Text

Forwards Request for Addl Info to Complete Review of Proposed Facility,Per ACRS 671206 Meeting
	ML20203H696
Person / Time
Site:	Fort Saint Vrain
Issue date:	12/27/1967
From:	Morris P; US ATOMIC ENERGY COMMISSION (AEC)
To:	Patterson L; PUBLIC SERVICE CO. OF COLORADO
Shared Package
ML20203H694	List: ML20203H690; ML20203H696; ML20203H710;
References
	NUDOCS 8608050065
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Amendment No. 9 Attachment D Page D-i

[

UNITED STATES ATOMIC ENERGY COMMISSION WAS}llNGTON, D.C. 20545 4

p' DEC 171957

%:o DN MPLY titFER TO:

Docket No. 50-267 Public Service Co:npany of Colorado Public Service Company Building 550 Fifteenth Street Denver, Colorado 80202 Attention! Mr. L. R. Pattercon Senior Vice President Electric Department Ocntlemen As a result of the ACRS Subcornittee meetin5 on December 6,1967, the ACRS has requested the additional infonnation indicated in the enclosure in order to en'able completing its review of your pro-posed Fort St. Vrain Nucicar Ocnerating Station.

Please submit your reply in an original and two copies signed under oath or affinnation together with seventy (TO) additional copies.

Sincerely yours, 8'4,g'

((c(('

8600050065 860729 PDR ADOCK 05000267 P

PDR.

Peter A. Morris, Dir /

ector pivision of Reactor Licensing CC:

A. L. Habuch Culf General Atomics L

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Amendment No. 9 Attachment D Page D-ii I

_ Additional Information Required Relative to_the Fort St. Vrain Nucicar Generating Station December 15, 1967 D.1.

Outline any changes that would be required in the plant design if the tendon ducts were to be filled with a suitable; grease in order to inhibit tendon corrosion.

How would such a design change influence the surveillance program to assure adequate corrosion control?

D.2.

Evaluate the potential consequences of an accident in which all forced circulation cooling of the core is lost and the PCRV liner is sub-sequently assumed to fail in such a manner that it offers no reaistance to leakage of gas from the PCRV.

Assuming no helium buoyancy effect, what off-site doses would result from PCRV internal pressures of 2 and

(

5 psig?

i What is the equilibridm xenon plus krypto'n STP volume? What would be the pressure rise in the PCRV due to the Xe and Kr released during l

the core-heat-up accid'ent?

I L

D.3.

Submit the results of a quantitative analysis which determines the l

permissibic number of tendons that may fail before a definite hazard would exist. The failure of both adjacent and parallel tendons as well as adjacent but non-parallel tendons should be considered.

D.4.

Submit preliminary acceptance standards or reasonably definitive criteria for the proof testing of the PCRV in sufficient detail to permit establishing the adequacy of this test program.

D.S.

Expand the analycle cubnitted of the accident involving the loss of forced -frculation gas cooling of the core so as to investigate tho' long term consequences of such an accident and the procedures for recovering from such an accident.

D.6.

Outline the extent to which either PSC or its agents will perform an independent audit of critical stages of construction and testing.

L

f Amendment No. 9 Attachment D Page D-lii D.7 Submit the results of an analysis which invest 1 ates the possibility 6

of the PCRV liner failing during a loss-of-coolin6 accident. The analysis should *nclude consideration of the possibility and con-sequences of deterioration of the liner during plant lifetime.

D.8.

Assuming the openin6 of a crack in the PCRV sufficiently lar6e to cause rapid depressurization, is there a possibility that the crack will not close completely so that air ingress becomes a problem?

t L

l

e' Amendment No. 9 Attachment D Page D.3-1 The information below is submitted in response to Question No. D.3. enclosed in the letter from Peter A. Morris dated December 27, 1967.

D.3.

Question: Submit the results of a quantitative analysis which de-termines the permissible number of tendons which may fail before a definite hazard would exist.

The failure of both adjacent and parallel tendons as well as adjacent but nonparallel tendons should be considered.

Answer: A quantitative analysis has been performed to establish the ap-proximate number of tendons which could fail during operation of the reactor before a hazardous condition would exist.

The results of this work are presented.

Vertical Tendons.

By analyzing the prestress forces on a horizontal section through the vessel, it is shown that at least six adjacent vertical tendons can be lost during vessel operation before the design condition of zero average stress across the wall is violated.

This analysis was per-formed by removing individual adjacent tendons on one side of the cross-section until the centroid of the vertical prestressing s.hifted sufficiently to produce tension halfway through the wall thickness. This includes the assumption that vertical prestress losses are twice the predicted values.

Even if all vertical prestress forces were lost, the PCRV walls which are very heavily reinforced with continuous high strength bonded reinforce-ment still tie the two heads together.

In order to assess various safety margins, the following information is submitted to show the cavity pressures which the PCRV could resist with only the rebars acting.

Af

/4

0.144 Ps W 2

f,[ kip /in.2)

A, [in ]

A,f,[ kip]

p = 33 2 x 67.5 1640 110,500 1020 0.9 f,y =

75 1640 123,000 1135 f

=

eY 1515 f,

= 100 1640 164,000 The amount of reinforcement in the haunch areas and in the wall sec-tions adjacent to the heads is considerably larger,than the reinforcement at vessel midheight for which the analysis was performed. Concrete cracks and their offeet on liner strains are still small even at 845 psi since the reinforcing steel has not yicided.

75% of the vertical reinforcement

2 9

Amendment No. 9 Attachment D Page D.3-2 consists of'#18S and #11 bars which are spliced by mechanical means to de-velop the minimum guaranteed tensile strength of-the bars. The bars are all anchored within the heads where the concrete will be in compression and the #18S bars have anchor plates attached to their ends.

Circumferential Tendons.

The loss of one " complete ring" of circum-ferential tendons which consists of 3 sets of six tendons each spaced over a wall height of about 5'-0" has been analyzed without taking advantage of load redistribution to adjacent complete rings.

The number of tendons that can be lost at any cross-section of the ring is given below in rela-tion to the internal pressure required to produce failure. Of the total of 18 tendons, a minimum number of 12 pass any cross-section.

Reinforcing steel is taken into account.

Internal Required No. of No. of Tendons Pressure Tendons Passing Allowed to Fail (psig]

Any 5' Cross-Section at Any 5' Cross-Section Safety Factor 1690 9

3 2.0 1475 8

4 1.75 1265 6

6 1.50 1055 5

7 1.25 845 3

9 1.00 The results of this single evaluation indicate 7. hat all adjacent circum-ferential tendons can fail (i.e., all tendons anchored on one face of one pilaster, including head region) without reducing the safety factor against failure at 845 psi below 2.0.

Liner strains are still compressive.

Of 236 circumferential tendons, about 30 tendons uniformly distributed could be lost before net tensile stresses would occur across the wani sec-tion at 845 psig assuming the predicted prestress losses of about 12% have occurred.

On this same basis, of the 84 circumferential tendons in the heads, about 6 from each head could be lost.

Cronnhead Tendonn.

Al' adjacent crosshead tendons on one. face of the vessel represent 33% of the total crosshead prestress, or 16 out of 48 tendons.

Loss of these adjacent tendons does not unbalance the remaining prestressing forces that help to counternet the cavity pressure applied to the heads because of the 120 degree orientation of the tendons.

The large head depth also allows the unbalanced forces, caused by loss of adjacent tendons, to redistribute and still provide an almost uniform prostress force on the inside face of the vessel head.

L

. _ -. =. __

i 9

Amendment No. 9 Attachment D Page D.3-3 i

l The overall effect of the crosshead tendons has been demonstrated by

)

overpressure tests on a 1/13 scale model of the PSC-PCRV bottom head. Test j

pressures of 2400 psi could not cause failure of the heads., Since the j

crosshead tendons were tensioned to resist only approximately 600 psi of the internal pressure, the complete loss of all of these tendons would not j

i reduce the head capacity below 1800 psig, which is approximately 2.1 times 1

Reference Pressure.

Liner strains are still compressive.

These tests are being continued with various combinations of prestress f

removed in order to establish failure levels in relation to applied prestress.

i The above analyses have not taken credit for the restraint provided e

by adjacent concrete mass or transverse prestress.

It has been shown that the loss of a certain number of tendons in each type of adjacent tendons would not cause a hazard with respect to the reduction in the vessel safety factor or the loss of net compression across a section under operating conditions. The number of adjacent nonparallel tendons that could be lost is at 1 cast the same as the number of those determined for each individual For example, the lost adjacent vertical tendor.s and the lost circum-group.

ferential tendons on one pilaster face or in one complete ring do not de-pond on each other in the analysis performed; i.e., their contribution to restraint is neglected.

It is believed that more refined analyses are not justified in view of the large margin of vessel capacity available even j'

with the loss of the significant number of tendons of each type.

A repre-sentative number of tendons in Model 2 will be unloaded to confirm the l

above analysis.

Adjacent nonparallel tendons in the region of the crosshead tendon anchorages will be unloaded thereby putting all three types of tendons out of service in one region.

One Model 2 tendon is approximately equal to four PSC tendons.

(Reference Pressure for Model 2 is 704 psig versus 845 psig for PSC-PCRV.)

\\

i The reactor will normally be operated with all of the tendons tensioned, and with the tendon loads in the ranges specified by the design.

However, i

it will be possibic at all times to operate with any one tendon detensioned and still comply fully with the design criteria for the PCRV.

It is ex-1 pected that operation with one tendon detensioned will occur at times when 4

tendon load cells are being calibrated, and when a tendon is removed for i

inspection or replacement of the tendon itucif, its anchor hardware, or its j

corrosion protection.

I 1

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b d1 p.

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O MND Amendment No. 10 3[p ci fre $ erl(c n

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Attachment D Page V.5-84 The information below further supplements the answer given to Question V.5 (Rev. 1), Attachment A, which was contained in Amendment No. 5.

Results of the tendon detensioning tests recently completed o_n Model 2 are given. The information below is also supplemental to the answer to Question D.3, Attachment D, which was contained in Amendment No. 9.

V.5 Question:

Submit a summary of the test data and failure mode for Model 2, a similitude study comparing the model and the Fort St. Vrain vessel and predictions of structural performance of t.he Fort St. Vrain vessel based on the test results from this model.

Supplemental Answer: A series of tests has been made on Model 2 wherein several tendons were fully detensioned and the vessel behavior in the partially detensioned condition was evaluated with internal pressure.

These tests were performed to provide experimental confirmation of the approximate analyses used in determining the permissible number of tendons which could, fail during operation of the Fort St. Vrain reactor before a hazardous condition would exist. The results or tne analyses were given

-~

in the answer to, Question D.3. Attachment D of Amendment No M Similar analyses were made on Model 2 to determine the equivalent number and type of tendons that should be detensioned to simulate the Fort St. Vrain PCRV conditions postulated in the answer to Question D.3.

