ML20011A488
| ML20011A488 | |
| Person / Time | |
|---|---|
| Site: | Point Beach  |
| Issue date: | 06/30/1981 |
| From: | COMPUTECH ENGINEERING SERVICES, INC. |
| To: | |
| Shared Package | |
| ML19312F019 | List: |
| References | |
| IEB-80-11, R553.01, TAC-42896, TAC-42897, NUDOCS 8110130477 | |
| Download: ML20011A488 (34) | |
Text
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MASONRY TEST PROCEDURES j FOR POINT BEACH NUCLEAR POWER PLANT .
I Prepared for s'
Point Beach Nuclear Plant, Units 1 and 2 WISCONSIN ELECTRIC POWER COMPANY Milwaukee, Wisconsin Prepared by ,
COMPUTECH ENGINEERING SERVICES, INC.
Berkeley, California June,1981 REPORT NO.'R553.01 hbkkho 0 00 0
,4 w ,'m-a by n.A-
- - a, - 1a, o.ae S . 4 TABLE OF CONTENTS
.$d 1
INTRODUCTION. . . . - -
. . . . . . . . . . . . . . , , , ,. 3 2
NUMBER AND TYPE OF PRISM AND BLOCK SAMPLES. . . . . . . . 1 l
3 METHOD OF EXTRACTION. . . . . . . . . . , , . . . . . . . . . . .. 1 4
TRANSPORTATION OF PRISMS AND MASONRY UNITS. . . . . . . . . 2 1 5 TEST METHODS. . ... .
. . . . . . . . . . . . . . 2 6
DETERMINATION OF COMPRESSIVE STRENGTHS. . . . . . . . . . . 2 e
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b 1 INTRODUCTION The Nuclear R;0Vatory Commission (NRC) staff on June 9-11. 1981 reviewed 4'
the criteria ano Jalculations perfu:nted on IE Bulletin 80-11 Masonry Wall Evaluation" for the Point Beach Nuclear Power Plant. One of the action items that resulted from the review meeting was the performance of masonry prism and block tests to validate the use of the special inspection allowable stresses used in the criteria. This document describes the tests to be performed. the number of prism and block samples to be taken from each wall, the method of extracting the prism and block samples and the methods to be used to obtain botn the prism and mortar compressive strengths.
2 NUMBER AND TYPE OF PRISM AND BLOCK SAMPLES For each wall, two prisms at least 8 inches long and 24 inches high will be extracted from the wall at locations to be determined by Wisconsin Electric Power Company (WEPCO). The 8 inch length of the prism must include two of the three webs of the 16 inch icng masonry units. Extreme care shall be exercised in extracting the prism sample from the wall to avoid breaking the bond between mortar and masonry umt. In multi-wythe walls it maybe necessary to cut through the full width of the wythes if the single wythe prism sample is well bonded to the adjacent wythe. This decision will be made by WEPCO and/or consultants at the plant. >
For each wall. two masonry units 16 inches long and 8 inches high will be extracted from the wall at convenient locations to be determined by WEPCO.
The five walls from which the above samples shall be extracted are as follows.
1 ) Stairwell 1 Wythe. 6* Thick
- 2) Wall 68 1 Wythe. 8* Thick
- 3) Wall 150 3 Wythes. 18' Thick 4 ) Wall 65 2 Wythes. 12* Thick
- 5) Wall 104 4 Wythes. 33' Thick 3 METHOD OF EXTRACTION The prism and block samples shall be extracted from each wall using a method of extraction approved by WEPCO and/or consultants. Care shall be exercised to minimize the amount of dust and water resulting from the extraction procedure, 1
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4 TRANSPORTATION OF PRISMS AND MASONRY UNITS M The prisms shall be precompressed by a method approved by WEPCO and/or consultants after they are extracted from the wall. They shall remain upright during all handlhig and transportation operations. The method of storing the prisms for transportation from the plant to the testing laboratory shall ensure they remain upright and subjected to a minimum amount of vibration.
The method to be used shall be approved by WEPCO and/or consultants.
Extreme care shall be exercised at all stages to avoid cracklog between the mortar and masonry unit.
The masonry units shall be transported in a manner such that the units will not be damaged. The method to be used shall be approved by WEPCO and/or consultants.
5 TEST METHOOS Each prism compressive test shall be performed in accordance with applicable sections of ASTM E-447-74 . The stress-strain curve is not required as part of the test procedure. One undamaged prism sample shall be tested from each wall, d
Each masonry unit compressive test shall be performed in accordance with applicable sections of ASTM E-140-75. One undamaged unit shall be tested from each wall.
