ML102720205

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NRC SIT Member Questions to Licensee (Request 42 Q36 Response Information)
ML102720205
Person / Time
Site: Crystal River Duke Energy icon.png
Issue date: 10/22/2009
From:
Gilbert Associates
To:
Office of Information Services
References
FOIA/PA-2010-0116
Download: ML102720205 (80)
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Text

NRC Questions from 10/22 (assigned to G. Pugh):

Question #36 (Request Number 42)

NRC Question:

Was the originalradialtension stresses due to the hoop stresses considered in the originaldesign?

CR3 Response:

Cannot readily determine from the old Gilbert Calculations what the direct answer is to the request. It appears that the tendon design is based on limiting the concrete tensile stress to 212 psi. This limit bounds the tensile stresses in meridional, and hoop directions. See Book 2, Section 1.01.7, pages 1.01.7/6 and 1.01.7/7 for a brief memorandum outlining the critical loading of the cylindrical RB wall. The tendon pre-stress is designed to limit the tensile stresses in the concrete for the load combinations.

It does not appear that the calculations considered the tensile stresses in the concrete outside the tendon's influence.

Copies of calculation pages are included at following drive location:

L:\Shared\2009 NRC SPECIAL INSPECTION TEAM Q-A\WILLIAMS Q-A\Request 42, Q36 Response Info- Pugh

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R. Shan I MEMORANDUM GILBERT ASSOCIATES, INC.

March 13, 1969 (1 TO. DISTRIBUTION LISTED BEL*U I "TIh FROM: R. Shaflmaaufldaram\I L SUOJECT. Crystal River \I "

Reactor Building - Prestress Requirements , &

GAI-4Z03- 60c/'~~

At present prestress for Reactor Building for Met-Ed and Crystal River are des:igned to take care of the following effects:

1. 1.5 accident pressure.
2. Effects of accident temperature above operating temperature.

During accident condition the liner is heated to in the order of 280 F.

whereas concrete is heated to only 1U0* F. Because of this difference in temperature, the steel liner is trying to expand with reference to concrete.

As this movement is restrained the steel liner exerts a pressure on the concrete. Necessary prestress ie added to take care of the above effect.

Du~ring operating temperature the liner is gradually heated along with the concrete. In order to analyse for this loading condition either one of the following assumptions has to be made.

l. Concrete and liner act as a composite material.
2. Concrete and liner act as to independent materials.

If we consider the first assumption there is only bending stress. Therefore, no prestrassing is required.

If we consider the second assumption there are membrane forces (tension) in addition to bending stress. Hence we need additional prestressing.

Additional prestressing required if we consider second assumption.

Vertical Prestrersin Proetressing required without the above additional requirements - 181200 kips Stress in steel due to operating temperature

N*AT E -6

= 6 .5xl0 x(11O-7o) x30x 106 6.5 x 40 x 30 = 7800 psi OAI- S5 8/54

D13TRIETIZo LISTED BEI .. Harch 13, 1969 . 0 .1 DO -7.x x 12.x x 130 =14300 kips 8

%increase 8%

181200 ThlopProettesain*

Prostressing required without the above addittiorna requirements 756k/ft ht NO - 7.8 x x 12 - 35k/ft

%increase - 4.6%

Therefore a decision is to be made about the aesumption to be followed in case of operating temperature.

R. Shanmwzgasundaram cc$ H. F. Lorenz S. N. Dobreff D. A. Godfrey D. K. Croneberger K. Eo Nodland W. J. Lininger D. A. Skilton I

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R. ShanI. 01.7 MEMORANDUM GILBERT ASSOCIATES, INC.

April 10, 1969 TO: DISRIBUTION LISTED BLEW4 FROM: R. Shanmugasundaram and W. J. Loininger SUBJECT. Crystal River and ,Metropolitan Edison Conatpw Reactor Building - Revised Final Prestress Requirements GAIX-103 and GAI-4192 WvIWElIcal Hall - (R. Sharmmzgaundaram)

The critical loading condition for prestressing in the cylindrical wall is 0.95 dead load + prestrussing force + 1.5 accident pressure + 1.5 accident temperature. In calculation, the following are considered:

(1) As perPSAIR a principal tensile stre3s of [Ft 3 '5 =212 psi is allowed. Without exceeding the above value, the following stresses can be allowed.

Tensile stress in meridional direction,

'~2O00psi -*1 Tensile stress in hoop direction 211

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  • psi.-4 Shear stress -"

(Qi~ psi (2) Credit is given for 0.95 dead load of the dame only.

(3) Necessary prestressing force is added to limit the tensile stress caused by 1.5 accident pressure.

(4) Creep and shrinkage effects in the concrete due to the prestressing force are taken care 9 f by analysing the vessel with the lower 'E' value of 2.;5xl 0 .

