ML19312F018

Concrete Block & Prism Testing

ML19312F018
Person / Time
Site:	Point Beach
Issue date:	09/15/1981
From:	Amar J, Spielbauer M EECSOILT, STS CONSULTANTS, LTD. (FORMERLY SOIL TESTING SERVICES
To:
Shared Package
ML19312F019	List: ML19312F018 ML20011A461 ML20011A463 ML20011A466 ML20011A469 ML20011A476 ML20011A483 ML20011A484 ML20011A488
References
IEB-80-11, R553.13-APP-A, TAC-42896, TAC-42897, NUDOCS 8110130455
Download: ML19312F018 (64)

Text

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REPORT NO. 553.13 L

APPENDIX A I

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CONCRETE BLOCK AND

' L' PRISM TESTING POINT BEACH NUCLEAR PLANT-STS Job 11297 4

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GEOTECHNICAL AND MATERIALS ENGINEERS

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SOIL TESTING SERVICES September 15, 1981 OF WISCONSIN, IN C.

Computech Engineering Services, Inc.

540 LAMBEAU ST.

GREEN BAY, WIS. 54303 2Boo Telegraph Aver.ue Berkeley, California 94705 Attention:

Mr. P.on Mayes i

STS Jon 11297 RE: 1.E.

Balletin 30-11, Masonry Wall Upgrade, Ecncrete Block and Prism Testing, Point Beach Nuclear Plant.

Gentlenen:

1 The tests on the Concrete masonry block and prisms taken from..alls at the j

Point Ceach Nuclear Plant have been completed.

Enclosed are two copies of the above referenced report. A copy of this report has also teen forvtarded j

to t.ir.

Dave Zatransky and Mr.

T.

R.

Branam of Wisconsin Electric Poiter Ccapany.

Tests were conducted on concrete masonry block and prisms in general ccor-i dance with procedures submitted to us by Mr. Mayes.

Compressive st-ength tests.ere performed on three prisms and two block samples taken from each of three separate walls.

The average co'apressive strength, f'r, of tne nine prisms tested was determined to De 2270 psi, cased on the net mortar 1

Dearing area. The average net compressive strength of the six single clock sanples tested was ceternined to be 30C0 psi.

Included in this report are measurements taken of all test samples, compressive strergin data, onctograohs of the prisms at failure, and calibration documentation pertaining to the compression test machine used.

If you should have any further co nients regarding this report, please do not hesitate to contact us.

Yours very truly, Y d C. %.VICES OF WISCONSIN, SniL TrSTING SEP INC.

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l vark C. Spielbauer 1

l 4ssistant Dreject Engineer Dt&

Jack J. Amar, P. E.

Droject f4nager

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cc: Wisconsin Electric Power Company i

231 West liichigan, P. O. Box 2046 l

i411waukee, Wisconsin 53201 l

Attn: Dsve I:. Zacransky Wisconsin Electric Power Company i

Point Beach flutlear Power Plant

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Two Rivers, Wisconsin Attn:

T. R. Branam i

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TABLE OF CONTENTS Page No.

INTRODUCTION I

FIELD TESTING 2

LABORATORY TESTING Measurements 3

Trimming of Samples 3

Capping 4

Compressive Strength Testing 4

APPENDIX Block 68-1 Block 68-2 Prism 68-3 Prism 68-3A Prism 68-4 Prism Unit 1 Stairwell A Prism Unit 1 Stairwell B Prism Unit 1 Stairwell C Block Unit 1 Stairwell D Block Unit 1 Stairwell E Block Unit 2 Stairwell A Block Unit 2 Stairwell B Block Unit 2 Stairwell C Block Unit 2 Stairwell D Block Unit 2 Stairwell E Testing Machine Verification Certificate

i STS Job 11297

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Page 1 i

I INTRODUCTION i

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Soil Testing Services of Wisconsin, Inc. (STS) was engaged by Wisconsin j

Electric' Power Company to evaluate the compressive strength of concrete masonry prisms and block taken from walls at the Point Beach Nuclear Power Plant, Two t

Creeks, Wisconsin. The general scope of the work was described in our proposal l

to Wisconsin Electric Power Company dated July 23, 1981.

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This report includes all work completed through September 11, 1981. The field sampling program was performed on August 24 through 26, 1981 under the direction i

of Mr. Branam and Mr. Zabransky of Wisconsin Electric Power Company and Mr.

l Mayes of Computech Engineering. Mr. Mayes directed the initial compression

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tests on August 25, 1981.

i Test sample locations were located by Wisconsin Electric Power Company (WEPCO).

i Soil Testing Services' personnel extracted concrete masonry prisms and blocks, transported them to our laboratory, and tested them for compressive strength.

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Page 2 FIELD TESTING We retained a subcontractor to cut test samples under our direction with a diamond saw using procedures previously described in our proposal. To facilitate easier cutting, larger units wert ecmsved from the wall. They were then trimmed to specified sizes using a smaller saw.

Vibration was reduced hy placement of wood wedges into the saw cut. This also lessened the possibility of cracking the mortar at the block mortar interface.

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Masonry prisms were compressed in clamping devices as described in our proposal i

to reduce the potential of cracking the mortar joints.

The units were then t

pitted in containers for shipment to our laboratory.

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w LABORATORY TESTING Measurements i

The block and prism samples were measured in general accordance with ASTM E 447-74, "Compressive Strength of Masonry Prisms". At the direction of Mr.

Mayes, measurements were taken at a distance of approximately 0.5 inches from t

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the to9 and bottom bearing faces of the block samples. The average of these two measurements was used to determine the net block area. A diagram of each prism and block was made on which all measurements were plotted.

Irregularities f

in the samples were also recorded. The mortar bedding of the prisms was measured to determine the net mortar area. Measurements of all prisms and block samples are included in the Appendix of this report.

l Trimmino of Sarples j

i Before the samples were capped and tested for compressive strength, all mortar was removed from the top and botto.n bearing surfaces. This entailed hand chipping both faces to remove any mortar which may have interfered with the capping or compressive strength testing. Also, any mortar that was found in f

the interior of the hollow block cores was also removed.

