ML20052D774
| ML20052D774 | |
| Person / Time | |
|---|---|
| Site: | Beaver Valley |
| Issue date: | 05/03/1982 |
| From: | Carey J DUQUESNE LIGHT CO. |
| To: | Varga S Office of Nuclear Reactor Regulation |
| References | |
| REF-SSINS-6820, REF-SSINS-SSINS-6 IEB-80-11, TAC-42858, NUDOCS 8205070204 | |
| Download: ML20052D774 (97) | |
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Telephone (412) 456-6000 Nuclear Division P.O. Box 4 j
shipp6nGport, PA 15077 @ 04 May 3, 1982
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Director of Nuclear Reactor Regulation O
United States Nuclear Regulatory Commission g
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Attn:
Mr. Steven A. Varga, Chief
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L' Division of Licensing 9-C Ata; 2
Washington, DC 20555 D'O p /2
Reference:
Beaver Valley Power Station, Unit No. 1 f
Decket No. 50-334, License No. DPR-66 Col p)
IL Bulletin 80-11 Centlemen:
This letter forwards the additional information for IE Bulletin 80-11, " Masonry Wall Design" as requested by your letter dated March 23, 1982.
If you have any questions, please contact my office.
Very truly yours, 9
J. Car (
Vice Presi ent, Nuclear Attachment cc:
Mr. H. M. Troskoski, Resident Inspector U. S. Nuclear Regulatory Commission Beaver Valley Power Station Shippingport, PA 15077 U. S. Nuclear Regulatory Commission c/o Document bbnagement Branch Washington, DC 20555
/
h Mr. Ronald C. Ilaynes, Regional Administrator fd y U. S. Nuclear Regulatory Commission Office of Inspection and Enforcement, Region 1
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631 Park Avenue King of Prussia, Pennsylvania 19406 8205070204 820503 PDR ADOCK 05000334 0
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Beaver Valley Power Station - Unit 1 April 30, 1982 The following is provided as the response to the NRC request for additional information dated March 23, 1982.
This report provides a reprint of each of the seven (7) staff questions with the applicable response following the question.
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AttachmenE. D of Esference 4 gives the values for allowable bending 1.
stresses (66.7, 53.2, 22.8) and shear stresses (72.2, 57.3, 40.9).
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These values deviate from the respective allowables calculated using Table 10.1 of ACI 531-79 [10] using the mg and fm' values in Table 3.1 of Peterence 7.
Provida specified by the Licensee Also, explain why proper justification for these deviations.
differant allowable stresses are used in Attachment D [4] for the cable vault for the same type of masonry (mg = 2500 psi, fe' =
1500 psi).
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The values for allowable bending stresses and shear stresses given in
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Attachment D of Reference 4 are based upon Table 10.1 of ACI 531-79.
The allowables calculated in accordance with Table 10.1 of ACI 531-79 using the values for m, and f'm specified in Table 3.1 of Reference 7 are increased by factors of 1.33 and 1.67 to obtain the allowables for the OBE and DBE cases respectively.
The values shown in Attachment D of Reference 4 reflect the worst case difference between actual and allowable stresses for the given loading conditions. Loading due to OBE conditions was found to govern for walls 4 through 7 of the. Cable Vault Building.
Thus the allowable stresses shown for these walls are allowables for OBE loading conditions while other allowable stresses shown in Attachment D(4) are allowables for DBE conditions.
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B4-13387.32 1.
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2.
With rafaranca to S ctica 5.1 cf Attechm2nt 3, Referanca 7, provida e
justification for an increase f actor of 1.67 for extreme environmental loads to obtain the allowable stresses.
The SEB
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criteria [a] allow an increase factor of 1.3 for tension normal to the bed joint and seasonry sheaf and 1.5 for tension parallel to the bed joint and reinforcement shear for the case pf extreme environmental loads.
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2.
Section 5.1 of Attachment H Reference 7 states that allowable stresses
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for reevaluation. analysis of masonry walls shall be those given in Table 10.1 of the ACI 531-79 with a 1/3 increase for severe environmental loads and a 1.67 increase for extreme environmental loads.
