ML20052H172

Forwards Revised FSAR Table 3.8.1-5 Re Concrete Design Criteria,Addressing Revision 1 to Reg Guide 1.142. Responses to Structural Engineering Branch Items 27,31 & 32 Will Be Provided at 820604 Meeting

ML20052H172
Person / Time
Site:	Catawba
Issue date:	05/12/1982
From:	Parker W DUKE POWER CO.
To:	Adensam E, Harold Denton Office of Nuclear Reactor Regulation
References
RTR-REGGD-01.142, RTR-REGGD-1.142 NUDOCS 8205200024
Download: ML20052H172 (12)

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DUKE POWEH COMPANY Powra Dunwrwo 422 Sourn Cucucn Srazzi, CnAumrTE, N. C. ana4a WIL LI AM O. PA R M E R, J R.

Vice Parsoorw? TtLtPaoset:Amta704 Strau Paooucto May 12,1982 273-4083 Mr. Ilarold R. Denton, Director Office of Ncelear Reactor Regulation U. S. Nuclear Regulatory Commission Washington, D. C. 20555 Attention: Ms. E. G. Adensam, Chief Licensing Branch No. 4 Re: Catawba Nuclear Station Docket Nos. 50-413 and 50-414 i'

Dear Mr. Denton:

My letter of April 8, 1982 transmitted responses to action items which were

, compiled during a December 15-18, 1981 meeting with the Structural Engineering Branch. As noted in my previous letter, responses to items 27, 31 and 32 were to be provided later. This is to advise that responses to these items will be discussed at a meeting with the Structural Engineering Branch scheduled for June 4, 1982 in Bethesda, Maryland.

Our previous response to item 11 has been revised to address Revision 1 of Regulatory Guide 1.142 and is attached.

Ver truly yours,

.a . _ cA .

William O. Parker, J ROS/php Attachment cc: Mr. J. P. O'Reilly Mr. P. K. Van Doorn Mr. R. Guild O DI Palmetto Alliance 3 Mr. J. L. Riley Mr. H. Presler i

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4 8205200024 820512 PDR ADOCK 05000413 A PDR L

11. Compare ACI 349 in cenjuncticn with Regulatory Guida 1.142, to ACI 318 i (basis of Duke's design of Category I concrete structures) justify de-viations identified in this comparison including considerations of in-herant conservatisms of the structures as appropriate.

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Response

The attached FSAR Table 3.8.1-5 provides a comparison of the Catawba

. design to that of ACI 349, in conjunction with Regulatory Guide 1.142.

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Table 3.8.1-5 (Page 1)

Comparison of Concrete Design Criteria Regulatory Guide Code 1.142 S:ction ACI 318 ACI 349 Rev. 1, Oct. 1981 Justification Chapter 1 Requires copies of struc- Recommends inspectors Duke requires G:neral Req. tural drawings, typical be experienced and drawings and details and specifications familiar with ACI and specifications be signed by licensed ASTM standards. be prepared under engineer (seal not required). supervision of licensed engineers. i Requires inspection by Inspections are Owner. performed by Owner representative (Quality Control).

Chapter 2 Massive concrete not Requires areas to be Current practice is Definitions specifically mentioned. treated as massive con- in accordance with crete to be identified ACI 349. Duke's on drawings or specifica- concrete specifica-tion. tion requires that areas treated as massive concrete to ,

be designated on the drawings.

Chapter 3 Excludes use of air- Duke concrete speci-Materials entraining Portland fication meets the Cement. intent of ACI 349 by requiring that Type I or II cement be used.

Rev. 5

. New Page

Table 3.8.1-5 (Page 2)

Comparison of Concrete Design Criteria Regulatory Guide Code 1.142 S:ction ACI 318 ACI 349 Rev. 1, Oct. 1981 Justification Chapter 3 No test reports Requires test report Duke QA Procedure (cont'd) required. on each cement ship- requires mill tests ment. No cement can for each shipment.

be used prior to re- Results are verified ceipt of 7 day mill to meet ASTH C150 test strength, before use of cement is allowed. Duke Excludes use of light concrete specifica-weight aggregate concrete. tion meets the in-tent of ACI 349 by requiring that agre-grates comply with standards such as ASTM C33 which ex-cludes light weight aggregrates.

