ML19326B546
| ML19326B546 | |
| Person / Time | |
|---|---|
| Site: | Arkansas Nuclear  |
| Issue date: | 02/27/1970 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| References | |
| 6600, NUDOCS 8004160336 | |
| Download: ML19326B546 (93) | |
Text
{{#Wiki_filter:. __ _. ___ .__ - _ _ - _ _ _ _ _ s , i lO 'r l REACTOR BUILDING PRESTRESSING SYSTEM FIXED END-ANCHOR PLATE TEST FOR ARKANSAS NUCLEAR ONE ARKANSAS POWER AND LIGHT COMPANY LITTLE ROCK, ARKANSAS 72203 JOB 6600 O Tais DOC W 8T CONTAIUb p g g guALiqq PAGES i Prepared by Bechtel Corporation P.O. Box 3965 San Francisco, California 94119
- l. February 27, 1970 l 800416033g g
F m. -m. , _ - 1_ -- ___ __ t i
'\_ / TABLE OF CONTENTS
( SECTION DESCRIPTION 1.0 SE .sRY 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 (fS)- 5.3 Material and Size of the Anchor Plate 5.4 Material and Size of the Bearing Plate 5.5 Concrete Property and Strength ! l 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 l A4 21. )
I DEFLECTION CONTOUR FOR ANC"OR PLATE LOAD: 5.2% (ll4k) to 80.0% (1,754k) of F' ( 2,192k) < I
. II DEFLECTED SHAPE OF ANCHOR PLATE LOAD: 5.2% (ll4k) to 80.0% (1,754k) of F' (2,192k)
III DEFLECTION CONTOUR FOR ANCHOR PLATE LOAD: 5.2% (114k) to 100% (2,192k) of F' IV DEFLECTED SHAPE OF ANCHOR PLATE LOAD: 5.2% (114k) to 100% (2,192k) of F' V ANALYTICAL MODEL AND FINITE ELEMENT IDEALIZATION O VI ANCHORAGES FOR VERTICAL TENDONS AT THE BASE SLAB APPENDIX A FIXED END-ANCHOR PLATE TEST REPORT BY PRESCON CORPORATION i I
- t. .. 1
, ~ ,- . __
p;' V j- REACTOR BUILDING PRESTRESSING SYSTEM FIXED END-ANCHOR PLATE TEST FOR ARKANSAS NUCLEAR ONE ARKANSAS POWER AND LIGHT COMPANY LITTLE ROCK, ARKANSAS 72203 1.0
SUMMARY
AND CONCLUSIONS The test results indicate that the fixed erl-anchor plate behaved essentially elastic 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 de-termined by ASTM A421 test F' for this tendon is 2,192 kips. The test results al indicated that with the thick-k'"] _j ened (4") anchor plate, retaced stress level and deforma-tions relative to the fixed end-anchor hearing plate test, were noted in the anchor and bearing plates. The analytical results are in reasonable agreement with the test results. The agreement indicates that the analytical j procedure and the assumptions made therein can be used with 1 caution to interpolate and possibly make small extrapolation 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. Anchor plates, similar to the one tested, are considered suitable for use in the containment base slab. 2.0 PURPOSE AND SCOPE OF THE TEST The test was performed:
- 1. To obtain the load deflection characteristic of the fixed end-anchor plate of the type that will be used for-the fixed end-anchor of vertical tendons in the base slab.
(- G __ _,__ a 2__ - _
/
' ( ,) . 2. To determine if the fixed end-anchor plate can success-r
-fully distributefthe force F' without anchor plate, bearing' plate or concrc e failure.
- 3. To allow conclusions as to the acceptability of the fixed end-anchor plate design.
The scope of the test and the test measurements to be considered, were limited to the fixed end-anchor plate. 3.0 COMPARISON BETWEEN TEST RESULTS AND ANALYTICAL RESULTS Figures I through IV graphically compare the test and analytical results. Figure I shows the elastic deflection contours correspond-ing to the increase in load of the tendon from 5.2% (114k) to 80%' (1,754k) of the force F' (2,192k). This increase in load was applied to the anchor plate in the "First Loading Cycle" of the test (Appendix A). Only measured incremental deflections have been plotted. (See fig. on page 68 of the Appendix A. Measured incremental de-flection is equal to the total deflection ac measured at. load of 1,754k minus the deflection as measured at
. load of 114k).
) Figure II shows the results for the "First Loading Cycle" plotted as the deflected shape of the anchor plate.
Figure III shows the elastic deflection contours correspond-ing to the increase in load of the tendon from 5.2% (ll4k) to 100% of the force F' (2,192k). This increase in load was applied to the anchor plate in the "Second Loading Cycle" of the test (Appendix A). Again, incremental de-
-flections have been plotted. (See fig. on page 69 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 Cycle"
' plotted as the deflected shape of the anchor plate.
All the above figures indicate reasonably close agreement l between the predicted and experimental values of the deflec-tions for the anchorplate. It also appears that the analyti-cal method predicted slightly smaller deflections, over l
.a major portion of the curve, than the experimental results.
4.0 DESCRIPTION
OF ANALYTICAL MODEL 4.1 Method of Analysis
-(9f .
The analysis of the anchor plate was carried out using a computerized finite element method. The analytical model and the finite element mesh are
.shown in Fig. V.
/ ,
( j The finite element computer program assumes fr' axisymmetric geometry of the structure and axi-symmetric loads. The original program was de-veloped 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 4 shows material properties. The sketch below explains th7 symbols used in the table. STRESS (C)A la#P
^@
o f*P =? , a f,p ' D o YlELD STRESS (J N9)
- _ adF
_] Ac- *o a g, g y STPAIN (6) l ac- - Change in Stress in Elastic Zone A6 - Change in Strain in Elastic Zone ' l Ag - Change in Stress in Plastic Zone A6p - Change in Strain in Plastic Zone l E - Plastic Modulus of Elasticity P Eo - Elastic Modulus of Elasticity n - Modular Ratio (Ratio of Plastic Modulus to Elastic Modulus) , [)/ v fy
- Poisson's Ratio
- Yield Stress
c , TABLE 1 (O sI .
,- ASSUMED MATERIAL PROPERTIES . s - . . _ _ _ . . . . . _ . .
- l CONCRETE REINF.
