ML19326C431

Suppl 12 to Application for Ol,Providing Base Slab Anchorage Zone Analysis,Containment Base Reinforcing Bar Stress Analyses & Documentation Authorizing Psar,Suppl J Release to PDR

ML19326C431
Person / Time
Site:	Arkansas Nuclear
Issue date:	10/09/1969
From:	Phillips J ARKANSAS POWER & LIGHT CO.
To:
References
NUDOCS 8004230560
Download: ML19326C431 (16)

Text

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Little asekI Ark DATE OF DOCUMENT:

10-9-49 CATE RECE VED 10-13-69 EO.:

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oEscaiPTioN:(f,tet Ce UM145Safeed) 50-313 1 REFERRED TO SUFFL # 12,dtd is notarized 10-9-69 l CATE l RECErvED af lOATE t=

consisting of the following.... 1.Suppt w/8 cys'for action 10-13-49 I

info on containment base Hat.... 2 Repts of review by consulants... 3.

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8004230 ((O 1 k

s Before The UNITED STATES ATOMIC ENERGY COMMISSION Docket No. 50-313 's

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m SUPPLEMENT NO. 12 TO ,

APPLICATION FOR LICENSES Arkansas Power & Light Company, Applicant in the above captioned proceeding, hereby files Su plement No.

12 to its Application for Licenses.

This Supplement No. 12 furnishes (1) a letter from T. Y. Lin, Consultant, on the analysis of the base slab .

anchorage zone: (2),a sketch of the reinforcing bar pattern in the containment base with supporting stress  !

analyses; and (3) documentation authorizing the release of Supplement J to the Preliminary Safety Analysis Report heretofore filed from a proprietary status to public information.

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WHEREFORE, Applicant requests the licenses specified in its original Application.

l Respectfully submitted, ARKANSAS POWER & LIGHT COMPANY l

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DATE: October 9, 1969 I

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STATE-OF ARKANSAS )

) SS COUNTY OF JEFFERSON )

J. D. Phillips, being duly sworn, states that he is I

, a Vice President of Arkansas Power & Light Company; that he is authorized on the part of said company to sign and file with the Atomic Energy Commission this Supplement No. 12 to the Application heretofore filed by the company; that he has read all of the statements contained in such Supplement No. 12 and that all such statements made and matters set forth therein are true and correct to the best

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of his knowledge, information and belief.

J. D. Phillips SUBSCRIBED AND SWORN to before me, a Notary Public in and for the County and State above named, this 9th day of October, 1969.

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SUPPLEMENT NO. 12 TABLE OF CONTENTS Section Content Page 1 Supplementary Information on Containment Base Mat Three Dimensional Creep and Shrinkage in the Anchor Zone 12-1 Shear at the Junction of the Base Slab ,

and Wall 12-2 l Figure 12-1 12-3 Figure 12-2 12-4 Figure 12-3 12-5 2 Reports of Review by Consultant i

T.Y. Lin, Kulka , Yang and Associates - i Letter of April 29 - Page 1 12-6 l Page 2 12-7 Page 3 12-8

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Letter of October 8 12-9 3 Release of Proprietary Information in Appendix J Inland-Ryerson Construction Products Co. -

Letter of September 26, 1968 12 Prescon Corporation -

Telegram of October 9, 1969 12-11 l

Supplement No. 12

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a THREE DIMENSIONAL CREEP AND SHRINKAGE IN THE TENDON ANCHORAGE ZONE We expect that no significantly adverse effects will result from three dimensional shrinkage and creep for the anchorage zone design. -

4 The creep and shrinkaga is expected to result in pre-stressing losses which are provided for with the anticipated losses for the concrete along the entire length of the tendon. Experience has shown that, for tendons of the length of the reactor building vertical tendons, the additional losses due to larger creep and shrinkage in the anchorage zone is negligible compared to the total.