Allows use of rail- Requires use of billet Steel specification steel and axle steel steel reinforcing bars requires that rebar bars. Allows Grade of Grade 60 or less comply with ASTM 90 bars. only. A615 grades 40 and/

or 60 as specified on the bill of mate-rials which meets the intent of ACI 349.

Chapter 4 Gives mix design Requires use of trial Duke concrete specifi-Concrete criteria for use in batch method of mix cation which is in Quality lieu of trial batch design. accordance with ACI Rev. 5 New Page

Table 3.8.1-5 (Page 3)

Comparison of Concrete Design Criteria Regulatory Guide Ccde 1.142 S:ction ACI 318 ACI 349 Rev. 1, Oct. 1981 Justification Chapter 4 method of proportioning 349, requires that (cont'd) mix, mixes be determined by trial batches.

Gives method of determining Fly ash mixes are water / cement ration for fly not used at Catawba ash mixes. in safety related structures.

Requires use of Type V Defines sulfate exposure. Sulfate conditions cement for sulfate Allows fly ash mix for do not exist at exposure. sulfate exposure conditions. Catawba.

Requires 1 strength Permits test internal in- Requires test frequency Current practice is test / day / concrete crease by 50 Yd3/100 psi per ANSI N45.2.5-74. in accordance with class. lower standard deviation Reg. Guide. Concrete if standard deviation for specification requires 30 tests in a class is less test frequency found than 600 psi. in ANSI N45.2.5.

Chapter 5 Requires construction Concrete specifica-Mixing & specifications specifically tion does not state Placing state: methods. It requires Concrete joints to be cleaned, concrete to be cured

1. Method of cleaning and the temperature construction joints. of the concrete as

2. Method of curing. placed to be main-Rev. 5 New Page

Table 3.8.1-5 (Page 4)

Comparison of Concrete Design Criteria Regulatory Guide Code 1.142 Section ACI 318 ACI 349 Rev. 1, Oct. 1981 Justification Chapter 5 3. Method of controlling tained no higher (cont'd) temperature for hot than 85 F. Appro-weather concreting. priate Chapters of ACI 301 are referenced but s1 election of method is left to Construction Department.

Allows placement of Same as 318. Requires removal of Duke Concrete specifi-concrete without re- water before placement. cation references moval of water from Chapter 8 of ACI 301 place of deposit at which complies with the discretion of the Regulatory Guide re-owner. quirements.

Allows partially Scme as 318. Prohibits use of such Duke concrete specifi-hardened or contami- material. cation references nated concrete to be Chapter 8 of ACI 301 used at discretion of which prohibits the the Engineer. use of partially hard-ened material, there-fore, it complies with the Reg. Guide.

Chapter 6 Requires pressure Requires pressure test Rev. 1 accepts ACI Duke complies with Form work, test of embedded of embedded pipe "in 349's requirements. the position taken Embedded pipe to 50% above accordance with the ap- in Rev. 1 of the Reg.

pipes, and max. pressure (150 plicable tandard." Guide, construction psi min.) for 4 hours4.62963e-5 days <br />0.00111 hours <br />6.613757e-6 weeks <br />1.522e-6 months <br />.

Rev. 5 New Page

Table 3.8.1-5 (Page 5)

Comparison of Concrete Design Criteria Regulatory Guide Ccde 1.142 Section ACI 318 ACI 349 Rev. 1, Oct. 1981 Justification

. Chapter 6 Limits presssure and Allows 200 F for localized ACI 318 is more con-(cont'd) temperature of embedded areas. Allows 350 for ac- servative than ACI piping to 200 psi and cident or short term periods. 349.

