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ATTACHMENT 3 .

TROJAN NTCLEAR PU37

REPORT ON TESTING OFCCMPOSITE MASONRY WALLS

Novenber 1979

Portland General Electric Co.

Northwest Testing Laboratories

Wiss, Janney, Elstner & Assoc., Inc.

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TABLE OF CONTENTS

Section Page

1 Test Objectives 1

2 Methodology 3

3 Results 10

4 Evaluation of Test Results 12

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Section 1 Test Objectives

1.1 The testing was performed in order to confirm the accuracy of

our judgment with respect to the tension capacity at the interface between masonry

block and concrete core of composite walls located in the Trojan Nuclear Plant. -

The testing was performed "in-situ" on walls repr.3sentative of the various

types of composite walls at the plant.

Figure 1.1 shows a cross-section of the type of composite wall utili:ed

in the facility.

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CONCRETE MASONRY

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REINFORCING STEEL

CELL GROUT

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CONCRETE CORE

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REPRESENTATIVE COMPOSITE WALL

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Section 2 Methodology

2.1 Location of test sites.

By inspection of Plant drawings, test sites which are representative -

of the cenposite walls at the Plant and which are readily accessible in the

present plant operating mode were chosen. Those chosen were located at the

25' and 5' elevations in the Auxiliary Building and are shown in Figure 2.1.

Preliminary ava-4 nation was conducted to assure that no wall attach =ents were

present on either side of the test region and to atte=pt to identify rebar that

might interfere with the test.

2.2 Test preparation.

The testing program was conducted in two stages. In the first stage

the bond strength between the front facing block and the central core concrete

was tested and the second stage the bond strength between the central core

concrete and the remaining bicek at the same sites tested in the first stage.

This procedure was followed with the exception of test No. 3A where the second

stage test could not be performed validly due to wall geometry.,

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2.2.1 First stage preparation.

A 12" dia, diamond drill type core borer was utilized to core through

the front facing block and into the concrete core, providing an "in-situ" sample

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D - - FIG. 2.1,

PARTIAL FLOOR PLAN 8 5' 1528 162_4_

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of 11-1/2" dia, with a 1/4" annulus between it and toe surrounding material.3-

Block dimensions are 7-5/8" thick. To assure adequate penetration of the

block the core bore was extendad beyond that depth by about 1".

Initial placing of vedge anchors utilized one of two recommended.

patterns as depicted in Figure 2.2. Anchor bolts utilized were 3/4" phillips

wedge anchors set to the =anufacturers recoc=endations and torqued prior to

the coring operation. The 11-1/2" dia. core was drilled concentric round the

6" dia. anchor tolt pitch circle. This method (utilizing three wedge anchors)

was discontinued following the first three tests due to the concern of possible

bolt interaction and was replaced by a method utilizing one central 1" phillips

wedge anchor.

2.2.2 First stage testing.

The testing equipment utilized consisted of the following:

1. Fabricated compression beam and bearing plate, hydraulic jack

support bracket with 4 "C" clamps. Figure 2.3

2. Threaded 1" dia. rod with nuts and coupling.

3. Calibrate; hydraulic jacking system * consisting of:

a. Enerpac Eand Pump (SN 11754)

b. Enerpac 30 Ton Ram (SN 11752)

Ashcrof t 3000 PSIG Hydraulic Gauge (SN 11755)c.

*This equipment provided and operated by Northwest Testing 'aboratories. SeeAppendix 1.

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3TYPE 5.2 CENTER OF 6" BOLT CIRCLEI

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PLAN VIEW _

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ELEVATION VIEW

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d. Ashcrof t 6000 PSIG Hydraulic Gauge (SN 11757)

Multi-port Hydraulic Couplings and Hydraulic Hose.e.

4. Two dial micrometer.

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The assembled test rig is shown in Figure 2.4

The testing was perforned in accordance with SPT-51 (Special

Plant Test - 51) Rev. O included here as Appendix 2. Results were recorded in

accordance with SPT-51 and also independently by the Northwest Testing Laboratory

Representative. These results are reproduced in Section 3 of this report.

2.2.3 Second stage preparation

Following completion of the first stage test for each rest site and

subsequent napping and photography of the broken section a 1" dia, phillips

wedge anchor was set into the central core concrete, concentric with the exist-

ing geometry, and further coring utilizing the 11-1/2" dia. core borer proceeded.

The depth of the coring was determined such that the inside surface of the re-

=aining block was just penetrated (no more than 1/8") .

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2.2.4 Second stage testing

*The testing was performed as described in Section 2.2.2. Subsequent

to the testing the broken sections were mapped and photographed.