BEADING ANCHOR TRUM.?E'l PLATE PLATE STEEL PROPERTY i RZ AND T PLANE TENSION 6 6 6 6* 30 x 10 6 Eo psi -30 x 10 30 x 10 30 x 10 4.59 x 10 v 0.3 0.3 0.3 0.2 0.3 fy -psi- 60,000 60,000 36,000 crack @ 200 40,000 n psi / psi 0.05 0.05 0.05 -- 0.05 COMPRESSION 6 6 6 6 6 Eo psi 30 x 10 30 x 10 30 x 10 4.59 x 10 30 x 10 v 0.3 0.3 0.3 0.2 0.3 (\ y-psi f 60,000 0.05 60,000 0.05 36,000 0.05 3,000 0.1 40,000 0.05 s-)n psi / psi
*See Appendix A for Concrete Test Results For Property Symbols See Sheet 3.
I I l I l 4 l O l l
_ _ _ , __ _ ~ _ . _ _ 9 Ts_j 4.3 Ccmparison Between Test Structure and the Analytical Model }~ The analytical model differs from the test atructure 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, anchor plate and the 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 axisymmetric uniform pressure as shown in ('\~ - Figure V.
- c. Load Transfer from Anchor Plate to Bearing Plate In the test the load was transferred from the anchor plate to the bearing plate through bear-ing as shown in fig. 2 of Appendix A.
To simulate the test condition, a sliding surface was provided between the anchor plate and the bearing plate in the analytical model as shown in Figure V. The material properties used for the elements simulating the sliding surfaces were so that:
- 1. These elements had negligible strength in shear and in the hoop direction. i
- 2. The load transfer through ghese elements occurred at an angle of 10 with the verti-cal direction (or Z direction as shown in Figure V) to allow for friction between ,
anchor plate and bearing plate.
- d. Material Property of Concrete !
['\_/i ' The material property of the concrete used in the analysis was based en test results of concrete cylinders as shown on page 29 of Appendix A. The cylinder test results t ( ,) were assumed to represent the properties of concrete 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 bursting forces in the anchorage zone and spacing and location of the anchorages in the base slab, were considered 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 bursting forces in the anchorage zone, the concrete block must have minimum width of 34". A 54" x 54" x 48" dimension of the concrete block was provided. We consider the 54" width to be conservative. Because the bursting forces along the direction of anchor-ages are expected to be smaller in the real struc-(~N ture than the test structure as the effect of series
-( ) of concentrated loads was not introduced in the test.
In the radial direction (perpendicular to the iirection of the anchorages), we have mass con-c.ete effect in the real structure. This huge mass effect of concrete will help considerably in resisting the bursting forces. Therefore, l' 54" dimension for the anchoring block in the other dimension is considered adequate. 5.2 Anchorage Zone Reinforcing We are using #18 bars, placed in two mutually perpendicular directions, in the anchorage zone directly behind the bearing plates. Fig. 6 of Appendix A shows the reinforcing steel used in the anchoring block. Directly behind the bear-ing plate, #10 bars were provided to 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 pro-vided 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. x_, l L
. . - - - .- - ,_d -. . - - - . - - . -
5.3 Material and Size of the Anchor Plate t i Test Structure Real Structure i Material ARMCO - High Strength ARMCO - High Strength
; VNT 'VNT 1
, Yield Strength 64,700 psi 60',000 psi min, j Ultimate Strength 92,000 psi : 80,000 psi min.
NDT Characteristic No break at -30 F -30 F Size 17" x 17" with 2-3/4" 17" x 17" with 2-3/4", 9 hole in the center 5 hole in the center ' Thickness 4" 4" Chemical See page 16 of i See page 16 of Properties Appendix A l Appendix A . l i ! I i l l
- . _ - _ . . _ _ - _ . . . . .. -- - - - - -----4 l
l l 5.4 Material and Size of the Bearing Plate !
' O '/ The material and size of the bearing plate used in this test was the same as discussed i in detail in the " Fixed End-anchor Bearing Plate Test" report submitted on June 20, 1969.
5.5 Concrete Property and Strength Test Structure Real Structure Compres-sive 5,076 psi 4,000 psi (Specified) Strength 5,375 psi (Actual @ 90 days) Modulus 6 6 of Elas- 4.59 x 10 psi. 3.0 x 10 psi - ticity Long Terg 6.0 x 10 psi - Short Term i i
/
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1 O i I STATIC TEST ON DEAD-END ANCHORAGE TEST NO. Il00H186-4 I O . 1 O
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e ,ro m. + .ww.. h i .., - . , . = . ' ..%w, , , . _ # g .. J e . I .- 1 - TABLE OF CONTENTS 4 i. Test Minutes 1
- Test Purpose - -2 l: ' Acceptance Criteria 2 4 . Conclusion 2
+ Te's t Facility and Arrangement 3 Equipment 3 l Tendon Installatio. 4 j Test Procedure ' 4 j- Test Specimen 7 ! (A) - . Anchor Components 8 (B) Wire 20 ( j: . (C) Anchoring Block 25 Test Readings 34 l Test Results 41 i i-(A) Force-Strain Curve (Tendon) 42 (B) . Load-Deflection Curves 53 .
- j. .(Test Anchor) l 1
Appendix (Photographs) 72 1 i t - f -. s
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1' - ; . ,. , 1. a O TEST ON A 186-WIRE DEAD-END ANCHOR TEST SITE: THE PRESCON CORPORATION 905 Cantwell Drive Corpus Christi, Texas 78408 TEST DATE: November 6,1969 TEST WITNESSES: BECHTEL CORPORATION George Katanics Patrick Cheng-Lo THE PRESCON CORPORATION Glenn T. Johnson Larry Q. Mills Mark K. Rust 0 l l ] O _____j
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TEST PURPOSE: The purpose of this test was to show that the dead-end anchor plates, which will be used in the Russellville Reactor Unit #1, perform adequately. The test was conducted as a tendon ten-sile test. The anchor plate performance is judged by deflection criteria . Tendon performance is included in this test, but as the only concern is to the anchor plate, these results are not discussed in this report. ACCEPTANCE CRITERIA: Successful completion of the following requirement will be con-sidered as proof of the adequacy of the anchor plate: The anchor plate should have elastic behavior after the initial set has occurred. CO NCLUSION: t The test showed an elastic behavior of the anchor plate under loads as high as 100% of the tendons' guaranteed ultimate strength. The anchor plate design and performance proved 'o be adequate. I J r l
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n TEST FACILITY: Five (5) million pound testing stand (see Fig.1). TEST ARRANGEMENT: The test arrano0 ment consists of the following co aponents:
- 1. Three (3) concrete test blocks 48" x 48", total length 9'6".
- 2. Anchoring block 54" x 54" x 48".
- 3. Ram base plate.
- 4. Stressing unit, ram with pull rod and stressing nut.
- 5. Pumping unit.