6 DETERMINATION OF COMPRESSIVE STRENGTHS The compressive strength f'm of one masonry prism from each wall shall be determined in accordance with Sec. 7.1.6. of ASTM E-447-74. The value of I'm to be used in the criteria for IE Bulletin 80-11 shall be the average value of the five specimens tested or 125% of the minimum ve'9e determined by test, whichever is less, but in no case shall it exceed 1000 > si. If the scatter of the five prisms is considered to be excessive by tne NRC s t a f f, consideration will be given to conducting two additional tests.
The compressive strength of the mortar shall be determined as follows. The net compressive strength of one masonry unit from each wall shall be determined in accordance with Sec.10.3 of ASTM C140-75. The compressive strength of the masonry units shall be the average value of the ilve specimens tested or 125% of the minimum value determined by test. Using this value for masonry units and the value of f'm determined by the same procedure.
the type of mortar shall be deduced from Table 1 (i.e. Table 4.3 of ACI 531-79) by interpolation. The compressive strength of the mortar, mo. shall then be determined from Table 2 (i.e. Table 1 of ASTM C270-73) by interpolation. If the compressive strength of the mortar determined by this procedure exceeds 750 psi then 750 psi shall be used as the compressive strength of the mortar in the criteria for IE Bulletin 80-11.
TABLE 1 VALUE OF f'm FOR MASONRY
, ,"3' Compressive strength Compressive test strength of of masonry masonry units. psi. on the f'm. ps!
net cross-sectional area Type M and Type N S mortar mortar 6000 or more 2400 1350 4000 2000 2500 1250 1550 1100 2000 1350 1000 1500 1150 875 1000 900 700 TABLE 2 COMPRESSIVE STRENGTH OF CUBES >
FOR MORTAR TYP Average Compressive Mortar Typet Strength at 28 Days.
psl(Mpa)
M 2500(17.2)
S 1800(12.4)
N 750(5.2)
O 350(2.4)
K 75(0.5) i Mortar type designations A-1. A-2. B. C. and D are the former type designations in effect prior to 1954.
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ACTION ITEM 3 99 With respect to the containment isolation valves for steam generator blowdown lines outside containment at El. 26', the licensee indicates that additional remote-operated isolation valves within containment will be installed by fall 1982 and-spring 1983 for Units 1 and 2, respectively; thus, eliminating
, the concern originating from the potential failure of the stairwell masonry walls.
Licensee is requested to provide a commitment that installation will be completed by the above dates and a technical evaluation that the delay will be acceptable from a probabilistic standpoint.
Licensee will also review the Plant safety aspects associated with failure of the steam generator blowdown isolation valves due to n asonry wall failure.
If a safety concern exists, it shall be identified and evaluated and submitted with the above technical evaluation.
RESPONSE
Licensee has received and evaluated proposals for the blowdown isolation valves inside containment. A recommended supplier has been selected and it is expected that a perchase order will be issued by August 1, 1981.
The drawing and final design review, fabrication, and delivery time require-ment for order.
purchase these valves is estimated to be 48 weeks from the date of the This schedele will facilitate receipt and installation of these valves in Point Beach Unit I during the fall 1982 refueling and in Point Beach Unit 2 during the spring 1983 refueling. We, therefore, expect to install these valves by these dates.
The original Plant design criteria for the blowdown line containment penetration are presented in FFDSAR, Section 5.2.2. The blowdown line penetration is classified as a Class 2 (outgoing lines) penetration and provided wth a single automatic and remotely-eperated trip valve located outside containment. Since the blowdown system is considered connected to a closed system inside containment, a second remote isolation valve in the event of a single failure was not provided in the original design.
During normal operation, the failure of these blowdown lines presents no safety concern since adequate makeup water can be provided with the main feedwater pumps and the blowdown lines can be isolated using the manual isolation valves provided.
The maximum effective leak diameter of the blowdown system is limited by the minimuc, drilled passage in the t *)esheet for the blowdown connection which is 1.625".
flow rate at 1,133 psi steam genergtor pressure to 4.3 x 10Thislimitstgemaximu generator compared to the 3.7 x 10 lbm/hr. capability o,f eachlbm/hr./ steam of the main feedwater pumps.