150 F. Allows 650 F for local areas from fluid jet from pipe failure.

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Allows higher temperatures if supported by test results.

Requires vertical con- Requires all joints be shown Duke shows all joints struction joints to be on plans or approval by en- on plans and complies wetted and coated with gineer. Defective or con- to ACI 349 except that cement grout before taminated concrete to be re- joints are dampened placing next lift. moved. Vertical joints to and not saturated prior be saturated with water. to placement which is Grout not required. in accordance with ACI 301.

Chapter 7 Placement tolerances Tolerances on bar placement Duke concrete spec-are stricter than liberalized to ACI 301 ification complies ACI 301, standards. with 349 except that a larger positive tolerance is allowed for clear distance to formed surfaces.

This tolerance assures that adequate cover is maintained and corre-lated better with the design requirements on depth "d".

Rev. 5 New Page

Table 3.8.1-5 (Page 6)

Comparison of Concrete Design Criteria Regulatory Guide Code 1.142 Snction ACI 318 ACI 349 Rev. 1, Oct. 1981 Justification Chapter 7 Requires test on full welded Duke test positive (cont'd) splices and full positive connections in ac-connections. cordance with ANSI N45.2.5.

Requires welded splices or Duke practice does positive connections for not comply with ACI splicing load-carrying 349.

rebar located in regions with membrane tension nor-mal to splice.

Chapter 8 Gives procedure for Eliminates Alternate Strength Design Method Alternate Design Analysis & Alternate Design Design Method. is not applicable for Method is not used Design General Method structures intended as at Catawba.

Considerations pressure barriers.

Designs will be re-viewed by NRC on a case-by-case basis.

Allows use of fillers Prohibits use of fillers Fillers are not in concrete joint in concrete joint con- used at Catawba.

construction. struction.

Chspter 9 Requires consideration of Duke's practice is Strength & dynamic response of con- in accordance with Service- crete structure, foundation, ACI 349.

ability Re- and surrounding soil.

quirements Rev. 5 New Page

Table 3.8.1-5 (Page 7)

Comparison of Concrete Design Criteria Regulatory Guide Code 1.142 Stction ACI 318 ACI 349 Rev. 1, Oct. 1981 Justification Chapter 9 Requires following load Duke's practices are (cont'd) combinations: in accordance with the Reg. Guide and

1. U = 1.40 + 1.7L 1. U = 1.4D + 1.7L + 1.7. ACI 349. Duke's com-R binations are pro- *

2. U = .75 (1.4D + 2. U = 1?40 + 1.4F + 1.7L 2. U = 1.4D + 1.4F + vided in Table 3.7.1-2 1.7L + 17.W) + 1.7H + 1.7E" + 1.7 1.7L + 1.7H + of the FSAR.

R

3. U = 0.9 + 1.3W 3. U = 1?40 + 1.4F + 1.7L + 1.9E* + 1.7R U 1.7H + 1.7W + 1.7R U

4. U = .75 (1.4D + 4. U = D+F+L+H+T +R +E ss 1.7L + 1.1E)

5. U = 1.4D + 1.7L + 5. U = D+F+L+H+Tg+Rg +W T 1.7H

6. U = 0.9D + 1.7H 6. 0 = D+F+ L+H+Tg+ gR +1. 25P a

6. U = D+F+L+H+T,+Ra

• 1.5P

7. U = D + F+ L+ H+Tg +aR +1.15 P a

+1.0(Yr + Y.j +Y,) +

1.15E g

8. U = D+F+L+H+T +R +1.0P g a a

+ 1.0 (Y r +Y j + Y,)

+ 1.0 E ss

9. U = 0.75 (1.4D + 1.7L + 9. U = .75 (1.4D +

1.4T, + 1.7Rg ) 1.7L + 1.7T, 4

+ 1.7R )