- 6. 186-wire (1/4" Q) test tendon with dead end anchor on the anchoring block and an internally threaded anchor head on the
; other end. (Guaranteed ultimate load 2192 kips).
- 7. Dial indicators on test anchor (see Fig. 8).
EO UIP MENT:
- 1. Ra n.: two-way acting hydraulic ram with center hole.
Capacity - approximately 1200 tons at 10.000 psi hydraulic pressure. Effective ram area - 243.7 sq. in. Travel - 18 inches.
- 2. Pump: High pressure hydraulic pump, maximum pressure 10,000 psi Dial range - 10,000 psi Accuracy of pressure readings - f 25 psi.
3.. Dial Indicators: Dial range 0.4 in. Accuracy of deformation readings - 0.00025".
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- 4. Scale Bar: Attached to the ram to measure the elongation.
Accuracy of elongation readings - f 0.005". TENDON INSTA1.LATION: The anchoring block is reinforced according to Fig. 6. The trumpet-bearing plate assembly is bolted to the formwork. The tendon is completely shop fabricated with anchors on both ends. l The anchor head. is pulled through the test blocks and coupled I to the pull rod. The test anchor plate is bolted to the bearing plate. The tendon and its hardware are fabricated according to Figs. 2 ,3 ,4 a nd 5. They undergo our standard Quality Control. TEST PROCEDURE: O ' Concrete cylinders were taken at the time of placing. Strength and Modulus Tots on cylinders'were done by TETCO Testing Laboratories according to the enclosed report. The results are plotted in strength-time and modulus-time curves respectively. i Dial indicators, located as shoun on Fig. 8, were mounted cn the bearing plate and anchor plate. They were set to zero prior to and after the first loading phase. They were removed after com-pletion of the third loading phase. The Loading Sequence was as follows: First Loading Phase: f The tendon was stressed in stages to the overstressing force of 80% of its guaranteed ultimate strength and released to 5.2%. , This loading was repeated four (4) times. t v
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, Second Loading Phase:
The tendon was loaded gradually up to 100% of its guaran-teed ultimate strength and then unloaded to 5.2% again. This loading was repeated twice. Third Loadino Phase: The tendon was stressed to failure. The test was con-cluded after more than 10% of the wires were broken. It was apparent that elongation was obtained without increasing the load. 4 The load stages were set at pressure readings mentioned on pages 35 - 36 For each stage, pressure, elongation, and the deflections were read carefully. O I l I O
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10. O t-The dimensions and tolerances on the anchor component drawings corres-pond to the measurements given on the shop drawings. The actual dimen-sions are checked and recorded la the Quality Control Check List. A small. eccentricity of the anchor plate relative to the bearing plate was provided in the test anchor. I ,
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ej" ' Maximum eccentricity for anchors in the structure: Test Set-Up
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- Y max max e e x __y, Location of center line bearing plate i 1/16" -1/32 +1/32
. Location of center line anchor plate i 1/16" 0 0
' Location of bolt holes in bearing plate 1 1/32" 0 0
[ Location of bolt holes in anchor plate i 1/32" 0 0 Eccentricity due to oversize of bolt holes i 1/8" -1/8 +1/8 Absolute Maximum Eccentricity 1 10/32" -5/32 +5/32 Test Set-Up: e = -5/32 e = 5/32
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AVERAGE BEARING STRESSES Bearino Plate / Concrete: Maximum a110wable average bearing stress at anchoring load according to the ACI Code: f cp =0.6Qi Ab !A b f'c i = 4,000 psi l, A b
= 26 - 12. 25 - [/4 = 558.14 in.
minimum anchor spacing - 34"
= 1156 in, A{ = 34 t = 0.6*4000 1.275 = 3060 psi g
Maximum allowable average bearing stress at ultimate load: f cp = f'ci = 4000 psi
= 1,534,300 lbs.
Anchoring Load 0.7 P'lt u
= 2,750 psi Bearing Stress f = 0. 7 P' u lt /A b i
). Overstressing Load 0.8 uP'it = 1,753,500 lbs, Bearing Stress = 3,140 psi f = 0.8 F} / A b
- i Ultimate Load F'it u
= 2,191,800 lbs.
Bearing Stress = 3,930 psi f = FQ / Ab r
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t 1 l l Average bearing stress 2 2 7 ! f = F / (17 - 12.25 ) 7 i l ! At Anchoring load f= 14,050 psi ; i i l At Overstressing load f= 16,100 psi ! f . I i At Ultimate load f = 20,100 psi i e
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P.9' i- ! The tendon was fabricated from two (2) coils of wire. ; i. The cut.ing length was.15'8" ( 1/16")' The buttonheads were according to Prescon's specifications and were subjected to the standard fabrication Quality Control. 3 I 1 i f f 4 5 i } i l
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MANUF*ACTURER OF" STEEL WIRE AND ROPE
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Uncocted Stress Relieved \ lire Name of Commcdity: for Prestressed Concrete.,,, , , , , , , , , , , , . , Crder No. : EMU 37-141-A Ship;ct : W ssrs. Destication :.,,,,,{ouson Trsa r. and. :. . .p.25ca . , . . ._. _, S/T Unit : Coil _
!.:/T Quantity :.. 3.6 . . .
27 4166 24.8718 Packi g
'll:3Pped with tar paper and rip cord.
- ,,, Yellow tapes at six places.
Shipping Mark shi; ped by f $3 , I I ' from Kobe ST 5286 ,
!YD-A-3703 l 10 Houston i f.iC 2769 i l I 1:0US20:1
. II.ADE IIs JA?AN HEAT NO. Z7367
! ;;O. 1-58 i
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,, MH31N2IC 'WHHE COMPAM'I, LTD<>
( a Dol-CHO. AMAGAS AKl. ' HyOGO. KEN. JAPAN I Aug. 22 15 0 TEST RESULTS . Date__tmu No. - Ocmmaa ty : L:cutei Otne.e-mlieved L' ire for Prest 2saamd Concrete Type & Grade . C= ?>3 A;C<*~ Specification + Lt 1421 '65, 72.e SA .t Clisnt's requistment
~
- 1. Dimension.
Item Unit Spec.fication i . - l Results _ _ _ _ t min. , mat Diameter and To!ct.ince in. o.250 + 0.M2 0. 24S 6 0.2512
- 0.031 Out of Round in. anz. 0.002 I Cood Cast (*.'ite tc be.vo no tendaneles to seek an ar= uhan laid on ground) Gooh Inside Diameter 3iK. as'; l agrox.1,5"O Good I t l !
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- 2. Physical Properties
~
Item Unit I specification Ras { . min. i max. Tensile Strength. (z1220) i psi cin. I40 250 ! 2M Yield Strength at J. 2 "o cis. 213 226-(x[1") ; l . 2.;4 Elongation in 10 inch min. 4.0
! % l.
