ML19329E171

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App 5K,Part 1,of AR Nuclear 1 PSAR, Reactor Bldg Prestressing Sys Stressing (Movable) End-Anchor Bearing Plate Test for AR Nuclear 1. Prepared for Util
ML19329E171
Person / Time
Site: Arkansas Nuclear Entergy icon.png
Issue date: 11/24/1967
From:
ARKANSAS POWER & LIGHT CO., BECHTEL GROUP, INC.
To:
Shared Package
ML19329E170 List:
References
NUDOCS 8005300788
Download: ML19329E171 (18)
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Text

REACTOR BUILDING PRESTRE$ SING SYSTEM STRESSING (MOVABLE) END-ANCHOR BEARING PLATE TEST FOR ARKANSAS NUCLEAR ONE ARKANSAS POWER AND LIGHT COMPANY LITTLE ROCK, ARKANSAS 72203 JOB NO. 6600 l

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Prepared By Bechtel Corporation P.O. Box 3695 San Francisco, California 94119 Oct. 3, 1969 8005300 2h[ 0001 m

TABLE ~OF CONTENTS j SECTION DESCRIPTION 1.0

SUMMARY

AND CONCLUSIONS 2.0 PURPOSE AND SCOPE OF THE TEST 3.0 COMPARISON BETWEEN TEST RESULTS AND ANALYTICAL l RESULTS I

4.0 DESCRIPTION

OF ANALYTICAL MODEL 4.1 Method of Analysis 4.2 Material Properties used for the j

Analytical Model 1 4.3 Comparison between Test Structure and the Analytical Model 5.0 COMPARISON BETWEEN THE TEST STRUCTURE AND l REAL STRUCTURE I 5.1 Size of the Anchoring Block 5.2 Anchorage Zone Reinforcing 5.3 Material and Size of the Bearing Plate 5.4 Concrete Property and Strength 6.0 ANCHOR BLOCK CRACKS 7.0 . FUTURE TESTS l

NUMBER FIGURES (F' is the minimum ultimate strength of the tendon as determined by multiplying the number of wires times the minimum wire strength acceptable by ASTM A421.)

I DEFLECTION CONTOUR FOR BEARING PLATE LOAD: 5.2% (ll4k) to 79.8% (1,749k) of F' (2,192k)

II DEFLECTED SHAPE OF BEARING PLATE - -

LOAD: 5.2% (ll4k) to 79.8% (1,749k) of F' (2,192k) l III DEFLECTION CONTOUR FOR BEARING PLATE LOAD: 5.2% (ll4k) to 100% (2,192k) of F' (2,192k)

IV DEFLECTED SHAPE OF BEARING PLATE LOAD: 5.2% (ll4k) to 100% (2,192k) of F' (2,192k)

V ANALYTICAL MODEL AND FINITE ELEMENT IDEALIZATION s

g 000'd 1

TABLE OF CONTENTS (Continued)

NUMBER FIGURES VI' ANCHORAGES FOR HOOP TENDONS AT THE BUTTRESSES VII ANCHORAGES FOR DOME TENDONS AT RING GIRDER VIII ANCHORAGES FOR VERTICAL TENDONS AT RING GIRDER APPENDIX A STRESSING END-ANCHOR BEARING PLATE TEST REPORT BY PRESCON CORPORATION y o003

REACTOR BUILDING PRESTRESSING SYSTEM STRESSING (MOVABLE) END-ANCHOR BEARING PLATE TEST FOR ARKANSAS NUCLEAR ONE ARKANSAS POWER AND LIGHT COMPANY l LITTLE ROCK, ARKANSAS 72203 1.0

SUMMARY

AND CONCLUSIONS The test results indicate that the bearing plate behaved essentially elastically, after initial set had occurred, under loads as high as 1.0 F'. F' is defined as the force value obtained by multiplying the number of wires in the tendon times the minimum acceptable wire strength as determined by ASTM A421 tests. F' for this tendon is 2,192 kips.

The analytical results are in reasonable agreement with the test results. The agreement indicates that the analy-tical procedure and the assumptions made therein can be used with caution to interpolate or extrapolate small amounts from the conditions of the test.

An attempt was made to design the test structure so that the conditions of the real structure could be simulated as discussed in more detail in Section 5.0.

Bearing plates, similar to the one tested, are considered suitable for use in the containment structure with the provision that:

The shim and anchor head dimensions and materials finally chosen do not result in load conditions more' adverse than were found in the test described in Appendix A.

k 0004 1_

Page 43 of Appendix A shows the haircracks l observed in the test structure. It is appar-ent that these cracks were caused by tensile stresses in the bursting region of the anchor-age zone. The test results show that these cracks had no significant influence on the behavior of the bearing plate and anchoring block. The analysis also predicted the same kind of cracking.

2.0 PURPOSE AND SCOPE OF THE TEST The test was performed:

1. To obtain the load deflection characteristic of the bearing plate of the type that will be used for the stressing end-anchor of tendons in the Reactor Building.
2. To determine if the bearing plate can successfully distribute the force F' over the contact surface of the concrete without bearing plate or concrete failure.
3. To allow conclusions as to the acceptability of the bearing plate design.

