ML19326D074: Difference between revisions
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Latest revision as of 01:53, 16 March 2020
| ML19326D074 | |
| Person / Time | |
|---|---|
| Site: | Arkansas Nuclear  |
| Issue date: | 09/18/1969 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML19326D072 | List: |
| References | |
| NUDOCS 8006030633 | |
| Download: ML19326D074 (19) | |
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(Q, . A /ssj C PRESTRESSING SYSTEM ys gyjs Qf g ,/ ', __ ,_ , ', ' ' ' FIXED END-ANCHOR BEARING PLATE TEST 'V - FOR , . ARKANSAS NUCLEAR ONE ARKANSAS POWER AND LIGHT COMPANY LITTLE ROCK, ARKANSAS 72203 JOB NO. 6600 i
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Prepared By Bechtel Corporation P.O. Box 3695 San Francisco, California 94119 June 20, 1969 s p9id
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.- . _. - _ . . . - . . - ~ . - - - - . -
TABLE OF CONTENTS SECTION DESCRIPTION 1.0
SUMMARY
AND CONCLUSIONS 2.0 PURPOSE AND SCOPE OF THE TEST 3.0 COMPARISON BETWEEN TEST RESULTS AND ANALYTICAL RESULTS
4.0 DESCRIPTION
OF ANALYTICAL MODEL 4.1 Method of Analysis 4.2 Material Properties used for the Analytical Model 4.3 Comparison between Test Structure and the Analytical Model 5.0 COMPARISON BETWEEN TEST STRUCTURE AND REAL STRUCTURE 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 FUTURE TESTS NUMBER FIGURES (F' is the minimum ultimate strength of the tendon , as determined by multiplying the number of wires l times the minimum wire strength acceptable by ) ASTM A421.) I DEFLECTION CONTOUR FOR BEARING PLATE LOAD: 5.5% (120k) to 76.5% (1,680k) of F' (2,192k) II DEFLECTED SHAPE OF BEARING PLATE LOAD: 5.5% (120k) to 76.5% (1,680k) of F' (2,192k) III DEFLECTION CONTOUR FOR BEARING PLATE (2,192k) l LOAD: 5.5% (120k) to 96% (2,100k) of F' - IV LCFLECTED SHAPE OF BEARING PLATE LOAD:-5.5% (120k) to 96% (2,10061 cf F' (2,192k) V ANALYTICAL MODEL AND FINITE ELEMENT IDEALIZATION d' ,- , _ .-%~ - - , . - - . . - - - . - - - - * - -
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4 h TABLE OF CONTENTS (Continued)
- APPENDIX A FIXED END-ANCHOR BEARING PLATE TEST REPORT BY PRESCON CORPORATION -
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r^- REACTOR BUILDING PRESTRESSING SYSTEM FIXED END-ANCHOR BEARING PLATE TEST FOR ARKANSAS NUCLEAR ONE ARKANSAS POWER AND LIGHT COMPANY LITTLE ROCK, ARKANSAS 72203 A.0
SUMMARY
AND CONCLUSIONS The test results indicate that the bearing plate behaved es-sentially elastically,after initial set had occurred, under loads as high as 0.96 to 0.98 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 and possibly make small extrapolation from the conditions of the test. Ar. 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 base slab with the following provisions:
- 1. The fixed end anchor plate dimensions and materials finally chosen do not result in load conditions more adverse than were found in the test described in Appendix A.
- 2. The predicted ability of the bearing plate to with-stand F' on the test anchor block must be confirmed.
Presently, conclusions are based on a small extapola-tiond (2% to 4%) of analytical results and the validity of that extrapolation must be confirmed. (, y
- 3. The tolerances for bearing plate material selection
\ and fabrication, appear sufficient to prevent the worst acceptable combination from decreasing the bearing plate capability below that considered necessary. 2.0 PUR/OSE AND SCOPE OF THE TEST The test was performed:
- 1. To obtain the load deflection characteristic of tne bearing plate of the type that will be used for the fixed end-anchor of vertical tendons in the base slab.