7.1 l C.3 Proportional Limit at 0.0196 I ! - l t
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- 3. Material Process of Stee! .\ faking . g gg Chemical Composition (96)
N ., SE P C j .\!n j Si l. P {. S l Heat No. ' N. 0 72/2 93 'O.40/1.13 l 0.10/O.35 l ra" 0.c40 !==0.050 Icoil::o.
- P ,
I i' J7%7 - 0.60 j 0.74 . 0.25 ; C.00 0.021 1-53 j i -.
- q. Finish Process of manufacture : No we!d joint in a coil. Stress-relieved after
(~u) Cold Drawing by Continuous ' heat treatment.
$[lis is 10 bCriifU that the above particulars ar. corr.ct.
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REPORT OF FIELD OR PLANT CONTROL OF CONCRETE 27. . Co##US CMIISTI
.) ) S AN ANTONic mouSTON e
) H ARLINGEN
"' ~
o) ( TRHNPrY %tiupi N_Ba/m atvaea C oR P O R A T E D
%J Corpus Christi, November 3, 1969 TEXAS Date
, . - 7:- ; .w 144 TO : The Prescon Corporation f6' ' ,\ File No.
P. O. Box 4087 ;%' u. '
.'Q, Inspector On Job Koliba-Johnson Corpus Christi, Texas 7840k I 4 , u.1 h E '.
PROJECT : Preccon Corporation Ie g o 5
'~
w i CONCRETE FOR : Test Block i, M Cement Sand Gravel "D* Mix Used: 658 1300 1790 Controlled By- X Weight Volume Witer Used. 4.3 Gallons Per Sack Cement Water Cement Ratio By Weight: .383 Yards Poured: 3.50 Cement Used: 2,303 Lbs. Sacks Bbis. Kind of Cement: Centex Type I Time of Pour: 2:00 pm Start 2:45 pm Finish 11-3-69 o,t,
,C nsistency
? of Concrete: Good Slump 4-1/4 Inches Clear A f*nnl Weather
( / hime of Mixing: In Transit Minutes 65* - 75* Temperature Make of Mixer or Mixers Used: Rex Rated Mixer Capacity: 7 Cubic Yards Operation of Plant: Satisfactory Number of Test Cylinders Made: 12 Made By Koliba and Johnson Moisture Content of Aggregate-: Sand 4.0 7, c,,y,i 0.5 y, f" M dj N Re' narks: F B - - -- RC K3 ------ KD C B'~ E C ------ -- DH Copies To: 3 - Above p rue I v TRINITY TESTING LAB RATORIES, Inc. Laboratory No. 1504 By
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l . 29. ETCO \ Corpus Christi TEXAS DATE November 6,1969 TO: The Prescon Corporation 905 Cantwell REPORT NO. 69579 Corpus Christi, Texas RLE NO. PROJECT: Concrete Test Cylinders Cyliador Test Date Date Age Compressive Dry Unit Number Block Molded Tested (Days) Strength (PSI) Weight (PCF) PC 43 ARK 11-3-69 11-5-69 2 4420 145.0 PC 44 ARE 11-3-69 11-5-69 2 3820
- 144.9 PC 45 ARE 11-3-69 11-5-69 2 4245 146.1 PC 46 ARK 11-3-69 11-5-69 2 4245 145.0 PC 47 ARK 11-3-69 11-5-69 2 4946 145.1 PC 48 ARE 11-3-69 11-5-69 2 4525 144.9 PC 49 ARK 11-3-69 11,6-69 3 5165 144.6 1 PC 50 ARK 11-3-69 11-6-69 3 5165 145.0 '
PC 51 ARE 11-4-6911-649 3 5095 145.1 52 ARK 11-3-69 11-649 3 4880 145.0 l OPC , o PC 44 showed apparent damage 6 jobeite COPIES TO: E - Above O 2 Les ff i n.,.i.,.........e.,.......,.ca..e.,..,............e:...i...<*.......a..u.,...
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,, TtSr READ 1NoS (mRCES AND EIONGATION CORRECTED, SEE PAGES 43 - 50.)
GE HYDRAULIC TENDON WIRE ELONGATION ELONGATION I* PRESSURE FORCE STRESS READING e REMARKS PSI KIPS KSI INS. INS. % I 1 500 114 12.5 17.00 0 0 ' Indicators zerced ! 2 3000 707 77.4 16.54 0.42 0.22 l 3 5600 1324 145.0 16.00 0.92 0.49 i 4 6500 1537 168.3 15.80 1.10 0.59 5 7400 1749 191.5 15.59 1.30 0.69 6 500 114 12.5 16.88 0.12 0.06 7 3000 707 77.4 16.44 0.52 0.28 i 8 5600 1324 145.0 15.93 0.99 0.53 ' 9 6500 1537 168.3 15.76 1.14 0.61 l 10 7400 1749 191.5 15.57 1.32 0.70 l FFirst Load Phase } 11 500 114 12.5 16.87 0.13 0.07 I 12 3000 707 77.4 16.42. 0.54 0.29 i 13 5600 1324 145.0 15.92 1.00 0.53 ' r_ 14 6500 1537 168.3 15.74 1.16 0.62
'~5 7400 1749 191.5 15.56 1.33 0.71 l 16 - 500 114 12.5 16.87 0.13 /0.07 '
l 17 3000 707 77.4 16.41 0.55 0.29 l 18 5600 1324 145.0 15.90 1.02 0.54 , j 19 6500 1537 168.3 15.73 1.17 0.62 20 7400 1749 191.5 15.55 1.34 0.71 Defective l 21 500 114 12.5 16,86 0.14 0.07 Indicator 45 Replaced 22 6500 1537 168.3 15.73 1.17 0.62 23 7400 1749 191.5 15.55 1.34 0.71 , I. { 24 500 114 12.5 16.85 0.15 0.08 l 25 6500 1537 168.3 15.71 1.19 0.63 l l 26 7400 1749 191.5 15.57 1.32 0.70 l 27 7750 1832 200.6_ 15.48 1.405 0.75 i l 28 8000 1891 207.1 15.40 1.48 0.79 l l 29 8250 1950 213.5 15.26 1.615 0.36 l l 30 8500 2009 220.0 15.03 1.84 0.98 >Second Load Phase 1 31 8750 2068 226.4 14.35 2.515 1.34 ! 2 9000 2128 233.0 12.88 3.985 2.12 :
; .13 9300 2199 240.7 11.76 5.10 2.71 i i
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' TEST NO. 1100H186-4 SHEIT AO.'