Although one Model 2 tendon is approximately equal to four Fort St. Vrain PCRV tendons, the differences in Reference Pressures (705 psig vs 845 psig),

effective prestressing forces, and reinforcing steel quantities necessitated a separate analytical evaluation of Model 2.

The results of the analyses of Model 2 are summarized as follows:

1.

Vertical tendons.

Four adjacent vertical tendons out of a total of 36 tendons (11.1% loss) should be fully detensioned to approach zero average stress across the wall at RP = 705 psig.

2.

Circumferential tendons. One complete band of circumferential tendons consists of 2 sets of 3 tendons (180* wrap) spaced over a wall height of 18 in.

A minimum of 4 out of 6 tendons traverse any 18 in. cross-section. One circumferential tendon should be detensioned to achieve an equivalent 25% loss in one band as postulated for the Fort St. Vrain PCRV.

3.

Cronnhead tendonn.

Eight adjacent crosshead tendons on one face of the vessel represent 33% of the total crosshead prestress (8 out of 24 tendons).

The four outer crosshead tendons in Model 2 were tensioned to approximately twice the force in the four inner

r M-Amendment No. 10 Attachment D Page V.5-83 crosshead tendons.

Because of interferences, the inner crosshead tendons are not readily accessible for detensioning. The four outer crosshead tendons could be detensioned and represent a loss of approximately 22% in the crosshead prestressing.

The last test on Model 2 included in the answer to Question V.5, Attachment A. Amendment No. 5 was the overpressure test to 1500 psig (2.13 RP).

At the completion of the 1500 psig overpressure test, the vessel was pressurized to its NWP = 585 psig and maintained for a period of time at ambient temperature.

When the detensioning tests were initiated, the vessel had been under 585 psig sustained oressure for approximately 5 months.

Detensioning of the tendons was accomplished by rejacking and releasing the residual tendon force. The sequence of detensioning was as follows:

4 crosshead tendons, 1 circumferential tendon, and 4 vertical tendons.

The specified tendons detensioned were in a region of the vessel where strain gages in the concrete and the liner were located. The four outer crosshead tendons were located in the bottom head, the circumferential tendon was approximately at the level of the bottom inner crosshead tendon anchor and the four adjacent vertical tendons were located between pilasters in the same face where the crosshead tendons were located.

Strain and load measure-ments were made before and after each tendon was detensioned.

Sensor measurements were also taken when the vessel was pressurized to RP = 705 psig, which was done prior to detensioning any tendon and after each group of tendons (i.e., all crosshead tendons) was completely detensioned.

Af ter all 9 tendons were fully detensioned, the vessel was subjected to a 48-hr pressure hold test at 705 psig. With the completion of the hold test, the vessel was depressurized and the tendons were retensioned to approximately their residual force prior to detensioning. The 585 psig sustained pressure test at ambient temperature was resumed thereafter.

Data obtained during the detensioning tests have not been fully evaluated.

A sampling of concrete and reinforcing steel strains in the vicinity of the detensioned region at various states of detensioning is given in Table V.S.3.

No large strain changes were observed.

Detensioning of the 4 vertical tendons caused the major strain increases.

Strain reduction was observed in the inner midplane in the circumferential direc-tion (see gages SR 413 and SR 407) af ter two additional vertical tendons were detensioned, while a strain increase was observed in the outer midplane (see gage SR 823).

It appears that bending of the vessel wall is occurring over the region where the vertical prestressing has been drasti-cally reduced by detensioning.

Visual examination of the vessel exterior surface during the pressure tests showed no appreciable opening of concrete cracks which had been formed during the previous overpressure tests.

Tendon leads eenitored by load cells showed little load increases during various stages of detensioning.

The major load increase over the residual prestress force was approximately 3600 lb for the circumferential tendons

r Amendment Sc. 10 8'

Attachment D Page V.5-86 near midplane when the vessel was pressurized to 705 psig with all 9 tendons fully detensioned.

This compares with a load increase of about 1400 lb at 705 psig pressure prior to detensioning.

The residual prestressing force of the circumferential tendons at midplane is approxi-mately 120,000 lb.

During the 48-hr hold test at 705 psig pressure with all 9 tendons fully detensioned, the vessel behavior was stable.

Lead cells being monitored during the pressure hold test indicated random load changes with a maximum load increase of about 3%.

f.

J Amendment No. 10 Attachment D Page V.5-87 Table V.S.3 SAMPLING OF CONCRETE AND REBAR STRAINS IN THE VICINITY OF DETENSIONED REGION AT VARIOUS STAGES OF DETENSIONING bdodCl

$(

Strain Due to 705 psig Pressure Gage Gage At Stages of Detensioning* (uin/in)

No.

Location Orient.

1 2

3 4

5 SR 823 Outer Midplane Circumf.

240 243 259 278 284 At Thin-wall Sect.

SR 894 Outer Midplane Vert.

97 91 85 102 124 At Thin-wall Sect.

SR 413 Inner Midplane Circumf.

180 193 219 237 222 At Thin-wall Sect.

SR 895 Adjacent to circumf.

Vert.

136 124 139 191 252 Tendon Detensioned SR 820 Adjacent to circumf.

Circumf.

228 230 244 276 296 Tendon Detensioned SR 896 Near Detensioned Vert.

27 28 21 26 26 Crosshead Tendon Anchor Area SR 407 Inner Midplane Circumf.

215 229 237 274 230 At Pilaster Sect.

SR 873 Outer Midplane Vert.

139 144 137 171 218 At Pilaster Sect.

SR 881 Inner Bottom Haunch Vert.

167 171 178 203 237 Junction at Filaster Sect.

ER 851 Inner Bottom Haunch Vert.

161 167 167 205 253 Junction at Pilaster Sect.

Notes:

1.

Prior to tendon detensioning 2.

Four tendens detensioned (outer bottom crosshead tendons) 3.

Five tendons detensioned (4 crosshead and 1 circumferential tendons) 4 Seven tendons detensioned (4 crosshead, 1 circumferential and 2 vertical tendons) 5.

Nine tendons detensioned (4 crosshead, 1 circumferential and 4 vertical tendons)

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f An w ~ (o t public Servk e Company Cf 0&mcb o

February 14, 1985 Fort St. Vrain Unit No. 1 P-85053.3 Re;ional Administrator Region IV Nuclear Regulatory Commission 611 Ryan Plaza Drive, Suite 1000 Arlington, Texas 76011 Atttntion: Mr. E. H. Johnson

SUBJECT:

FSV - Tendon Requirements Based on Safety Consideration

Dear Mr. Johnson:

Enclosed is a copy of GA Technologies' analysis entitled "FSV -

Tendtn Requirements Based on Safety Consideration." This analysis determines the number of tendons required to prevent a breach of the

}

PCRV liner at various PCRV cavity pressures.

Pleasi be aware that this analysis was contracted and performed well in ad 'ance of our January 15, 1985 meeting in Arlington, Texas and has bien under final review by PSC. Although this analysis was compitted prior to receiving your questions in this area, we believe that it does serve to establish the design margins of the prestressing system.

If you have any questions, please contact Mr. M. H. Holmes at (303) 571-84119.

Very truly yours, blY fYwe D. W. Warembourg Manager, Nuclear Engineering Division DW/MJF/ksc atta chmen t' RaveAww (;Yg ) f

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s/,.y/p

_gcarAxsoFil-

GA Techn:logies inc, a,- mu., a, ISSUE

SUMMARY

TITLE FSV - TENDON REQUIRDfENTS BASED ON SAFETY O R&0 APPROVAL LEVEL 2

CONSIDERATION A8 S gN DISCIPLINE SYSTEM 00C. TYPE PROJECT l 0OCUMENT NO.

ISSUE NOJLTR.

S 11 CFL 1900 g

go773g N/C QUALITY ASSURANCE LEVEL SAFETY CLASSIFICATION SEISMIC CATEGORY ELECTRLC AL CLASSIFICATION I

FSV - 1 FSV - 1 N/A APPROVAL ISSUE

'^R 0

N ISSUE DATE FUNDING APPLICABLE DESCRIPTION /

gy CWBS NO.

ENGINEERING OA PROJECT PROJECT

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f R. %

N/C DEC 171S84 T.T. Lee [ J-D.Wistre R.Rosenberg Original Release 2970.205 D.Pettycord CONTINUE ON GA FORM 14851 N EXT IND ENTU RE0 j

00CUMENTS

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Text 1 - 11 11 P.O. N-5159

=

A1 - A20 20

=

B1 - B80 80

=

2 C1 - C2

=

TOTAL 113 i

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SH 29 l 30131 l 32 l 33 l 34 l 35 l 36 l 37 l 38139 40 41 42 l 43 l 44 l 45 l 46 l 47148 49 l 50 } $1l $2 l $3 l 54 l 55156 REV l l

l l

l l1l2l3l4l5I6f7l8 l9 10 11l12l13l14 21 l 22 l 23 l 24 l 25 l 26 l 27 l 15 16 17 18l19 20 SH (SR-5022-E2-56-H) c+ C g eggg 3

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,A TECHNOL0GIES 1 C.

TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO.

907738 ISSUE NO./LTR. N/C TABLE OF CONTENTS f.agg,

i. SusxARY.........................................................

3 2.

MATERIAL PROPERTIES.............................................

3 3

DEFINITION OF NUMBER OF TENDONS.................................

4 4

CIRCUMFERENTIAL TENDONS IN PCRV WALL............................

5 5.

TENDONS IN PCRV TOP AND BOTTOM HEADS............................

6 6.

CONCLUSICNS.....................................................

7 7.

REFERENCES......................................................

7 Appendix A:

Number of Circumferential Tendens......................

A1 In the PCRV Wall Appendix B:

Number of PCRV Head Tendons............................

B1 Appendix C: Calculation Review Report..............................

C1 LIST OF TABLES 1.

Minimum Numbers of Circumferential Tendons In Wall Section......

9 LIST OF FIGURES 1.

Nu Ler of Head Tendons Required in Each Head to Support 1.0 RP..

10 2.

Number of Head Tendons Required in Each Head to Support 1.5 RP..

11 Page 2

..w

JA TECHNOL0GIES 1 C.

TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO.

907738 ISSUE NO./LTR. N/C 1.

SUMMARI The minimum numbers of tendons required for safely supporting the core cavity pressure of 845 psig (Reference Pressure, RP) and 1268 psig (1.5 RP) without breaching the liner of the Fort St. Vrain PCRV have been determined for: 1) circumferential tendons in the PCRV wall and 2) crosshead and circum-ferential tendons in the heads of the PCRV.

Hand calculations based on the concept of ultimate load analysis are used.