While chipping the mortar from Prism No.68-3,the block mortar interface between the bottom and second block cracked.

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STS Job 11297 Page 4 7

Capping After removal of mortar from the bearing surfaces, the prisms and blocks were i

capped per ASTM Specification C 140-75. Due to awkward handling conditions, thr w + of the caps were checked with a feeler gage to verify that the caps were plane within specified tolerances.

j Compressive Strenoth Testino The test specimens were placed on the lower bearing block with the centroid of the bearing surface vertically aligned with the center of thrust of the spherically j

seated bearing block. As the spherically seated block was brought to bear on a specimen, it was rotated so that uniform seating was obtained. The loading I

was continued at a constant rate until failure occurred in the unit. The maximum load indicated on the dial was recordee and photographs were taken of the failed unit. Maximum loads and compressive strengths are included in the Appendix of this report. Photographs of failures have also been included in the Appendix of this report.

l The cracked block mortar interface of Prism No. 68-3 did not appear to affect the test results.

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) Net Compressive Strennth f'm 1723 si C' hi ! i~l ' 'EC~ Coapressive Strength f'rt based on .',-*.l..- a. p net nortar bearing area c, 3.,) h. 1 i f -.m_. -.. _ -4 gy e 9 %, mea g )+ A ], t e .e gO r [ 8 ,e** '3' s N 1 i J

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Sr.allest I',ortar Area 19.94 in' i ~~'; J;, 4_ ,t, i:a >.irur. Load 54,000 lbs. d' d !j Gress Cor.;ressive Strength f'm 1220 psi 4' l !'et Comoressive Strength f'm 1960 psi L, 11 Compressive Strength f'm based on Dj 0._. net r.ortar bearing crea 2710 PSi

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l t / LASQUIP CORPORAT!ON 1 Machine 350k Forney LT-700 Verification No. Serial No. 66,173 LQ 27,371 Owner Foil Testing Services of Wisc. Inc. Location 450 Lambeau St. Date 8-4-81 Green Bay, WI 54303 Attn: Ken Kujava TESTING MACHINE VEREFICATION CERTIFICATE This is to certify that the above testing machine has been calibrated by Labouip personnel. The loading ranges have been found to be within the accuracy toler-ance(s)indicated below: Capacity Range Loading Range Accuracy Tolerance POUNDS POUNDS PER CENT 0 to 350,000 35,000 to 325,000 .62 0 to 60,000 6,000 to 55,000 .49 Method of verification and listed data are in accordance with ASTM Designation E 4. or other applicable specification. Accuracy of all Calibration devices traceable to the National Bureau of Standards: The testing device used for calibration has been certified by the U.S. Bureau of Standards or qualified private agency meeting the conditions set forth in paragraph 11-1. i LABQU1P CORPORATION By / M V - LABOUIP CORPORATION / 402 Mondamon IP.O. Box 41001 Minooka, IL 00447I815 467 4490 -

3 / LABQUIP CORPORATION 4D2 lacticamon / P.O. Kg 4 3D fI.;snooks, IL 0344714iS 467 4490 - a ryg yf TESTING MACHINE CAllBRATION DATA AND REPORT 6%/ -r;ma c%,'sw s me..n o.,. 7 - </ - n e.. an bm<m cr t...,., $~m'kei. /41Z. 6*</PP OY Y wr Lwy xr-rx 0 a.. o.,. u.eu..

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1 i EVALUATION OF SINGLE WYTHE ASSUMPTION TO REPRESENT t MULTIPLE WYTHE WALLS Prepared for Point Beach Nuclear Power Plant, Units 1 and 2 WISCONSIN ELECTRIC POWER COMPANY Milwaukee, Wisconsin Prepared by COMPUTECH ENGINEERING SERVICES, INC. Berkeley, Calif ornia i September,1981 REPORT NO. R553.07 Revision i 91101304A9 Ati W Tun ADDCK 05000266 G PDR

TABLE OF CONTENTS 1 INTRODUCTION 1 2 ANALYSIS METHODOLOGY 1 3 RESULTS 1 4 DISCUSSION OF RESULTS 2 t 5 CONCLUSIONS 2 t 's

.o i 1 INTRODUCTION . The Nuclear - Regulatory Commission (NRC). staff on June 9-11. 1981 reviewed l the criteria and calculations performed on IE Bulletin 80-11 *Masonry ? Walt Design* for the Point Beach Nuclear Power Plant. Action item 5 resulting from the review meeting stated that with regard to out-of-plane loading. the licensee shall demonstrate that the use 'of the single wythe assumption for multiple wythe walls results in a conservative evaluation with respect to frequency shift and out-of-plane drift consideration. i' This short report presents the analyses that were performed, the results of the analyses. a discussion of the results. and the conclusions. 2 ANALYSIS METICDOLOGY j All walls were analyzed in accordance with the procedures given in *Criteria for the Re-evaluation of Concrete Masonry Walls for Point Beach Nuclear Power Plant." Specifically, plate analysis was used to assess the out-of-plane response of the wall. The computer program SAP5A was used to perform a 3 finite element dynamic analysis, ut!!izing the response spectrum method. All wythes in a multiwythe wall were assumed to respond as single wythe waffs l because of the difficulty in verifying the adequacy of the collar joint between the wythes. This was assumed to be conservative when using the re-evaluation criteria and the objective of Action item 5 is to validate the degree of conservatism. Two ocuble wythe walls (Wall Nos. 24 and 65-1) were selected to compare the l resuits obtained from the wall acting either as a single or double wythe wall using the re-evaluation criteria. In using the re-evaluation criteria the walls were assumed to have pinned supports at all appropriate boundaries. As a conM4uence no forces are induced in the wall due to out-of-plane drift. j The validity of this assumption is addressed in Computech Engineering l Services. Inc. Report No. R553.11. Some of the results of Report No. R553.11 are included in this report for the purpose of addressing Action item 5. Wall t 24 is 164 inches long.156 inenes high and consists of two wythes of twelve inch wide units. Wall 65-1 is 109 inches long.176 inches high and ' consists of two wythes of six inch wide units. Each wall was analyzed as both a single and doub;e wythe wall using the same number of noc..s. mesh size l r. and boundary conditions. Two boundary conditions were used for each wall: one simp8y supported on each boundary and the other fixed. For the fixed boundary condition the out-of-plane drift effects were included as reported in j Report No. R553.11. t S RESULTS The results of the analyses performed using the simply supported boundary conditions are given in Table 1 and 2. Table 1 compares the [ frequencies of each wall acting either as a single or double wythe wall. Table 2 compares the maximum stress ratios for each wall acting eitner as a single l \\.