10. U =.0.75 (1.4D + 1.4F 10. U=.75(1?40+1.4F

+ 1.7L + 1.7H + 1.7 + 1.7L + 1.7H +

,E g + 1.4T, + 1.7Rg )

1.9E,)+

1. 7R 1.7T, +

U Rev. 5 New Page

Table 3.8.1-5 (Page 8)

Comparison of Concrete Design Criteria Regulatory Guide Code 1.142 Section ACI 318 ACI 349 Rev. 1, Oct. 1981 Justification Chapter 9 11. U = 0.75 (1.4D + 1.4F + 11. U = .75 (1.4D +

(cont'd) 1.7L + 1.7H + 1.7W 1.4F + 1.7L

+ 1.4Tg + 1.7Rg ) + 1.7H + 1.7W

+ 1.7T + 1.7 R) g Requires consideration'of Effects of differential prestress, crane loads, vi- settlement should be bration, impact, shrinkage, included in all load creep and differential set- combinations.

tlement. For normal. loads (Comb. 1 to 3).

When D or L reduces ef fects For all loading con-of other loads, coefficients ditions, when any shall be .9D and OL. load reduces the ef-fects of other loads, the coefficient for the load is always present and acts sim-ultaneously, other-wise, coefficient

= 0.

For combination 7 and 8 Section strenghts local strength can be must be adequate exceeded for Y , Y , Y , for forces in comb.

if no loss of safe y- 7 and 8 without Yr '

related system results. Y), and Y, Rev. 5 New Page

Table 3.8.1-5 (Page 9)

Comparison of Concrete Design Criteria Regulatory Guide Code 1.142 Section ACI 318 ACI 349 Rev. 1, Oct. 1981 Justification Allows time-history Local exceedance of analysis for pipe- section strength for rupture loads (combi- tornado missiles for nations 6, 7, and 8). comb. 5 acceptable provided strength is adequate for forces of combina-tion 5 without tornado missiles.

Chapter 10 Specifies minimum tem- There is no massive Flexure & perature and shrink- concrete in any nuc-Axial Loads age reinforcing for lear safety related massive concrete. structures at Catawba.

Chapter 11 Gives permissable shear Current practice is Shear & stresses for slabs sub- in accordance with ACI Torsion ject to loads with forces 349 and Reg. Guide.

in the plane of the slab (i.e., missile loads).

Specifically addresses Slab opening section Provisions of AIC 318 openings in slabs. deleated. are acceptable.

Sets allowable shear stress values for punching shear in walls.

Chapters No significant changes.

12 thru 17 Rev. 5 New Page

Table 3.8.1-5 (Page 10) 1 Comparison of Concrete Design Criteria l

Regulatory Guide Ccde 1.142 S ction ACI 318 ACI 349 Rev. 1, Oct. 1981 Justification ,

i Chrpter 18 Maximum water / cement Limits w/c ratio to .45. There is no pre-Prestressed ratio for grout for stressed concrete Concrete bonded tendons = 0.5. in any of Catawba's nuclear safety re-Requires member tem- Requires member temperature lated structures.

perature at time of above 35*F maintained until grouting bonded ten- job cured grout cubes reach dons to be above 50*F. 700 psi. Grout temperature Temperature must be limited to 90*F during mix- i maintained above 50"F ing and pumping.

for 48 hours5.555556e-4 days <br />0.0133 hours <br />7.936508e-5 weeks <br />1.8264e-5 months <br />.

Chrpter 19 Applys only to thin Applys only to the design Duke's design prac-Shalls- shell concrete struc- of shell concrete' structures tice does comply with tures. having thicknesses equal to ACI 349.

. or greater than 12 in.

Appendix A Not included in ACI-349. ACI-349 lacks specific Current practice is Spzcial requirements to assure in accordance with Pr visions ductility of framed ACI-318.

for Seismic structures. Adherance 02 sign to ACI-318 Appendix A is acceptable.

s I Rev. 5 New Page

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