The creep and shrinkage is expected to result in a-redistribution of the initially steep strain gradients in the anchorage zone. The contact pressures (fc) for this containment are within the values acceptSble

-to the ACI code and, as such, are expected to result in redistribution to a stable and less steep stress and strain pattern than results from initial tension-ing of the tendons. ,

Supplement No. 12 12-1

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Shear -at the Junction of the Base Slab and Wall:

The chances of a diagonal' crack as shown in the FigureL 12-1 are very smail. This is so because of high compressive stresses produced by vertical prestressing. The possibility of this di-agonal crack exists only under the LOCA conditions.

The calculated concrete shear stress at Section.X-X is 60 psi under design accident condition and 112 psi under factored accident condition (1.05 D + F + T + 1.5 P). The values of these shear stresses are approxima@ely equal to the permissible shear stresses ~in concrete as given in ACI 318-63. The calcu-lated maximum value of the shear stress under the factored load cocbination of earthquake and accident (1.05 D + F + T + 1.25 P i

+ 1. 25 E) is 230 psi-at the same location. This shear

• stress is pradicted only for a small region of the base slab on the side where' tension is caused by the earthquake.

The calculated vertical shear stresses away from Section X-X (under the wall) gradually decrease from the value at Section X-X and no cracking is expected to result. If it is assumed that cracks do-result, such as shown on Figure 12-1, the shear forces in this region will be resisted by the reinforcing steel dowels near the inside foce of the shell and by the prestress-ing tendons. In such an unanticipated case, the reinforcing steel dowel stressed would be 24 ksi.

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Subject:

Anchorage Zone Reinforcing - Arkansac Nuclear I -

Dear Roland:

This is in answer to your htter of March 14, 1969, and to confirm our dis-cussion Thursday at your ojl ice concerning the captioned subject. We vould like to present our comments in three parts, as follous:

1. Anchorage Ze 'e Re.t forcement in the Base Stab--The anchorage force at transfer (' ' U;.a) is transmitted at an angle to the base stab. This produces a 'nontal component of 316 kips. (See attached calGu3ation).

This 316 kips is essentiall carriad in cxpression by concrete beneath r

the anchorage plate, hovetnr, part of this force will be transmitted in tension to conente cuay from the anchorage plate. Assuning that this 316 kips is totally carried in tension to concrete away from the plate (which is certainly too conservative), the ninforcing bars you nco have vill be more than sufficient to take this tensile force. Therefore, ue conclude that additional reinforcement around the anchorage zone is not necessary. .

It is understood that sme bursting tension uilt exist underneath the anchorage plate at some distance along the tendons. Ecuever, the massive amount of concrete in the foundation surrounding the tendons is more than enough to resist such bursting forces. E:isting reinforcement in t 'e slabs further strengthens the foundation, hence ve again concitde ti. it this area is very safe.

2. Anchorage Zone Reinforcemnt in the Buttress -- Reinforcement in these amas are discussed in three parts, as follous:

a. The narrou strip of concrete outside the anchorage plate may conceiv- ,

ably crack under certain conditione;uhile such cracking does not af- l feet the strength of the structure, it is suggested that som nomin- l al reinforcement ., placed to limit such cracking. This may be sup-plied by some smal!. vertical bara plus additional hooks.

15 VANDEWATER. SAN FRANCISCO. CALIFORNIA 94133, TEL. 982-1050

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T.'Y. LIN, KULKA, YANG e ASSOCIATE Page Tuo

b. Directly under the anchorage plate ve alreadj have si: No. 8 ties plus tuo No.10 trim bars. These together possess over 7 squam inches of steel and uitt naist about 150 kips over a stress of 20 kai. This is about 9% of the total prestressed forces per ten-don and is 1sidered suffihnt.

c. The corner betueen the inside of the anchorage plate and the shett is in critical situation as far as possible cracking is concerned.