(5) During the accident condition the liner is quickly heated to in the order of 280* F, whereas concrete remains at 110" F.

Because of this difference in temperature the steel liner is trying to expand with reference to the concrete. As this GAt-55 t/IP. j

i.vi.7/7 Distribution Listed Below April 10, 1969 movement is restrained the steel liner exerts a pressure ihich causes tension on the concrete. Necessary prestressing force is added to limit the tensile stress in concrete.

(6) With the 1.5 accident pressure and the accident temperature, the vessel expands which stretches the prestressing tendons.

The stretching of the tendons gives additional prestressing force. Due credit is given for this effect also.

Detailed calculations for prestress requirements in the cylindrical wall are enclosed.

SLe- (w. J. eininger)

The criteria for the design of prestress in the dome is the eme as the criteria for the cylindrical wall except as noted.

(1) The allowable principle tensile stress in the concrete is 212 psi. Bit, because one prestressing system provides the required prestressing force in both the hoop and meridional directions, the tensile stress in the meridional direction is dependent upon the tensile stress in the hoop direction which controls the design. The tensile stresses are as follows:

Tensile stress in the meridional direction

- 56 psi Tensile stress in the hoop direction

= = 205.psi Shear stress

-* 16 psi (2) Credit is given for the dead load stress at the point under consideration.

Calculations to detemine the required prestressing force are enclosed.

We J" Ieoininger R. Shanugaaundardm Distrihution H. F. Iorenz K. E. Nodland D. K. Croneberger W. J. Leininger S. N. Dobreff R. Shanmugaundaram D. A. Godfrey D. A. Skilton

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SCHUPACK & ASoCIATES C CON5ULIINdG MG INEIMq APPEDIDX 2J REPORT ON RMOMENDED1 CONCRTE CREI P AND SHRINKAG4E VALUES FO CCI4GUTI* PRESTRESSING LOSSES

-A ~

/ Prepared for: Jersey Central Power & Light Co.

Parsippany, New Jersey Prepared by: Schupack and Associates/'

Consulting Engineers Stamford, Connectic Dated: June 1968 Project No. (67-535)

I

SCHUPACK & ISSOCIATE-S CCt45UT ING £NINQ NfIIUU Section Page

1.

SUMMARY

5J-1

2. INTRODUCTION 5J-2
3. PURPOSE OF REPORT 5J-2
4. NATURE OF SHRINWE AND CREEP 5J-3 4.1 Shrinkage 5J-3 4.2 Creep 5J-3 4.2.1 Evaluation of Creep 5J-4
5. REVIEW CF LITERATURE AND TEST DATA 5J-5 C 5.1 Shrinkage and Creep Research in General 5J-5 5.2 Research and Test Data on Influence of Siz*

and Shape 5J-7 5.2.1 Shrinkage 5J-7 5.2.2 Creep 5J-8 5.2.3 Research on Basic Creep 5J-9 5.2.4 Effects of Bi-axial Stressing 5J-1O

6. CORRELATION WITH FULL SCALE TESTS 5J-1O
7. CONCLUSIONS 5J-11
8. R*E* QMi2ATIONS 5J-12 REFERENCES 5J-13 AFPMDIX A - C 5J-14 5J-i

I. Cl.7 (z SCHUPACK & AgSOCIATES CONSULTINO E20NI11SA

1. SUOW~Y Orouted tendons have been aelected for the containment structure at Oyster Creek Nuclear Station - Unit 2. The purpose of this report is to estimate prestress losses for these tendons due to concrete shrinkage and creep over a 50-year period at an average temperature of 85 0 F ! 10%.

Deformational behavior of controlled concrete similar to this struc-ture is shown to be predictable on the basis of test data on basic creep and shrinkage, and correlation with observations on actual full site beams.

For the volume/surface ratio of the concrete in this structure, basic creep is the dominating deformational component and depends primarily on the concrete's specific strength and age at loading. Shrinkage strain is shown to be approximately equal to the lower limit of possible accuracy in estimating total long-term losses.

A uni-axial creep strain of 0.40 x 10-6 inch/inch per psi, and a final shrinkage of 0.0001 inch/inch are recommended for the concrete specified for this structure.

