ML18139B936

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Forwards Addl Info Re IE Bulletin 80-11, Masonry Wall Design, in Response to NRC
Person / Time
ML18139B936
Site:	Surry
Issue date:	07/06/1982
From:	Leasburg R VIRGINIA POWER (VIRGINIA ELECTRIC & POWER CO.)
To:	Harold Denton, Varga S Office of Nuclear Reactor Regulation
References
REF-SSINS-6820 371, IEB-80-11, NUDOCS 8207130467
Download: ML18139B936 (73)
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VIRGINIA ELECTRIC AND POWER COMP.ANY RICHMOND~ VIRGINIA 23261 R. H. LEASBURG VICR PRESIDENT NUCLEAR OPERATIONS July 6, 1982 Mr. Harold R. Denton, Director Office of Nuclear Reactor Regulation Attn:

Mr. Steven A. Varga, Chief Operating Reactors Branch No. 1 Division of Licensing U.S. Nuclear Regulatory Commission Washington, D.C. 20555 Gentlemen:

Serial No. 371 PSE&CS/RHW,III:BRC Docket Nos. 50-280 50-281 License Nos. DPR-32 DPR-37 SUBMITTAL OF ADDITIONAL INFORMATION NRC IE BULLETIN 80-11 (MASONRY WALL DESIGN)

SURRY POWER STATION, UNIT NOS. 1 & 2 This letter provides the additional information regarding NRC IE Bulletin 80-11 (Masonry Wall Design) which was requested by your letter of May 21, 1982.

Clarification and justification of the criteria used in evaluating the masonry walls is provided in the Enclosure to this letter. Sample calculations and sketches are provided as Attachments to the Enclosure in order to demonstrate how the analysis was performed and illustrate the types of modifications that were installed.

A list of our previous responses which were not included on the reference list attached to your letter is also provided.

Please contact us if you have any questions or require additional information.

Enclosure w/attachments cc w/enclosure:

Mr. James P. 0 1Reilly Regional Administrator Region II brc/2623/1 8207130467 820706 PDR ADOCK 05000280 G

PDR Very truly yours, I ()L,S~

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R. H. Leasburg

DOCKET NO. 50-280... VEPCO.. SU~RY ADDL INFO RE IEB 80-11 MASONRY L-JALL Rec'd w/ltr 7/6/82... 8207130467 NOTICE -

THE ATTACHED FILES ARE OFFICIAL RECORDS OF THE DIVISION OF DOCUMENT CONTROL. THEY HAVE BEEN CHARGED TO YOU FOR A LIMITED TIME PERIOD AND MUST BE. RETURNED TO THE RECORDS FACILITY BRANCH 016.

PLEASE DO NOT SEND DOCUMENTS CHARGED OUT THROUGH THE MAIL. REMOVAL OF ANY PAGE(S) FROM DOCUMENT FOR REPRODUCTION MUST BE REFERRED TO FILE PERSONNEL.

DEADLINE RETURN DATE

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RECORDS FACILITY BRANCH

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ENCLOSURE VEPCO LETTER TO NRC DATED JULY 7, 1982, SERIAL NO. 371 SURRY POWER STATION UNITS 1 & 2 The following text is provided as the response to the NRC letter of May 21, 1982 requesting additional information on I.E.Bulletin 80-11.

This report provides a reprint of each of the nine (9) NRC requests with the applicable response following the question.

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ADDITIONAL REFERENCES NOT INCLUDED HITH FRANLKIN RESEARCH CENTER REFERENCE LIST ENCLOSURE TO NRC LETTER OF MAY 21, 1982 SURRY POWER STATION

1.

R. H. Leasburg Letter to J. P. 0 1Reilly, NRC

Subject:

I. E.Bulletin 80-11, Masonry Block Walls - Surry Power Station Unit Nos. l and 2 Virginia Electric & Power Co., 29-July-81 Serial No. 456

2.

R. H. Leasburg Letter to J. P. 0 1Reilly, NRC

Subject:

Surry Power Station Units l and 2 Vepco, 13-Aug-81 Serial No. 447

3.