No calculation is performed for the vertical tendons in this study. Per Ref. 1, the PCRV can resist up to 1515 psig cavity pressure with only the rebars acting, i.e., without reliance on any vertical prestress.

The results are given in Table 1 and Figs. 1 and 2.

These results indicate that the core cavity pressure of 1.0 RP can be safely resisted with consider-ably less number of tendons than is actually provided. With 1.5 RP, the number of head tendons required is still less than that actually provided.

The dif-ference, however, is small if no vertical tendons exist as assumed in the analysis.

Existence of vertical tendens will require less number of head tendons to resist 1.0 and 1.5 RP.

The procedure used in the study is described in the following sections.

Detailed calculations are given in the appendices.

2.

MATERIAL PROPERTIES Material properties used in this analysis are (Ref.1):

Concrete:

Ccmpressive strength f'e - 6000 psi Liner:

Material - SA 537, Or. B Yield strength fsy = 60,000 psi (at 0.2% offset)

Tensile strength t's - 80,000 psi (Ref. 2)

Failure strain c' = 18% (Ref. 2) 6 Modulus of elasticity E = 29 x 10 psi Page 3

A TECHNOL0GIES I C.

TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO.

90773S ISSUE NO./LTR. N/C Tendon Wires:

Tensile strength f'3 240,000 psi Yield strength f37 - 204,000 psi (at 15 strain)

Failure strain c' = 45 6

Modulus of elasticity E = 27 x 10 psi Rebars:

Material = A432 Tensile strength f'3 - 90,000 psi Yield strength T3y = 60,000 psi Failure strain c' = 7%

6 Modulus of elasticity E = 29 x 10 psi 3

DEFINITION OF NUMBERS OF TENDONS The Fort St. Vrain PCRV has, in addition to 90 vertical tendons with 169 1/4-in. diameter wires each, 210 circumferential tendons with 152 1/4-in.

diameter wires each, 100 circumferential tendens with 169 1/4-in. diameter wires each, and 48 crosshead tendons with 169 1/4-in. diameter wires each.

All 210 152-wire circumferential tendons are in the barrel section. Of the 100 169-wire circumferential tendons, 34 are in the top head (the top 15'-6" section), 34 in the bottom head (the bottom 15'-6" section), and 16 each in the barrel sections adjacent to the top and bottom heads.

Each head has 24 cross-head tendons.

All circumferential tendons are 1800 tendons rather than full circle tendons (see Fig.

E.15-2, Ref.

1).

Because of the arrangement of these 0

tendons, of the 18 circumferential (180 ) tendons in a typical five-foot high wall section, a minimum of 12 pass any cross section.

Hence 18 actual circum-ferential tendons provide 12 " effective" circumferential tendons. Similarly in the top or bottom head, 34 actual circumferential tendons provide 22 effective circumferential tendons.

The following definitions are used in this report:

Page 4 l

JA TECHNOLOGIES 1 C.

TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO.

907738 ISSUE NO./LTR. N/C 4

Nb = Number of effective circumferential tendons in a 5-foot high wall section (12 in existence).

Ne = Number of effective circumferential tendons in the top or bottom head (22 in existence).

Nx = Nu=ber of crosshead tendons in the top or bottom head (24 in existence).

It is assumed that there is no broken wire in any tendon and that the required tendons in each group are uniformly distributed.

4 CIRCUMFERENTIAL TENDONS IN PCRV WALL For the determination of the required number of circumferential tendons in the PCRV wall a typical five-foot high wall section was considered.

It is assu=ed that ultimate conditions are reached at 1.0 RP or 1.5 RP for the purpose of this analysis. The core cavity liner is anchored to the concrete by means of studs welded to the liner and embedded in the concrete.

The stud spacings are 7-1/2 in. in both circumferential and axial directions.

It is assumed that, at ulti ate, radial concrete cracks would develop at stud anchor locations and that resistance to the core cavity pressure is provided by the steel ele =ents acting as multiple structural rings. The steel elements include the liner, and circu=ferential tendons and rebars at various radial locations.

With the liner and rebar cross-sectional areas known, the nu Der of tendons required to provide a total pressure resistance capacity for the core cavity pressure of 1.0 RP or 1.5 RP, and meeting the selected 11=it criteria can be determined from equilibrium and strain compatibility.

The tenden prestress loss at end of life is assumed to be 13.55 (Ref. 1),

and the friction loss is assumed to be 11.55 (Ref. 3) in these calculations.

Two limit criteria are used in this case:

1) Liner stress = 0.9 fsy.

Tendon stresses 5 f'3, and Rebar stresses 5 f'3

2) Maximum tendon stress = t'3, Liner stress < f'3, and Rebar stresses 5 f s Page 5 s

JA TECHNOL0GIES 1 C.

TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO.

907738 ISSUE NO./LTR. N/C Obviously the first criterion is the more stringent and results in a larger number of tendons being required.

The required numbers of circumferential tendons in the PCRV wall for the above two limit conditions are shown in Table 1.

5.

TEN 00NS IN PCRV TOP AND BOTTOM HEADS The required number of 'crosshead and circumferential tendons in the PCRV top and bottom heads to safely support 1.0 RP and 1.5 RP without breaching of the liner boundary are determined by ultimate load analysis of the bottom head.

Four quasi-analytical solutions were originally used in assessing the ultimate capacity of the Fort St. Vrain PCRV heads (Ref. 1).

These are: 1) bottom head yield line failure analysis, 2) bottom head punching shear failure analysis, 3) bottom head concrete ligament compressive failure analysis, and 4) top head analysis by grid system simulation.

In the case of 34 circumferential and 24 crosshead tendons in each head and 90 vertical tendons, the yield line analysis provided the lowest estimate of the ultimate pressure capacity, while the cencrete ligament compressive failure analysis proviced the highest, about three times as high as the lowest estimate.

The tcp head grid analysis requires use of a co=puter program.

Basec on the above observations it was decided to use the yield line failure analysis method for the ultimate load analysis in the current study, and to check the results using the punching stress failure analysis.

The assumptions and detailed procedure used in the bottom head yield line analysis follow those used in Ref.1.

Based on an assumed number of crosshead tendons the resultant pressure which must be resisted by the bottom head (cavity pressure reduced by the cavity pressure equivalent of crosshead tendons, Ref.1) is first calculated. By assuming formation of a plastic hinge at the head-to-wall junction (signified by 0.003 in/in maximum concrete strain and/or yielding of liner and majority of rebars in tension), and a yield line pattern (generally radial along concrete ligaments) the unit yield line moment equired to prevent this particular yield line mode of failure under the given cavity pressure (1.0 RP or 1 5 RP) can be deter =ined.

The number of circum-ferential tendons required to provide an ultimate coment capacity along the yield line which is larger than. the required unit yield line moment is then established. The ultimate moment capacity of the bottom head is defined by the following stress limits (Ref. 1):

Page 6

A TECHNOL0GIES I C.

TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO.

907736 ISSUE NO./LTR. N/C Mdximumrebarstress50.9f,y, Maximum tendon stress 5 0.9 fsy, and Maximum compressive concrete stress 5 0.85 t'c The tendon prestress losses at end of life are assumed to be 12% for both crosshead and circumferential tendons (Ref. 1) and the friction losses are assumed to be 10% and 11.51, respectively for these two types of tendons (Ref.

3).

The yield line failure analysis in the current study is based on the assumption that no vertical tendons exist.

The required number of tendons based on the results of the yield line failure analysis are shown graphically in Figs. 1 and 2.

For the punching shear failure analysis of the bottom head the failure plane is assumed to be the one formed by the concrete liga:ents connecting the steam generator penetrations (Ref. 1).

Reference 4 provides an equation to esti= ate the ultimate shearing strength of PCRV heads as a function of span /

depth ratio and radial prestress. Based on this equation and the number of head tendons required as deter =ined by the yield line failure analysis, it is found that the punching shear stress is not critical for either the 1.0 RP or the 1.5 RP cases.

6.

CONCLUSIONS The required numbers :?f circumferential tendons in the Fort St. Vrain PCRV wall to safely support the cavity pressure of 1.0 RP and 1.5 RP are given in Table 1.

The corresponding required numbers of crosshead and circu=ferential tendons in either too or botto: head of the PCRV, derived under a conservative assumption of no vertical prestress, are given in Figs. 1 and 2.

Fro: Fig. 2, it appears that under 1.5 RP the per=issible reduction in the numbers of crosshead and circumferential tendons in the heads is small if no vertical prestressing tendons exist.

7.

REFERENCES 1.

" Fort St. Vrain Nuclear Generating Station.

Updated Final Safety Analysis Report."

2.

ASTM, " Specification for Carbon-Manganese-Silicon Steel Plates, Heat Treated for Pressure Vessels. SA-537."

Page 7

aA TECHNOL0GIES 1 C.

TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO.

907735 ISSUE NO./LTR. N/C 3

Lee, T.

T.

and Cheung, K.

C.,

"FSV PCRV Tendon Evaluation," GA Document 907441/A, April 30, 1984 4

Caras, F.

K.

and Trowsdale,

D.

R.,

" Overload Behavior and Shear Failure Mechanisms of Model No. 2 of the Bottom Head of the Fort St. Vrain Prestressed Concrete Reactor Vessel," Report 14H/69/1411, Taylor Woodrow Construction, Ltd., September 1969.

5.

Bresler, B.,

" Reinforced Concrete Engineering," Vol. 1 Materials Structural Elements, Safety, John Wiley & Sons, New York, 1974 6.

"PCRV Bottom Head, Reinforcing Plan, Sheet 1," Drawing 3614. B-36/J, Sargent & Lundy, March 1969.

7.

"PCRV Bottom Head, Reinforcing Schedule and Details, Sheet 1," Drawing 3614, B-37/E, Sargent & Lundy, October 1969.

8.

"PCRV Bottom Head, Reinforcing Plan, Sheet 2," Drawing 3614, B-38/K, Sargent & Lundy, April 1969.

9.

"PCRV Bottom Head, Reinforcing Schedule & Details, Sheet 2," Drawing 3614, B-39/E, Sargent & Lundy, December 1968.

10.

"PCRV Bottom Head, Reinforcing Schedule & Details, Sheet 3," Drawing 3614, B-40/D, Sargent & Lundy.

11.

"PCRV Bottom Half Vertical Section," Drawing 3614, B-35/S, Sargent &

Lundy, December 1969.

12.

"PCRV Bottom Head, Tendon Tubes Details," Drawings 3614, B-21/E and B-22/D, Sargent & Lundy, October 1969.

NOTE:

References 5 through 12 are cited in the appendices.

Page 8 l

JA TECHNOL0GIES 1.

C.

TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO.