In the event of a design basis accident, such as a loss-of-coolant accident or a main steam line break, together with a loss of-offsite power and a seismic event, the effect and consequence of the failure of both blowdown
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l ACTION ITEM 3 Page 2 n lines due to a postulated failure of the facade stairwell wall has not been previously analyzed and could result in safety concerns. These concerns would include maintainability of containment integrity and the ability to maintain long-term cooling of the reactor core through use of the steam generators.
It is for thesa reasons that we have committed to installation l of additional blowdown line isolation valves inside containment. Because of the low probability of a blowdown line failure due to a postulated l I
wall collapse concurrent with a design basis accident, this schedule it acceptable.
Analysis Report (FFDSAR), the northcentral United States, whi the Plant site location, is a relatively inactive earthquate area. The Coast and Geodetic Survey, Seismic Probability Mac of the United States, assigns this area to Zone 0 - No Damage.
There is no instrumented or verifidle record of large intensity shocks above Modified Mercalli (MM) intensity VII within 200 miles of the site and no record of damaging earthquakes with epicenters within 100 miles of the site.
During the construction permit licensing stage of the Haven Nuclear Plant, Wisconsin Electric submit.ed on March 24, 1978, an Appendix 2K to the Haven PSAR Site Addendum.
The Appendix presented a seismic risk analysis for the proposed Haven site located approximately thirty miles SSE of the Point Beach Nuclear Plant on the shore of Lake Michigan. Appendix 2K predicted a maximum at earthquake annual recurrence the Haven site ofprobability for an intensity level IV (MM) 0.00617/ year. The observed effects of intensity IV (MM) earthquakes indicate that serious damage to physical structures does not occur. Thus, it is assumed that the facade stairwell walls would remain intact in the event of an earthquake of intensity IV (MM) at the Point Beach Site.
As discussed in the Nuclear Regulatory Commission's Reactor Safety Study, NUREG-75/014, the probability for PWR dominant accident sequences, sgch a a large LOCA or main steamline break (MSLB), are assessed at 1 x 10 reactor year (Section 5.3.2.1). The report also states in Section 5.4.1
/
that although it is difficult to predict with precision the probability l of potential accidents due to earthquake damage to a nuclear power plant, consideringtheuncertaintiesindamageprobabQities,igseemsreasonable to predict that the risk level lies between 10 and 10 per reactor year.
At this level of probability, the report concludes that the earthquake-induced accidents should not contribute significantly to reactor accident risks.
We hive, therefore, assumed that the probability of a desigt basis accident together with an earthquake resulting in damage to the blowdown lines from a postulated collapse of the f acade stairwell could be conser-vatively rupture, assumed1 x 10 4 to be the product of the probability of a large pipe
/reactoryear,timestherecurrenceprobaylityforan intensityIV(MM)earthquakewhichisapproximately6x10_freactoryear.
This results in a predicted probability of less than 6 x 10 / reactor year for an unanalyzed failure of the blowdown system coupled with a design
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ACTION ITEM 3 Page 3 51 basis accident. The actual probability of this combination of events occurring is even smaller since this analysis assumes the probability of a wall collapse in the event of the intensity IV (MM) earthquake and the collapses are both one. Even at the probability of 6 x 10 e wall probabilityofdamagetobothblowdownlinesintheeventty/ reactor year, NUREG 75/014 Figure 2-1 would classify the risk of such an event as negligible and iess than the natural hazards mortality rate.
We conclude that this very small risk is acceptable from a probabilistic standpoint over the time period proposed to complete the proposed corrective action. We furt?er conclude that since an acceptable and appropriate course of action has been identified and embarked upon, any additional operability analyses of the facade block wall or analyses cf the exact effects or con-sequences of blowdown isolation valve failures are unwarranted. These activities would serve no purpose other than to confirm or preclude the necessity for the corrective actions already underway.
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'N'- ACTION ITEM 12
- ' provisions of the plant Technical Specification as specific in IE Bulletin No. 80-11.
action with respect to this item byThe licensee will' inform the NRC of its planned 07/15/81.
_ RESPONSE The Nuclear Engineering Section (NES) Safety Review Committee has conducted an operability analysis of each masonry block wall in which the analyzed SSE induced stress levels exceeded the revised acceptance criteria.
Operability has been evaluated against the degree of overstress determined in the analys of the wall, the consequence of a failure of the wall, and its potential impact on safety related systems and/or components, and the probability of occurrence of conditions resulting in overstressing of the wall prior to reinforcement, modification, or repair of the wall.