The scope of the test and the test measurement to be considered, were limited to the bearing plate only.

3.0 COMPARISON BETWEEN TEST RESULTS AND ANALYTICAL RESULTS Figures I through IV graphically compare the test and analytical results.

Figure I shows the experimental and predicted deflec-tion contours' corresponding to the increase in load of the tendon from 5.2% (114k) to 79. 8% (1,749k) of the l force F' (2,192k). This increase in load was applied '

to the bearing plate in the "First Loading Phase" of the test (Appendix A). Only measured incremental de-flections have been plotted. (See Fig.11 on page 81 of the Appendix A. The measured incremental deflec-tion is equal to the total deflection as measured at load of 1,749k minus the deflection as measured at

load of 114k).

Figure II shows the results for the "First Loading Phase" plotted as the deflected shape of the bearing plate g 0005

Figure III shows the elastic deflection contours corres-ponding to the increase in load of the tendon from 5.2%

(ll4k) to 100%-(2,192k) of the force F' (2,192k). This increase in load was applied to the bearing plate in the "Second Loading Phase" of the test (Appendix A) . Again, incremental deflections have been plotted. (See Fig. 12 on page 82 of the Appendix A. Incremental deflection is equal to the -total deflection at load of 2,192k minus the deflection at load of ll4k).

Figure IV shows the results for the "Second Loading Phase" plotted as the deflected shape of the bearing plate.

All the above figures indicate reasonably close agreement between the predicted and experimental values of the deflections for bearing plate.

4.0 DESCRIPTION

OF ANALYTICAL MODEL 4.1 Method of Analysis The cnalysis of the bearing plate was carried out using a computerized finite element method. The analytical model and the finite element mesh are shown in Fig. V.

The finite element computer program assumes axis-ymmetric geometry of the structure and axisym-metric loads. The original program was developed at the University of California, Berkeley, by Prof. Edward Wilson. The program has been modified by Bechtel Corporation to incorporate bilinear properties of material, cracking of concrete and reinforcing steel.

The load was applied as uniform pressure on the anchor head (stressing washer) as shown in Figure V.

4.2 Material Properties Used for the Analytical Model l

Table I on page 5 shows material properties.

The sketch on following page explains the symbols used in.the table.

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STRESS d I

gg.

nato srasss ----

(fy) 1 Ea STRA/N Eo -

Initial Modulus of Elasticity

} Modular Ratio (Ratio of Plastic Modulus to Elastic Modulus) l Poisson's Ratio

[ -

Yield Stress '

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0007 I

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TABLE 1 ASSUMED MATERIAL PROPERTIES MATERIAL , )

BEARING ANCHOR TRUMPET CONCRETE REINF. SHIM PROPERTY PLATE HEAD STEEL RZ PLANE-I TENSION 30x10 6 6 6 6 6 Eo (psi) 30x10 30x10 4.4x10 30x10 30x106 i) 0.3 0.3 0.3 0.2 0.3 0.3 fy (psi) 60,000 60,000 36,000 crack @ 200 40,000 60,000 0.05 0.05 0.05 -

0.05 0.05 (Sco Sketch l on page 4) l COMPRESSION!

6 6 30x10 6 30x10 6 6

Eo 30x10 30x10 4.4xiO 30x10 6 9 l0.3 0.3 0.3 0.2 0.3 0.3 fy 60,000 60,000 36,000 3,000 40,000 60,000 g l 0.05 0.05 0.05 0.1 0.05 0.05

' T PLANE I TENSION 6 6 6 6 6 Eo 30x10 30xlG 3Cx10 4.4x10 30x10 30x10 6 9 0.3 0.3 C.3 0.2 0.3 0.3 fy 60,000 60,000 36,000 crack @ 200 40,000 60,000 0.05 0.05 0.05 -

0.05 0.05 II COMPRESSION, 6 6 6 Eo 30x10 30x10 6 30x10 6 4.4x10 30x10 30x10 6 9 3 0.3 0.3 0.3 0.2 0.3 0.3 fy '60,000 60,000 36,000 3,000 40,000 60,000 g_ . 0.05 0.05 0.05 0.1 0.05 0.05

  • See Appendix A for Concrete Test Results g 0008

4.3 Comparison Between Test Structure and the Analytical Model The analytical model differs from the test structure in the following respects:

a. Geometry The finite element program that was used in the analysis, can handle only axisymmetric geometry.

Therefore the square bearing plate, prismoidal anchoring block, as used in the test, were not simulated in the analysis. It was not possible to consider the shim as split into two parts as is the real case. The analysis also did not con-sider ecentricity of anchor head and shim with respect to bearing plate. (See Page 12 of AP-pendix A).

b. Application of Load to the Anchor Head In the test, as described in Appendix A, the load was applied to the anchor head through the 186 closely. spaced buttonheads at the end of wires. The hole pattern in the anchor head is shown in Fig. 5 of Appendix A. ,

1 In the analysis , the load wa s applied as an axi-symmetric uniform pressure as shown in Figure V.

c. Load transfer from Anchor Head to Shim & Shim to Bearing Plate In the test the load was transferred from anchor head to shim and shim to bearing plate through bearing as shown in Fig. 2 of Appendix A. j To simulate the test condition, a sliding surface was provided between anchor head and shim and between shim and bearing plate in the analytical model as shown in Figure V. The material properties used for the elements simulating sliding surface were so that:
1. The elements had negligible strength in shear and in the hoop direction.
2. The load transfer through these elements occurred essentially vertically.