-e E t l or double wythe wall. The values given in Table 2 are based on the procedures given in tne re-evaluation criteria. That is the walls are assumed to hau simply supported boundary conditions. I The results given in Table 3 are extracted from Report No. R553.11 and provide a comparison of the single or double wythe wall with fixed boundary conditions incorporating the effects of out-of-plane drift. 4 DISCUSSION OF RESULTS From the results presented in Table 1 11 is clear that the single wythe [ assumption is conservative with respect to frequency shift. The fundamental 5 or first mode frequency of the double wythe wall is approximately twice that i of the single wythe wall. For walls with. more than two wythes the shift in [ frequency would be even greater. The effect of out-of-plane drift effects oepends on how this is incorporated in the analysis of the walls and is further discussed in Report No. R553.11. For the case of simply supported boundary conditions, out-of-plane drift does not induce forces in the walls and tne maximum stress ratios given in Table 2 indicate _ that the maximum stresses in the wall due to other out-of-plane forces for the double wythe.wall are l approximately one-half of those of the corresponding single wythe wall. f For the case of fixed boundary conditions. incorporating out-of-plane drift eNectr9 the results given in Table 3 indicate that the maximum stress ratios for the double wythe walls are from 1 to 130 percent less than the corresponding single wythe walls. Therefore, for Walls 24 and 65-1 the use of the single wytne assumption to represent double wythe walls results in a conservative evaluation regardless of how out-of-plane drift effects are incorporated. 5 CONCLUSIONS Two walls were selected to demonstrate that the use of the single wythe assumption for multiple wythe walls results in a conservative evaluation with respect to frequency shift and out-of-plane drift considerations. The resu;ts indicate that the frequency of the douDie wythe walls are almost twice thosts of the equivalent single wythe wall. Therefore, from frequency shift c7nsiderations the use of the single wythe assumption is conservativrJ. The impact on out-of-plane drif t considerations depends on how this is incorporated in the analysis. Witn the method used in the re-evaluation criteria no forces are induced in the wall due to out-of-plane drift effects and the maximum stress ratios from other out-of-plane forces in the double wythe wall are approximately one-half of those in the single wythe wall. If fixed boundary conditions are used and out-of-plane drMt effects are included. then the maximum stress ratios in the double wythe walls were 1 to 130 percent less than those in the single wythe wall. The single wythe assumption is therefore conservative for the procedure>s specified in the re-evaluation criteria and is reasonably conservative for the procedure of including out-of-plane drift effects speelffed in Report No. R553.11. 2

{ }. [ I = 1 l ? TABLE 1 i FREQUCICY OF WALLS WITH SIMPLY SUPPORTED BOUNDARY CONDITIONS Wall No. .Thickness Wythes Frequencies (Hz) 12' 1 15.39, 37.72 24 ~ 25' 2 32.06,'78.57 l 6-1 15.28, 24.99, 43.97 65 - 1 12 2 30.56, 49.98, 87.95 f i 1 TABLE 2 MAXIMUM STRESS RATIOS OF WALLS WITH [ SIMPLY SUPPORTED BOUNDARY CONDITIONS .l Wall No. Thickness Wythes M /M.xa P /P'ya x y 12 1 .4057 1699 24 25 2 .1809 .0751 6 1 .4834 .1572 65-1 12 2 .2146 .0697 [ ]. Note Subscripts x and y denote stress ratios on horizontal and vertical strips respectively t l 4-1 f f ) s 3 i n r-m~m,- ,.,,.c ---4.- e , -., ~ - _

e TABI.E 3 MAXIMUM STRESS RATIOS OF WALLS WITH PIXED BOUNDARY CONDITIONS INCLUDING OUT-CF-PLANE DRITT EITECTS Wall No. Thickness Wythes M /Mxa M /M x y ya 12 1 0.265 0.228 24 25 2 0.129 0.226-l i 6 1 0.264 0.136 65-1 12 2' O.117 0.097 P f Note: Subscripts x and y denote stress ratios on horizontal and vertical strips respectively i E b i e F i e i i k I 3 I i 1 i 1 l

PROCEDURE TO ACCOUNT FOR OUT-OF-PLANE INTERSTORY DRIFT EFFECTS ON THE MASONRY WALL EVALUATION Prepared for i Point Beach Nuclear Power Plant, Units 1 and 2 WISCONSIN ELECTRIC POWER COMPANY Milwaukee, Wisconsin Prepared by COMPUTECH ENGINEERING SERVICES, INC. Berkeley, California e September,1981 l REPORT NO. R553.11 i Revision 1 A .Q.1304A9. A11002_ r ADOCK 05000266 'N / G ppg g n:

TABLE OF CONTENTS 1 INTRODUCTION. 1 2 ANALYSIS METHODOLOGY 1 3 RESULTS 2 4 DISCUSSION OF RESULTS 2 5 CONCLUSIONS. 2

1 o-t i 1 INTRODUCTION v The Nuclear Regulatory Commission (NRC) staff on June 9-11. 1981 reviewed the criteria and calculations performed on IE Bulletin 80-11 *Masonry Wall Design* far the Point Beach Nuclear Power Plant. Action item 11 resulting from the review meeting stated that the licensee shall provide the criteria and procedures to account for the out-of-plane interstory drift effects in seismic analysis, - This short report is in response to that action item and includes a description of the analysis methodology. the results, a discussion of the results, and the conclusions, 2 ANALYSIS METHODOLOGY All walls wera analyzed in accordance with the procedures given in *Criteria for the Re-evaluation of Concrete Masonry Walls for The Point Beach Nuclear Power Plant.' Specifically, to assess the out-of-plane response of the walls the boundary conditions at all supports were assumed to be pinned. This assumption was made for the following reasons. (1) The stresses resulting from out-of-plane seismic load are conservative. (2) The boundary rotations required for the existence of pinned supports are very small and will exist regardless of what type of fixity is- 'g used to prevent it. A field inspection of the walls indicated this was the only reasonable assumption. (3) The majority of the walls had no support at the top of the wall. In addition no support was assumed around any door or other opening. In asressing the effect of out-of-plane drift effects on the walls the same i assumption of pinned boundary conditions was used for consistency in the analytical procedures. With this assumption no forces are induced in the walls when out-of-plane interstory drift effects are assessed. The validity of this assumption was questioned in Action item 11 and as a result two walls (Wall Nos. 24 and 65-1) were selected to compare tne results inat would be obtained if fixed 6 rather than simply supported boundary Conditions had been assumed. Wall No. 24 is 164 inches long and 156 inches high and Wall No. 65-1 is 109 inches long and 176 inches high. Each wall is double wythe and was analyzed as a single and double wythe wall with both fixed and simply supported boundary conditions. For tne fixed boundary conditions the effects of out-of-plane interstory drift were included in the analysis. The stresses resulting from out-of-plane seismic load were combined absolutely with those resulting from out-of-plane drift effects. Out-of-plane drift effects were calculated by imposing the out-of-plane displacement at the top of the wall with the wall fixed against rotation at both tne top corners and the bottom of the wall. ) i 1

p. i i 3 MSULTS A summary of the maximum stress ratios resulting. from the eight analyses I performed are given in Table l. Care must be exercised in evaluating the results i because the maximum stresses. do not fall in the_ same region of the wall for the different boundary Conditions. In the case of the $1mply supported boundary l conditions the maximum stress ratios are towards the center of the wall and i for the fixed boundary conditions they are close to or adjacent to the boundaries. 4 - DISCUSSION OF NSULTS i The results for Wall 65-1 indicate that the maximum - stress ratios of the simply supported boundary conditions for a single wythe wall are conservative when compared with those of the fixed boundary conditions that include out-of-plane interstory drift effects. The maximum stress ratio for this wall occurred on a horizontal strip and was reduced by almost one-half when fixed boundary l conditions were used. When the same comparison is made for the double wythe j wall. again the maximum stress ratio. which was on a horizontal strip, was j reduced by almost one-half. However, the maximum stress ratio on the vertical strip increased from 0.07 to 0.097. In comparing the three analyses: 1) single wythe with fixed boundarles and out-of-plane drift. 2) double wythe with simply j supported boundaries and 3) double wythe with fixed boundaries and out-of-plane j drift; the maximum. stress ratios are all less than the ratios obtained from j analyzing the wall with the procedures given in the re-evaluation criteria. The results for Wall 24 are similar to those of Wall 65-1 in that the maximum i stress ratios on a horizontal strip decrease when fixed boundary conditions. j and out-of-plane drift are considered, However, on a vertical strip the maximum t stress ratios increase for Wall 24. The increase for. the single wythe wall is l from 0.170 to 0.228 and for the double wythe wall it is from 0.075. to 0.226. j Although this increase for Wall 24 Indicates that for a vertical strip the simply supported boundary conditions is non-conservative the governing stress ratto on the horizontal strip is not exceeded by the maximum stress ratios in either direction for the other three analyses. Therefore, in this regard the assumption of simply supported boundary conditions used in the re-Evaluation criteria can be considered conservative. 5 CONCLUSIONS i The criteria and procedures used to account for out-of-plane Interstory drift effects in the re-evaluation criteria have been described and compared with ( results obtained from an alternate approach. In summary, the procedure used in the re-evaluation criteria assumes the walls have pinned supports at the boundarles becauss it is our opinion that this is the most realistic representation of field. conditions and in addition it results in a conservative estimate of the f stresses resulting from out-of-plane seismic load. 1 Two walls were selected to compare the maximum stress ratios obtained from the assumptions used in the re-evaluation criteria with those obtained from j using the assumption that the top and bottom boundaries had fixed supports. 2. l i

The stresses obtained for the out-of-plane forces acting on the wall with fixed boundary conditions were added absolutely to those resulting from out-of-plane drift effects. For the two walls that were analyzed, the maximum magnitude of the stress ratio was obtained for the single wythe wall with simply supported bouncary conditions. In both cases this was the stress on a horizontal strip. In this regard the assumptions used in the re-evaluation criteria are conservative. For Wall. 65-1 the maximum stress ratio on both a horizontal and vertical strip obtained from the single wythe wall with simply supported boundary conditions were conservative. For Wall 24 the same statement is valid for the maximum stress ratio on a horizontal strip. For the maximum stress ratio on a vertical strip there was an increase when fixed boundary conditions were used but this increase did not exceed the maximum stress ratio obtained on the horizontal strip. From the results presented it is clear that the impact of different boundary conoitions varies and is difficult to accurately assess because the region wnere the maximum stress occurs changes as the boundary condition Changes. However. for the two walls analyzed the assumption of a single wythe wall with simply supported boundary conditions (i.e. that used in the re-evaluation criteria) produces the maximum magnitude in the stress ratio on either a horizontal or vertical strip. Furthermore.11 is our opinion that these boundary conditions are the most realistic for. the conditions that exist in the field. 6 I 3