5J-1

SCHUPACK & ASSOCIATES CONSULTING SAGOIEH6bil

2. INTRIDUCTION Th. force initially imparted to prestressing tendons decreaaes asymptotically with time due to:

A. Shrinkage of concrete -

a. Creep of concrete C. Relaxation of prestressing steel Grouted tendons have been selected for the containment structure in the Jersey Central Power and Light Company project. This requires a conservative evaluation of the total losses in prestressing force over a 50.-year period in order to ensure the structure's satisfactory function during its entire service life.
3. PURPOSE OF REPORT It is the object of this report to recommend a conservative estimate of probable shrinkage and creep of concrete in this structure. The evaluation applies specifically to:

A. Steel inside-lined dome and walls with concrete 36" - 42" thick.

B. Concrete with approximately 5,000 psi strength and-of normal workability (i.e., six to seven sacks cement per cubic yard, approximately 1" to 41 slump and such normal aggregate that the concrete's modulus of elasticity is approximately equal to the ACI formula).

C. Average ambient temperature 85 0 F ! 10%

D. Bi-axial compression less than 50% of f' c

5J-2 J

SCM UPACK a ASSCIA T ES CONSULTING KNOINEERS

4. NATURE OF SHRINKAGE AND CREEP 4.1 Shrinkage Shrinkage is the deformation of concrete due to other physical or chemical causes than applied load and temperature dependent volumetric changes. (i.e., variation in moisture content and hydration of cement).

Shrinkage strain is time dependent and influenced by the following factors:

A. Internal properties of the concrete, as affected by:

i. Cement quality
2. Water cement ratio
3. Proportion cement-aggregate
4. Aggregate properties (expansive or permeable aggregate)
5. Admixtures C 6. Degree of compaction
7. Reinforcement percentage
8. Curing methods B. Ambient temperature C. Ambient humidity as affected by:
1. Size and shape (volume to surface ratio) of element
2. Environment 4.2 aCeep Creep is the time dependent deformation of concrete due to load. Creep strain at any particular time is defined as the difference between total strain and the sum of initial elastic strain, shrinkage strain and strains due to temperature dependent volumetric changes at that time. Creep strain is influenced by the following factors:

5J-3

SCHUPACK a ASSOC PATEr CONSULTING ErNGINEERSlI A. Internal properties of the concrete (same as for shrinkage, except A-7 above, Reinforcement percentage, that arbitrarily can be considered aa an internal property or an external load-factor).

B. Ambient teMperature (same an for shrinkage)

C. Ambient humidity (same as for shrinkage)

D. External load

1. Tine of loading
2. Duration of loading
3. Uni-or bi-axial loading 4.2.1 Evaluation of Creep For practical evaluation and prediction, creep can be separated into two components:

A. Drying creep results from stress-induced moisture diffusion and consequential shrinkage or swelling during the period of sus-tained loading. For given stress conditions, drying creep is primarily a function of the humidity factors (C) mentioned above.

B. Basic creep is the creep of concrete not exposed to moisture diffusion. For any given concrete mix, it is a characteristic, (2) predictable function of load and temperature alone (

The complexity of variables influencing shrinkage and creep must be viewed realistically. The property-factors, for example, are substantially the same as determine the concrete's strength and workability. For the structure in question, therefore, this set of parameters can be substituted vith values typical for the specified concrete.

Similarly, the humidity factors can be limited to a single para-meter for size and shape by assuming typical average environmental conditions.

5W-4

I SCHUPACK & ASSOCIATES CONSULTINQ 9NOIaN"0I C.

A comprehensive investigation in the range 0 - 950 C (32 - 203 0F) of temperature effects on creep and shrinkage by D. J. Rannant (ILA)

( indicates that creep increases approximately linearly with temperature (2)) Applied to this structure, with an average temperature of 85°F t 1C0 (110°F inside, 0 to 100OF outside), the influence of the temperature range on creep is negl]igible. Temperature variations within this range are without measurable influence on the final shrinkage, and can also be neglected.(13)

The influence of mild reinforcement is to increase the elastic resist-ance of the composite section and reduce creep and shrinkage effects propor-tionately. These recommendations will concern the concrete section alone, and give conservative values for the final shrinkage and creep.

Based on the above, a realistic estimate of creep and shrinkage for this structure can be determined by:

f A. An evaluation of shrinkage and drying creep for the one significant humidity parameter - the actual volume/surface ratio.

B. A prediction of basic creep for the specified concrete, the given loads, and the concrete age at loading.

5. REVIEW OF LITERATURE AND TEST DATA 5.1 Shrinkage and Creep Research in General The American Concrete Institute's publication SP-9 presents a summary of the research done on creep up to 1964. A corresponding review of research on shrinkage has been prepared by the California Producers Committee in 1966. Papers presented at the Conference on Prestressed Concrete Pressure Vessels in London in 1967 (i) cover research on the special creep and shrink-age problems arising in prestressed concrete pressure vessels resembling the one in question.

'C.

5J-5

I.4 )3~

SCHUPACK & A!OCIATZS CONSULTING WfOGINI621 Most investigations concern effects of a single, or a few, of the factors influencing shrinkage and creep and supply excellent information on the nature of these phenomena, especially for basic creep. The smail scale models and laboratory specimens tested, and the comparatively short period of observation (maximum about 4 years), is, however, not representa-tive of 50 years performance of the large concrete structural dimensions in question.