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36. TEST READINGS (FORCES AND ELONGATION CORRECTED, SEE PAGES 43 - 50). TENDON WIRE ELONGATION ELONGATION AGE HYORAULIC e REMARKS PRESSURE FORCE STRESS REA0!NG l PSI KIPS R SI IN S. INS. % 1 I
~
34 500 114 12.5 13.71 3.29 1.75 35 6500 1537 168.3 12.46 4.44 2.36 36 7400 1749 191.5 12.21 4.68 2.49 i 37 i 7750 1832 200.6 12.11 4.775 2.54 i 38 I 8000 1891 207.1 12.04 4.84 2.57 ! 39 I 8250 1950 213.5 11.97 4.905 2.61 >Second Load Phase 40 8500 2009 220.0 11.89 4.98 2.65 41 8750 2068 226.4 11.79 5.075 2.70 42 9070 2128 233.0 11.67 5.195 2.76 43 9275 2193 240.0 11.37 5.49 2.92 I 44 500 114 12.5 13.34 3.66 1.95 45 6500 1537 168.3 12.06 4.84 2.57 46 7400 1749 191.5 11.83 5.06 2.69
; 47 7750 1832 200.6 11.74 5.145 2.74
8 8000 1891 207.1' 11.67 5.21 2.77
-- . 9 8250 1950 213.5 11.60 5.275 2.81 ?
g 50 8500 2009 220.0 11.50 5.37 2.86 51 8750 2068 226.4 11.43 5.435 2.89 52 9000 2128 233.0 11.34 5.625 2.94 1 53 9300 2199 240.7 11.14 5.72 3,04 , l 54 500 114 12.5 13.10 3.90 2.07 Dial Indicators Removed ; 55 7500 1773 194.1 11.58 5.31 2.82 ' 56 8000 1991 207.1 11.45 5.43 2.89 i i 57 8500 2009 220.0 11.31 5.56 2.96 58 9000 2128 233.0 11.12 5.'745 3.06 FThird Load Phase 1 59 9250 2187 239.5 10.96 5.90 3.14 l L 60 9400 2222 243.3 10.84 6.015 3.20 61 9500 2246 245.9 10.63 6.225 3.31 10.48 6.375 3.39 14 Wire Breaks i 10.15 6.705 3.57 a l l l l r I 1 i 5 l TEST NO. 1100 H186-4 SHEET NO.
37. 4 DIAL INDICATOR READINGS 1 f ' f All readings are in thousandths of an inch. For example, 5 means
.0.005".
Sion Convention
- i A positive reading reflects an outward deflection and a negative reading an inward deflection. !
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1 SYG- Ef DIAL. INDICATOR RE ADINGS Vj PSI I 2 3 4 5 6 7 8 9 10 [ !! 12 13 5 , 1 i q 1 500 0 0 0 0 0 'o 0 0 0 0 i 0 C l0 I 2 3000 ' -2 14.5 20.5 -10 -14.5 - 5.5 -10 -2 I; -2 l-1 l-1
!3 5600 -3 -17.5 40 18 10 -19 -3 -4 -2. 5 !-1 I 4 6500 -3 32.5 -47.5 21 -33 -11 -22 -3. 5[ -4. 5 -3 l-0.
5 7400 -3.5 -22.5 -36.5 -54.5 -56.5 -23.5 -37.5 -13 -25 -4 !! -5 -5 -0. L i!. 6' 500 0 -4 5 -7 -10.5 5.5 -7 - 2.5 - 5.5 0 ! 0 -0.5 I 1
, 7 3000 -1 -12.5 -19 -27.5 -30.5-12.5 -19 - 6.5 -13.5 -2 H-1.5 -1.5 0.
I 8 5600 -2.5 -19 -30.5 -44.5 -4F c20 -31 -10.5 -21 -3.5l-4 -3 !0 9 6500 -3 -21.5 -34 -50' -5; h1j_S" -12 -23.5 -4 I
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10 7400 -3.5 -23.5 -38 -56 -57 -24.5 -38.5 -14 -26 -4.5 1-5 -4 l-0. l l il ! l 11 500 0 - 5.5 -8 -12.5 -13 - 6.5 - 8.5 -3 -6 -1 l-0.5 -0. 5 l-0. l 12 3000 -2 -14 -21 31 -14.5 -21 - 7.5 -13.5 -2.5 I-2.5 -1.5' 0 l 13 5600 -3 -20 -31.5 47.5 32 -22 -4 l -1.5 -3 l-0. 14 6500 -3.5 -22 51.5 23.5 -36 -13 -24.5 -4.5l d 5 -3. 5 l-0. 15 7400 -4 -24 -38.5 -56.5 -58.5 -25 -39 -14 -27 -5 -5 -4 l-0. 16 500 0 -5 - 7.5 -11.5 -16.5 - 6.5 -8 -3 -6 , - 1. 51 -0. 5 -0.5 0, 17 3000 -1 -13 -20 -29 -34.5 -14 -20 - 7.5--14.5 I - 2. 5 l - 1.5 -1." 0 18 5600 -2 -19.5 -31 -45.5 -51.5 -21 -32 -11.5<-22 -4 -3. 5 l-3 10 19 6500 -2.5 -21 -34 -50 -56.5 -22.5 -35 -12.5 b24 -4.5! -3.5 -3 0 20 7400 -3 37.5 -55 .61.5 -24.5 -39 -14 -26.5 -5 l -4. 5 -3.5 0 __21 500 1 -5 -7 -11 -18.5 - 6.5 -8 -3 - 6.5 -1 ! 0.5 -0.5 1 DiolIndicator No. 5 lteplaced I 500 1 -5 -7 -11 -18.5 - 6.5 -8 -3 - 6.5 -1 i 0.5 -0.5 1 22 6500 -2 -22 -34 -50.5 -58 -23 -35.5 -13 l- 9) -4.5l -3. 5 - 3 'O 23 7400 -3 -24 -38 -56 -63 -25.5 -39.5 -14 27 -5 l -4.5 -3.5' 0 i l