R. H. Leasburg Letter to J. P. 0 1Reilly, NRC

Subject:

I. E. Bulletin No. 80-11, Masonry Block Wall Design, Surry Power Station Unit Nos. l and 2 Virginia Electric & Power Co., 25-Aug-81 Serial No. 517

4.

R. H. Leasburg Letter to J. P. 0 1Reilly, NRC

Subject:

I. E. Bulletin No. 80-11, Masonry Wall Design, Surry Power Station-Units l~and 2 Virginia Electric & Power Co. 14-Sept.-81 Serial No. 549

5.

R. H. Leasburg Letter to J. P. 0 1Reilly, NRC

Subject:

I. E. Bulletin No. 80-11, Masonry Wall Design Surry Power Station-Units l and 2 Virginia Electric & Power Co. 29-0ct.-81 Serial No. 604

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NRC REQUEST

1.

Provide and justify the boundary conditions and modeling techniques used for the reevaluation of masonry walls at the Surry plant and using sample calculations indicate how the potential for block pull-out was considered at equipment attachments.

VEPCO RESPONSE

1.

The boundary conditions were represented as shown in Attachment A.

Boundary conditions, based on the criteria below, were assigned to each wall and held consistent throughout the review.

If it was determined that a wall required modifications which would alter the boundary conditions, the calculation for that wall, was completely revised using the new boundary conditions.

The criteria used to establish the guideline cases for determining the boundary conditions, was based on a review of the original construction drawings, the field as-built wall information, and the following con-siderations:

A.

General Criteria

1.

Seismic loads are reversible therefore supports had to provide restraint in both directions.

2.

Consideration was given to the relative stiffness of the block wall and its supports. If a rigid boundary could not be justified for a specific wall, then the analysis included the effect of the support's elasticity.

3.

Shear load transfer mechanisms were only considered at block to block and block to.concrete interfaces.

No shear transfer was considered for block to steel interfaces or across expansion joints or com-pressible materials.

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4.

Consideration was given to the stiffness of the portion of the existing structure which would carry the reaction of the block wall.

If it could not be demonstrated that the boundary condition case generically had sufficient stiffness to carry block wall reactions, then the analysis for that specific block wall had to carry the loads back until sufficient support capacity could be demonstrated.

5.

Fixity was considered in the following cases.

A.) Fixity was utilized at the base of a block wall built on a concr.ete slab if a cantelivered wall would exist (i.e., three sides of wall free).

B.)

At the perpendicular intersection of two block walls, fixity was taken at those corner joints constructed of alternating courses of running bond.

If fixity was taken, then the relative stiffness of the walls had to be accounted for and the reaction was carried into the supporting wall.

Openings at boundaries were addressed on a case by case basis.

B.

Types of Boundary Conditions

1.

Block to Concrete This type is taken as a pin except as noted in Item A5 above.

2.

Block to Block See Item A5 above.

Block to block butt joints were not taken as moment transfer mechanisms.

3.

Block to Steel The wall analysis accounts for elasticity of the support at a block to steel interface.

Attachment A was used as a guide for*steel to block boundaries.

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2.

Block Pull-out The potential for block pull-out was considered by development of local bloc~ loading criteria as shown in a sample calculation, 'Attachment B.

3.

Modeling Techniques All walls were analyzed based on a grid model using the previously noted boundary conditions.

Openings in Masonry Walls - Particular attention was given to the global effect of openings and discontinuities in the masonry walls.

1.

Lateral Loads Around an Opening For masonry wall interrupted by an opening, local wall sections were analyzed as spanning between local Qeams and were modeled as simply supported at the local beams unless a more detailed analysis was performed.

The effective width of the local beam was taken as twice the wall thickness.

Local beams were evaluated only for loads acting directly on them.

These included:

1) The uninform lateral load across the beam width, and 2) reactions from the local wall sections.

Walls with door openings were conservatively analyzed assuming that a free edge exists at the location of the door jambs and that the door jamb would not transfer out of plane shear loads.

2.

Penetrations Through Masonry Walls Openings for pipe, conduit, or ducts were reviewed for possible load transmittal to the wall.

All penetrations which were physically attached to the wall by a mechanical device, such as steel framing, were reviewed for out-of-plane loads.

The local analysis accounted for the local affects of the openings in the walls.