Reported observations on actual structures show the significant variation of combined shrinkage and creep effects with size and shape of member, but suffer from the impossibility of separating shrinkage and creep strain without having unloaded specimens for comparison.

The data reported on a few long-term full scale tests including un-('),

loaded companion specimens for shrinkage measurements is insufficient in quantity and homogeneity to support conclusions on shrinkage and creep for this specific structure and extrapolation over 50 years.

All test data can, however, be utilized for this estimate by separating the deformational behavior of the concrete into a primary com-ponent - basic creep, and a modifying component - drying creep and shrinkage.

The investigations of size and shape influence quoted below show that the volume/surface ratio of this structure completely governs shrinkage in the possible range of prediction, and that drying creep can be neglected.

Similarly, the research listed on basic creep shows that it dominatesthe concrete's deformational behavior on this structure. General test data applies directly to basic creep, and available information in correlation with reported observations on full scale tests is sufficient to warrant regression and extrapolation of this structure's estimated basic creep behavior during its entire service life.

() 4Notably, the AASIIO Road Test, Report 4,"Bridge Research",and Technical Report R212 from U. S. Naval Laboratories, Port Huenece, California 5J-6.

IC',i I - L?. 1~4ýUPACK & ASSOCIATES CONSUL'rING ENGINEIEQS r.2 Research and Test Data on Influence of Size and Shape A. H. Mattock has investigated shrinkage and creep of precast concrete bridges (4), and Mattock and Torben C. Hansen together (5) have reported data from the first four years of an investigation in progress regarding the influence of size and shape of members on the shrinkage and cree of concrete. Based on the accumulated data and G. Pickett's theory of moisture diffusion (6) H,ansen and Mattock have established a relationship between shrinkage and creep, and the volume to surface ratio (V/S inch) of a concrete member.

5.2.1 Shrinkage The following graph shows the variation of final shrinkage with volume-surface ratio for Hansen and Mattock's main tests (Elgin gravel) and an auxiliary test on concrete made from an unusually porous crushed sandstone aggregate:

0 4 2 3 4 5 6 7 8

,V it)s, - . ---.. .

MILLIONT14S~, * ...- I o ,( - "o , ,;1 -

--w T * -I -

_70II -- -*i *2 2 700 70 ST- 70F .700iiro I i WO o 2 ,,I.J VOLUME/SURFACE RATIO- INCHES

& FIG. 1. VARIATION OF FINAL SHRINKAGE WITH VOLUME4/SURFACE RATIO 5J-7

-. I 017 ~SCHUPACK 4h ASSOCIATES The plotted average represents a conservative rediction on the con-crete specified for the structure in question, and the shrinkag, at time "t" may be predicted from the given formula. Based on the underlying general V' theory of moisture diffusion, extrapolation of this curve is Justified up to volume/surface ratios of approximately 24". Further extrapolation remults in values outside the scope of accuracy possible in estimating total logi-s.

For a volume/surface ratio of 24', the final shrinkage will be

-0.10 x 24 6 E x 10 0.0001 inch/inch All concrete in the present structure hau a volume/surface ratio greater than 24", and the above value (0.0001) can be used as a conservative estimate of the final shrinkage strain.

5.2.2 Creep Hansen and Mattock have established the following relationship between the coefficient for total (a basic + drying) creep 0, the coefficient of creep for sealed specimens (= basic creep) , and the volume/surface ratio V/S, valid for concrete similar to the structure in question:

250-JS1.7-0 Projecked Final Whlues 14 2" - N - 00 +. -

1.4*

A.A

'lo Wed, Spcie (vsm*

0 4 2 3 4 5 6 VOLUME./SURFACE RATIO - IN.

710. 2. VARIATION OF cREP cbEFPiciENT wiT VOLUKE/SURFACE RATIO AT DIFIG 2 AGESA(ELDIN GRAVEL ACGREITE CONCRET CYLINDES) 5J-8

SCI4UFACK CONSULTING 5401"99115

& ASSOCIATES Based on the above, and assuming a coefficient of basic creep 0* 1.5 (*), the drying creep component for a volume/surface ratio = 6 is found to be:

  • 1,77 x e"' 6

.54 x6 B 1.5 o.o46 i.e., drying creep Is less than 5% of basic creep for volume/surface ratios larger than 6, and can be neglected.

As all volume/surface ratios in the present structure are greater than 6, the size and shape of this structure makes basic creep the only aignificant creep component.