4 ~ 4 TABLE 1 i + EXIMUM STRESS RATIOS FOR VARYING BOUNDARY CONDITIONS tall No. Thickness (in) Condition M /Mxa My/Mya x 12 -Simply supported 0.406. 0.170 12 Fixed,Drift 0.265 0.226 24 25 Simply supported 0.181 0.075 25 Fixed,Drift .0.129 0.226 6 Sirnply Supported 0.483 0.157 i 6' Fixed,Drift 0.264 0.136 l 65-1 12 Simply supported 0.215 0.070. 12 Fixed,Drift. 0.117 0.097 l t .? Note: Subscripts x and y denote stress ratios on horizontal and vertical strips respectively I i i i e i 4 4

i ) MODAL CONTRIBUTION TO DYNAMIC ANALYSIS RESULTS Prepared for 9 Point Beach Nuclear Plant, Units 1 and 2 WISCONSIN ELECTRfC POWER COMPANY Milwaukee, Wisconsin Prepared by COMPUTECH ENGINEERING SERVICES, INC. Berkeley, Calif ornia July,1981 REPORT NO. R553.02 i nt onni A11007 R ADDCK 050002& A G PDR fp 9

I 8 g e e m. = TABLE OF CONTENTS 1 INTRODUCTION.. 1 2 SELECTION OF WALLS. 1 S ANALYSIS METHODOLOGY 2 4 ANALYS!S RESULTS. 2 5 DISCUSSION OF RESULTS 3 6 CONCLUSIONS 3

l i 1 INTRODUCTION The Nuclear Regulatory Committee (NRC) staff on June 9-11. 1981 reviewed if the criteria and calculations performed on IE Bulletin 80-11 Masonry Wall Design " for the Point Beach Nuclear Power Plant. Action item 2 resulting from the meeting stated that the licensee will provide documentation including calculation sheets that indicate that the adoption of five (5) modes of seismic response will generally provide 95 % of the total response. This short report describes the four walls that were selected to document the f results. the analyses that were performed. the results of the anatyses and a discussion of results and conclusions. Appendices A through D provide summaries of the computer output from which the analysis results were obtained. i 2 SELECTION OF WALLS To provide a cross-section of the boundary conditions and openings of the masonry walls at the Point Beach Nuclear Power Plant. the four walls given in Table 1 were selected to documen* the results of the analyses. The four walls include two with door openings and two without openings. Two of the walls are not connected at their top boundary but a're pinned on the ,ot h e r three boundaries, one wall is pinned on all four boundaries and the fourth wall is pinned on only two boundaries. TABLE 1 DESCRIPTION OF WALLS Wall Wall Boundary Openings Number Thickness Conditions (in) 1 5-29/2A 8 Pinned on 3 sides Door on one side Free on top i 20/9 8 Pinned on 4 sides Door on one side 65-1/15 12 Pinned on 3 sides None Free on top l 64-E/15 42 Pinned on 2 sides None Top and one side free l l d 1 I

.m j 4,, ~~ ~~ s 3 ANALYSIS METHODOLOGY v e ~ g" Ali walls were analyzed in accordance with the procedures given in ~ Criteria for the Ra-evaluation of Concrete Masonry Walls for the Point ' Beach Nuclear Power Plant ". Specifically. plate analysis was used to assess the out-of-plane - response of all walls. The computer program SAP was used to perform j a finne. element dynamic analysis ultilizing the response spectrum method. The Computech pre-processor program GENIN was used to generate input files for-the analyses.- i For each wall an eigenanalysis was carried out to extract the first five frequencies and mode shapes and the individual modal responses were combined using the square root of the sum of the squares procedure. The SAP output was summarized using the post-processor computer program GENOUT. The computer printout of GENOUT lists seperately the values of the moments and' reaction forces for first mode cynamic response, the SRSS of the.first-five modes of dynamic respon.se and the values from static loads. Also given is the absolute sum of the static and SRSS dyna mic ~ [ response values which are the values used to assess the adequacy ~ of -l the walls. i 4 ANALYSIS RESULTS The detailed results of the analyses of the four walls are givsn in Appendices '[ A through D. A summary of the results is given in Tables 2 and 3. Tab!rc i 2' contains a summary of results for walls 5-29/2A. 20/9, and 64-E/15. Table 3 contains a similar summary for wall 65-1/15. For each wall an analysis was .l performed assuming the wall was either grouted or ungrouted. The maximum j moment' parallel (M x) and normal (My) to the bed joints and the maximum boundary shear force (F) are given in Tables 2 and 3. In Table 2 v the value of each moment or force resulting from the first mode and the SRSS i of the first five modes are given. Table 2 also contains the percentage contribution of the first mode to the SRSS of the first five modes for. i each maximum moment and force 'quantity. Table 3 which contains a summary of results for wall 65-1/15 includes the results from the first mode. the SRSS of the first five modes and the SRSS i of the first ten modes. In addition the Table also.contains the percentage contribution of the first mode to the SRSS of both the first 5 and ( 10 modes respectively for each maximum moment and force quantity. I Also included is the percentage of the SRSS of the first 5 modes to the first j 10 modes for each maximum moment and force quantity. j i e 2 Y n I ~.- -..