- 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 conclusiens as to the acceptability of the bearing plate der,ign.
The scope of the tr.st and the test measurements 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. l Figure I shows the deflection contours corresponding to l the increase in load of the tendon from 5.5% (120k) to 76.5% (1,680k) of the force F' (2,192k). This increase i in load was applied to the bearing plate in the "Second Loading Cycle" of the test (Appendix A). valy measured incremental deflections have been plotted. (See fig. on page 72 of the Appendix A. The measured incremental deflec- l tion is equal to the total deflection as measured at ) load of 1,680k minus the deflection as measured at load ' of 120k). l Figure II shows the results for the "Second Loading Cycle" l plotted as the deflected shape of the bearing plate along the section A shown on Figure I. ( _ - _ .. . = . - - -- _
-- -^
I , . - . . - . - - . _ . . . - ~
- 1 Figure III shows the elastic deflection contours corres-ponding to the increase in load of the tendon from 5.5%
(120k) to 96% (2,100k) of the force F' (2,192k). This increase in load was applied to the bearing plate in the
" Third Loading Cycle" of the test (Appendix A). Again, incremental deflections have been plotted. (See fig. on page 73 of the Appendix A. Incremental deflection is equel to the total deflection at load of 2,100k minus the deflection at' load of 120k).
Figure IV shows the results for the " Third Loading Cycle" plotted as the deflected shape of the bearing plate along the Section B shown on Figure III. All the above figures indicate reasonably close agreement between the predicted and experimental values of the deflec-tions for bearing plate. It also appears that the analytical method predicted slightly larger deflections, over the major portion of the curve, than the experimental results.
4.0 DESCRIPTION
OF ANALYTICAL MODEL 4.1 Method of Analysis '
- s. The analysis 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 prograa assumes axis-ymmetric geometry of the structure and axis p-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 plate as shown in Figure V. 4.2 Material Properties used for the Analytical Model Table 1 on page 5 shows material properties. The sketch on following page explains the symbols used in the table. k
STEESS h - i . 1 T,F ' ' Y/ ELD $72 ESS -~ ~ Gr=) , s - V
$7R4/N Eo -
Initial Modulus of Elasticity ' '
,e
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Modular Ratio (Ratio of Plastic s, Modulus to Elastic' Modulus) 9 - Poisson's Ratio [yC - Yield Stress . I O
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TABLE 1 ASSUMED MATERIAL PROPERTIES MATERIAL BEARING ANCHOR TRUMPET CONCRETE
- REINF.
PLATE PLATE STEEL PROPERTY RZ PLANE I TENSIOM i 6 6 6 6 l Eo 30x10 30x10 30x10 4.4x10 30x10 D 0.3 0.3 0.3 0.2 0.3 fue 60,000 60,000 36,000 crack 0 200 40,000 i{ 0.05 0.05 0.05 - 0.05 (Sco Sketch on page 4) COMPRESSION {II 6 Eo 30x10 30x10 6 30x10 6 4.4x10 30x10 6 9 0.3 0.3 0.3 0.2 0.3 fc 3 60,000 60,000 36,000 3 , 0 0 C. 40,00') y 0.05 0.05 0.05 0.1 0.05 T PLANE I I TENSION - Eo 30x10 6 30x10 6 30x106 4,4xio 6 30x10 6 9 0.3 0.3 0.3 0.2 0.3 f:y 60,000 60,000 36,000 crack @ 200 40,000 7[ 0.05 0.05 0.05 - 0.05 j II COMPRESSION Eo 30x10 6 30x106 30x10 6 4,4x19 6 30x10 6 9 0.3 0.3 0.3 0.2 0.3 fyc 60,000 60,000 36,000 3,000 40,000 i TL 0.05 0.05 0.05 0.1 0.05 l
- See Appendix A for Concrete Test Results
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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 of the structure. Therefore the square bearing plate and anchor plate and prismoidal anchoring block, as used in the test,were not simulated in the analysis,
- b. Application of Load to the Anchor Plate
, In the test, as described in Appendix A, the load was applied to the anchor plate through the buttonheads at the end of wires. The hole pattern in the anchor plate is shown in fig. 5 of Appendix A.