O _s_ 0003

d. Material Property of Concrete The material property of the concrete used in the analysis was based on test results of concrete cylinders as shown on page 32 of Appendix A. The cylinder test results were assumed to represent properties of concrete behind the bearing plate in the test structure.

5.0 COMPARISON BETWEEN TEST STRUCTURE AND REAL STRUCTURE 5.1 Size of the Anchoring Block

- The test anchoring block dimensions are shown in fig. 6 of Appendix A.

The following factors were considered in sizing the test anchoring block.

(i) Magnitude of splitting forces in the anchorage zone.

(ii) Spacing and location of anchorages

a. at buttresses for hoop tendons,
b. at Ring Girder for Dome tendons, and c. at Ring Girder for Vertical tendons.

Figures VI, VII and VIII show the details of anchor-ages for Hoop tendons, Dome tendons and Vertical tendons respectively. The anchorage details at Ring Girder only.

for Vertical and Dome tendons are tentative All the above figures show that the average spacing of the anchorages is approximately 3'-6". Therefore to simulate the condition of splitting forces, the concrete block must have minimum width of 3'-6".

We had provided 48" x 48" dimension of the concrete block. We consider 48" width to be conservative l because the splitting forces along the direction of '

anchorages (See Figs. VI, VII & VIII) are expected i to be smaller in the real structure than the test l structure as the effect of series of concentrated loads was not introduced in the test.

Along the direction perpendicular tc the direction of anchorages, there is the effect of mass concrete or the restraining effect of the shell which will help considerably in resisting splitting forces.

Therefore 48" dimension for the anchoring block in the other direction is considered adequate.

g 0010

5.2 Anchorage Zone Reinforcing We ar2 using two systems of anchorage zone rein-forcing for the stressing anchors in the contain- l ment structure. I

1. Reinforcing steel (# 10 or # 11) claced in two mutually perpendicular dirdctions:

This system is used for the anchorages of Hoop tendons and Vertical tendons at Ring Girder. In addition hair pin type reinforc-ing steel (# 8) is also used behind the bearing plates of Hoop tendons.

2. Spiral reinforcing steel (# 5 - tentative only): This is essentially used at the Dome tendon anchorages.

Directly behind the bearing plate of the test structure, three # 8 reinforcing bars were provided on each side of the bearing plate in two mutually perpendicular directions to sim-ulate the effect of anchorage zone reinforcing steel of the real structure.

5.3 Material & Size of the Bearing Plate.

Test Structure Real Structure Material ARMCO-High Strength ARMCO-High Strength VNT-Forging Quality VNT-Forging Quality Yield Strength 60,300 psi.. 60,000 psi. min.

Ultimate Strength 80,700 psi. 80,000 psi. min.

N.D.T. Characteristic No break at'-30 0 F -300F Size 24"x24" with 11-13/16" 24"x24" with 11-13/16" hole in the center hole in the center (24" wide continuous bearing plate with 11-13/16" hole in the center of Hoop tendon at the buttresses)

Thickness 3-1/16" 3" Chemical Properties See Page 15 See Page 16 of Appendix A of Appendix A

& 0011

l The permissible tolerances for the' bearing plate in the real. structure and the tolerances provided in the. test structure are shown on Pages 13 and 14

.of Appendix A.

'Small analytical extrapolation in the analysis re-sults, to account for the worst combination with regard to allowable tolerances on thickness and yield stress, has been made._-This extrapolation shows that the ability of bearing plate to with-

~

' stand F' will not be affected.

5.4.-Concrete Property and Strength Test Structure haal. Structure Compressive 4,450 psi 5,500 psi Strength Modulus of

  • P '

Elasticity 4.30x10 6 psi 7.0x106 psi - Short Term 6.0 ANCHOR BLOCK CRACKS Page 43 of Appendix A shows the haircracks observed in the anchoring block. The cracks were observed when the tendon force was 2,128k (97% of F'). '

It was observed that-the. behavior of the bearing plate and its capacity to transfer the load to the contact-surface of the concrete was not affected in spite of two directional cracking. This gives more confidence as to the acceptability of the bearing plate in the structure.

7.0 FUTURE TESTS The following additional tests are planned:

(1) Fixed End-Anchor Test (For the anchors in the base slab)

This test.will be representative of the complete fixed end-anchor assembly which includes bearing and anchor plate.

(2) Stressing (Movable)-End-Anchor Test This test will'be representative of the stressing (movable) end-anchor assembly which includes bearing plate, split shims and stressing washer (anchor head).

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