t i 5 DISCUSS60N OF RESULTS The results of the analyses for walls 5-29/2A 20/9. 64-1/15 presented in Table [ ~ 2 indicates that the first mode contributes between 97.9 % and 99.9 % of the SRSS of the first five modes for the maximum moments and boundary forces in the walls. Thus for the openings and boundary conditions of these three walls a first mode analysis would have been sufficient to produce 95 % of the total maximum response quantitles. A five mode SRSS analysis is therefore adequate for these three walls. l Th6 results for Wall 65-1/15 presented in Table 3 indicate that the first mode contributes 90 % of the SRSS of the first 5 modes of response and 90 %. of the SRSS of the first 10 modes of response. The percentage of SRSS of tne first 5 modes to the SRSS of the first 10 modes is 99.3 % for the maximum moments and forces. Thus for a wall pinned on three sides and free at the top a first mode analysis would not have been adequate. However, it is clear that an SRSS of five modes is always equivalent to an SRSS of ten modes. 6 CONCLUSIONS Four walls were selected to provide documentation that Indicates that the adoption of five (D modes of response will generally provide'95 % of the total response. The four walls selected. covered r.he full range of boundary conditions and openings found in the masonry walls at the plant. The results clearly indicate that five modes of SRSS response provide 99.9 % of the total response, in fact for three of the four walls the first mode of response prov'.ded 97.9 % or greater of the total response. As all the masonry walls at the Point Beach plant were analyzed using the first five modes of response it is clear that 99 % of the total response of all the walls has been included in the analytical results. I I I L f 3 F i

i. TABLE 2

SUMMARY

OF RESULTS FOR WALLS 5-29/2A. 20/9. AND 64-E/15 Wall Mx1 Mx5 Mx1/Mx5 My1 My5' My 1/My5 'F1 F5 F1/F5 Number (Lb-in/In) (Lb-in/!n) (Lb-in/in) (Lb-in/In) (Lb) (Lb) 5-29/2A Grouted 155.4 155.4 100.0 51.66 51.71 99.9 79.93 80.07 99.8 Ungrouted 83.32 83.32 100.0 27.69 27.72 99.9 42.85 42.92 99.8 20/9 Ungrouted 142.2 142.2 100.0 99.06 100.3 98.8 54.49 55.16 98.8 Part. Grout 173.9 173.9 100.0 121.2 122.7 98.8 66.64 67.48 98.8 64-E/15 Orouted 84.21 85.96 97.9 101.8 103.2 98.6 229.6 231.1 99.4 Ungrouted 43.61 44.58 97.8 52.75 53.51 98.6 118.9 119.8 99.2 a Notations: M: Maximum moment per Ilnear length F Maximum shear force at boundary x Parallel to the bed joint y Normal to the bed joint 1 First mode only 5 SRSS of the first five modes e a 4 .w-v .m-r-c - e. e m ,,w

o S TABLE 3

SUMMARY

OF RESULTS FOR WALL 65-1/15 Wall Moment 1st SRSS SRSS ist/5 1st/10 5/10 Number or Force Mode 5 Modes 10 Modes 65-1/15 Grouted Mx (Lb-in/in) 172.6 174.5 174.6 98.9 98.8 99.9 My (Lb-In/In) 27.43 30.26 30.27 90.6 90.6 99.9 ? F (Lb) 77.35 84.87 84.98 91.1 91.0 99.9 Ur:grouted Mx (Lb-in/In) 109.0 110.1 110.2 99.0 98.9 99.9 My (Lb-in/in) 17.31 19.10 19.10 90.6 90.6 100.0 F (Lb) 48.83 53.56 53.63 91.2 91.0 99.9 tn Notations: M: Maximum moment per linear length F Maximum shear force at boundary x Parallel to the bed lolnt y: Normal to the bed joint J 1 : First mode only 5: SRSS of the first five modes 10 SRSS of the first ten modes Es

!? MASONRY TEST PROCEDURES FOR POINT BEACH NUCLEAR POWER PLANT Prepared for Point Beach Nuclear Plant, Units 1 and 2 WISCONSIN ELECTRIC POWER COMPANY l Milwaukee, Wisconsin Prepared by, COMPUTECH ENGINEERING SERVICES, INC. Berkeley, California June,1981 REPORT NO.~ R553.01 m 10130477 su^n OSOOOgg Puk M o

t; g t i t TABLE OF CONTENTS ] W g f i 1 i INTRODUCTION......................... .... 1 t 2. NUMBER AND _ TYPE OF _ PRISM AND BLOCK SAMPLES........ 1 3 ' METHOD OF EXTRACTION.... i 1 4 TRANSPORTATION OF PRISMS AND MASONRY UNITS......... 2 5 TEST METHODS.... t 2 6 DETERMINATION OF COMPRESSIVE STRENGTHS... D 2 O i l c 4 1 e'- i ? j h + ? s e i J ? ? k i h r-,- ,- -,.. -,, - - - - ~ - - - -, -,,.,.., ,,m_,..,., .w.,,en-,,, nn..n.- wn- ,m 1---, w

y 1 INTRODUCTION The Nuclear Regulatory Commission (NRC) staff on June 9-11, 1981 reviewed 9 the criteria and calculations performed on IE Bulletin 80-11 Masonry Wall Evaluation" for the Point Beach Nuclear Power Plant. One of tne action llams that resulted from the review meeting was the performance of masonry prism and block tests to valicate the use of tne 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 both the prism ano 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 i extracted from the wall at locations to be determined by Wisconsin Electric Power Company (WEPCO). Tne 8 inch length of the prism must include two of the three webs of the 16 inch long masonry units. Extreme care shall be exercised in extracting the prism sample from the wall to avoid breaking the i bond between mortar and masonry unit. 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 Wytne. 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 snal: De 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

a ~ 4 TRANSPORTATION OF PRISMS AND MASONRY IJMTS The 'rlsms shall be proccmpressed by a method approved by WEPCO and/or 7 con:..tants after they. era extracied from the wa'.l. They she.l: remain upright curing all handling and transportation operations. The rnethod of storing the prisms for transportation from the plant to the testing laboratory shal2 ensure they remain upright and subjected tc a minimum amount of vib ra tion. The method to oe usec shall be approved by WEPCO and/or consultants. Extreme care shall be exercised at all stages to avoid cracking betwMn the mortar and masonry unit. The masonry urits snell 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 METHODS Each prism comoressive test shall be performed in accordance with applicable sections of ASTM E-447-74 The stress-strain (,urve is not required as part of the test procedure. One uncamaged prism sample shall be testod from each wall a Each masonry unit compressive test shall be performed in accordance with applicable sectices of ASTM E-140-75. One undamaged unit shall be tested from each wall. 6 DETERMINATION OF COMPRESSfvE 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 f'm to be used in the crlieria for IE Bulletin 80-11 shall be the average value of the five specimens tested or 125% of the minimum value determined by test, whichever is less, but in no case shall it exceed 1000 psi. If the scatter of the five prisms is considered to be excessive by the NRC staff, consideration will be given to conductmg 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 five 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. Ta ble 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.