The local effects of openings in walls were refined by a plane grid analysis of the load transfer directly into the adjacent wall.

I All penetrating systems which physically attach to the wall by a mechanical device, such as steel framing, were considered as causing a load on the wall using the following outline:

1.

Dead and live loads on the system were determined.

2.

These loads were multiplied by the appropriate resonant range acceleration of the wall to determine loads caused by earthquake.

3.

The earthquake loads were distributed around the perimeter of the opening or attachment device area as applicable.

4.

The wall was analyzed for the local shears and moments produced by the load in Step 3.

Additional information on frequency calcula.tion Inertial Loads, Equipment Loads and interstory displacement is contained in Attachment C, Vepco letter for NRC dated Novemer 3, 1980, Serial No. 878 l.

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NRC REQUEST

2.

Using sample calculations, indicate how the effects of higher modes of vibration are included in the analysis.

VEPCO RESPONSE

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2.

The frequency of the fundamental mode was calculated for each wall governed by IE Bulletion 80-11.

The walls having high fundamental natural frequencies, away from resonance, were analyzed using the acceleration values from conservative envelopes of the amplified response spectra (ARS).

Attachment C, is a sample of this type of calculation. For the walls which were determined to have natural frequencies in the resonant range, a complete dynamic analysis was performed.

This analysis reviewed the walls for the actual amplified response spectra (ARS) curves and determined the acceleration effects for at least the first ten (10) modes by combining the acceleration effects of the modes by the Square Root of the Sum of the Squares (SRSS) technique.

Attachment D, is a sample of this type of calculation which includes the enveloped ARS curves and the input echo for the dynamic analysis.

Therefore, the higher modes of vibration were accounted for.

J NRC REQUEST

3.

Provide sample calculations to show the analytical approach used for obtaining the stresses in single wythe and multiple wythe walls.

VEPCO RESPONSE

3.

Single wythe walls were analyzed based on conventional beam or plate equations with the boundary conditions and modeling techniques as previously noted.

Multiple wythe walls were analyzed in a similar manner except that in plane shear stresses and out of plane tension stresses were considered to be transferred across the collar Joint.

Attachments E and F, are sample calculations which show the analytical approach used for obtaining the stresses in single wythe and multiple wythe walls, respectively.

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NRC REQUEST

4.

Justify the increase factor of 1.67 used in the criteria for allowable stresses.

The allowable working stresses for load conditions which represent abnormal/severe and abnormal/extreme environmental conditions such as a des~gn basis earthquake (DBE) may be multiplied by factors shown in the table in the SEB criteria (10) which are given below:

Type of Stress Shear reinforcement and/or bolts Masonry tension parallel to be joint Shear carried by masonry Masonry tension perpendicular to bed joint

-for reinforced masonry

-for unreinforced masonry VEPCO RESPONSE Factor 1.5 1.5 1.3 0.0 1.3

4.

Section 5.1 of the Criteria for Reevaluation of Concrete Masonry Walls, Attachment C of Vepco Letter No. 878 to NRC dated November 3, 1980, states that allowable stresses for the reevaluation analysis of masonry walls shall be those given in Table 10.1 of the ACI 531-79, with a 1.33 increase for severe environmental loads (OBE) and a 1.67 increase for extreme environmental loads (DBE).

All masonry walls at the Surry Power Station were reviewed as unreinforced.

The calculated tranverse shear carried by masonry did not exceed unfactored allowable.

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JUSTIFICATION OF CRITERIA The increase factor of 1.67, used only for masonry" tension parallel to the bed joint and perpendicular to the bed joint, due to extreme environmental loads (DBE), was arrived at after an investigation of the allowables given in Table 10.1. of ACI 531-79.

The ACI 531-79 code allowables are based on test data from the National Concrete Masonry Association (NCMA).

A review of NCMA test results, published as "Research Data and Discussion Relating to Specification for the Design and Construction of Load Bearing Concrete Masonry," NCMA, 1970, indicated that large factors of safety were used in determining the allowable stresses for masonry tension,

from ultimate values.

For tension normal to the bed joint, twenty-seven tests were performed on uniformly loaded single-wythe hollow block walls.