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l ! l I i l i l l l t l TEST tJ0.1100H186-4 , First Load Phase
LOAD PRESS 40. p STAGE REAO'S DIAL INDICATOR READINGS PSI I 2 3 4 5 6 7 8 9 10 ll !! 12. I: ii 24 500 1.5 -5 .7 -11 -19 ' - 6.5 - 8.5 -3 -6.5 -1 0.5 -0.5 l 25 6500. -2.5 -23 -35 -51.5 24 -36.5 -13.5 -25 -5 !!-4 -3 l
. 26 7400 -3 -24.5 56.5 26 14.5 -27.5: -5. 5I -4. 5 -3.5l '
27 7750 -3.5 39.5 -58.5 26.5 15 -28.5 -5.S i-4.5 -3.5 28 8000 -3.5 -25.5 59.5 -67.5 41.5 29 -5.S i -4. 5 :-4 29 8250 -3.5 41.5 -62.5 -70.5.- 27.5 15.5-30 -5.5 i -4.5 l -4 i 30' 8500 -3.5 -27 -43 -65 -73 -28.5 -44.5 -16 -31 -5.5 i-4.5 -4 4 31 8750 -4 -28.5 -45 -68.5 -78 47.5 -17 -33 -6 l-5 -5 ( 32 9000 -4 -29.5 -47.5 -73 -82.5 -31.5 -50 -17.5 -34.5 6 l-5.5 :-5.5' I 33 9275 -4 -31 -49.5 -76.'5 33 -52 -18.5 -35.5 -6 l-6 -6 i i 34 500 2 -10 -14 -23.5 -31 -10.5 -14.5 - 4.5 -10.5 -0.50 0 -1 35 6500 -2 -25.5 -40 -62 -71 -28 14.5 1. 5 -4.50 -4 -4 36 7400 -2.5 -27.5 -43 -67 -76 -29 16 -31.5 -5 Q-4.5 -4.5
! 37 7750 -2.5 -28 -44 -68.5 -78 -30 -46.5 -16.5 -32 -5 (-4.5 -5 l 38 8000 -3 -29 -45.5 -70.5 -80 -31 -48 -17 -33 -5.5 -5 -5 i 39 8250 -3 -M -46 -72 -82 -31.5 -49 -17.5 -33.5 -6 -5 -5 40 8500 -3 -49.5 -47 -73 -83 -31.5 -49.5 -18 -34 -6 -5 -5 41 8750 -3.5 -30 -47.5 -74 -84.5 -32 18 -35 -6 l -5 -5.51 42 9000 -3.5 -30 -48.5 86 -32.5 18.5 -35.5 -6 ll -5 5
-5.5l 43 9275 -4 -32 -50.5 -78.5 -88.5 -34 -53.5 -19 -36.5 - 6. 5ll - 6 -6 l ll l 44 500 2 - 9.5 -13.5 -24 -32.5 -10 -14.5 - 4.5 -10.5 0 l 1 -1 45 6500 -25.5 -40 -62.5 -72 -27 14.5 -29.5 -4.5' -3.5 -4 46 7400 -2.5 -27.5 -43.5 -68 -73.5 -30 16 -32 -5 -4 -4.5 1 47 7750 -3 -28.5 70 -80.5 -30.5 -47.5 33 -5 i -4.5 -5 1 48 8000 -3 -30 71.5 -82 -31.5 -48.5 -17 -33.5 -5.5l -5 -5 '1 49 8250 -3 -30 -46.5 -72.5 -83 -31.5 -49 -17.5 -34 -5.5! -5 -5 1 50 8500 -3 -30 -47.5 -74.5 -85 -32 -50 -18 -35 -6 I -5.5 -5.5 1 51 8750 -3.5 -31 -48.5 -75.5 -86.5 -33 -52 -18.5 -36 -6 I -5.5 -5.5 ]
52 9000 -4 -31.5 -49.5 -76.5 -88 -33.5 -52.5 -19 I-16.5 -6. 5! -5.5 -5.5 1 53 9275 -4 -32.5 -51 -78 -90 -34.5 -54 -19.5 -37 -6. 5! -6 -6 1 I l 54 500 2 - 9.5 -14 -24.5 -32 -10.5 -15 - 4.5 0 i 1 -1 l2
/
/ l*
1 I TEST NO. 1100H186-4 ! Second Load Phase - l
7 e a M+ s n,4 wen o -A-,.A - rpAa+w -.-Am- s m-a._ a a ---m es ma a.e m. h 4 0 1 0 e 41. G i t I i 4 0 4 4 d f l TEST RESULTS 1 l l 1 1 3 a 1 i
- l 1
1 l
# A - a
"+'Orme,., g, ,
4 c e , 8 7 42. P i 4 4 5 l (A) FORCE-STRAIN CURVE i l f (TEST TENDON) i i
. _. . - . . - . ~ . , ..... - . .... . ..-.-.. -- . . - - . . . ..- ___. -.-.__ . _, -. - - - .
4 w t% v rp g y ,. 43.
- i. l RELATIONSHIP BETWEEN PRESSURE READING AND TENDON FORCE
- i R = Pressure Reading (lbs/sq. in.) ,
A = Ram Area - 243.7 sq. in. i K = Correction Factor T = True Tendon Force (lbs . ) L,L'L' = L ad Cell Readings 1 2 3 4 L = Average Load Cell Reading a L = Load Cell Correction F = Load Cell Scale Factor - 15.0 i ' T= (L, + C) F
.K = T / R A
- Load Cell Test on Stressing Equipment, August 12, 1969. ,
.l i.
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, . . - . _ .. . - _ _ ..,._-_.._. . _ , _ _ , . . _ , , _ , - - , _ . . _ . - _ . . _ . . _ - - . - . ~ . - - - .