5.2.3 Research on Basic Creep A summary of research on basic creep has been published by Torben C. Hansen (2) tabulating all work done up to 1960. Based on Powers and Brownyard's and A. Hummel's )investigations of the properties of hardened Portland cement, Hansen has fit the accumulated data to Reiner's general rheological creep equation (10) and established a practical relationship between specific basic creep (i.e., basic creep per unit stress) and time. For given concrete properties the only parameter is concrete age at loading.

This fundamental rheological creep equation has been adapted to the concrete specified for the present structure, and curves for the estimated basic creep have been plotted on a graph, Appendix C, for loading ages B and 22 days, 1, 2, 3, 4-1/2 and 6 months. The curves are conservatively designed to over-eatimate the probable basic creep by approximately 10%.

For the specific conditions of this structure, the percentage deviation on the estimated creep values is expected to be approximately 14%.

Derivation of the basic creep curves and an evaluation of the accuracy of the estimate are presented in Appendix A.

()) See Basic Creep graph (Appendix C) 5J-9

- 1 CHUPACK & AGSOCIAYttS CONBULTING 1N1INUE016 5.2.4 Effects of Bi-axial Stressing Based on Arthanari and Yu'e investigations (U) and the data report-ed to the London Conference on Prestressed Concrete Pressure Vessels by Browne (13) Bart n Murray Barrett and ury(10) and D. J. Hannant OA)

( Poisson's ratio for creep under sustained multi-axial load at temperatures 85OF - 10%

can be considered constant and equal to 1/6. The estimated uni-axial creep strains must be evaluated separately for each member of the present structure as the creep effect due to multi-axial loading varies with the different ratios between specific uni-axial loads, and with the degree of restraint due *o reinforcement.

6. coviTH cam1LTi F, scALE TESTS The estimated shrinkage and creep for the present structure has been checked against data from full scale tests on 22 prestressed I-section beams conducted by the U. S. Naval Engineering Laboratory, Port Hueneme, California.

4 These 2-foot beams had a volume/surface ratio of 2.13" and were constructed with three proprietary systems of prestressing and designed to support a uniform load of 760 lbs. per linear foot. They were tested under different loading conditions and observations made of concrete strains over periods of 6 to 7 years. Eleven additional 21-foot non-loaded specimens were made for shrinkage measurements.

Evaluation of observations relative to the recommended shrinkage and creep strains is presented in Appendix B, and for comparison, creep curves for loading ages of 8 and 22 days derived from these observations are plotted on the graph of estimated basic creep (Appendix C).

For creep, these modified observations (apart from a minor early age discrepancy on the 8-day curve) clearly fall within the recommended values, especially for extrapolated later age conditions.

For shrinkage, the final average value observed is half of the value predicted for a volume/surface ratio of 2.13" by the reconmended conservative formula (observed 0.0005, calculated 0.001 inch/inch).

5J-10

SCHUPACX & ASSOCIATES CON VULTING 9NGIN9SRI9 7~.. CONCLUSIONS Shrinkage and creep are complex phenomena affected by a variety of factors reflecting the internal properties of the concrete, ambient tempera-ture and humidity conditions, and the load pattern involved. Attempts to estimate long-term deformation of structures with small volume/surface ratios (say less than 2") result in a broad band of predictions. This is due to the 1

difficulty of evaluating creep behavior when the volume/surface ratios are small that the drying creep component predominates.

For the temperature range (85°F ! 10%) and volume/surface ratio (larger than 24") of this structure, and the concrete properties and load conditions specified, it is, however, possible to obtain a conservative estimate of long-term deformations. This is done by separating basic creep strains from those due to drying creep and shrinkage.

Basic creep is by far the dominating deformational component and can be predicted with an accuracy of 10 - 15% based on the specified concrete strength and age at load application.

Drying creep is concluded to be negligible for the volume/surface ratio of the concrete in this structure.

Shrinkage is governed by the volume/surface ratio and is conservatively estimated to be at the lower limit of possible accuracy in predictions of total long-term losses.

Yor bi-axial stress conditions at the considered temperature, Poisson's ratio for creep can be assumed constant throughout the entire evaluation period. Multi-axial creep effects must, however, be evaluated separately for varying ratios of bi-axial stresses.

5J-1l

lSCNUFACK a ASSOCIATES CONOULTrNO EWNOINSEPI9

8. RZOC0 ATIONS The followibg losses due to shrinkage and creep are a reasonably conservative estimate of the values to be expected after 50 years sustained tendon loads at a temperature level of 85°F ! 10% on the Jersey Central Power and Light Company's Prestressed Concrete Containment Structure at Oyster Creek Nuclear Station -'Unit 2:

Shrinkage Strain After 50 Years: .................. 0.0001 inch/inch Uni-axial Creep Strain After 50 Years:

Concrete Age at Specific Creep Coefficient Prestressing Creep Strain C1 6 Months inch/inch per psi (Ec 4 x 10 pai) 1 .45 x 10-6 1.8 2 .40 x 10-6 1.6 3 .37 x io"6 1.5 6 .33 x 10 6 1.3 Modification of Uni-axial Cree2 Strain, for Bi-axial Stresses:

Poisson's ratio for creep can be considered constant over 50 years sustained tendon load at temperatures averaging 85 0 - 10%. The recommended value is 1/6.