907736 ISSUE NO./LTR. N/C TABLE 1 MINIMUM NUMBERS OF CIRCUMFERENTIAL TENDONS IN WALL SECTION Number of Tencens Percentage of encons Required (N )ll)

Required (2 b

Criterion 1.0 RP(3) 1.5 RP 1.0 RP 1.5 RP Liner Stress 5

9 42%

751;

= 0.9 fsy Max. Tendon 3

5 25%

42%

Stress = t's(#}

(1) Number of effective tendons required per 5-foot high section.

See the text for definition of N PercentageoftendoNscurrentlyprovidedinanyregionoftheFCRVwall.It is assumed that the required tendons are located uniformly in the region under consideration.

1.0 RP = 825 psig.

) The liner strain is 0.046 in./in. when the maximum tendon stress is f'3, O

Page 9

JA TECHNOL0GIES 1 C.

TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO.

907738 ISSUE NO./LTR. h/C

?

fercenhyte of Crosshead Tendons Required*

E o

25 so 75 soo i

i 76

- 'D N = /v R /S c

S

/

e Q

e-N

1. O R P n

4 N

4 O) l N

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\\,

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/ine is act table.

t e

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S q

e N

2 1

t I

f yc aq 0

S to

/S 20 25 Number of Crosshead 7~endons (th 5" FI ure 1.

Number of Head Tendens Required in Each Head to Support 1.0 RP E

Page 10

~

W JA TECHNOLOGIES 1 C.

TITLE: FSV - TENDON REQUIREMENTS BASED ON SAFETY CONSIDERATION DOCUMENT NO.

907736 ISSUE NO./LTR. N/C Percentafe of Crosshead Tendons.Pe7 aired ~'

~

q Ei 90 ff

/00 22

/00 \\

g g

g

.4 w

A,

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l Figure 2.

Nu=ber of Head Tendons Required in Each Head to support 1.5 RP Page 11

DD 907738/N/C APPENDIX A NUMBER OF CIRCUMFERENTIAL TENDCNS IN THE PCRV WALL 1

Page A1

DD 907738/N/C d

TABE OF CONTENTS - APPENDIX A Page A.1 CASES CONSIDERED................................................

A3 A.2 LOCATICNS OF STEEL COMPONENTS...................................

A3 A3 MATERIAL PROPERTIES.............................................

A5 A.4 ASSUMPTICNS.....................................................

A9 A.5 COMPATIBILITY...................................................

All A.6 CONTRIBUTICN TO PRESSURE CAPACITY...............................

A12 A.7 CALCULATION OF MINIMUM TENDONS REQUIRED.........................

A14 A.8

SUMMARY

OF CALCULATED RESULTS...................................

A20 Page A2

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STRAIN - IN. PER IN.

Figure 4-4 Typical Stress-Strain Curve of Wire A

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O CALCULATION SHEET O c,mm,,,, CALCU LAlloids FOR E Q U P. N O.

PROJ, CALC. NO.

907738 N/c PAtt a / 7 0F FftEPARED BY DATE 7, 7 g, ,,,/'g,ff g REF. 00CUMENTS: CHECKED BY DATE 1 i R f Co.se TaAte A -5 3 Cr, ferion 5; ke bor: Of A'" /9/ 25~ln lJove W = 6' 5 a 1 R B ei f 7 Coi/ow>t s sG. E <;- y a n l c es;> cp > tt L irie r l t#6.3E <o2

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o p>? o.o cof ', // c l 43.7 21 j i R C' l = ?G 2 / o 673 lo.e17/ 97 4 92 d 23 I I i i /?d l J3/ Co l o.sst l loo9tfl ?? ? 33 4 y 25 l 8 '7~ / l 43.00 o J/] d O S.7/ o.0 Sif l C g o orec o.o rr9 > #[' O g"; 7R j 2sp ro c ya.S 23 l J Fa< /ed. I T3

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CALCULATION SHEET ca r.i n v..,.2, CALCULATIONS FOR E Q UIP. N O. PROJ. CA LC. N O. 907738 uk PyE A // OF PREPARED BY 7 y, DATE,f jf R EF. DO CU M ENTS: CHECKED BY DATE 1 l6 b/45 /.)- 3 ,$p'f/ q k A ~ C Q12 e f?n&ns w,& /S2 2 / 40*f!S. fr fe n dons eM P4 /Cf N aYo s, r,f //,$,- 4 t< S o 7/?e Clerk sh l b lt* ! s0 -' E d W k "4 : / kf, 5 ~/7.. 6 ,g, f_ g-f- 1 _g is. cH7 e Cod v's Cc3

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CALCULATION SHEET

c. a. m.v. w,,

CALCULATIONS FOR E Q UIP. N O. PROJ. CALC.NO. 907788 N/C PAGE 4 /f 0F PREPARED 8Y 7, 7 gg DATE R E F. DO CUM ENTS: ,,/j77pg CHECKED BY DATE 1 2 3 kf 0SC 5 6 ~ SM ,'n 54/e > $)-3 ens }} -5 s k // p p,p ly. 1 8 fije f aNed restufe Co ce;& h /> O ls) 9 _ indea of sa c r 7 s'] - 13 06 Sed /Qf/e 19 -?. 1< en 15 2 - 2gc = n/.i y ,6 /u~ -,i ,,p, ~ a -uw,a, 19 a ~ 20 c/g' f 1 A/; - = g ei --+ M = '2 4 ~ f si ./=f 22 Yif & = /.3 ? l =.$ T/ / -+ / 6 f >t /3 s = /.2 f 6 j': 24 I GriferlCh 2; /* r) dons or $ = W J s'n, b ou ? (- = G ' 26 j 27. Ia-{? - gf3 ~ f 9/ 'J*}$ N gg i ~ ~ ,x=' /t) 8 29 fj s g N*{ 30 <Cl} [ x / : :. $ ' =~ /35 --s = Cr;l'-er; o >> 3 deher et /2= if/'r n Anc f=6' 33 /Jn h Jhn e n 4 = s'J r lS 'I 36

CALCULATION SHEET c u.i n v. m., CALCULATIONS FOR EQUIP. NO. PROJ. CALC. N O. 907738 a/r PAGE A.20 0F PREPARED 8Y DATE 7 7 g, ,, /,7 7g R EF. DOCU M ENTS. CHECKE0 8Y DATE / 1 2 A.6 3a m insni ol G/w/ab" Os*/A 4 s 5 6 I Tdb/6 /} - d 8 M;i>imauri Mir-der of 0<w">$mA*/ N"'ons 10 S h W k l/ SC 0 (AlfW f?! 13 f Qi/'ed k Vi (? d //t/M ht*/* C#ll"nl-16 ~ I *I'

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ctal 5(behw bek*/

Elfnn* Acfaa! ' Effect) 19 20 21 bine P MS 7 f /3 f 22 23 '/ 24 Ndy l&de') 25 26 2ntio = G' 28 29 30 31 ~ 32 33 34 35 36

DD 907738/N/C AFPENDIX B NUMBER OF PCRV HEAD TENDONS g.: s I 1 Page B1

1 I ~ w I DD 907738/N/C TJBLE OF CONTENTS - APPENDIX B Page B.1 YIELD LINE MODE OF FAILURE.................................... B3 B.1.1 Basic Assumptions...................................... B3 B.1.2 Calculational Procedure................................ B4 B.1 3 Net Head Pressure Load................................. B6 B.1.4 Boundary Force......................................... B8 i B.1.5 Boundary Moment........................................ B9 B.1.6 Unit Yield Line Moment B30 B.1.7 Moment Capacity Along Yield Lines...................... B45 B.1.8 Required Number of Head Tendons........................ B5B v B.2 POTENTIAL FAILURE MODE 'n'ITH A YIELD LINE AT................... B60 EDGE OF CORE CAVITY 33 PUNCHING SHEAR MODE CF FAILURE'................................ B78 N. Page B2

1

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CALCULATION SHEET

o. a. m. v..m, CALCULATIONS FOR N

E QUIP. N O. PROJ. CALC. N O. 907738 af c, PAGE 33 0F PREPARED BY DATE,,j,7 77 q REF. DOCUMENTS: CHECKED BY DATE 1 2 B. I f)

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CALCULATION SHEET c

a. m v...u, CALCULATIONS FOR E Q UIP. N O.

PROJ. C A LC. N O. 907738 .v/c PAGE B 4 0F ~ PREPARED BY DATE 7 7 ,,/,p y RE F. DOCUM E NTS: CHECKED BY DATE 1 2 0 / -Q {ctfc.a{pb'o.<1o/ fr~o CWedC 4 5 0 fC4/fa e f04 /)t*/ bfttd MSSC/M {0 c cf. ( 0 0 ei Q f f95t/ft* - C'* v '$ ff M Vlf den k,i t 10 Ib S i: g;6 n e r $n $SSt/m4cf //, (ff3./.5) 12 0lCa fe?e 74e /Jef lM 1'YC /~Ce ( 0 r-80y re/o rf 14 fCY) D AT/19o' $& ' i" k 78 C j n/e=f f e~cib & ^ n 4 iw pcsv <x // ca ex son A-a W' 18 4 19 ~ 0"O N#) Hed&- - g eo-~<~y n~n r /% 'I LI$ s r N#// ggyon 5f 0 ~' 'an ch ors di 2S //MA

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CALCULATION SHEET u m m v. eu, CALCULATIONS FOR E QUIP. N O. PROJ. CALC. N O. 907738 a/c. PAGE BSOF PREPARED BY OATE R EF. 00 CUM ENTS: 7 ,, j,7 jjy CHECKE0 8Y DATE 1 2 ~ $) h5 sum-Ed /pd l*Wefn f, 77)e /Jeoef, A ulafste Me an;+

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CALCULATION SHEET c a. u u v. m 2, CALCULATIONS FOR EQUIP. NO. PROJ. CALC.NO. 907738 e/C, PAqE B6 0F PREPARED BY DATE REF. DOCUMENTS: ,, jj p,fy CHECKED BY DATE 1 2 B. /. 3 l'/e? hlCc>cf r ?.*S W P bed 4 5 Tbe,0ffSCVfo /6s / en 16e boo /; N siti'ed sa is l0t f by /Ae croSSAno' r>nsn s iAe uevnc / Cen ) on onf of //)c cra stkeod' R n#fon s i. 11 / 12 Y * ( k (,) ( f j Sin O( 14 Gb4rf' // Nutr>dt=/~ c! Cns.'b'od hn/c /> = 16 7 k ; &,'.w / & a of Pn/on-fq A = s g n, fon et'on 3W:: = C(

Gv eme /neNner$'s>,

of f/pe ,%a p: r 22 23 gg, ,/ 24 /]llo w!j f ( / - 0. /.2 ) (c. 9 ) *

Ild, s = /

/est' ft, e No n Odl, Table S6-4). (/& N 27 b; = 2 Nx ( ? 3 G ( 133, o a o ) Sn K '4 s f 2, 29 '327,000 //, /4 33 bv; fress c//*e e aiu'o /mi sf croseA W Ado ns is 6:Sarnect Con s-/en f d&/ / /> e cond. ] 34 F/ 1s [ (,f =in. /2 23 ll, -0.: l 36 ly o /d > /[g, / r*

CALCULATION SHEET ca u. m.v.,m, CALCULATIONS FOP E QUIP. N O. PR OJ. CALC. NO. 907738 a/c PAGE 8 7 0F PREPARED BY 7 DATE,,fp7jg R E F. DO CUMENT S: CHECKED BY DATE / 2 3 Tbd /?d'l reSSare food }. 6 [7PS:"A / ?. 23 N.x " 0 ck/ Caryo 8 9 h&l /rt:Caft On,e Ba nsag 'W " O 10 &blC A~/ 11 12 13 14 /. C A. ? /. T fp l 15 16 X Ner Ner );~ ,c 17 ,)n 4$ a /t jnrso/f 18 (. psi) l (psi) l 19 o gdC 784 /> c t < /71 i 21 j ] )2 ) /. ? //?$ ///./ 24 25 j/>c I 26 gfg gg 7 f, g g f4 27 28 29 )p f } -f g,j ,ogg fl3 30 31 $7 C/ S ff L ?0$ E _ 33 34 35 36 ~_.

