ML19326D071

Reactor Bldg Liner Plate Anchorage Tests for AR Nuclear 1

ML19326D071
Person / Time
Site:	Arkansas Nuclear
Issue date:	09/18/1969
From:	BECHTEL GROUP, INC.
To:
Shared Package
ML19326D072	List: ML19326D071 ML19326D073 ML19326D074 ML19326D075
References
6292, 6600, NUDOCS 8006030629
Download: ML19326D071 (20)

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REACTOR BUILDING LINER PLATE ANCHORAGE TESTS FOR ARKANSAS NUCLEAR ONE ARKANSAS POWER & LIGHT COMPANY

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TABLE OF CONTENTS SECTION 1.0

SUMMARY

AND CONCLUSIONS 2.0 PURPOSE AND SCOPE OF THE TESTS 3.0 TEST SPECIMENS 4.0 DETAILS OF TESTS 5.0 FUTURE TESTS 6.0 GENERAL TEST RESULTS AND COMPARISON WITH PREDICTED VALUES 7.0

' COMPARISON OF TEST SET-UP AND REAL STRUCTURE No.

FIGURES la&b LINER PLATE ANCHORAGE TEST SET-UP 2.

CONCRETE CYLINDER TEST STRESS VS. STRAIN

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3.

LINER PLATE ANCHORAGE TEST LOAD VS. DISPLACEMENT FOR 4-12 FILLET WELD 4.

LINER PLATE ANCHORAGE TEST LOAD VS. DISPLACEMENT FOR 6-12 FILLET WELD APPENDIX A i

LINER ANCHORAGE TEST REPORT BY ANAMET LABCRATORIES, INC.

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Job No. 6600 Job No. 6292 Job No. 6750 p

i LINER PLATE ANCHORAGE TESTS 1.0 Summary and Conclusions The test results illustrate the great load carrying capacity and displacement capability of an anchorage system of the type being used.

The high -strength of the system can be attributed to the fact that the fillet weld is being loaded in one of its

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stronger directions and the failure of the weld is not through the throat-but in the face where the v ald attaches to the liner plate.

The specimen failures indicate that in the case of an applis3 shear load, the angle to plate weld is not subjected to considerable rotation, but is almost subjected to pure shear.

The large displacement capability of the anchorage system is strictly a function of the ability of the concrete to yield locally at the angle'to plate connection.

In a liner plate an-chorage system of this type, it is not important that both dis-

-l placement capability and load capacity be maximum values at the

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same time.

The main criteria is that the anchorage system has sufficient available energy (which is defined as the area undtr a load displacement curve) to absorb the energy from the applied loading conditions.

Based on this report, the predictability of the liner plate anchorage load vs. displacement characteristics were suf ficiently proven by these tests.

it.med on the f actors discussed in Sect i on 7.0 the anchorage sys tem in t.he real structure should have more capability than the pre-v

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absorbing values were slightly lower than the predicted values.

2.0 Purpose and Scope

of the Tests The. tests were performed to obtain information supplementary to that which was used to predict the load-displacement relationships for the liner plate anchorage system.

The previously used in-formation is available in References 1,2,and 3.

The loadings considered were those in the plane of the liner plate and the displacements considered were those parallel to the liner plate surface.

The tests were planned so that the following information could be obtained from the results of tests on specimens that could be

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tested with relatively common, available testing equipment:

1.

Load vs. displacement curve of the anchorage system.

2.

Spring constant.

3.

Maximum load capacity.

4.

Maximum displacement capability.

5.

Total energy available in the anchorage system when subjected to shearing type loads.

The purpose of obtaining 1 through 5 was to allow comparisons with-predicted values as a means of verifying or denying the predictability of 1 through 5.

3.0 Test Specimens Figure 1 (a & b) shows the general test set-up with applicable dimensions.-

(See Appendix A for photograph of general test set-up).

l 1 i r-

([N The specimens were prepared using the following techniques and materials:

1.

The 1/4" plate and the 2" x 3" x 1/4" angles were made from ASTM A-36 steel.

The 3" angle leg was welded to the 1/4" plate.

2.

Welding was performed in accordance with AWS Dl.0-63, with an E-6010 cellulosic type electrode.

(The specified weld was a 3/16 inch fillet, but the maximum size of the fillet weld did not exceed 3/16 of an inch.)

3.

The concrete design mix (see Appendix A) is very similar to that which will be used for the reacto.r building, except local aggregrate was used in the mix.

The concrete was placed and vibrated as it will be in the real structure.

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The specimens were coated so that curing would also simulate the real condition.

Eight test specimens were made on March 19, 1969, together with eight concrete test cylinders.

