ML19319D575
| ML19319D575 | |
| Person / Time | |
|---|---|
| Site: | Crystal River  |
| Issue date: | 10/19/1971 |
| From: | Case E US ATOMIC ENERGY COMMISSION (AEC) |
| To: | Morris P US ATOMIC ENERGY COMMISSION (AEC) |
| References | |
| NUDOCS 8003170744 | |
| Download: ML19319D575 (6) | |
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00T 10 51 Peter A. Morris, Director Division of Reactor Licensing CRYSTAL RIVER UNIT 3, DOCKET-No. 50-302 Adequate responces to the enclosed request for additional information are required before we can coopicte our review of the subject appli-cation. These recuests, prepared by the DRS Struct'aral Engineering branch concern the Class I structural dect;n c:aterial presented in portiens of Section 5 and.*.ppendix 5A of the application.
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Request for Additi m i Infernatic:
for PSAR Ra iev ce r/enciesure:
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CRYSTAL RIVER UNIT 3 Docket No.
50-302 ADDITIONAL INFORMATION REQUEST 1.0 Concrete Containment 1.1 Discuss the manner in which the specified general shell analyses and. finite element analyses recognize and address the cracked state.of the concrete, and the influence of the prestressing tendon holes on the surrounding concrete.
l.2 To permit our evaluation of the application of the static shell solution using the Kalnins's digital computer program to this shell problem, provide the information required for progres input by the analyst fer a typical leading case. This vill require the physical preperties of the matarials, the geccetry in detail and other information such as the breakdown of the shell into the various ele =ents and seg=ents, the applied loads, etc.
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2-2.0 Class I Structures Other Than Containment
- 2 1 For those Class I items which will be located within or adjacent to Class II or III structures, describe in detail what precautions are taken to ensure thet the failure of Class II or III structures will not adversely affect Cless I items.
2.2 ~ Describe in detail the procedures used to design the roof structural steel for the auxiliary building so that it cannot damage the Class I portiens of the building under the loads imposed on Class I structures.
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- Consultant's Question - John Blu=c & Associates, Engineers (April 16, 1971).
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< 3.0 Materials and Construction 3.1 Present additional details regarding the deficient concrete that was noted on page 5-15 of the FSAR.
Include the reason for concluding there was a deficiency, how the deficiency was dis-covered, the program used for correcting the deficiency, and tha verification procedure used to finally assure that the original require =ents had not been ec= promised.
3.2 Present the data obtained in verifying that the steel liner plate was erected within the tolerance limits defined on page 5-52 of the FSAR.
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4.0 Testing and Surveillance 4.1 Specify the nondestructive testing procedures employed to detect laminations in load carrying steel plates welded into the contain-ment liner which are required to transfer loads normal to their surface.
4.2 For the Cadweld splice test program that was utilized as described on page 5-17, present the following information:
a.
Justify the inclusien.f 21 specially selected pilot splice test samples with an additional 30 production splice test sa=ples in a group to deter =ine whether the sam 7'ing frequency can be reduced.
b.
Describe what has been done as a result of the test program ou.ilined and indicate whether sa=pling frequencies were reductd.
Compare the test program to the AEC Safety Guide No. 10, c.
entitled " Mechanical (Cadweld) Splices in Reinforcing Bars of Concrete Containments."
d.
Present the results of the Cadweld testing co=pleted to date.
4.3 Present dhe details of the tendon surveillance program that is proposed for the facility.
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4.4 Instru=entation such as embedded strain gages appear; not to have been placed in the dome of the structure which vo :3d continue the mer131onal lines of instrumentation (at 90, 200",
and 333 55') from the ring girder to the apex. Juatify this approach and indicate by what means the level of strain in the dome can be monitored during the structural acceptance test.
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