CALCULATION SHEET

o. a. m....u, CALCULATIONS FOR EQUIP, NO.

PROJ. CA LC. N O. 907738 r//c. PAGE.S[OF PREPARED BY 7 CATE,, /,7 g R EF. 00 CUM ENi d: CHECKED BY DATE 1 2 3 $Id Bo e > se -r &rce 4 .,,,Y,, / /1 t's fdPff /5 n& W/* h Ce f hWo* f. lN 6 /: < f l/MS 4' /~C l0ed /?7a. l 8f f f C If l & b) +6e trerfic'/ reisr:. /io -ts sod c.vrtefe. 10 Yb2 /)P[ ff/)$0fe fW

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CALCULATION SHEET u n. m.v. m.2, C ALCULATIONS FOR E Q UIP. N O. PROJ. CA LC. N O. 907738 /v'/c PAGE d f 0F PREPARED BY p 7 DATE ,, /g jg RE F. DOCUM ENTS: CHECKED BY DATE 1 2

8. l-f 8sancsai Mom e,, t i

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A i 2 moor A, A c 3/4 in. CAVITY LINER 3 'T N.A. j g. AVERAGE WALL WlDTH 124 in. ~ / of,a ] e N.A. l d mut 0.85 t' e 7 p r A s A, P a=3 s in. A 3 Y a CONCRETE A 2 STRAIN e = g 0.003 1.33 a = g,73 n. i g' w 5 u s L-= f g 4 a 1 in. p { N' n N CAVITY = LINER 'A XIS 1.6 7 in. ,. (6 in. Figure 4 .2 +--,-m--e--w-v---- e -+m---,.e=---,g--m-----

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CALCULATION SHEET c. 2.. m v. CALCULATIONS FOR EQUIP. NO. PROJ. C A LC. N O. 907738 N/C PAGE B NOF PREPARED BY g, DATE,,f j7 ff g REF. DOCUMENTS: CHECKED BY DATE 1 2 A As/socas are : 3 4 $ = 0. 0 } 5 2 Ae0er,y h 5.7 g..a 8 0'd &ble B-s.- =*b 7 4. & A/,n , / /, n-c F = 4 ~4 10 r 11 {4 9a.n l4 i

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29 lf r

~ _ _a 30 31 32 33 34 35 36

CALCULATION SHEET e u.. m.v..m, CALCULATIONS FOR E QUIP. N O. PROJ. C ALC. N O. 907738 a/c, PAGE S/2 0F PREPARED BY DATE,,j j7 j g R E F. DO CUMENTS. e 7 CHECKED BY DATE 1 7h4/e 8 -4 2 6%// Noment c deat.Line ))xis 4-4 3 4 5 Ar<k# 3 frain

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CALCULATION SHEET

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CALCULATIONS FOR EQUIP. NO. PROJ. C A LC. N O. 907738 N/C, PAGE 8/J OF PREPARED 8Y 7 7 g DATE,,/ff/jg RE F. DO CUMENTS: CHECKE0 8Y DATE 1 hr h_g >Nl N n I 3 4 5 6 6 = 6 '= o o 7 g 1 g (c. / Y 9 .S d' k 10 / 12 M '"* " ' [.a. 13 J 14 15 (,,G'=0of 16 g' n ( l is 5,ta, o j / 19 gy pyt 20 eg. { 21 22 23 ^ ~' i/ 24 25 6 = 6 'm o * ? 26 l [r et //, 27 4 y 28 I 'm fo A / f 2-29 30

/}J [ C M

31 'nm! Sc.y = o 32 y gc ~ \\ 33 k c.f af 5.s ='7'ko 25 rebm N s =.-s>$oo k - *^ /, n, i g 36 - - - -., - ~ - - -

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CALCULATION SHEET c

a. i n.v..a, CALCULATIONS FOR w

E QUIP. N O. PROJ. CALC.NO. 907738 N/C PAGE 8 /40F ~' PREPARED BY DATE,,j,7jfg RE F. DOCUMENTS: CHECKED 8Y DATE 1 2 Fo e Cs se 1, /,~.x 3 < 74 i e/n c 4 5 6 m //Je ce terY bnsm t-8 C - 8aandsni krce x i' l-i r- = ~ = 9 b 4 C 4-4 J l '2, 'O h/c/t i,ner

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CALCULATION SHEET am a. m.v. a, CALCULATIONS FOR E Q UIP. NO. l PROJ. CA L C. NO. 907738 N/C PAGE J/f 0F PREPARED BY 7 7 jg DATE,, /j f g g R E F. D O CUM ENTS: CHECKED BY DATE I h ! CPS 3 4 Y D z = {;

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CALCULATION SHEET c o a. =.v. m., CALCULATIONS FOR m. E QUIP. N O. PROJ. CALC. N O. 907788 N/C PAGE B// OF PREPARE 0 8Y 7 7 DATE,,j,7fjg R E F. DO CUME NTS. CHECKE0 8Y DATE h! > ?S. d so x 3 4 007 5 d '##7, c [ $g [ 6 7 .y fy g 8 s 9 10 II 6 = c. c } - (g,

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CALCULATION SHEET , c a.. m v. CALCULATIONS FOR EQUIP. NO 9778 re/C PAGE 6/7 0F PREPARED BY DATE REF. DOCUMENTS 7' 7 f., ,g p CHECKED BY DATE 1 2 To avoi/ o-fedise s </ ewe,4o n fro c *rr. o fu /odr. a/ / h., f C,. u

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CALCULATION SHEET . c4 a. m.v. m. CALCULATIONS FOR E QUIP. NO. PROJ. CA LC. N O. 907738 a/C PAGE d// OF PREPARE 0 gy ,. 7 OATE,,p,7 jf g REF. DO CUM ENTS. f CHECKED 8Y DATE I Table B-3 do orn donj Sree a, << M a ar w. n A s a p / ;o y,y,;,,. z 3 5 N** *" ? 04 A t*< &arn 3/Ye<3 ,5/~ C & },*sf on l _i i 1 eiemed (*n*/i") Cin./in.) Crsi) (k./in. Nned 4-1 in.) 2.- L. ( k ;o ),. 8 9 k, 0, } T d.o 7 / O 'O t1 12 '3 b 02l 0.Odf go.??f 5/*} o !" $0 Pd, FM h 14 15 16 .A g,2 f 9,o g y 7pf p g pg /g.o y,pg ir 18 k

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CALCULATION SHEET .ea a. < :.v..a, CALCULATIONS FOR EQ UIP. N O. PROJ. C A LC. N O. 907738 w/c, PAos g,7 0, PREPARED BY 7 7 OATE,,j/jf j RE F. DO CUMENTS. CHECKE0 8Y DATE 1 2 sste 3-p Bo,<n do nj 5eee o n '{ V7s snent, adou f L;o e )) xis A-4 3 s s An?' Swain

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CALCULATION SHEET
~~c. u. m v. e.u, CALCU LATIONS FO R EQUIP. N O.~~
~~PROJ. C A LC. N O. 907738 N/c PAGE !(2 0F PREPARED BY DATE ,,j/ f,f g R E F. DOCUM ENTS: 7 7 f CHECKED BY DATE 1 S*bett ki~ /$ai$ "' U"' d hf t 2 1 Y 62-? O *-l be3 ( ffs. (f'. % /o) A lif,~~
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4
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CALCULATION SHEET co u. m v....,, CALCULATIONS FOR .m EQUIP. N O. PROJ. C A LC. N O. 907738 a/C PAGE at3 0F PREPARED BY ~ DATE e y ,,j,7 j f,,e REF. D O CUMENTS; CHECKED BY DATE 1 2 bN/ia fedcl Wi!. h / f p f " B f d, v3 =- r f c,<,lg,, =- 4 hy [W $$ 2 0 h f 'b' 6 ar-in 7 8 9 10 Q,3,3'y Q g fpf: 11 (kf 3, h O / W // 13 14 15 23* 7" 16 1 4
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CALCULATION SHEET .... m. v..,,, ~ CALCLLAT CNS FOR E QUIP. N O. PROJ. CALC.NO. 907738 N/c PAGE 8(d OF PREPARED BY 7 DATE ,,f,77j g R E F. DO CUM ENTS: CHECKED BY DATE I 2 thea/ Jh hes daa b GssArss Somos 4 i6 pre y eef'is, s s c/ac p oses: a see ene-A //] rec / f e of cd-cn:), s., A o r roe 10 j p p re in c/:n 's' a ies r .5-> o,., / ,os e 12 i'sd' < / c//r - A en Arnu //,. n bye /,,,J-,<.Au ue fredrecs, dice (3 *. Noo er N>e .2. [h ( i + co s y ) / 3.C x,) fz ec s is .a x c :,%.cc.6, x-he. i te (f ,,, e s. )cfo nt. ren = D C; 'l ? x /f A : 3r .zx vsff f Ak
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CALCULATION SHEET c m m.v..., CALCULATIONS FO R EQUIP. NO. PROJ. CALC.NO. 907738 N/C PAGE 84fCF PAEPAREO SY OATE R E F. 00 CU M ENTS. 7 7 ,, j,7 jfg CHECKED BY DATE 1 2 Momed Capac.n 4/e>tr ados. / 17eis b-~ / J 5 d'c,w ss Ledre Crn & G. i. 7 ) exce,a 8 /E~~. ? (/3-o ?.) A C/3 C c
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CALCULATION SHEET , c. 2.. i c. v. e.,, CALCULATIONS FOR E QUIP. N O. lPROJ. CA LC. NO. gg7788
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CALCULATION SHEET c
~~a. m.v. u,,~~
CALCULATIONS FOR . - ~ E QUIP. NO. P R OJ. CALC. N O. gQ7738 N/C PAGE B 47 0F PREPARE 0 BY DATE,,,/jpp,g R E F. DO CUM ENTS: CHECKED BY DATE I 2 3 Mom ent Copse:r') A /c-f d W= *P f!e I ' I' G 4 / 5 2 5 9' 6 f f } l 8 co'/4 l 7 ~ [r 3 L l/ G,. l' I;{ li$4" / io 11 ~D ^ Q 12 } 't im - i 13 \\ c g,g,,, \\f-F6 dri/<- 14 N+vd pc (; 15 I y 'c <*7 ' 3,,, n & -,~ sp.,. 20 O'" #? lim >t) 21 22 Mo x. re la e &?' e M = c.).. o irz 24 A 000 m a. ,a a, wa,o
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CALCULATION SHEET c, a., =. v... 2, ~ CALCULATIONS FOR E Q UIP. N O. PROJ. CALC.NO. 907738 e/c PAGE St/0F PREPARED BY OATE 7 7 g, ,,/f p ygg REF 00CUMENTS: CHECKE0 BY DATE 1 2 [ofs/ ffbar ffCe (Comlre SS*'e): 3 s pra:n. 0 -.,n x-" 6 /??~X 1 X-1 /~r e 0 >5~ ! 0 e e ff & .2l0 o o, o o O = x 8 'I?'E (Arse /,,,) 9 2" -d / sp}oo } l2 /
A.
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CALCULATION SHEET c 2.. m. v. m2, CALCULATIONS FOR E QUIP. N O. PROJ. CALC.NO. 90'7738 d/C PAG 5 8.'* ~ PREPARE 0 BY OATE 7 7 ,, j/j f 7g REF. DOCUMENTS; CHECKED BY DATE 1 (tts ) &c (P. 3.7).,* l.2 :.. / y 4 / * 'Y
l
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k (df ~X)