//

I 0

5J-12

CONSULTIWS 90NINUENU

1. Conference on Prestressed Concrete Pressure Vessels Institution of Civil Engineers Papers #13 - 118 Group C London 1967 A. D. J. Hannant:

"Strain Behavior of Concrete up to 95 Under Compressive Stresses" Paper #17 Group C B. R. D. Browne:

"Properties of Concrete in Reactor Vessels" Paper #13 Group C C. N. T. Barrett and J. T. Murray:

"Creep in Pressure Vessels at Elevated Temperatures" Paper #14 Group C

2. Torben C. Hansen: "Creep and Stress Relaxation of Concrete" Cement and Concrete Research Institute Proceedings #31 Stockholm 1960
3. "Symposium on Creep of Concrete", ACI Publication SP-9 1964
4. A. H. Mattock: "Creep and Shrinkage Studies, Precast-Prestressed Concrete Bridges 5" Journal of the PCA Research and Development Laboratories Vol. 3, #2, 32 - 66 1961
5. Torben C. Hansen and A. H. Mattock: "Influence of Size and Shape of Member on the Shrinkage and Creep of Concrete" ACI Journal Proceedings Vol. 63, p 267 February 1966
6. California's Producers Committee on Volume Change, "Drying Shrinkage of Concrete" 1966
7. Gerald Pickett: "Shrinkage Stresses in Concrete" PCA Research Department Bulletin #11 1946 "The Effects of Change in Moisture Contcnt on the Creep of Concrete Under a Sustained Load" PGA Research Department Bulletin #20 1947 "Effects of Aggregate on Shrinkage of Concrete and Hypothesis Concerning Shrinkage" PCA Research Department Bulletin #66 1956
8. T. C. Powers and T. L.Brownyard: "Studies of the Physical Properties of Hardened Portland Cement Paste" FCA Research Department Bulletin #22 March 1948
9. A. Hummel: "Daz Beton ABC", 5th edition 1942
10. H. Reiner: Chapter on Rheology, "Elasticity and Plasticity" Encyclopedia of Physics, Vol. VI (Springer Verlag, Berlin). 1958
11. Arthanari and C. W. Yu: ',Creep of Concrete Under Uni- and Bi-axial Stress at Elevated Temperatures" Magazine of Concrete Research #60 1967 5J-13

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Rr AOl NG August 28, 1969 Chicago Bridge and Iron Company P. 0. Box 13308 imwphIha, Tennessee 38113 Attn: Mr. P. Narbut Engineering Coordinator RE: Crystal River - Unit No. 3 Florida Power Corporation

Dear Air. Norbut:

The stiffener angles for the dome, as shown on your design sketchos, produce some interference with the tendon condulto and reinforcing bers.

Vie wish to call this to your attention so that edjustments con be made before you transmit your drewings for approval.

Tho horizontal leg of C-I, C-2 end C-3 IL B x 6 x 3/4) causes an Interferenco end If this leg vwre turned 1800 so that the horizontal leg Is projected tcward the Q of the veasel the Interference could be avoided.

The horizontal legs of C-4 12 L's 8 x 6 3 3/4 with a 10" x 1/2" It$ also couse an interference end no a~k that this stiffener be revised so that any projection normal to the surface of the dome does not exceed eight (0) inches.

Enclooed please find a sketch showing the preceding, and In the event that you should have any questlons please fool free to :ontact us.

Very truly yours, A. G. Benyo Structural Engineer gu Enc I olsures cc: W. 0. May (2)Iw/oncl)

R. B. McKnight Imlencl)

W. R. Dreyer hv/encl)

E. R. Hottenstoin 42)(w/erncl)

R. VIIlIforth S. N. Dobreff R. Shaavnugasundorun.

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PROJECT C'P-SISTE-11 C'

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Present (X51) -- - -....