Based upon the ultimate stresses obtained in these tests and the corresponding allowable stresses from Table 10.1 of ACI 531-79, the average safety factor obtained was 4.0.

The minimum factor of safety, based upon these tests was found to be 2.60, which is conservative.

Tests performed on composite walls, constructed of 4-inch concrete brick and 4-inch hollow blocks, which were greater than 75% solid material, indicated comparable factors of safety for solid masonry walls.

Overall, the allowable stresses from Table 10.1 of ACI 531-79 have a factor of safety of 2.8 with respect to the lower bound of tests for unfactored loads.

Therefore, an increase of 1.67 for factored loads during extreme environmental conditions is considered reasonable.

Allowable stresses obtained using this increase factor are still conservative.

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.t' For tension parallel to the bed joints, the results of NCMA tests on 43

walls, containing no joint reinforcement indicated an average factor of safety of 5.3.

On the basis of this safety factor the allowable stresses for this case could have been increased by a factor greater than 1.67.

However, the 1.67 factor was kept for the purpose of uniformity and conservatism.

The following table represents our minimum Factor of Safety (F.S.) based on the above NCMA test results for tension perpendicular (I) and parallel (II) to the bed joints.

Avg.

Min.

Mortar Block Avg.

Min.

W/1. 67 W/l. 67

~ ~ F.S.

F.S.

incr.

incr.

Tension M

Hollow 4.0 3.87 2.40 2.32 I Bed Joint s

Hollow 4.0 2.60 2.40 1.56 N

Hollow 4.0 2.81 2.40 1.68 s

Solid 4.0 2.33 2.32 1.40 Tension M,N,O Hollow 5.3 3.17 II Bed Joint M,N,O Hollow 6.08 3.59 3.64

.2.15 (Load Applied at Center)

Ultimate Stress F.s.I!!!!-~~~~~~~-

Allowable Stress The 1.67 increase factor is felt to be particularly reasonable in light of other conservatisms taken in the analyses.

These include load application of the acceleration values as uniform rather than sinusoidal, and the use of equipment amplified response spectra (ARS) consistent with damping values for piping and equipment rather than higher damping specified by Regulatory Guide 1.61 for reinforced concrete.

Upon reviewing these conservative measures, as well as the high safety factors built into Table 10.1 of.AC!

531-79, the increased allowable stresses used in the review are themselves sufficiently conservative.

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,I APPLICATION OF CRITERIA A review of the allowable stresses used in evaluating the masonry walls indicates that all allowable stress levels given in the SEB criteria are met except for masonry tension perpendicular to the bed joint. For this allowable stress under abnormal/severe and abnormal/extreme environmental conditions, the SEB criteria permits an increase to 1.3 times the allowable working stress.

Our Criteria used in evaluating the masonry walls permitted an increase to 1.67 times the allowable working stress.

As indicated above in this response, the 1.67 factor provides a minimum average factor of safety of 2.3 with respect to the NCMA test results and we believe the increase to 1.67 is conservative and fully justified.

To determine the extent to-which this increased allowable stress was used in establish'ing that the walls were acceptable, the calculated tension perpendicular and parallel to the bed joint stress values were reviewed for all masonry walls.

The results of this review indicated that all walls except nine (9) meet the SEB criteria. For these nine walls, the only stress not meeting the SEB criteria is the tension perpendicular to the bed joint and the calculated stresses show an increase of 1.32 to 1.65 over the allowable working stress.

These values are greater than the SEB factor of 1.3 but less than the 1.67 increase allowed in our criteria.

The nine walls in this category are identified as follows:

AB-2-0-18 AB-27-6-1 AB-45-10-21 SB-9-6-1 SB-9-6-8 SB-27-0-6 SB-9-6-3 SB-27-0-10 SB-27-0-4 Additional information on these walls is provided in our final report submitted by our letter of October 29, 1981,, Serial No. 604. This information includes location drawings and references to Design Change modifications of the walls

NRC REQUEST

5.

Provide sketches of the proposed wall modifications and indicate how these modifications will correct the wall deficiencies.

VEPCO RESPONSE

5.

The masonry walls were modified to change the boundary conditions and/or reduce the unsupported span.