{ 1 ~ ~ i TANE 1. VALUE OF Tm FOR MASONRY , a w Compressive strength ~' Compressive test strengto qf of masonry masonry units. psi, on the f*m. ps: not cross-sectional area Type M and Type N S mortar mortar 6000 or more ^ 2400 1350 ) 4000 2000 1250 2500 1550 1100 200t 1350 1000 1500 1150 875 1000

900, 700 c

4 TABLE 2 COMPRESSIVE STRENGTH OF CUBES FOR MORTAR TYPES 3 Average Compressive Mortar Type,' Strength at 28 Dayr, psi(Mpa) M 2500(17.2) S 1800(12.4) N 750(5.2) O 350(2.4) K 75(0.5)

• Martar type designations A-1. A-2. 8, C, and D are the former type designations in effect prior to 1954.

i ) 4 .<1, a

~ ~ ACTION ITEM 3 i With respect to the containment isolation valves for steam generator blowdrwn L lines outside containment at El. 26', the licensee indicates that additional py, remote operated isolation valves within containment will be installed oy r fall 1982 and-spring-1983 for Units I and 2, respectively; thus, eliminath.g .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 masonry wall failure. If a safety concern exists, it shall be identified and evaluated and submitted with the above technical evaluation.

RESPONSE

? 4 .Licensee has received and evaluated proposals for the blowdown isolation valves inside containment. A recommended supplier has been selected and i it is expected that a purchase order will be issued by August 1, 1981. The drawing and final design review, fabrication, and delivery time require-ment for these valves is estimated to be 48 weeks from the date of the-purchase order. This schedule 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 Piant design criteria for the blowdown line containment penetration are presented in FFD5AR, 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-operated 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 f ailure was not previded in the original design. During normal operation, the failure of these blowdown lines presents no safety concern since adeouate 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 leat diameter of the blowdown system is limited by the minimum drilled passage.in the tubesheet r i for the.blowoown connection which is 1.625". This limits t flowrateat1,133psisteamgenergtorpressureto4.3x10"hemaximummass lbm/hr./steam generator compared to the 3.7 x 10 lbm/hr. capability c,f each 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 1 -m

Di.. a .i i t .. ~..., I ACTION ITEM 3 Page 2 .lines due to a postulated failure of the facade stairwell wall has not been ,ej previously analyzed and could result in safety concerns. These concerns would include maintainability of containment integrity and the ability .I to maintain long-term cooling of the reactor core through use of the steam generators. It is for'these reasons that we have committed to installation i . of additional blowdown line isolation valves inside containment. i Because j of the low probability of a blowdown line failure due to a postulated vall collapse concurrent with a design basis accident, this schedule is 1 acceptable. l As discussed in the Point Beach Nuclear Plant Facility Description and Safety j Analysis Report (FFDSAR), the northcentral United States, which includes the Plant site location, is a relatively inactive earthquate area. The Coast and Geocetic Survey, Seismic Probability MaD of the United States, { assigns this aree to Zone 0 - No Damage. There is no instrumented or 1 verifiable 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 submitted on March 24, 1978, an Appendix 2K to the Haven PSAR Site Addendum. The Appendix presented a seismic rist 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 annual recurrence probability for an intensity level IV (MM) earthquake at the Haven site of 0.00517/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 j walls would remain intact in the event of an earthquake of intensity IV (MK) 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, such as a large LOCA or main steamline break (M5LB), are assessed at 1 x 10 / i reactor year (Section 5.3.2.1). The report also states in Section 5.4.1 that although it is dif ficult to predict with precision the probability of potential accidents due to earthquake damage to a nuclear power plant, ) consideringtheuncertaintiesindamageprobabigities,igseemsreasonable } to predict that the risk level lies between 10 and 10 per reactor year. l At this level of probability, the report concludes that the earthquake-induced accidents should not contribute significantly to reactor accident risks. We have, therefore, assumed that the probability of a design basis accident together with an earthquake resulting in damage to the blowdown lines f rom a postulated collapse of the f acade stairwell could be conser-i vativelyassume$tobetheproductoftheprobabilityofalargepipe rupture, 1 x 10 /reactoryear,timestherecurrenceprobaylityforan intensity IV (MM) earthquake which is appro,:imately 6 x 10 _freactor year. This results in a predicted probability of less than 6 x 10 /reactor year for an unanalyced failure of the blowdown systerc coupled with a design

{ 1 t ~ l - ACTION ITEM 3 Page 3 t basis accident. The actual probability of this combination of events' ?- occurringLis even smaller since this analysis assumes the probability.of a wall collapse'in the event of the intensity IV (MM) earthquake and the probability of damage to both blowdown lines in the event tp/rea e wall collapses are both one. Even at the probability of 6;x 10 l NUREG 75/014 Figure 2-1 would classify the risk of such an event as negligible and less 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. i We further 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 of 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 [ t necessity for the corrective actions already underway. t i i I i r 4 I I 4 k P h L ? l

.m .ac~.N' .u-T 7 --2"~^* 'f 'i l .1 dY' ACTIONITEk12 4 .provisions of the plant Technical Specification as spe j 'O' in IE Bulletin No. 80-11. action with respect to this item byThe.licensee wil1~inform the NRC of its plann j 07/15/81. u h