This cracking is difficult to avoid, hauever, once it cracks the stresses are relieved and no structurat safety is innotved. In or-der to control these cracks, the present reinforcement of No.10 bars at 12" centers is not sufficient. It is suggested that at least another layer of No.10 at 12" centers be added. It is reati-zed that even with the additional bars cracks cannot be totatty avoided. Should the cracks become unsightly, it may be desirable to in,fect epocy to close up the cracks. This uitt also help to prevent possibic corrosion.

3. General Coments on Anchorage Zone Stresses-hu br:ught up some recent research findinga iniicating that local stressea around anchorage zones can be higher than generally expected, e; specialty for inclined tendons and odd-shaped anchorage zones. We believe this is correct and addition- -

at research could be desirable. Ecuever, in our present design such possi-ble stress concentrations ham hoon ;4kan inte :ncount. The situation is actually relieved by the ptactic behavior of co>: crete, particularly after cracking. Any local cracking uitt auta=aticatty reduce the ten-sion forces and transmit the remaining forecs to adjacent reinforce-ment. Present day design is based on caperience and emirical approaches uhich generally yield . onservative designs. Additional assurance is also obtained by limiting compressive stresses in concrete. When com- .

pressive stresses am limited in one direction, tensite etweses are also limited in the other direction. The total amount of local ten-sile forces is generally smatt and can be taken c=re of by providing suf-ficient reinforcement. This has been done ln the design of your vesset.

. We beliere the above sumarizes our discussion of inst week and vill vait to hear frx1 you further concerning the ring girdez anchorage zone reinforcement.

Sincerely yours, T. I. LIN, XULKA, ZANG & A330CIATE T. Y. Lin TYL:sc

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T.Y. LIN, KULKA, YANG & ASSOCIATE sTRucTU R Ar, ENGIN EERING 0 chober 8,1969 Mr. D. W. Halligan 1 c/o Roland Marsh 301 Mission Stnet, 4th Floor l San Francisco, Califomia i

Subject:

Project No. 6600 - Arkansas Nuclear Pcuer Ple:t

Dear Sir:

We have checked over your stresses for the anchorage zone in the base stab of the captioned nzator building. They an as folicus:

1, 13,000 pai in the radiat dinatias due to prestnes plus dead toad plus operating themat conditions.

2. 15,500 pai dua to marianon earthquake.

3. 17,400 pai due to bursting forces in anchorage zone.

4. 45,900 psi total tension in steel.

Since the steel ninforcement has a yield point of 60,000 pai this cm-puted macimien stnes of 45,900 pai is pemissible. Note this is the vorst cabination that can possibly occur and takes place only in a very tintit-ed am a. The alicuabis stress u" der auch a condition could be as high as '

54,000 psi. There is no questic>t that the anchorage zone stresses are uith-in the gemissible under the tr:st conditions.

1 Sinoereiy youre, T. Y. LIN, KUIXA, YANG & ASSOCIATE I se T. Y. Lin TYL:sc 15 VANDEWATER, SAN FRANCISCO, CALIFORNIA 94133, TEL 982-1050

INLAND-RYERSON CONSTRUCTION PRODUCTS COMPANY ox SE32. Chicago. Ittine!s 60680 (312) RO 2-2121 Post Tensioning Division

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September 26, 1968 Bechtel Corporation P. O. Box 3965 San Francisco, Califomia 94119 Attention: Mr. l'arry B. ftrsh Project Engineer Arkansas Pouer 5 Light Company Russellville Nuclear Unit

SUBJECT:

Conventional Information and Test Reports for 90 and 170 tiire Systems I

Dear Mr. Marsh:

As stated in our wire of June 25 to Roland ?hrsh, you have our per-mission to reproduce the material which we subnitted to you on "ay 22, 1968 and include this reproduced mterial in your preliminary

. Safety Analysis Report. !!e realize that material included in a .

preliminary Safety Analysis Report is open for public review.

'lhis permission covers all the naterial contained in our submission of May 22,1968 regardless of the origin of the material.

1 Very truly your:,,  ;

Ted M. Brown h -

Manager .

NuclearSalesandEng{rgering Post-Tensioning

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