July 15, 1981, Committee has concluded, for those overstressed walls identified pending repairs is justified.that continued operability of the Point Beach Nuclear Plant i
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JOB: POINT 3ERCH PROJECT 54 10/19/80 GRIGINRL SPECTRUM RUXILIRRY SOUTH WING BUILDING ELEVRTION: 26 FEET i
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GENERATED RESPONSE SPECTRA COMPUTECH ;
JOB > POINT BERCH PROJECT 541 10/19/80 GRIGINRL SPECTRUM RUXILIRRY SOUTH MING BUILDING ELEVRTION: 26 PEET
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GENERATED RESPONSE SPECTRA COMPUTECH : '
J68: POINT BEACH PROJECT 541 10/20/80 ORIGINAL SPECTRUM: AUXILIARY SOUTH HING BU!LOING ELEVATION: 48 FEET LEGEND "l i I !
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POINT BEACli PROJECT 541 SRIGINAL SPECTRUM: RUXILIRRY SdUTH HING BUILDING ELEVRTION: 48 FEET 10/20/80 LEGEND l,j i
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..~.v.~ a a.-. * . . . - - . . ...-c. a, UPGRADING REQUIREMENTS FOR SAFETY-RELATED MASONRY CONSTRUCTION MASONRY WALLS Walls not requiring upgrading (clip angles will be provided along vertical and top edget)
SKETCH EXPECTED WALL SKETCH EXPECTED WALL 6i0. N 0 '. COMPLETION DATE NO. NO. COMPLETION DATE 3 SK-C-176 Complete 86 SK-C-165 Complete 40 SK-C-172 Complete 72 SK-C-169 Complete 5-29 SK-C-174 11-16-81 64 SK-C-164 Complete 5-7 SK-C-177 11-11-81 65 SK-C-166 Compl ete 24 SK-C-173 Complete 68-1 SK-C-156 Complete 26 SK-C-184 Ccmplete 68-2 SK-C-158 Complete 157-S SK-C-183 1 0-23-81 150 SK-C-161 Complete 5-5 SK-C-139 Complete 116 SK-C-115 10-16-81 Walls requiring positive shear transfer mechanisms (clip angles)_
along boundaries.
I WALL SKETCH EXPECTED WALL SKETCH EXPEriED NO. NO. COMPLETION DATE NO. NO. COMPLETION DATE 20 SK-C-143 8-28-81 111-2 SK-C-107 10-16-81 151 SK-C-163 12-15-81 1. -3S SK-C-116 10-16-81 1 04 SK-C-162 Complete 111-4N SK-C-117 10-16-81 143 SK-C-181 10-16-81 111-4S SK-C-118 10-16-81 112-E SK-C-108 10-16-81 112-W SK-C-109 10-16-81 112-NS SK-C-110 10-16-81 115 SK-C-114 10-16-81 Walls requiring __ upgrading due to flexural tension overstress.
EXFECTED WALL SKETCH EXPECTED WALL SKETCH NO. COMPLETION DATE 40. NO. COMPLETION DATE NO.
19 SK-C-131 8-28-81 111-1 SK-c-106 10-16-81 111-3N SK-C-119 10-16-81 113 SK-C-111 10-16-81 114 SK-C-113 10-16-81 1
I - Page 2 SPECIAL CASES WALL SKETCH EXPECTED NO. NO. DESCRIPTION COMPLETION DATE 152 SK-C-150 Stack bond wall - this wall will be removed 12-4-81 and rebuilt using running bond.
157-N SK-C-180 Requires installation of pipe bangers to 7-31-81 remove pipe loads from this block wall.
39 SK-C-150 Requires new supports for lead-filled pipe 8-7-81 chase to remove loads from block wall.
133 --- This wall has been removed from the safety-related category.
22A SK-C-125 Requires installation of bracing system 10-16-81 to provide additional stability.
146 ---
Brick walls - these walls will be removed. ;omplete j46 --[
162 ---
Facade Stairwell walls: See response to Action Item #3.
MASONRY FILLED BLOCK 0UTS Blockouts not reauiring uograding (clip angles will be provided along
- vertical and top boundaries.)
EXPECTED WALL SKETCH EXPECTED WALL SKETCH COMPLETION DATE NO. NO. COMPLET~.ON DATE NO. NO. _
Complete 3-6 S K-C-192 Complete 5-31 SK-C-168 11-25-81 3-7 S K-C-179 Compl ete 5-22 SK-C-178 SK-C-199 11-19-81 134-L-A SK-C-170 11-6-81 5-24 SK-C-154 12-11-81 134-C-B SK-C-171 11-6-81 45-E Blockouts requiring upgrading (all blockouts requiring upgrading will be removed.)