fc E
36
CALCULATION SHEET c
~~a. m v. cro, CALCULATIONS FOR EQ UIP. NO, C ALC. N O.~~
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~~c. a. n v. r2, CALCULATIONS FOR E QUIP. N O.~~
PR OJ. CALC. N O. 907738 a/c PAGE S ?/ OF PREPARED BY OATE ,,j/,9 7 g R E F. 00 C U M ENTS. 7 7 f CHECKED BY DATE 1 2 Xefd Line fo rfern O'936I 3 4 5 kC erf/? b 8~f, 7d f FCf5 dC/$ n ro c w n c is en is - s~ s aone: w. S con 5/:/ Cf f4e effo$de 195Guft on PMC ^ Sa th ce - sa nc m.a </.y e = e. a- - y icu o /, o a og <a c o 's y, as-ea s/.g ,,c is / fin tveh / ;> y /ines (en t cod o n 'p ' c '), G: * ' so d /p s m en / o /s y N>e Ass,o yie/s /ine n< len a/s 04.0 9, v-i % s u n,//c: f n ore O M ' D ' f) '. 23 M 4ft brs'u en f))4 fjj oin4ry [ gj y/>< ll ei n scp,c,sa. s a ~ r sy o,c ~ ~ s><i:, mast a u n c a s, ,e sowon al} c// y;e/s i oe s. t' /Gr ce s de n.'e n c < i ose E -G ' ss Me h is /v q ~/<
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CALCULATION SHEET . u... n v...., CALCULATIONS FO R EQUIP. NO. PROJ. CA LC. N O. cOTT38 N/c PAGE Spa OF u PREPARED BY 7 7 OATE, j/j77jg REF. 00CUMENTS: CHECKE0 8Y OATE 1 2 3 c A e te i Rp, / & -o. //e ' u G.:e 4 y,.,, j,'si.e p -,g s 6 I U 1 M_ olu e fa /'/~t*S$dft = f. [ 4' 2 X /u /4-in ^ ec E.e = ~ ' ? I ' "* ' d ~'" 3 c.n x 10 o S~m 9 12 / 13 (3) ' U2 S /4-In fig = i to I4 n',, [' I fos i skf Mem on/ f, 16 ( pgf fe B-2I) w l / ' s / (y Q)&l Oh D & Y Q /)) AW f l_0 / f /4 te (See nj 3-?) 'S Y 'c.2 ) '2$f? to o> 20 e(Tir 4/c d-P) = 2X .A/ s to ' > /(( S '* ' (4) i9 /d>1.f & 3 (~) 22 J csei er s-23 9/$ x to S = 24 [ C[ * ' # !~'* d v/n = I > 9/$ / to ' /f-in. 28 29 /bi5 /eh h/1* i e de g6p:- nof conh 31 32 33 34 35 36
s CALCULATION SHEET c a.icev.t.u, CALCULATIONS FOR E QUIP. N O. PROJ. CALC. NO. 907738 ~/c PAGE3/J CF PREPARED BY DATE 7 7 ,,f,77pg R E.:. DOCUMENTS: CHECKE0 BY DATE 2 (bfC k / A f, 8, u .2 4., //c "$ dst 4 5 ags he h NS$UN = /.>f { / /0 f, -c. 4 / / /* 6 = = 10 0. S f 7 dc /* ? SU/h = 11 'I $f } Je /D lb = in. =- / f si J bN Me m M / - / 14 A h y e A D Q y C A b 'g ' =.3, 2.ji s,o ', j =,, 5,,, A/. 6zC' =2, g p +, is 's irt / s., a ' p 7?r x se ' 20 21 ha m $N > / D ' /b s n =- gg 23 so $ /b ~in x 25 o, A. 26 27 28 29 30 31 32 33 34 35 36
CALCULATION SHEET c 4 2.., c i v. c.u, CALCULATIONS FOR E QUIP. NO. PR OJ. C A LC. N O. gn773p N/G PAGE B74 0F PREPARED BY 7 7 DATE,,j,7j g R E F. 00 CUM ENTS. t i CHECKED BY OATE 1 2 Cheet i, 5 g p, H, = > t. %'=35 Gse 4 Frs,,, & 4/e B - ri, 6 b lf'H "' 2 22 d s t o ' (h i=ltr,4* N G-E' be
~~., e,,, A~~
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~~f 18 C. k.~~
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4 ' -3., Gre 21 M.g. be p pre ss.<re .>. i y., x, o ? g ... n,,. ? u 5.. = 25 Jys,, j.o $ d x o ? = fo rd s to 16 - f z. krTl)b rnomon / ll oi..y m ~ w =, w,,.n,. ~. c49 e n c7 ' 1 ' f t.t y ra' > in ' :- M ' = i,. c > i. ' 22 34 g > ro.Td,e to ' // - - &m =- tg54 x so 3, 36 o, A,
CALCULATION SHEET . c a. m.v. m 2, CALCULATIONS FOR EQUIP. N O. PROJ. CA LC. N O. 907738 N/'c PAGE 8770F PREPARED 8Y DATE,, fj7 p g R E F. 00CUME NTS. 7 p CHECKED BY DATE 1 2 f;e/g bn < 3 ,P fern oASHr af 4 fefer tb fi - B - t 6 2 &^h e e k ,.o iz p Mr -v. Ne ' =.:.., case 8 9 ,% m Q g jg ,3_,g, 10 due b Oft'f:t/[C $9] at E = io C-', / 12 13 j- -, g y,,,, = x-c 16 %m 0 97/ x so ? = 16 17 f C/ y to # il ~'n i e sis /M m am m) Q 19 / 20 Gfop C & f5 H, O d 'B 'd ' = : x 4 2 $ > io 's (ft/Uf)=3dl 21 22 c/o H z M ' =.2 x 6 >/ x ro 's iN 7 S; > 4 !. C'= ' W' < * ' 23 24 171 ? x to ' iL-in > l7:/ ' '* 2, Zu rn = 26 a A". 27 28 29 30 31 32 33 34 35 36 v- --,-y-

