons and dcce tendens. The design of the nild steel rainforcing for anchorage and bond should be justified.
S.
Discuss the : anner in which the specified f! rite eleciant approach covers the cracked state of concrete, and the influence of the prestressing tenden holes en the surrounding concreto.
6.
Mild steci reinforcing in the reactor building has been designed in accordance with ACI 318-63 as stated in 5.2.2.2.
In additien, a mini s=n amount of mild steel reinforcing (0.15'4) has been provided for crack control. Since this code is not directly applicable to the contai= ment structure, discuss the design approach and justify the adequacy of reinforcing used for bonding, shear and crack control. Also, describe the manner in which the crack-eentrolling reinforcing is spliced and anchored, and the basis for ccission of such reinforcing at the liner.
7.
One hole in the anchorage hardware is used to acecacodato an L. 6 i
4 unstressed surveillance wire as stated in 5.2.2.3.
Discuss the folicving:
a.
Se ability to pull a wire cut of a conden for inspectien, despite the interference with other wires in the tenden; and b.
De degree of confidence which can be placed in the inspec-tion of an unstressed wire to indicate the state of other wires which are highly stressed.
8.
Equipant and personnel hatch flanged joints are designad with double gasketed seals, as stated in par. 5.2.2./. 8(a) page 5-E Describe the initial testing and the surveillance procedures which will be egioyed for these joints to assure leak-tight integrity over the serrice life of the containnt structure.
9.
Specify the non-dastructive tasting procedures employed to detect 1Mnaticas in lead-carrying stael plates welded into the contain-mut liner which are required to transfer loads nornal to their surface or which serve as anchorage bearing places and as essential steel emnbers for equipcsent supports.
10.
Appendix SE presents the predicted calculated response of the containment structure expected during pressure proof-testing.
With respect to this proof-testing:
Describe the masuremnts which vill be nade before contain-a.
ment pressure proof testing to define the actual geccetry of the structure and to correctly interpret the test results.
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5 b.
Describe the procedures which will be used during containment pressure proof testing which vill per=it separating the influence of the terpersture variations frem the inflence of the :xichanical loads.
Indicate the + margin beyond which the test Icsults will bc c.
considered unacceptable end describe the corrective ocasures which will be followed in the event the =argins are not.mt.
d.
Indicate how the actual safety margin built irto the structure vill be established and ca: pared with r'ac design nargin.
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