Four of the test specimens had a 4-12 fillet weld, and four had a 6-12 fillet weld.

(See Appendix A for details of each specimen).

The specimens gave full coverage for the possible combinations of angle leg direction and orienta-i tion of weld with respect to the applied load.

4.0 Details of Tests 4.1 Concrete Cylinder Tests i

On March 26,-1969, two concrete cylinders were tested.

These seven-day tests had an average maximum stress of 3,944 psi and a modulus of elasticity of 2.52 million psi.

By

using the seven-day test results, it was predicted that the

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concrete would reach a strength of 5,000 psi at 16 days after placement.

(The 5,000 psi was chosen since it has been the minimum concrete strength used in the construction of pre-stressed reactor buildings by Bechtel Corporation).

On April 4, 1969, the 16-day concrete tests were performed and the average strength was 5,040 psi with a modulus of elasticity of 2.67 million psi.

Refer to Figure 2, and Appendix A for data pertaining to the concrete cylinder tests.

i 4.2 Description of Individual Specimen Tests 4.2.1 Seven liner plate-anchor test specimens were tested on April 4, 1969.

4.2.2 Test of Specimen I. (4-12 Fillet,1 Angle Leg Up,2

(

Center Weld Down ) As this test progressed, it became obvious that the load was reaching the angle with some eccentricity since the displacement readings were not the same with respect to the axis of symmetry 1This designation stands for a 3/16" 4-12 intermittent fillet weld, welded on both sides of the angle.

2 Refer to Figure 1 (a & b), angle leg up means that the u'nwelded angle leg is pointing vertically upward relative to the direction of the downward applied load.

3 enter weld down, the weld was put on symmetrical with respect C

to the center of the 12-inch wide Specimen.

The weld metal at the center of the specimen was applied underneath the angle leg and the welds at the edges of the 12-inch specimen were above the horizontal angle leg. :

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of the specimen.

At approximately 4.17 k/in. of applied load (measured load divided by 12 in, width of specimen) some hairline cracks developed in the concrete at the corner of the upright angle leg and a small separation developed between the angle and concrete where the angle is attached to the concrete.

At an applied load of 4.93 k/in., the load for this system did not increase with an increase in displace-ment.

This point is defined as the yield point of the system, and was also the maximum applied load.

After yield was reached, the applied load dropped off to approximately 2/3 of the yield load and con-tinued to displace up to a maximum displacement of

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5/16 in.

The specimen f ailure was in the weld with crushing of concrete in the vicinity of the angle to plate connection.

4.2.3 Test of Specimen II.

(4-12 Fillet, Angle Leg Up, Center Weld Up) Test II gave results very similar to Test I with a maximum applied load of 4.45 k/in.

and a maximum displacement of 5/8 in.

The specimen failed in the weld with local crushing of concrete in the vicinity of the angle to plate connection.

l See Appendix A for photographs of this test.

4.2.4 Test of Specimen III. (4-12 Fil2et, Angle Leg Down, Center Weld Down) The results were similar to

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Specimen I and II tests with a maximum applied load I --

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of 5.83 k/in. and a maximum displacement of 1/4 in.

The specimen failed in the weld with local crushing of concrete in the vicinity of the angle to plate connection.

4.2.5 Test of Specimen IV. (4-12 Fillet, Angle Leg Down, Center Weld Up) The test results were similar to those for Specimens I through III, except that small hairline cracks at the vertical leg of the angle did not develop until approximately 5 k/in. of applied load.

The maximum applied load was 5.97 k/in, with an ultimate displacement at failure of 1/8 in.

Failure was in the weld with crushing of the concrete in the vicinity of the angle to plate connection.

4.2.6 Test of Specimen V.

(6-12 Fillet, Angle Leg Up, Center Weld Down) This test will be performed when the concrete is 180 days old.

4.2.7 Test of Specimen VI. (6-12 Fillet, Angle Leg Up, Center Weld Up) The test results were similar to those for Specimens I through IV.

The maximum applied load was 4. 47 k/in.

After a displacement value of

.2 inches was reached, considerable spalling of the concrete at the angle to plate connection occurred as displacement increased to approximately.4 inches (a

and it became obvious that the weld was not going to fail.- Therefore, the test was terminated..

._.._._.__..____2______

<4. 2. 8 Test of Specimen VII. (6-12 Fillet, Angle Leg Down, Center Weld Down) The test results were similar to those for the previously tested specimens up to the yield point of 6.22 k/in.

After reaching the yield load (which in the case of these tests was normally also the maximum applied lead) the specimen tended'to displace horizontally relative to the top of the testing machine and load on the anchor could not longe

• be increased.

It was not possible to continue testing of the specimen to higher dis-placement values. See Appendix A for photographs.