WALL WALL EXPECTED REMOVAL DATE NO. EXPECTED REMOVAL DATE NO. ,
12-18-81 3-1 12-18-81 30 Complete j 5-12 12-18-81 5-51 Complete 71* 12-11-81 . ,
14 Complete 3-19 Complete l 22 Complete 45-W Complete l 23
- 0ne blockout in wall #71 will be retained, but it will be covered with steel plate.
j S:e SK-C-193 for details.
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. UP4RA DiHb R60utgE P1ENTS FOR 4AFE 77 - REL A 'r2O P1AfoNRY CONSTRUCTION
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arj3 le.S _will_be.. _ .
.Wall5 txd requirit;9 up9radino (cltp de.d
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well Skelch expec+ed well. --Skedch expec+ed- .
__ 00- Oc. comdie+ioo date /10. 03 ccinolesion da+e __ _
3 ff-C-176 8e fK-C-/Gf ._ __
40 JK-C 172 7e SK-C-/Lc _.-
5-29 [K-C 174 64 $K-G-/64 . --.
5-7 K-C 12 7 65* JK-C-i&& ._.
24 C-173 66-1 SK-c-IfG --
2O C-)B4 68-8. f%-C-156 -
157-5 $K C-le3 ISc> JE-C-/61 . _._.
coi;+ml ra:a wa!!*I/6 pt-C-Ilf .- - .
-w en----mm o Well5 requirit)q posi-fire SAtar -fran.r-ler m2chanWh ~ -
(' clin' 2'nalef
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wall no.
9ketch exoec+ed compt,e.+bn date well .
ske+ci, expec+ed_ _
n o. t)o, no. coirsk+ico de 2 _ _
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20 ff-C-l43 ll-2 }K C-107 Iff- -- lK-c 103 III-35 51<-C-ll& _._-
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./43 fRC*/8( Hi- 4 5 $K-C- IIB -. -- - -
- _ .. _ ll2 -2 K-C 108 _. - --. .- - -
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_ _ - _ Walls r'e9ctiring- up9 rading due, do -flexaral +e.np'on overNress i .a a -
wall _ S ke+ch -. wall stedch expeckd_
no. exp+ec+e d - .
17 0 . comolc ion date /Jo .
_ no. comcis-Won clefe'
- . . -19_ - jK-C 13i III-I $K-G-106 22-A fK-C-12f Ill-3N fK C-l19 f-f fK C-139 13. . . $k-c- Ill - . - - .
control reorm 5 wall fll4JK-C - ll3 -- -
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expec. fed __ _ _.
n o. de9cetpsion .
co mote + ion date 15'2. fK-C-ICO 9+ack bond wsll -lhir wall will be .. _ -
removec' and rs-buil+ uyns r unning hand 157-N 9K-C-teo re7qiret in?4aliakon of' pipe j>2neer; .-
40 refuv& pyz loadr,+ ram ib6 ch2 won._ -_.- _ _ _ _ .
39 SK-c-150 stutres t)ew su,oporfbelesd- .. 'It ec' ppa chafe do remwe loac)'{a{ry block wal] __..
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IS 3 9(e+plrel2d conc!w? Will be re-rcu+e:', .
Jo wal mij beco r.e non-fgely- re/a +'ea'. -
A 46_. . -
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YlMoh/5{ flLLE D BLocKOUTS _
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~ ~~Blockou+I~no+ ie9airIna uoq~rakna -(clip a$ les will be -
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T ' 4 -_.dpco and dop bound 7 ries anyway videYalai? 9. ve
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wall jkelch e c+ed I well _ 3 ke+ch expec4ed no. 17 o . comkhiondate no, n o. cw ,olekon da+e . . -.
_- . . . . . . . . . . _ _ , - ~ . _ _ _ _ _ . _ _
5-31 $E-C -165 3-& SK-C-l92 -
f 22 fE-C- 17& 3-7 p'-C-119 - - . . -
5-24 $K-C-l99 I34-C-h fg-c-170 . _
4fs fK-c*IfJ l34 C-S fc-C- 171 . - ._ .
Blockauh requirinq upqradino
' ' ' (all blockovH will be reyutrinlve-.? remo d)__
ufyradityt well e xpec+ed ws// - expec+cd - _ -
00- removeI ds+e 00- removal de+e _
Sc' 3-/- _ __ _ _ _ .
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blackou+
be covered wH it) h 5K-c-193 f r- . - -
de+ ails. The expec+3le so st pla le. feecomp/s-Fion - . - -
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