ML19262A945

Rept on Testing of Composite Masonry Walls

ML19262A945
Person / Time
Site:	Trojan File:Portland General Electric icon.png
Issue date:	11/30/1979
From:	PORTLAND GENERAL ELECTRIC CO.
To:
Shared Package
ML19262A944	List: ML19262A945 ML19262A948 ML19262A949
References
TAC-12369, NUDOCS 7912110342
Download: ML19262A945 (14)

Text

.. '.

. s ATTACHMENT 3 TROJAN NTCLEAR PU37 REPORT ON TESTING OF CCMPOSITE MASONRY WALLS Novenber 1979 Portland General Electric Co.

Northwest Testing Laboratories Wiss, Janney, Elstner & Assoc., Inc.

1528 157 79 /2 //03Y4

f, s

TABLE OF CONTENTS Section Page 1

Test Objectives 1

2 Methodology 3

3 Results 10 4

Evaluation of Test Results 12 a

6 1528

53

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.

1528 159

CONCRETE MASONRY REINFORCING STEEL CELL GROUT 1

CONCRETE CORE

'e NNNNN'N' s' A ' " ' S NN N N '<

1

.A N. '. s n ' '

s)X"'p'k.,.'N}'.2.'.,s'i'.ra'isTd'

• x s

$ x ').., r a

^

j.

• x

!57, N

x

\\s. i e :i.

c.E N -l *

• Y i=

i-f -l

. y. _.

.. q.'3..,. e -

s

.s

.< x.<.N*

,c3

..e

.e..

^

__...+. ' O i N L 6,0,6

, i.# A i e,.a '

. c' ;,.,,

4 w

T

's ' \\ N ' s N 's N

\\ \\ \\ N s N'N

\\NN N s s. 's N N N \\ \\ N\\ ' \\ \\

. y ~ ~., c I,

. ::, %.'.f *:'.A.~

, :.' ' 1 j*,i. :

C

, J.., p-t

,I.g

.^,#

,. '- = * <

f...-:.. ;

a..,.s. ;

. p;x

~.

M I

~

4B" gsg

4E

p.,.

s..

.,.. c.8

'a...

h / '*?.t>.:)

2,,'.' / :.'l'e-a sy N N N N 'xNNNN NNN N sN,N N N N N o..'

\\\\NN

.,z'ss\\NNN'sy.,.,,,.

s,.w c' y4 m.j., t,j

...s.

\\;

. 4-N,d

• .e N

N N

,,,gf N s

N N'. * <* c... N

,f N

d j#.4 d T' 4,' a - \\.'- D i* I*- \\s 4s. ' ~

hNNNNxx 'x x s u NN' N N N N x ' \\ x x x x xN\\\\\\N Y

x PL AN SECTION REPRESENTATIVE COMPOSITE WALL F16 l. l 1528 160

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.

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 1528 161

~

I f

I SITE 4 & 4A r l

9 i

223 s

l g

s W

l sa v.M _. _

. I._.

=

551 i

r#'4 SITE 2 & 2A-SITE 5 & SA l'

DI SITE 3 \\

I

. i SITE 8 & 8A-k#' '

s 5

E; : ',7

.M I:

>2

?^h Og F,

u.

E s

I

- ga i

es!

f*

b OH s!l t'-

SITE 7 & 7A g

9 t'

f I

l

+

5' PAP,TI AL FLOOR PLAN 6 25' p) j_.,

),ySITE9&9A

~

r

,u! -

i ('

h gyn.

gw mn.-

s V

f g =2-l t

D FIG. 2.1 PARTIAL FLOOR PLAN 8 5' 1528 162

_4_

m e

s a

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. See Appendix 1. __

l 3

TYPE 5.2 CENTER OF 6" BOLT CIRCLE I

I y-l BLOCK JOINT (TYP.)

! _ h _ _.2 _

~

3/4" HOLE (TYP.)

O' 12" 0.0.

M 5.3 11 " I.D.

I l

'=

BLOCK JOINT (TYP.)

I i

CENTER OF BLOCK

\\

))l O

3/4" HOLE (TYP.)