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4.2.9 Test of Specimen VIII. (6-12 Fillet, Angle Leg Down, Center Weld Up) The test results were similar to Test VII, except the maximum

.7 plied load was 5.58 k/in.

5.0 Future Tests Two" concrete cylinders will be tested at 28 days after placement of concrete to obtain the ultimate strength and the modulus of elasticity of the concrete.

Specimen V. will be tested at 180 days af ter placement of concrete along with two concrete cylinders.

These results will show the effects of a higher concrete strength and modulus of elasticity with respect to the behavior of the anchorage system.

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6.0 General Test Results & Comparisen with Predicted Values The test results have been plotted on Figures 3 and 4, together with.the previously predicted load displacement curve, predicted from information in References 1, 2 and 3.

Table 1 summarizes the experimentally determined spring constant, maximum load capacity, maximum displacement, and the total available energy of the system.

The test results of Appendix A were used in the following manner to obtain Figures 3, 4 and Table 1: The measured load was di'vided by the 12 inch specir.en width to obtain the load per inch; gages 4 and 8 were averaged and subtracted from the average of gages 5, 6 and 7 to find the displacement of the angle anchorage; the spring constant is the slope of the load vs. dis-(

placement curve in the linear range and the total available energy is the area under the load vs. displacement curve.

TABLE 1 l

TEST RESULTS Specimen Spring Constant Maximum Load Maximum Displace-Total Energy Test No.

(k/in./in)

(k/in.)

ment (in.)

Available (in. '-lb s /in. )

I.

131.7 4.94

.313 1263.

II.

123.5 4.45

.625 900.

III.

151.5 6.16

.250 722.

IV.

132.7 5.97

.125 541.

V.*

VI.

102.0 4.47

.392 1568.

VII.

182.0 6.22

---

+

---

+

VIII.

77.2 5.59

---

+

---

+

Predicted 82.5 5.00

.180 700.

v

• This. test to be performed at 180 days.

+ Data not obtained due to problems with test set-up..__

_____1.

,s The results are in good agreement with the predicted values.

The following values did not exceed to predicted values:

1.

Specimen I. - The maximum load was 9 8. 8% of the predicted load of 5 k/in.

2.

Specimen II. - The maximum load was 89% of the predicted load.

3.

Specimen IV. - The maximum displacement was 69.5% of the predicted value of.18 inches and the maximum available energy was 77.3% of the predicted value of 700 in-lbs/in.

4.

Specimen VI. - The maximum load was 89.3% of the predicted load.

5.

Specimen VIII. - The spring constant was 93.5% of the pre-dicted spring constant of 82.5 k/in/in.

(

i 7.0 Comparison of Test Set-Up and Real Structure i

Since a few of the test results have not exceeded the predicted values, the following items must be considered in judging the adequacy of the anchorage system.

1.

The size of the specimens was very small compared to the real structure.

This tended to make the system quite sensitive to dimensional variations.

Since the specimens could not i

truly simulate prestressed mass concrete, the loads could l

not distribute as they would in a large structure.

The i

i cracking that was ohnerved at the inner toe at the vertical angle leg should not occur in the real structure due to the effect of-the additional channels which attach to the angles, geometry (cylindrical plate instead of oneway plate), and k.-

the prestressed mass concrete.

2.

The major spalling of the concrete occurred at the outer

,s edges where the concrete was unconfined; also at the outer edges the concrete under the weld could not distribute the load as it could in the center portion.

In the real structure, the concrete will not be in an unconfined condition.

3.

In the test condition, the displacement was increased as the load increased; but in the real structure, the primary membrane loads are self-relieving in nature and as the dis-placement increases, the loads will reduce.

4.

The concrete used in the specimens had a high early strength (5,040 psi at 16 days after placement, but a very low modulus of elasticity 2.67 million psi), relative to the concrete that will exist in the real structure.

The real

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anchorage system with aged concrete will have a higher spring constant and higher load capacity.

5.

Due to rather large differences in the dial gage readings on the opposite sides of the specimen, it is apparent that the load was not a,olied uniformly over the width of the specimen, but with considerable eccentricity.

Attempts were made to eliminate this condition, but they were n-successful.

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REFERENCES c

1.

Answer to question 11.2.19, Supplement No. 4 of the PSAR, Job No. 6600.

2.

" Amendment No. 2 to appli cation of Public Service Company of Colorado for construction permit and Class 104 license for the Fort St. Vrain Nuclear Generating Station".

3.

" Liner Design and Development for the Oldbury Vessels" R.P. Hardingham, J.V. Parker, and T.W.

Spruce, Group J, Paper 56, London Conference on Prestressed Concrete Pressure' Vessels

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