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'I r Mr i I TIPL FdC S.T DOE EIDN Page 56 SP-395 Date 4/29/77 Rev. 1

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%0 i uI, FIGURE 11 WIRE FORCE VS. TIME VERTICAL TENDONS Page 57 SP-395 Date 4/29/77 Rev. I

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.1 f.- %0 (spuflod 000'T) SdI)N - n4111M VI1J 30)101 FIGURE 12 w1IRE FORCE VS. TMhE HOOP TENDONS Page 58 Date 4/29/77 SP-395 Rev. I

memorandum Gilbert/Commonwealth 4 o&. Z3,/977 to: S. N. Dobreff hrm: H. R. Wardrop.

subject: CR#3 Request for Approval of Design Tasks Requiring Verification The following list of Design Tasks, which identifies safety related and non-safety related items and defines those which require Design Verification, has been prepared for Crystal River Unit 03 and is hereby submitted for your approval as required by Sections 5.1 and 5.5.1 of DCP 4.2.1:

Filing Code W. 0. Number Safety Verification Reason for Name of Task Class Required Verification (1) (2) (3) l "o /,7TA OY.,i'76Z-o1& 3P, Y4&5 N P.c rekmoov Soavel"uý Pit e- x 5,Ls' (1) SR - Safety Related NSR - Non-Safety Related (2) Yes or No (3) NRC - Nuclear Regulatory Commission CAI - Gilbert Associates, Inc.

Distribution:

H. R. Wardrop F. ,J.Tomazic Project Structural Engineer

4. C. A4&._P T. a. 8i.ss Approved by: JA%

Date: K,14-ýj' ,,, 3$,,,,,

/.3 memorandumfa Gilbert/Commonwealth August 26, 1977 to: Mr. J. E. Lisney from: M. R. Wardrop subiect: CR#3 Tendon Surveillance Design Review W. 0. 04-4762-016 Filing Code 1:01.7A You have been designated as the Verifier for subject Design Review.

Attached are the eleven (11) calculation pages, two (2) memorandums approving this task, and the Design Verification Record for this task.

The First Tendon Surveillance is scheduled for November, 1977.

Therefore, your review should be completed by September 30, 1977.

M. R. Wardrop Project Structural Engineer MRW:km cc: F. J. Tomazic S. N. Dobreff K. E. Nodland J. C. Herr

$&1 35 1?/?$

M4 memorandum ( Glbewt/Commonwealth S. N. Dobreff from: H. R. Wardrop subject: Approval of Verifier and Scope of Verification CR93 As required by DC? 4.2.1 and DP-0414-7, I request your approval of the sufficiency of the Verifier's independence from the Originator and the type and depth of Design Review as shown below:

Project : ClvsrA&RIv-n UA,,*3 Design Task: CrAa,.u r /Lai. Filing Code /,'0/. 7 A T*'JOO AJ .S $$4 JC W.O. OV'17(Z-oita Pm r br .e%, L c>s s L Originator: J. C .-*F g g,..

Verifier:

Description of Verification to be Perforimed:

To verify design concept and verify sufficiently the detail calculations as necessary to his satisfaction that the design intent is met. Checking of every arithmetical figure is not required.

Distribution F. J. Tomazic H. R. Wardrop *"-

Project Structural Engineer TO. /3,ss S. bbl Approved By:

Date; 6 SIS 120 I

memorandum Gilbert/Commonwealth October 2q, 1977 to: T. D. Biss from M. R. Wardrop subject: CR13 Tendon Surveillance Design Review W. 0. #04-4762-016 Filing Code: 1:01.7A You have been designated as the Verifier for subject Design Review.

Attached are the eleven (11) calculation pages, two ('2) memorandums approving this task, and the Design Verification Record for this task.

The first Tendon Surveillance is scheduled to start in November, 1977.

Therefore, your review should be completed as soon as possible.

This memoraddum also-serves to release Mr. J. E. Lisney from being the Verifier, as designated on August 26, 1977.

H. R. Wardrop MRW :nkm cc: F. J. Tomazic S. N. Dobreff

1. E. Lisney J. C. Herr Gal Is 12/75

m* J.

DEPARTMENT NAME DEPT. NO. FILING CODE GIL BERT ASSOCIATES, INC. (ý; ,4"ccC ý. vr . wI N U BE  : P A. J_11)

EvHGIHEERS Aid COHNSULTANTS PROJECT NAME svI WtO. NUMBER READING, PA. & 6I4. .d lZ L" '0 .' I O l-'lZ b3 "/16 , -

U'.

SUBJECT F2A~idn n S (AyvIgiVa-bree p rae-es

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PROPRIETARY INFORMATION OF GILBERT ASSOCIATES, INC. - FOR INTERNAL USE ONLY GAI 350 REV. 3-77

- DESIGN CONTROL PROGRU DESIGN VERIFICATION RECOROD CLIENT W.O0.

FLORIDA POWF'R CORPORATION 04-4762- Oita PRO JE*CT FILING CODE CRYSTAL RIVER UNIT #3 1: 01.7TA //7 DES,,;N DOCUMENT C*.o.- r ol' Sv-) 3 P REVISION AND DATE ..