Attachment G is an example of a wall which was modified by changing its boundary conditions by adding clip angles along one side to provide a pinned boundary.

Attachment H is an example of a wall modification which reduced the unsupported span of the wall by adding vertical and/or horizontal members.

1' NRC REQUEST

6.

Provide the status of the proposed wall modifications.

VEPCO RESPONSE

6.

I.E.Bulletin 80-11 masonry wall modifications have been installed as indicated in our Final Report.

Reference Vepco letter of October 29, 1981, Serial No. 604

NRC REQUEST

7.

Provide the results of the analysis of masonry walls which do not satisfy working stress criteria in terms of actual stresses versus allowable stresses.

VEPCO RESPONSE

7.

All walls except those in the Fuel Bldg. are within the allowable stress limits for elastic analyses given in the Criteria for Reevaluation of Masonry Walls, Attachment C of Vepco Letter No. 878, to NRC dated November 30, 1980 and clarified in this report.

The analysis results for the walls which did not meet this criteria were addressed in an LER as stated in the final report.

Ref. Vepco Surry 1 & 2 letter of October 29, 1981, Serial No. 604.

The stresses in these walls were determined to be beyond the elastic range and inelastic techniques were not attempted because of insufficient available support from the structure.

An additional response concerning the status of the LER for these walls will be submitted in the next few months.

NRC REQUEST

8.

The Licensee indicates that arching theory and other inelastic analyses are used to qualify some,masonry walls.

The NRC, at present, does not.

accept the application of these analytical techniques to masonry walls in nuclear power plants in the absence of conclusive evidence to justify the application.

Indicate the number of walls which have been analyzed using these techniques.

VEPCO RESPONSE

8.

No arching or other inelastic analyses were used to qualify the masonry walls.

NRC REQUEST

9.

Justify the allowable stresses used for collar joints.

VEPCO RESPONSE

9.

The allowable tension and shear stresses in collar joints applicable for the type of masonry walls at Surry Power Station Units 1 & 2 are taken to be 8 psi and 12 psi for severe environmental loads (OBE) and extreme I

environmental loads (DBE) respectively.

These allowable stresses are outlined in the "Criteria for Reevaluation of Concrete Masonry Walls" which was submitted as Attachment C to Vepco's letter to NRC dated November 3, 1980, Serial No. 878. Justification for this input is based on other published.sources.

Published test data pertaining to the Trojan Nuclear Power Plant is:

applicable to collar joint stress.

The tests conducted at the Trojan Plant indicated an average tensile bond strength of 194.psi.

This result was consistent with predicted values based on block compressive strength.

The recommended allowable for the Trojan Plant was 20 percent of the-ultimate (194) = 39 psi.

The extreme environmental conditions allowable stress of 12 psi is only 6 percent of the ultimate test value for tensile bond strength.

Shear bond and tensile bond strengths are taken to be the same.

The previously accepted NRC allowable for shear bond strength is 12 psi.

Ref. Docket No. 50-344.

The Uniform Building Code (UBC) 1979 allows a maximum value of 12 psi for shear or tension in flexure and a minimum value of 6 psi for shear and tension in flexure.

~herefore, the allowables of 12 psi (DBE) and 8 psi (OBE) do not exceed maximum UBC allowables even without the permitted increase factor of 1.33 for seismic loads.

Based on the available test data and the relationship of the collar joint allowable stresses to allowable values given in the UBC 1979, the values of 12 psi and 8 psi for extreme environmental (DBE) and severe environ-mental (OBE) conditions respectively, are conservative.

LIST OF ATTACHMENTS ATTACHMENT A MASONRY WALL BOUNDARY CONDITIONS ATTACHMENT B POTENTIAL FOR BLOCK PULL OUT SAMPLE CALCULATION ATTACHMENT C CONSIDERATION OF HIGHER MODES OF VIBRATION SAMPLE CALCULATION ATTACHMENT D CONSIDERATION OF HIGHER MODES OF VIBRATION SAMPLE CALCULATION ATTACHMENT E ANALYSIS OF SINGLE WYTHE WALLS SAMPLE CALCULATION ATTACHMENT F ANALYSIS OF MULTIPLE WYTHE WALLS SAMPLE CALCULATION ATTACHMENT G TYPICAL WALL MODIFICATION BOUNDARY CONDITIONS ATTACHMENT H TYPICAL WALL MODIFICATION SPAN REDUCTION

ATTACHMENT A MASONRY WALL BOUNDARY CONDITIONS

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Single anchor allowable load in double width *olid.concrete 1. 52 t masonry block wall are u follows:

(Based OD. limiting collar joint temion to 1$ psi for OBE and 1.53 12 psi for DBE)

For effects of adjacent anchors on collar joint stress, see 1.54 following sheet.