1 44. C: Li L2 L3 L4 L, C T K a 1 (Hl) (Ibs.) (psi) i 1 1 500 7240 7358 7470 7395 7366 240 114,090 0.9363 7 l 1000 14757 14526 14376 14350 14502 350 222,780 0.9154 13 1 1500 22538 22385 22530 22700 22538 380 343,770 0.9404 1C 2000 30342 30422 30590 30700 30514 360 453,110 0.9502 11 2500 38726 38940 39120 39260 39012 290 589,530 0.9676 17 3000 4:566 46800 47170 47030 46987 195 707,430 0.9576 7 3500 54253 55018 55480 55100 54955 80 825,975 0.9654 37
--' 0 0 62468 62974 63470 63400 63078. - 55 S45,345 0.9696 31 e500 70490 70920 71300 71560 71068 -195 1,053,090 0.9454 33 5000 75000 79010 79640 79720 79363 -355' 1,165,120 0.E722 20 5500 63760 87030 87510 67450 87193 -520 1,300,035 0.S7CO 23 5000 952.75 95200 95440 95765 95418 -700 1,420,770 0.9717 17 m
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( M Sigbizz1Eng Oc,Au} g ... 7707 PINEMO'4T l HOUSTON. TEXAS 77040 . May 12, 1969
" E fS f il U fE_ '
n MAY 131939 ! b d:J:.=3 U LG M Prescon Corporation P. O. Box 2723 l Corpus Christi, Texas . I I
Reference:
Our Invoice No.8336 ' Your P.O. No. 32016 CERTIFICATION l THIS 'IS TO CERTIFY that your 6" 0-10,000# Hel'icoid Pressure gauge was checked as follows: LADORATORY STANDARD YOUR GAUGE READIi:G (p.s.l.) (p.s.i.) 1000 1000 - 10 lbs 2000 - 2000 - 20 lbs 3000 3000 - 40 lbs . 4000 4000 - 40 lbs 5000 5000 - 20 lbs 6000 6000 - 10 lbs 7000 7000 8000 8000 9000 9000 + 10 lbs 10,000 16,000 + 20 lbs CEP.TIFIED EY: J. P. Hildearandt JP;i:im I v . I I. manufacturing - reconditioning - matchless workmanship
46. TRANSDUCERS, INC. I1971 E. RiveraRoad
, Santa Fe Springs, California 90670 ,
s C A LIB R A TIO N DATA , Instrument: M DX - 10 Calibration Setting: 98,836 Serial No. : 157 Capacity: 1,500,000 Pounds Force Transducers: PC L 1. SM# Scale Factor: 15.0 Pounds Forcetount Serial No. : 4387 Temperature: 75* F Bridge: Sincle Date: 7/26/6 7 h l l Load Compression Load . Tension Load Pounds Tprce Instrument Reading Instrument Reading , 0 0000 I 150,000 9,700 { l 300,000 19.620 450.000 29.630 _ 600.000 39.710 . 49.'850 7'50.'0'00 900,000 60,005 l 1,050,000 70,185 l 1,200,000 80,370 l 1,350,000 90,600 1,,500,000. 100,833 b I I Calibration trageable to N B. S. Certified by: . LL i
; - - -- - - (l r __- _
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Form .'io. : SPMC-109
I1971 Q.st Rivera Road 47' , - (3 _ M anta_Te_ Spring s, _i Cat forn ia. S067 n 4 L t - - uu 1 a
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INSTRUMENT READING (R) x 10 . s INSTRL' MENT READING.!S IN PERCENT OF FULL. SCALE. THE ... FORCE
. _ . . . . APPLIED .. IS CORRECTED TO STANDARD GRAVITY (980. 665 CM/SEC2 ). . OUTPUT CORRECTIONS ARE IN PERCENT OF SCALE,(C). . . .._.
Form: SPMC-110
,. 48. j 1
l Assuming.that the True Load - Pressure Reading Curve is a straight line l l
- through the whole gauge range (which is not necessarily true but proved '
to be real close for pressure readings from 2500 to 6000 psi), the actual load can be calculated to: l T=KRA a j Average Correction Factor: K = 0.970 a T = 0.970 243.7*R = 236.4 R
-l l
O O
49. O-RELATIONSHIP BETWEEN OBSERVED ELONGATION AND T'tUE ELONGATION The measured elongations include concrete shortening and pull rod elongetion. R = Pressure Reading (lbs/sq. in.)
-e = True Elongation (in.)
e = Observed Elongation (in. ) e = Concrete Shortening (in.) c e = Pull Rod Elongation (in.) p e = e -e c -* p Concrete Shortening: e = cl c1 + c2 c2 E cl c2 .; -Test Stand: f - = 23 6. 4 R / (48 - 7.25 [) = 0.1105 R el i' [d ll4" - 0
- Ed = 6.10 psi _
Anchoring Block: f 236.4 R / (54 - 5.72 7 ) = 0.0840 R 2 [c2.=48" O
-b E c2
= 4.59 10 p,1 6
- ,,,- - eo , _ , - - - - - - -
, ,,_.-,m -
. . .. . . .. - - .- - - . . . ..-. -.. - =. . -. _-
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1 4- 50.
. i i -
" ' s-e " 0.1105 114 *
- 0.084 48 -6 -6' c- 6 - 4.59 R*10 = 2. 9 8 ' 10 ' R i Pull Rod Elongation:
! ep = f . [p ./E. p
.p' I
'fp =
236.4 R / 3.75 [= 5.351 R f [p = 72" 6 'l e E = 30.10 psi 1 .9 4 5.351 72 - 6 -6 i e p
=
30
.R 10 = 12.84 10 R i
1 6 e=e O- 15.8 10 R 1 3-J 1 s 1 i l j i + i l-j .l f ! l s I ' i ! l l 9 1 L l w-*m,e- wyyw--ww ry uy.g-,is,iw-w7w, y,.r$ wwrwww--4W-'emwwwy*-- ' - - -w-v veyt,yv-- 'eM-$ w-+7=-w****Wp+-.--*g- 7ew-9W'- (e?WMr= 9T 7P'F'** -
m. i.
. . 51.
I l- - The forces and elongations in the test reading tables are based on these relationships. e-f !. The. Test Tendon performed well, thus proving the adequate design of the
- anchorage.
I I The Force-Strain Curve is shown on page 52. 1 l I
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e i if i '/ !I i i / / . . e t i i a e i i i i i , i i e1 Di ,
! ' I _ ! i e i 1 :/ i i i ! e i ! .i i;i of l
i !
! i # i .L t i r i t i ! i ! e ei f i t i
! i 0 '
I 1 l l 1 l l s G.5 1.0 1.5 2.0 2.5 3.0 3.5 Elongation (%) FORCE-STRAIN CURVE (TENDO N) n I 'I
% /
N/
m ms-, e s.m.~ - .,, , ,m, 1
}
53. l l l l l l i i l l (B) LOAD-DEFLECTION CURVES 1 (TEST ANCHOR) l 'l J i l 4 f. i l 4
READINGS DIAL INDICA'IOR NO.1 500 3000 5600 6500 7400 7750 8000 8250 8500 8750 9000 9275 0 -2 -3 -3 -3.5 0 -1 -2.5 -3 -3.5 0 -2 -3 -3.5 -4 0 -1 -2 -2.5 -3 1 -2 .-3 1.5 -2.5 -3 -3.5 -3.5 -3.5 -3.5 -4 -4 -4 2 22 -2.5- -2.5 -3 -3 -3 -3.5 -3.$ -4 l 2 -2 -2.5 -3 -3 -3 -3 -3.5 -4 -4 2 . ; i I e e i t i
- i u.
W U1 (se O '4 Os r 01 Cu W A U- C3 On On .'25 %; ( M 01 , r- :3 * (s CD C3 c3 c; oi , og gs g ., ,.
#' CJ C3 (l C) () C* . (- Cs (**
READINGS DIAL INDICATOR NO. 2 -
-l .