ORIGINATOR VERIFIER J.C. T/-7 D77, /s DOES THE DESIGN DOCUMENT CONTAIN ASSUMPTIONS IDENTIFIED FOR SUBSEQUENT RE-VERIFICATION WHEN THE DETAILED DESIGN ACTIVITIES ARE COMPLETED (REF. QUESTION 2, BELOW) ?

NO YES VERIFIERS ATTESTATION THE (DESIGN DOCUMENT HAS) (REV!ISIOAS TO THE DC-CL 1MENT OCCURRING SI.NCE THE PRE yiOuJ VERInF *GAT.O HIONE) BEENREVIEWED BY ME TO PROVIDE ASSURANCE THAT IT MEETS THE DESIGN INPUTS. ANY FINDINGS UNCOVERED DURING THE COURSE OF MY REVIEW HAVE BEEN DIRECTED TO THE ORIGINATOR AND RESOLVED. AS A PART OF THE REVIEW, THE NINETEEN QUESTIONS LISTED HEREUNDER HAVE BEEN ADDRESSED TO JUDGE WHICH ARE APPLICABLE. THE DESIGN DOCUMENT HAS BEEN EVALUATED AGAINST THE APPLICABLE QUESTIONS.

v FRIFIER'S SIGNATURE DATE I. WERE THE INPUTS CORRECTLY SELECTED AND 11. HAVE ADEQUATE MAINTENANCE FEATURES AND INCORPORATED INTO DESIGN? REQUIREMENTS BEEN SPECIrIED' (SEE DCP 4.9.1) 12. ARE ACCESSIBILITY AND OTHER DESIGN PROVISIONS

2. ARE ASSUMPTIONS NECESSARY TO PERFORM THE DE- ADEQUATE FOR PERFORMANCE OF NEEDED MAIN-S'ON ACTIVITY ADEQUATELY DESCRIBED AND TENANCE AND REPAIR?

REASONABLE ' WHERE NECESSARY. ARE THE ASSUMP- 13. HAS ADEQUATE ACCESSIBILITY BEEN PROVIDED TO TIONS IDENTIFIED FOR SUBSEQUENT RE-VERIFICA- PERFORM THE IN-SERVICE INSPECTION EXPECTED TIONS WHEN THE DETAILED DESIGN ACTIVITIES ARE TO BE REQUIRED DURING THE PLANT LIFE?

COMPLETED? 14. HAS THE DESIGN PROPERLY CONSIDERED RADIATION

3. ARE THE APPROPRIATE QUALITY AND QUALITY AS- EXPOSURE TO THE PUBLIC AND PLANT PERSONNEL?

StIRANCE REQUIREMENTS SPECIFIED ? IS. ARE THE ACCEPTANCE CRITERIA INCORPORATED IN

4. ARE THE APPLICABLE CODES. STANDARDS AND REGU- THE DESIGN DOCUMENTS SUFFICIENT TO ALLOW LATORY REQUIREMENTS INCLUDING ISSUE AND AD- VERIFICATION THAT DESIGN REQUIREMENTS HAVE DENDA PROPERLY IDENTIFIED AND ARE THEIR RE- BEEN SATISFACTORILY ACCOMPLISHED?

QLJIREMENTS FOR DESIGN MET ? 16. HAVE ADEQUATE PRE-OPERATIONAL AND SUBSE-

5. HAVE APPLICABLE CONSTRUCTION AND OPERATING QUENT PERIODIC TEST REQUIREMENTS BEEN APPRO-E) PERIENCE BEEN CONSIDERED?' PRIATELY SPECIFIED?
17. ARE ADEQUATE HANDLING, STORAGE. CLEANING AND
6. HAVE THE DESIGN INTERFACE REQUIREMENTS BEEN SHIPPING REQUIREMENTS SPECIFIED?

SATISFIED ?

7. WASAN APPROPRIATE DESIGN METHOD USED? 18. ARE ADEQUATE IDENTIFICATION REQUIREMENTS SPECIFIED?
8. IS THE OUTPUT REASONABLE COMPARED TO INPUTS?
19. ARE REQUIREMENTS FOR RECORD PREPARATION
9. ARE THE SPECIFIED PARTS. EQUIPMENT, AND PRO- REVIEW, APPROVAL. RETENTION, ETC., ADEQUATELY CESSES SUITABLE FOR THE REQUIRED APPLICATION? SPECIFIED?
10. ARE THE SPECIFIED MATERIALS COMPATIBLE WITH EACH OTHER AND THE DESIGN ENVIRONMENTAL CONDITIONS TO WHICH THE MATERIAL WILL BE EXPOSED ?

GILBERT ASSOCIATES. INC. _& l POWER ENGINEERING - READING

/

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