(L8S)

AfJCHOR TENS ION l-OAD*

EMS!DMENT

<< 6x8x16

sx Bx 16

12.X 8 X 16 SIU:

3>E PIH AFTER (rt1) '1>

/NSTALLATHJN..

DBE OSE D&E OBE DSE

. (,,.,)

OSE

!4 I-YB 390 584 613 919 1210 1814 I-~

467 701 710 1064 1344 2016 Y2 2-~

481

'722 1002.

1502.

1737 2605 Ya 3

428 641 943 1414 1g52 z.g*2a

~

3~~

378 566 867 1301 2176 3269 Ye 4

330 495-795 1193 232S 3492 Standard Block Dimensions Used For *tandard 11&11ufacturer's shell-type anchors, above embedments are ccm.aervat.ive for collar joint stress. For wedge or al**v*

type anchor*, nbedments may vary on unconservative side.

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Collar Joint Tension Stress - Adjacent Anchors 1.59 U.e elastic half-space solution for point loads; determine 2. 2 pressure destribution at joint for each anchor and then find 2.3 maximum combined stress at a point.

T (WESTERGA ARO)

J:r-STRESS AT 'R' & *z' Z DIST. FROM,k2. EMBED IO COLLAR _JJ.

B RACIAL 111.S. T fRCJA '- OE_ A NCH OR T TENS.ILE LO_AQ _ _QN ANCHOR.

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5.625 - 3.5/2

3.88 crD&E. : \\'Z. p,.;; \\

Find maximum allowable tension which can be applied to both anchors simultaneously without over-stressing collar joint.

For calculation purposes, consider limiting allowable from anchor slippage as *acting on each anchor and calculate induced collar joint tension:

I I. 5 2 2.S 3 3.5 4 4,5 s 5.5 6 6,5 7 1564 1274 9.95 7.52 5.8 4A3 3:41 ~66 2.1 l,67 1.36 I.II.92 I" ( I " t' I" I ' 1' Vi I 2 3 4 5 6 i@

. rt 2.12

~-,.

2.14 40 ~

2.15

2..16 2..17 2.18 T.5

.77 STRESS STRESS' ES TRESS STRESS

sTRESS 2.STRESS.

LOC'N (PSI)

LOC'N (PSI)

A I

2 3

4

18. 86 +-0.77 19,63 s

2.t ~'T.62 9.72.

15,64+ I.I I 16.75 6

1.36 + 12,74 14.10 9.95 + 1.67 11.62 T

o,gz + 11.gs 18.88 s,a ~z.ss 8.46 B

0.17 18.85 19.63 3,41.,.4,43 7.. 84 Since calculated tension exceeds allowable (

12 psi for DBE case), factor down anchor tensioD.11 to a level which will produce a 12 p*i joint tension

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l ATTACHMENT C CONSIDERATION OF HIGHER MODES OF VIBRATION SAMPLE CALCULATION

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111 r111H4! I i*lll*1\\.1111f'ltlii11111l4 SUBJECT/ TITLE;

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Title Page Table of Contents Calculation Summary Sheet Calculations Stress Comparison Sheet Stress Summacy Sh~et 1

2 3

6 thru rl !5" D CLASS I

CALCUL1\\11UN ::,UMMARY J.0./W.0../CALCULATIOlll NO.

REVISION 126&.~

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CALCULATION METHOD/ASSUMPTIONS i -

SOUltCU OF DATA I EQUATIONS I

I Ref.

"M~! 511-7q *n11ildin1t r.octe RP.1111iremcmtR for r.oncrP.te !lnsonry Structures."

CdNCLUll ON.

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