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~~CALCULATION SHEET o. a. m v.e,.2, CALCULATIONS FOR EQU1P. N O. PROJ. C A LC. N O. 907738 g/C PAGE $740F PREPARE 0 8Y 7 DATE,,j/p7 7 g R E F. 00 CU M ENTS: CHECKED BY DATE / 1 Chec k.~~
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13
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N* * * !. ^/e ' =- 3 3 C re 20 3 io d s tof d'4 h r e ?'os* f t = N (_(, ~ -j, f g f x t ol 23 f.~ _ z u 24 Q = /. / } d 7 to? *- // H x / * ' r e ~ Racish>z7 isoment 28 0l 0/]fH, 08'O'// ' =- > " l iW x soA Cff.w,o ' /d x. 3/ a l a/o3 8z H ' = >- - p ? ><o' iec x 14, p. c '- nt n, e - a,.. p,,.. , / ~.. . s. 34 35 ox 36
CALCULATION SHEET e 2.. in v. ec,, CALCULATIONS FOR ~ E QUIP. N O. PROJ. CALC.NO. 907738 "/C PAGE B770F PREPARED BY 7-gg DATE R E F. 00 CUMENTS. ,,fj7fg CHECKE0 BY DATE 1 2 c 4,,,g ,, p g j g,,,g, g,, u of, 3 M Ae S lI*SS"fe * ?f * * '" e - c s 7,., i.yc,ol 7 8 s i o l =- of r' 'o ' Id - i., $ ain *,.o 3 2es;sA:y in - + 'o ,2 ,/c,y cw, wa e ' = m < s,. <- a. c, c.,, 13 14 $/ce 'y M : H ' =
~~1. x 4 > x i<> s /f( a $oa 9/ -[~~
~~m C~~
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Nl. H 4 7's ir a* .e m,, .n e Cor a i aa a ) see a.:es. Neir ec 19A/e 3~0 28 p g g,. g .g 29 / 30 ~ 31 32 ) n 34 35 36
CALCULATION SHEET c.2. m.v. c, CALCULATIONS FOR Q P. N O. pR 02-CALC. N O* 907738 N/G PAGE 47/ OF PREPARED BY -7 dee DATE,,/ffffg R E F. DO CUM ENTS: /- CHECKE0 8Y DATE / 1 2 A. s funcbim har Mo d-c f Mum 4 / (8.rtem Hescf) 6 7 /881 8 O 1%- 10 1 l C ,, [ } [, f ( n 12 ii i
g
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CALCULATION SHEET cou.m.v.c,u, CALCU LATIONS FOR s EQUIP. N O. PROJ. CALC. N O. 907738 N/C PAGE 4?f 0F PREPARED BY OATE REF. 00 CUMENTS: 7 ,, fj7 g CHECKED BY DATE 1 2 Yf fConc/> I Jke**f*4f SNf45 3 IS ~ 5 6 Y Nd = 0.??y y. I = / Ir l2 ii(n!d) -n (4)]. /N 9 10 Ref9 /mes i2 (et p { - 0.itp f ) s-d ts / v 15 MkHC p{hirdlC ff$ $d M ( SI ) = a-s/a l yhickness = iri' in 19 20 p = [-~r m v,]i.es dic a re, ir . eb: ->?? r 2s 2 g '= cooente.rVeyN - ta so j1; f, = fres/rer> (j,1) 26 2' fra,,, yf ; >, Me jf w a //relk 28 J 3 I 3 y s pp 31
== p.g gg n o//en:ch te 33 34 35 36
CALCULATION SHEET c a.... c. v. r.:,, CALCULATIONS FOR EQUIP. NO. pg 9 7738 g/C PAGEff,/OF PREPARE 0 SY 7 7 ffe DATE,,/ // g R E F. 00 CU M ENTS. CHECKE0 SY OATE i 2 fy, ay,,p, h(oP4>f'-0-(n'$) = 5 g.A/o eo,od/[ 6 =. l ci t',f = />to
~~c. :~~
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~~if,~~
76.=./<o/ 7:- O r t'?) Boff a re 3md/er 7% n n-c o fsi Mz i 20 A I O ^* f / n O fo' f/)t G n 3/ra, s, s' e(fre t gg ,l 'f Ibe rda / fristress 24 25 CArc k, Jee), o,, @ -D CAf a- ") > 'M O//osvh/e j' c a. rg s.f ' e e.ay yf) = >>/f6 30 >s >s +.. n r 4 2, 32 bCb^t* l ' [ d.5~~ Gn d />(f Ts']. %I A 33 ? H ence.,o n esis; sdese i: no/ a s proJ/em
DD 907738/N/C APPENDIX 0 CALCULATION REY:EW P.EPORT Page C1
[ 0 #* C A t $d SIR EU.1 tis C) /- CALCULAT!ON REVIEW REPO. TITLE: APPROVAL LEVEL L f6 V # /sp&&n cd@&b $dfed m fakh 6ntWerr$on 0AL LEVEL OISC!PLINE SYSTEM 00 C. TYPE PROJECT 00CUMENT NO. ISSUE N0s LTR. // C[L lf00 f0ll8h N/C INDEPENDENT REVIEWER: A'" # M N. Ic ^Wh NAME OR G ANIEATION Nue-lva l d5s% dM frnebsic. REVIEWER SELECTION APPROVAL: BR MGR C"' M S :- ' \\ C,U < f d OATE I R EVIEW METHO D: YES l NO l ERROR DETECTED ARITHMETIC CHECK LOGIC CHECK ! MC ALTERNATE METH00 USED I I SPOT CHECK PERPORMED I I N' l COMPUTER PROGRAM USE]' l l* I I I I I I REYARKS: (ATTACH L:s; 0F :::UvENT3 USE: IN REviEm Ca feuk /M 90 ?73 i fsv-.sven f4 s%ys $, /kKV l CALCULAil0NS FOUND TO BE VA 0 AND CONC ' SiONS
~~E CORR ECT:~~
INCE?ENOENT REVIEWER _ / f" s,c. m.:
P-66@l A&cA M 4 ~ ~ f-9 I public Service Company ?Cdendo L j, l 16805 WCR 19 1/2, Platteville, Colorado 80651 t January 31, 1985 Fort St. Vrain
~~1 P-85039~~
~~}dtttl., b Regional Administrator g i n t. Region IV U. S. Nuclear Regulatory Commission 611 Ryan Plaza Drive, Suite 1000 Arlington, Texas 76011 Attn: Mr. E. H. Johnson~~
~~SUBJECT:~~
~~Interim Fort St. Vrain Tendon Surveillance Program~~
~~REFERENCES:~~
~~PSC Letter, D. W. Warembourg to E. H. Johnson 12/14/84(P-84523)~~
~~Dear Mr. Johnson:~~
In response to the concerns expressed by the NRC we are submitting for your evaluation our plans for implementing an interim tendon surveillance progra.i. The surveillance program will be based on proposed Technical Specification SR 5.2.2 as submitted in Reference 1 and will include those tendons considered accessible in Reference 1. PSC plans to implement the surveillance program based on information gathered in our original assessment effort and your expressed concerns for determining the present overall level of corrosion and the current rate of corrosion. The majority of this program has already been started as a continuing effort following completion of tendon testing we had previously committed to perform. The entire program will be implemented by March 1, 1985 and will be based on an eighteen month cycle, as cited in the submitted SRs. Q R ll0 $ $ 7
{. Tendon Surveillance specification SR 5.2.2 includes five (5) sections which PSC plans to treat as follows during this interim period. 1. SAMPLE WIRES INSERTED INTO TENDONS WITH AREAS OF KNOWN CORROSION No action will be initiated during the interim period. The sample wires currently in the tendons are not necessarily in tendons with areas of known corrosion. Tbe tendons with areas of corrosion are currently being identified and supplies of sample wires are currently being investigated. 2. ATMOSPHERIC SAMPLES OF TENDON TUBES No action will be initiated during the interim period. Tendon caps have been removed on most tendons for examin'ations and air, therefore, was introduced into the tubes. The corrosion prevention system has not been finalized as of this date and sampling of the tubes atmosphere would provide no useful information. During the original corrosion determination investigation the atmospheres in 97 tubes were sampled and tested. The results of these tests have been supplied to the NRC. 3. VISUAL EXAMINATION OF ACCESSIBLE TENDONS During the interim period PSC will perform this section as it was submitted to the NRC. A visual examination of at least 5% of.the accessible ancher assemblies for the top crosshead and circumferential tendons shall be performed. A visual examination of at least 33P. of the accessible ancher assemblies for the longitudinal and bottom crosshead tendons shall be performed. This will include re-examination of tendons with areas of known corrosion to obtain information on the current rate of corrosion. In addition to the required percentage of tendons, an additional two repeat tendons will be examined to provide for continuous monitoring of corrosion rate.
r 4. TENDON LIST OFF TEST DuringthetnterimperiodPSCwillperformthissectionas ~ it was submitted to the NRC. Lift off test of at least 5% of the accessible top crosshead tendons and circumferential tendons shall be performed. Lift off test of at least 15% of the accessible longitudinal tendons and bottom crosshead tendons shall be performed. In addition to the required percentage of tendons, an additional two repeat tendons will be tested to provide for continuous monitoring of corrosion rate. 5. REPORT OF TENDON EXAMINATION RESULTS At the end of the interim period a report will be prepared i covering the testing done during the interim period. This special report will be submitted to tie NRC at that time. l If specification SR5.2.2 is formally approved prior to the and of the eighteen month interim period, the special report will be prepared indicating the status at that time. Please be aware that the Specification SR 5.2.2 submitted in Reference 1 was a preliminary Technical Specification submittal, only for the purpose of presenting our rational for a tendon surveillance program. We trust this provides the requested commitment to begin an interim tendon surveillance program and satisfies your concerns. If there are any further questions concerning the PCRV tendons please contact me or Mr. Chuck Fuller at (303) 755-2223. i Sincerely, i /J. W. Gahm Manager, Nuclear Production Fort St. Vrain Nuclear Generating Station JWG:AR/dje
~~1. ~:~~
7 :: T l~',
.ll P dh@l Lwed 5~ 7 00 eueiicservice company of color de 16805 WCR 19 1/2, Platteville, Colorado 80651 June 7, 1985 Fort St. Vrain Unit No. 1 P-85193 /d ,erstatsuttom 80:5T. T. J. Eck"iU's. '5",%.*."'- 8 Regional Administrator tsstBROTtn. J Region IV U. S. Nuclear Regulatory Comission $'." ins. J.j.'G."' sam 611 Ryan Plaza Drive Suite 1000 E8tNso!iT itytt.t: Arlington, Texas 76011 E!onit.n. Attention: Mr. Eric H. Johnson a m ma,n. ut, o. a. E!!Einx'"' Docket No. 50-267 ' Tai."i.'- L
~~SUBJECT:~~
~~Fort St. Vrain ,tunut (nac: Additional Tendon ll"jyM"",, Inspection gg i., g v.s.n.a.c.~~
~~REFERENCES:~~
~~1) PSC Letter, ygg,,,,.,-~~
~~D. W. Warembourg to E. H. Johnson, dated 5/20/85 (P-85176)~~
2) I&E Information Notice 85-10 (G-85053)

3) I&E Information Notice 85-10 Supplement 1 (G-85098)
~~Dear Mr. Johnson:~~
As per Reference 1, ten of the bottom longitudinal tendon end caps l were removed for inspection. The visual inspection consisted of l examining the tendon end caps, prestressing anchor assembly stressing washer, shims, bearing plate and buttonheads for evidence of general corrosion, concavity, water or apparent failures. The inspection showed no evidence of concavity, cracking, water, or general corrosion. No raised buttonheads were found during this inspection. To insure that there was no cracking similar to that at Farley, five of the anchor assemblies were magnetic particle inspected for ]' cracking. The tendons inspected were VM1, VI3, Vill, VM17, VM18, VM22, V127, VM31, VI34 and VI38. The tendons which were subjected to the examination were VM1, VM17, VM22, VM31 and VI34 RECEIVED i JUN 121985 , m %, _., -, -wwcw-M. B. DOLPHIN
"~. Due to bleedout associated with liquid penetrant tests, Public Service Company considers magnetic particle testing to be more O sensitive for this application. The magnetic particle tests showed no discontinuities. During this inspection, no visible evidence of pitting was found in the tendon caps. As per Reference 3, a galvanic cell was established at Farley between their galvanized caps and the stressing washers. The zinc in Farley's prestressing system was essential in the establishment of the galvanic cell, which resulted in stressing washer failure. Since we have no zinc coated components associated with our prestressing system and based on all previous inspections to date, it is Public Service Company of Colorado's conclusion that Fort St. Vrain is not susceptible nor exhibiting evidence of zine related galvanic cell corrosion. If you have any further questions, please do not hesitate to contact Mr. M. H. Holmes at (303) 571-8409. Very truly yours, A0. ?Y Mw/ D. W. Warembourg, Manager, Nuclear Engineering O Division
~~Ref. Corrosion Engineering by Fontana/Greene, 1978.~~
DWW/MJF/ksc Attachments Reviewed by, O
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a m t y w tlescM6% 0 0 PublicService -.w*. como ny of cose.de 2420 W. 26th Avenue, Suite 1000, Denver, CO 80211 p o. sex se conver.C0 80201 - c840 Go3) 571 7511 March 5, 1985 Fort St. Vrain @57'/,j-Unit No. I stacmru. s. P-85071 UEEN *- Egd8"T* !' u M A.'. Regional Administrator $p!Nt intr.c Region IV j % g,,, U.S. Nuclear Regulatory Comission at :m. 2 611 Ryan Plaza Drive Suite 1000 Arlington, Texas 76011 go g c. use. a. c. Attn: Mr. Eric Johnson gc.g PORC c.DK DOCKET NO. 50-267 agg,a ncn suv. c.ut :: SU8 JECT: Fort St. Vrain Unit No.1 a.s.s.a.c. Revised Tendon Surveillance ."4aoeMu.s... Program
~~REFERENCES:~~
1) P-85039, Gahm to Johnson, dated January 31, 1985