In the analysis, the load was applied as an axis-ymmetric uniform pressure as shown in Figure V.
? '- c. Load transfer from Anchor Plate to Bearing Plate l l
In the test the load was transferred from anchor i plate to bearing plate through bearing as shown in fig. 2 of Appendix A. To simulate.the test condition, a sliding sur-face was provided between anchor plate and bear-ing plate in the analytical model as shown in Figure V. The material properties used for the elements smulating sliding surface were so:
- 1. These elements had negligible strength in shear and along hoop direction.
- 2. The load transfer through ghese elements occurred at an angle of 10 with the vertical direction (or Z direction as shown in Figure l
i - - l l i
.n-- - . - . - . - - _ _ . . __ - . - . . . . - - .-
V) to allow t'or friction between anchor plate and bearing plate.
- 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 30 of Appendix A. The cylinder test results were assumed to represent properties of concrete behind cac 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.
Various factors, such as magnitude of splitting forces in the anchorage zone and spacing and loca-tion of the anchorages in the base slab, were con-sidered in sizing the test anchoring block. The minimum distance between anchorages in the base ('- slab is 34" with an average spacing of 42". There-fore, to simulate the condition of splitting forces in the anchorage zone, the concrete block must have minimum width of 34". We had provided 54" x 54" dimension of the concrete block. We consider 54" width to be conservative. Because the splitting forces along the direction of anchorages
- are expec-ted to be smaller in the real structure than the test structure as the effect of series of concen-trated loads was not introduced in the test.
Along the radial direction * (perpendicular to the direction of the anchorages), we have mass concrete effect in the real structure. This huge mass effect of concrete will help considerably in resisting splitting forces. Therefore, 54" dimension for the anchoring block in the other dimension is considered adequate. (* See the sketch on page 10.) ( _ _ _ __._ _ _ __ _._ ._ _
- e ew
5.2 Anchorage Zone Reinforcing i We are using #18 bars, placed in two mutually perpendicular directions, in the anchorage zone directly behind the bearing plates. Fig. 6 shows the reinforcing steel used in the anchor-ing block. Directly behind the bearing plate,
#10 bars were provided te simulate the effect of #18 bars used in the base slab. The anchoring block was also reinforced with five
#10 bars in the middle portion. These bars were provided to ensure crackfree testing.
However this type of bursting zone reinforcing is not necessary for the end-anchors in the
. base slab because of-the mass of concrete.
5.3 Material & Size of the Bearinq_ Plate
~
, Test Structure Real Structure Material -
ARMCO - High Strength ARMCO - High Strength
, VNT - Forging Quality VNT - Forging Quality Yield Strength 61,500 psi 60,000 psi min.
Ultimate Strength 84,700 psi si min. N.D.T. Characteristic No break at -300F 80,000gF
-30
( - Size 26"x26" with 11-13/16" 26"x26" with 11-13/16" . hole in the center hole in the center Thickness 3" 3" . Chemical Properties See Page 15 See Page 16 of Appendix A of Appendix A ' The permissible tolerances for'the bearing plate in the r~eal structure and the tolerances provided in the test structure are shown in fig.14 of the Appendix A. Small extrapolation in the analysis results, 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 withstand F' will not be affected. 1 i I
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~, 5.4 Concrete Property and Strengti.
( Test Structure Real Structure Compressive Strength 4,150 psi 4,000 psi Modulus of Electricity 4.40x10 6 psi 3.0x10jpsi-Longterm 6.0x10 psi - Short Term 6.0 FUTURE TESTS We are planning to conduct following additional tests in the future. - (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 plate and anchor plate. (2) Movable End-Anchor Test This test will be representative of the movable end-anchor assembly which includes bearing late, split (_ shims and stressing washer (anchor head . ( .
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