The 1/3 increase in allowable stress for severe environmental loads is in keeping with ACI 531-79 and the Beaver Valley Power Station Unit No. 1 Final Safety Analysis Report (FSAR).
1 The increase factor of 1.67 for extreme environmental loads (DBE conditions) was arrived at after an investigation of the basis for the allowables given in Table 10.1 of ACI 531-79. A review of NCMA test results used to determine code allowables indicated that large factors
( _
of safety were used in determining allowable stresses from ultimate values.
For tension normal to the bed joint the NCMA Specifications give a
summary of static monotonic tests performed to determine code allowables. Twenty-seven tests were performed on uniformly loaded single-wythe hollow block walls. Based upon ultimate stresses obtained in these tests and corresponding allowable stresses from Table 10 1 of ACI 531-7 the average safety factor obtained was 4.0.
The minimum factors of safety based upon these same tests.were still found to be relatively high. Tests performed on composite walls, which B4-13387.32 2.
f a
were greater than 75%, solid material, indicated comparable factors of
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safety for allowable-tensile stresses 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 static 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 adequately far from the ultimate stress.
l 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 k
uniformity.
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.
B4-13387.32 3.
6 er Avg.
Min.
~ ~ ~ -
Mortar Block Avg. Min.
F.S.
F.S.
Type -
Type i.S.
F.S.
W/1.67 incr. W/1.67 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,0 Hollow 5.3 3.17 II Bed Joint M,N,0 Hollow 6.08 3.59 3.64 2.15 (Load Applied
,, f-.
at Center)
L y,3,_ Ultimate Stress Allowable Stress The 1.67 increase factor is felt to be particularly reasonable in light of other conservatisms taken in the analyses. These include loading application of peak response as uniform rather than sinusoidal, the use of equipment amplified response spectra (ARS) consistent with damping values for piping and equipment rather than high damping specified by Regulatory Guide 1.61 for reinforced concrete, and the use of peak response upon reaching the cut-off frequency for a given wall. Upon B4-13387.32 4.
i reviewing these conservative measures as well as the high safety 1
factors built into Table 10.1 of ACI 531.79, the increase factors outlined in the SEB would seem to be too highly conservative.
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B4-13387.32 5.
i With reference to Act.achrnent D of Reference 4 and Secti n 2.0 cf attachrnent E, Beforence 7, provide sample calculations to indicate 3.
the following:
how collar joint stresses were determined a.
how the effect of higher modes were considered b.
how the temperature and pressure differential loads were c.
calculated how the boundary conditions were represented d.
how the effects of wall openings were considered.
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How collar joint stresses were determined.
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For walls with multiple wythes, the bending of the wall creates shear stress in bending in between the wythes; that is, at the collar joint.
This shear stress was calculated by using the following equation:
ff" = E9 Ib where V = shear force applied at section Q = statical moment of a wythe about the neutral axis of the wall I = moment of inertia of the section under consideration
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b = width of the section of the wall being analyzed.
(attached is a copy of collar joint stress calculations - Attachment 3-A-1)
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3b.
How the effect of higher modes was considered.
For stress calculations due to equipment loads; the effect of the higher modes was considered by increasing by a factor of 1.5 the peak resonant acceleration for the floor at which the wall existed.
For wall inertia, participation of higher modes has been found to have i
a very minor effect on typical masonry panels. For typical masonry panels hand calculations were performed and the participation of higher modes was not included in the analysis.
In general, expansion and combination of the first 10 modes were used in calculations where computer models were used, in lieu of more detailed consideration.
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e B4-13387.32 7.
3c. How the temperature and pressure differential loads were calculatsd.
(
There are no temperature and pressure differential loads on the i
masonry walls to be included in the calculations. According to the loads specified in the Beaver Valley Power Station Unit No. 1 FSAR i
(Final Safety Analysis Report), the masonry walls are not subject to l
loads from wind, tornado, missile, pipe whip or jet impingement f
E i
(Refer to Attachment H to Ref. 7, J. J. Carey, letter to B. H. Grier, j
l NRC.