_ g _ - _ _ 7 _= _

CENTRAL ANCHOR 1" HOLE (TYP.)

l n

I

!=

BLOCK JOINT (TYP.)

i I

l l

y i

=

CENTER OF BLOCK

• /

l N

C l

l

__L_

______._s__

U o

FIG. 2.2 1528 164 ma w.m

O s'

e i

l l

!l l

i i

l PLAN VIEW _

i

_ _ _ _ _.J j

_c ELEVATION VIEW FI G, 2.3 1528 165

d.

Ashcrof t 6000 PSIG Hydraulic Gauge (SN 11757)

Multi-port Hydraulic Couplings and Hydraulic Hose.

e.

4.

Two dial micrometer.

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").

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.

. 1SJ28 166

'tI Il ll il

////kH//EV//n E

?'

I y

t i

i l

I 7

4

\\

_=

Il

-s l

i

!! M

.1,,p

.5 i

PLAN VIEW "C" CLAMP LOCATION TYP. ALL CORNERS I

I f_ _ __ _ i _

I i

s, i

--7

, - ".(--

i j

ELEVATION FIG. 2 A g

1528 167

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.

The results are presented 's tabular form Table 3.1.

3

}h _

j

~

TABl.E 3.1 TAllUI.ATIOt10F TEST RESUI.TS l

1 110. OF CYCLES TE.ST D1 A Al i I.I I.0AD LOCATIOli APPLIED l

SITE PATTER!l 0F COHE AT FAILURE 5,000#

7,500#

10,000#

15,000#

20,000f 4

2 Elev. 25' 5.3 8 1/16" 5

0 1

0 0

9,820f f

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 r

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

21,7907 s

N CO i

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.

e 9 1528 170

• 13V1111177 M 1 11.A.J 1 A.L 1 % JI

.2 a AJ / %# Au n. a. v s swv f,

's.

4115 N. MISSISSIPPtAVENuE P. O. 5OX 17126 mon.ossinuenya vasnno constavenom insesenose wasoswo cannricanon

" Avan ass insesano" P Q R T t. A N D. OREGCN 97217 so66 vasnno enameca6 ana6vs s

.ss n.o vs.cai vasn o November 19, 1979 Portland General Electric Company 121 S.W. Salmon Portland, Oregon 07204 Re: Trojon Nuclear Power Plant Report Of: Composit Wall Masonry Block - Concrete Core interface Bond Testing Load App!ication Equipment Test Loads were applied by e calibrated hydraulic jacking system consisting of the following: Enerpac hand pump (SN11754), Enerpac 30 Ton Ram (SN11752), Ashcraft 3000 Psig hydraulic gage (SN 11755), Ashcraft 6000 psig hydraulic gage (SN11757), Multi-Port hydraulic coupling and 25 feet of hydraulic hose.

Test Site No.

Ulimate Failure Loads (Pounds)*

Cage Used.{ PSI 6) 1 Not Applicable / Hit Rebar in Block 2

9820 6000 2A 17670 60JO 3

4500 6000 4

7120 6000 4A 24500 6000 5

4730 3000 SA 14460 6000 6

Not Applicable /Not Composit Wall 7

15890 6000 7A 21790 6000 8

3790 3000 8A 14850 3000 9

15000 3000 9A 21790 6000

• Note:

Failure Loads determined by Mathmatical Interpolation between adjacent calibration points.

e 1528 171

.o......

Re: Trojan Nucelar Power Plant i

The test loading system, including hydraulic ram, couplings and pressure gages were calibrated on a Tinius Olson Testing Machine.

Certified accuracy of this machine was established December 7,197f by Cal-Cert Co.

8 f u nluih By 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 Northwest Testing laboratory gage. Results of this calibaration follows:

Actual Load (pounds) from Tinius Olson 3000 PSIC Gage 6000 PSIG Cage 320 100 200 950 200 30 0 1,690 300 375 2,390 400 475 2,500 430 500 5,000 800 875 7,500 1150 1225 10,000 1500 1575 12,500 1860 1925 15,000 2200 2275 17,500 2540 2625 22,000 2900 3000 22,500 beyond range 3350 25,000 beyond range 3725 27,500 beyond range 4075 30,000 beyond range 4425 Respectfully, NORTHWEST TESTING LABORATORIES, INC.

9 Charles R. Lane, P.E.

CRL/lz Report No. 211094 1523 172

--.