2) P-84523, Warembourg to Johnson, dated December 14, 1984 Cear Mr. Johnson:
As a result of our porposal for a PCRV tendon surveillance program presented at the February 20-22,1985 site meetings and subsequent telephone conversations, we are transmitting herewith our written description of this program. The basis for our proposal is as follcws: A. Surveillance Frecuency and Tendon Poculation Our original interim surveillance program as proposed by P-85039, established an 18 month frecuency for the visual inspection and liftoff test programs. While it is felt that this program would provide adequate monitoring of the prestressing system, we recognize that the present data base is not sufficient to define a corrosion rate. Based on present inf ormation, the corrosion rate appears to be relatively slow, but we feel it is necessary to develop a more sufficient data base. On this basis we have proposed the accelerated inspection / testing program for [Q%WWW
P-85071 Page 2 the next three (3) year period or until such time that effective corrosion control is established. The program changes the previously proposed 18 month frequency for visual inspection to a six (6) month frequency. The proposed program also establishes a larger control group of tendons to pennit a better assessment of corrosion rate. The liftoff frequency for the new tendon population remains the same as previcusly proposed; however, a control group has been established to provide a liftoff assessment every six (6) months for tencons in this group. This substantial increase in the surveillance program together with a very high percentage of tendons that we have already inspected / tested provides the necessary assurance that PCRV prestressing system is capable of performing its design function. B. Engineering Evaluations / Failed Wire Criteria As indicated in the proposed surveillance program, we will be continuously assessing the PCRV prestressing, system from an engineering viewpoint as data is obtained in the surveillance program. We expect the surveillance program to be continuous over the frequency cycle specified. Within the proposed program, we did specify a mandatory engineering evaluation based on > 15 *. failed wires for a circumferential barrel tendons anH > 205 failed wires for all other tendons. It should be noted that the program outlined on February 22, 1985, during the NRC site meetings established a general criteria of > 20% failed wires for all tendons. That original criteria Hid not recognize the two sub-groups of circumferential tendons, one of which is the 152-wire circumferential barrel tendons. As a result, this surveillance program has established a > 15% failed wire criteria for the circumferential barrel tenHons. 3 Design Criteria DC-11-1 (FSAR, Appendix E) requires the PCRV 3 k be designed to resist a cavity pressure of 2.1 RP (1775 psig) for s Limit Condition 2 which is the governing case. The allowable VX stress / strength limits for this condition are: l ~ d,#y .g Longitudinal tendons - Guaranteed ultimate tensile strength . t[. provided that strain compatibility is satisfied. l N ,Y Y Circumferential tendons in barrel - Same as above. . y '., 4,I + \\ ' pt" Top and bottom head tendons (circumferential and crossbead) ~ c - 0.9 fsy where fsy is the minimum guaranteed steel yield (f strength at 1% elongation, and is equal to 204 ksi (FSAR, Fig. 5.6-1).
P-85071 Page 3 In this calculation, in order to assure the participation of rebars, the allowable stress for the longitudinal tendons and the circumferential tendons in the barrel section is limited to fsy. ~ The PCRV ultimate load analysis (FSAR Section 5.3.3.3 and Appendix E, Section E.10 Figs. E.10-23 through E.10-25) indicates that at a cavity pressure of 1775 psig the stresses in typical tendons are still elastic as given below: 1. Longitudinal tendons: 156 ksi. 2. Circumferential tendons at barrel: 170 ksi. 3. Circumferential tendons at heads: 138 ksi. 4. Crosshead tendons = 139.5 ksi. These tendon stresses expressed as ratios of the respective allowable stress / strength limits are as follows: 1. Longitudinal tendons: 156/204 = 0.76 2. Circumferential tendons at barrel: 170/204 = 0.83 3. Circumferential tendons at heads: 138/(0.9 x 204) = 0.75 4. Crosshead tendons: 139.5/(0.9 x 204) = 0.76 It follows that the minimum acceptable tendon steel areas to resist the overpressure condition expressed as ratios of original areas specified in design are as follows: Wire Failure Area Permi ssabl e Evaluation x Required Loss Criteria
~~Longitudinal Tendons 76%~~
24% 20% j Circumferential Barrel 83% 17% 15% Circumferential Head 75% 25% 20% 4 Crosshead, Top or Bottom 76% 2 4 ". 20% Based on the above percentages, we established the > 15% and > 20% wire failure criteria as a conservative point for liiandatory engineering evaluation. The conservative rature of the criteria is based on the following: 1. Although the above calculations are based on minimum guaranteed yield strengths, they are also based on a hypothetical reactor vessel pressure of 2.1 Reference Pressure (1775 psig). The plant protective system action which monitors reactor pressure, trips the reactor at 107.5". of the normal working pressure of 688 ..p s i g. In addition, two redundant _saf-etpreHef varives-provide overpressure protection with setpoints of 812 .osig and 832 psig respectively. 2. The criteria assumes uni form degradation of all tendons. This is obviously not representative of how
P-85071 Page .t corrosion will proceed, and is most certainly ultra conservative based on our inspection findings. The criteria will be utilized to provide a trigger for engineering evaluations on a tendon by tendon basis. 3. The design of the prestressing system (see FSAR Appendix E Section E.14. 2. 5 ) permits complete detensioning and removal of a tendon at power operation which represents a 100% loss of wires for that tender, when applied to the prestressing system as a whole. Obviously an evaluation of an individual tendon using the proposed criteria if > 15% and > 20% is conservative. 4 The inspection findings to date do not reveal any specific tendency for tendon corrosion on a cluster basis. The corrosion is random in nature and there is no ininediate concern for cluster failure of several tendons that would result in localized PCRV concrete tension. C. Overall Conclusion It is our opinion that the proposed surveillance program will provide adequate monitoring of the PCPV prestressing system to permit assessment of the PCRV integrity on a continuous basis to ensure the health and safety of the public. Very truly yours, L /y (Y.<u ~ 6m -[, Don W. Warembourg Manager Nuclear Engineering Division CWW:pa L.,.. <,., \\ S ~ s-y.
l 4 f f'b,.fp**p, Fort St. Vrain n' PCRV Tendon Surveillance Program Pjf b m d,- ( Sc-,y.-.h 3,,,; CONDITIONS l' '" implemented, effective April 22, 3stilance Program is to be [" The following PCRV Tendon Sur 1985, for a period of three (3) years or until such time that effective tendon N'j~g'cy e corrosion control is established, whichever occurs first. An ongoing PCRV Tendon Surveillance Program will be established thereafter, subject to NRC review and approval. DEFINITIONS For the purpose of this surveillance test, the following definitions are applicable: VISUAL INSPECTION: Removal of the tenden end cap and an in-place visual examination of the anchor assembly to include tendon wire button
~~heads, anchor / bushing assembly, shims and bearing plates.~~
LIFTOFF TESTS: A physical liftoff of the tendon to determine the load being carried by that tendon. Liftoff tests for tendons that have not previously been lifted off would include removal of the shim plates to permit visual examination and as necessary reapplication of grease to the accessible areas of the tendon. Repetitive liftoff tests on the same tendon not in a control group may not include removal of shim plates for visual examination. Liftoff tests for tendons in designated control grcups will include removal of shim plates and visual examination. NEW TENDONS: A tendon populatien selected at random for visual inspection or liftoff testing over the next l I specified surveillance period. Selection shall be such that the total population of accessible tendons in that group shall be inspected / tested before beginning any repeat inspections / tests.
CONTROL TENDONS: A population of tendons in each tendon group that will be selected and will remain constant for each inspection / test surveillance cycle. The criteria for selection of these tendons shall be to select those tendons which represent conditions in which corrosion is most pronounced tempered by ready accessibility. Selection must necessarily be based on inspection data available on or before April 15, 1985. TENDON GROUP: Four tendon population groups defined as 1. Circumferential-----310 ea 2. Top Cross Head------ 24 ea 3. Bottom Cross Head--- 24 ea 4. Longitudinal-------- 90 ea The circumferential tendon group consists of two subgroups consisting of 210 Circunferential Barrel Tendons and 100 Circumferential Head Tendons. In terms of inspection / testing, there will be no attempt to address these subgroups as separate entities in selecti'ng inspection / test population. NUMBER OF TENDONS: The number of tendons to be inspected or tested shall represent a predesignated number of tendons in that group. With the exception of the longitudinal tendon
~~group, all tendons designated for inspection or liftoff testing shall be inspected or lifted off to include both end anchor assemblies if accessible.~~
Longitudinal tendons will be inspected and lifted off only from the top end. (Inaccessible tendons have been designated as such in PSC letter P-84523 dated December 14, 1984). ENGINEERING EVALUATION: A technical evaluation based on visual examinations, liftoff
~~tests, load cells and other pertinent information to determine tendon acceptability and PCRV performance.~~
s. FAILED WIRES: Wires within a tendon bundle that have failed as identified by raised button heads in the anchor assembly or as may have been previously identified as failed by visual inspection. For tendons which are not accessible on both ends, it shall be assumed that 20% of the number of failed wires identified on the accessible end have failed on the inaccessible end in detennining the total population of failed wires. VISUAL INSPECTION PROGRAM Once every six (6) months visual inspection shall be performed for the following tendon population. Total Total Total Number of Number of Number of Tendon Groups Tendons New Tendons Control Tendons Circumferential 16 13 3 Top Cross Head 2 1 1 Bottom Cross Head 8 6 2 Longitudinal 30 24 6 LIFTOFF PROGRAM Liftoff tests shall be performed on all "new" tendons once every 18 months and on all control tendons once every six (6) months as follows: Total Total Total Number of Number of Number of Tendon Group Tendons New Tendons Control Tendens Circumferential-16 13 3 Top Cross Head 2 1 1 Bottom Cross Head 4 3 1 Longitudinal 15 12 3 ENGINEERING EVALUAT'ON Engineering evaluations will be made on a centinuous basis as the tendon. inspection / testing program progresses with the intent of ensuring that the prestressing system is performing its design function. Specific engineering l evaluations will be mandatory for any circumferential barrel tendon with > 15% failed wires and for any tendon in any of the remaining tendon groups with > 20% failed wires. __}}

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