Subject:
Beaver Valley Power Station Unit No. 1 - IE Bulletin 80-11; revisions to Attachment E & H to report dated November 4, l
1980.- Duquesne Light,10-Jul-81).
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How the boundary condi,tions were represented.
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The boundary conditions were represented as shown in Attachment C of l
Reference 3 (C.N.Dunn, Letter to B. H. Grier, NRC.
Subject:
Beaver Valley Power Station, Unit No.1 - IE Bulletin 80-11; 180-Day Response, Duquesne Light Company, 31-Oct-80).
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3e. How the effects of wall apenings were considered.
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Relatively small openings due to conduits and pipes passing through the vall were neglected and their effect on wall frequency and wall behavior was determined to be negligible.
Walls with large openings for windows, doors, ventilation ducts, and cable trays were treated as special cases and analyzed by finite elemen,t methods. Thirteen block walls fit into this category out of 108 walls analyzed. The procedure used to analyze these walls was the same used to analyze walls without openings except that the wall frequency, wall inertia stress, and equipment inertia stress were determined by computer analysis.
g=-
Walls with Openings:
k AB-2-5 AB-2-6 AB-4-7 AB-4-14 AB-4-15 FB-1-1 l
4 SB-2-1 SB-3-1 SB-3-3 SB-3-5 SB-3-7 SB-3-8 SB-3-10 l+
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A calculation for a wall with an opening is attached (attachment
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3-E-1)
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With reference to the collar joint strength in tansion rnd tha shace
~
4.
assurned in Attachment D of Reference 4, provide justification and test data (if available) on the allowable tensile and shear stresses
{
in collar joints applicable for the type of masonry walls at Beaver Valley Power Station Unit 1.
i
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4.
The allowable tension,and shear stresses in collar joints applicable
({
for the type of masonry walls at Beaver Valley Power Station Unit No. I are taken to be 8 psi and 12 psi for severe environmental loads (OBE) and extreme environmental loads (DBE) respectively. These allowable stresses are outlined in the " Criteria for Reevaluation of Concrete Masonry Walls for IE Bulletin 80-11" Beaver Valley Power Station Unit No. 1. Attachment D of Reference 4 shows the allowable collar joint stresses in relation to actual collar joint stresses for the walls in the various buildings at Beaver Valley Power Station Unit No. 1.
t
/
Bechtel has published test data pertaining to the Trojan Nuclear Power Plant that 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 consistant 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.
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. Therefore, the allowables of 12 psi (DBE) and l
8 psi (OBE) do not exceed maximum UBC allowables even without the i
permitted increase factor of 1.33 for seismic loads.
1
/
B4-13387.32 11.
+
The workmanship and quality control procedures at Beaver Valley Power
(/
Stati6n Unit No..I have been shown to be of such quality that the intent of the design and drawings is very closely adherred to.
Based on these conditions of workmanship, 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 environmental (OBE) conditons respectively appear reasonable.
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B4-133P'.32 12.
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5.
With reference to the proposed modification for the walls indicated in the attachment to Reference 6, provide sketches and confirmatory analysis to indicato the adequacy of these modifications.
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e 5
The proposed codifications for the walls were devel] ped in accordance with the Beaver Valley Power Station Unit !!o.1 " Criteria for Re-evalu-ation of Concrete !bsonry 'a' alls for I & E Bulletin 80-11."
The con-firmatory analysis for the modifications is too voluminous to be in-
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c1uded in this submittal, however, information is on file with the Duquesne Light Company Structural Engineering Department for review if needed.
The boundry conditions were modified as shown on the attached drawings (Attacheent 5-A).
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Provide legible copies of drawings indicating th2 lccaticna cf safety-related masonry walls in the au.xiliary building, cable vault, fuel and decontamination building, and service building of Beaver e-j k.
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15