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"C" CLAMP LOCATION TYP. ALL CORNERS

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ELEVATION

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Section 3 Results

The test results were recorded by PGE personnel utilizing the dr.ta

sheet from $PT-51, Rev. O and were also recorded by Northwest Testing Laboratory

Representative using standard laboratory workaheets. Appendix 1 provides.

a su==ary from Northwest Testing Laboratories of tha failure loads and cali-

bration data for the test equipment. Appendix 2 provides a copy of SPT-51

(Special Plant Test Procedure). (The deflection data from the microne 2rs was

disregarded due to the difficulty of obtaining representative readings).

In addition, all test sites were mapped and the broken spec 1=ents photographed.

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The results are presented 's tabular form Table 3.1.

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TABl.E 3.1.

TAllUI.ATIOt10F TEST RESUI.TS.

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110. OF CYCLESTE.ST D1 A Al i I.I I.0AD.

LOCATIOli APPLIED| SITE PATTER!l 0F COHE

AT FAILURE5,000# 7,500# 10,000# 15,000# 20,000f: 4

. 2 Elev. 25' 5.3 8 1/16" 5 0 1 0 0 9,820ff

i! 2A Eic e. 25' Central Anctior 20 1/2" 5 3 3 0 0 17,670f

3 Elev. 25' 5.2 9 1/4" 1 0 0 0 0 4,5007

4 Elev. 25' 5.3 9" 5 2 0 0 0 7,120f

; 4A Elev. 25' Central Anctior 19 1/2" 5 3 3 0 0 24,5007

), 5 Elev. 25' 5.3 9" 5 0 0 0 0 4,730f

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i SA Elev. 25' Central Anctior 19 7/16" 5 3 3 0 0 14,460#!

7 Elev. 25' Central Anctior 9 1/8" 5 3 3 3 0 15,G90f

I 7A Elev. 25' Central Anciaor 19 3/4" 5 5 5 5 3 21,790#

8 Elev. 25' Central Anctior 9" 1 0 0 0 0 3,7907

8A ! Elev. 25' Central Anctior 22" 5 5 5 5 0 14,8507

9 Elev. S' Central Anctior 9" 5 5 5 3 0 l 'i,000f

9A Elev. 5' central Anctior 12 1/8" 5 5 5 5 1 21,7907s

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Section 4 Evaluation of Test Results,

The testing results were evaluated by a representative of Wiss, Janney,

Eistner & Associates Incorporated of Chicago. The report is attached as Appendix

3.

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November 19, 1979

Portland General Electric Company -

121 S.W. SalmonPortland, Oregon 07204

Re: Trojon Nuclear Power Plant

Report Of: Composit Wall Masonry Block - Concrete Core interface Bond Testing

Load App!ication EquipmentTest Loads were applied by e calibrated hydraulic jacking system consistingof the following: Enerpac hand pump (SN11754), Enerpac 30 Ton Ram(SN11752), Ashcraft 3000 Psig hydraulic gage (SN 11755), Ashcraft 6000psig hydraulic gage (SN11757), Multi-Port hydraulic coupling and 25 feetof hydraulic hose.

Test Site No. Ulimate Failure Loads (Pounds)* Cage Used .{ PSI 6)

1 Not Applicable / Hit Rebar in Block2 9820 60002A 17670 60JO

3 4500 60004 7120 60004A 24500 60005 4730 3000SA 14460 60006 Not Applicable /Not Composit Wall7 15890 60007A 21790 60008 3790 30008A 14850 30009 15000 30009A 21790 6000

* Note: Failure Loads determined by Mathmatical Interpolation betweenadjacent calibration points.

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', Re: Trojan Nucelar Power Planti ,

The test loading system, including hydraulic ram, couplings and pressuregages were calibrated on a Tinius Olson Testing Machine. Certifiedaccuracy of this machine was established December 7,197f by Cal-Cert Co.

8 f u nluihBy hand pumping, a wide range of loads were applied to the test machine.These loads along with the associated gage pressures were recorded. This ,

was done for both the 3000 Psig PCE gage and the 6000 Psig NorthwestTesting laboratory gage. Results of this calibaration follows:

Actual Load (pounds)from Tinius Olson 3000 PSIC Gage 6000 PSIG Cage

320 100 200950 . 200 30 0

1,690 300 3752,390 400 4752,500 430 5005,000 800 8757,500 1150 1225

10,000 1500 157512,500 1860 192515,000 2200 227517,500 2540 262522,000 2900 300022,500 beyond range 335025,000 beyond range 372527,500 beyond range 407530,000 beyond range 4425

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Respectfully,NORTHWEST TESTING LABORATORIES, INC.

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Charles R. Lane, P.E.

CRL/lz

Report No. 211094

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