RESPONSE

i The Nuclear Engineering Section (NES) Safety Review Committee has conduc i an operability analysis vf each masonry block wall in which the analyzed SSE i induced stress levels.exceeded the revised acceptance criteria. has been evaluated against the degree of overstress determined in the ana ^ Operability 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. The NES Safety Review l July 15,~1981,Committee has concluded, for those overstressed walls iden pending repairs is justified.that continued operability of the Point Beach Nuclear Pla i 3 t I i t 5 't l t I i P i j ? ( -.... ~... y y r-m,,,, .m-e -..e -r,-,-,,:--i,-. ~.-.r. .. ~, . ~., -. _ - -,

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... ~. UPGRADING REOUIREMENTS FOR SAFETY-RELATED MASONRY CONSTRUCTION MASONRY WALLS Walls not requirine upgrading (clip angles will be provided along vertical and top edges) MALL SKETCH EXPECTED WALL SKETCH EXPECTED H0. rJ 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 6-29 SK-C-174 11-16-81 64 SK-C-164 Complete 5-7 SK-C-177 11-11-81 65 S K-C-166 Complete 24 SK-C-173 Complete 68-1 SK-C-156 Complete 26 S K-C-184 Complete 68-2 SK-C-15B Compl ete 157-5 SK-C-183 10-23-81 150 SK-C-161 Complete 5-5 SK-C-139 Complete 116 SK-C-115 10-16-81 Walls recoirine positive shear transfer mechanisms (clip anoles) alonc boundaries. WALL SKETCH EXPECTED WALL SKETCH EXPECTED NO. ND. COMPLETION DATE NO. NO. COMPLETION DATE 20 SK-C-143 8-28-81 111-2 SK-C-107 10-16-81 1 51 SK-C-163 12-15-81 111-35 SK-C-116 10-16-81 1 04 SK-C-162 Complete 111-4N SK-C-117 10-16-81 143 SK-C-181 10-16-81 111-45 SK-C-118 10-16-81 112-E SK-C-108 10-16-81 112-W S K-C-109 10-16-81 112-NS SK-C-110 10-16-81 115 St-C-114 10-15-81 Wells recuirinc uporadine due to flexural tension overstress. WALL SKETCH EXPECTED WALL SKETCH EXPECTED NO. NO. COMPLETION DATE NO. NO. COMPLETION DATE 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 .y .s.,: r. 4: Iadi 4 =- Page 2 ..-} =

• SPECIAL CASES-

~ WALL SKETCH EXPECTED NO. NO. DESCRIPTION COMPLETION DATE 152' SK-C-160 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 hangers to 7-31-81 remove pipe loads from this.block wall. j 39 SK-C-i SO Requires new supports for lead-filled pipe 8-7-81 chase to remove loads from block wall. l This wall has been removed from the safety-133 related category. 22A SK-C-125 Requires installation of bracing system 10-16-81 to provide additiont.1 stability. 146 Brick walls - these walls will be removed. Compl ete. ~~~ 162 Facade Stairwell walls: See response to Action Item f3. MASONRY FILLED BLOCK0UTS i Blockouts not recuirine voorading (clip angles will be provided along vertical and top boundaries.) WAL8 SKETCH EXPECTED WALL SKETCH EXPECTED [ NOI NO. COMPLETION DATE N o._ NO. COMPLETION DATE + 5-31 SK-C-168 Complete 3-6 S K-C-192 Complete 5-22 S K-C-178 11-25-81 3-7 SK-C-17 9 Compl ete 5-24 SK-C-199 11-19-81 134-C-A SK-C-17 0 11-6-81 45-E SK-C-154 12-11-81 134-C-B SK-C-171 11-6-81 Blockouts reouirino unorading (all blockouts requiring upgrading ) will be removed. ) WALL WaLL NO. EXPECTED REMOVAL D.TE NO. EXPEClED REMOVAL DATE 30 12-18-81 3-1 12-18-81 5-12 12-18-81 5-51 Complete 14 Complete 71* 12-11-81 22 Complete 3-19 Complete 23 Complete 45-W Complete

• 0ne blockout in wall (71 will be retained, but it will be covered with steel plate.

See SK-C-193 for details, l

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r o UPbRA DiHb R5 outeE MEtKS - foR 4AFETy - REL A TED MASowey CoMSTRuc7tON MASON2 I WAL.L5 Wall5_Rd re quiric = up o raa?c o (clip_2ngle.3 udi be.. . T. ' .L provic/gd __alon!a np.s ey ) venfcsI o and -lop edoeJ ~ well Sks4ch ex,c>ec+ed wall_5Ae-ce c,xpec ed__ GC-Oc. cornDic+tbo date 60. no. cornDledice da+e _ _ 5 lE-l-17& Bb fK-C-lS$ 40 (K-C 172 75 $KO /G9 5-29 fK-C174 64 $K-G-/0 ^ K C-l27 65' JK-C-i&& 5-7 J[K-C-l73 GB-! fK-C-if) 24 29 $KC-1B4 68 2 ft-C-lfS 157-) ft-C-l23 1150 jK-C- /6/ c x +roi c x n w a. > //Cp $V-C-//ji W's ll5 requirin o ,cop Vire 3Aear + ac:-Gr macnsei.rie; ' t clir incie c ) alon a couc darie c / w q 5 eich cy,ccc+e!.A k ex9ec+ed wall k wall 9 e-tch corret,e+ibn d?*e no. nc. cank+ict d?'s no-n o-2C ft'-C-143 lll-2 lL' :* 107 _/f/ ._ feC /c'3 Ill-33 js-C-//6' 104 -.lX-C*KA III-4N fi-:-li7 143 fi:C*IBl 'll-4 5 $E-C-IIS //2-5 f A'-C-103 _ llE-w !K-C-IcL cor;Trcl coorr. wall} M lli-N9 $K-C-ilo lif JK-C-il? E-m e oe-.==-em 4.w-a h. +,.ea.m-m ,-,,+*--mg_, e

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