500 3000 5600 . 6500 7400 7750 8000 8250 8500 8750 9000 9275 - 0 -10 -17.5 -20 -22.5 l -4.5 -12.5 -19 -21.5 -23.5
-5.5 -14 -20 -22 -24
-5 -13 -19.5 -21 -23
-5 -22 -24
-5
-23' -24.5 -25 -25.5 -26 -27 -28.5 -29.5 -31
-10 -25.5 -27.5 -28 -29 -29 -29.5 -30 -30 -32
-9.5 -25.5 -27.5 -28.5 -30 -30 -30 -31 -31.5 -32.5
-9.5 .
- 6 O m t
. e ,
I i4
. I;
- M
@M
#T 5 5- i 7 l, C.) c.n on N N co (o co cn m s. .
(n O Cs) (A A N N Cn '4 O N CD O O O O O O. Cn c Os (i (n O -2 CM j b. O O O O O O O O O O J' (n
- I I
i- -- - - . . . ... . .. ._. i
If,j,i! ;
- ' l;l <
U' . 5 55 7 2 901 y ,. , 9 455 5
- - - 2 I
- *c Of 555
--: 3 ;,
0 ;.. 0 0 789 -p O" C;, 0 444 9 - - - ~' <g 0 .
- op, t ,
55 :_
=_ N a ,,
0 5 578
=_
7 8 444 N g N n ,. .
\ "
yc[- 0 5 0 . 5 377 8 444 na,. ot-0 5 5 5 . . 3 2 8 0 1 66 444 5 7 n ;- U F-0 O 0 056 N 8 444 _ R _ 0 5 5 . 7 945 7 344 X
?
L . A I 0 5 55 .5 _ 0 _ D 4 68878833 S 7 33333344 G N I D A p W8 E 0 5 , R 0 . 5 24544500 6 33333344 0 0 6 801 1 2333 55 5 - - - - 0 5 0 . 0 491 0 3 1 1 22 5 g <> 0 5 0 . . 5 078777434 1 1 1
/( - - - - - - - -
r 50503333 ' " " " . 1 1 22345 0 0 0 0 0 L . 0 8 6 4 % e a toooooooo t t t t t t t 1 0 0 0 0 o n
*a 1 61 61 4444 d 0 0 0 0 t
s t S 1 122345 - - - - - e 4
RTADINGS DIAL l' 70R NO. 4 Lo::d 3000 5600 6500 7400 7750 8000 8250 8500 fn 50 9000 9275 Stage 500 1 to 5 . 0 -20 -40 -47.5 -54.5 6 to 10 -10.5 -27.5 -44.5 -50 -56 11 to 15 -12.5 -30 -46 -51.5 -56.5 - 16 to 20 -11.5 -29 -45.5 -50 -55 21 to 23 -11 -50.5 -56 24 to 33 -11 -51.5 -56.5 -58.5 -59.5 -62.5 -65 -68.5 -73 -76.5 34 to 43 -23.5 -62 -67 -68.5 -70.5 -72 -73 -74 -75 -78.S 44 to 53 -24 -62.5 -68 -70 -71.5 -72.5 -74.5 -75.5 -76.5 -78 54 -24.5 ,
-0.100" - -0.080" -
p c @@
/
- /
-0.0 60" -
p f
-0. 04 0" - X -
_ e . e m. .
- f ,
i
% f e
t O t l # :- 1. (* 2 on (, s: -a o. (, o3 o, :.3 l'r . r e t ' i > fs n (-
; i,ll i ;' 1 '
l 1 f . 5 - 5 . 7 680 2 889 6 i, ; 9 - - -
@ E l
P. 5 9/ $ F; 0 0 268 888 s/a < MF { 0 - - - 9 , M f: g l't. l; 0 846 55
. . g - i" ,
vy
' 1 5 788 7 - - -
8
'3 ! !
0 0 5 8 335 788 pY $ ll 5 - 0 . 5 023
#W-2 788 8 - - -
5 $ lt 5 0 . 0 702 O 0 '688 N 8 - - - R 5 0 . 5 680 7 678
'N 7 - - -
I L A I t 5 55 5 0 . . . D 4 6781 3468 S 7 55566677
- - ~ - - - - -
G l N i T A 5 5 E 0 . . , M ll R 0 81 36891 2 5 45555 3 77 6 - - - - - - - - , 55 0 1 671 0 4445 6 - - - - 5 55 5 0 . . . 0 001 4 0 2333 3 - - - - 55 5 u3 0 . . . 0 0236891 22 5 1 1 1 1 1 333
- - - - - r u
50503333 " " " " " ,
, s 1 1 22345 0 0 0 0 0 1 u g 0 8 6 4 2 o oooooooo t t t t t t t t 1 0 0 0 0 0
r
" , l P
1 61 61 4444 0 0 0 0 0 . t 1122345_ ; ,
- - , - - - O
(' READINGS DIAL IN' ["~~OR NO. 6 x N .. Lord 500 3000 5600 6500 7400 7750 8000 8250 8500 8750 9000 9275 Stage 1 to 5 0 -10 -18 -21 -23.5 6 to 10 - 5.5 -12.5 -20 -22.5 -24.5 11 to 15 - 6.5 -14.5 -21 -23.5 -25 16 to 20 - 6.5 -14 -21 -22.5 -24.5 21 to 23 - 6.5 -23 -25.5 24 to 33 - 6.5 -24 -26 -26.5 -27 -27.5 -28.5 -30 -31.5 -33 34 to 43 -10.5 -28 30 -31 -31.5 -31.5 -32 -32.5 -34 44 to 53 -10 -27 -30 -30.5 -31.5 -31.5 -32 -33 -33.5 -34.5 54 -10.5 . 1 -0.100" - -0.0 80" - s -0.0 60" - -0. 04 0" - ' w-w -
/
7 - -0. 02 0 " - f eilev 1. W Oi a -: '4 Ce (* on cu o
<n o ... oi .r- . c- x os c- ro
C' O * * '" ~
l*ris n n u t. O 'c 's Cs c) (> c' 'c" 'c '? s vi
READINGS DIAL Ih R NO . 7 Lord 500 3000 5600 6500 7400 7750 8000 8250 8500 8750 9000 9275 St:::ge 1 to 5 0 -14.5 -28 -33 -37.5 6 to 10 -7 -19 -31 -35 -38.5 11 to 15 - 8.5 -21 -32 -36 -39 16 to 20 -8 -20 -32 -35 -39 21 to 23 -8 -35.5 -39.5 24 to 33 - 8.5 -36.5 -41 -41 -41.5 -43 -44'.5 -47.5 -50 -52 34 to 43 -14.5 -42 -45 . -46.5 -48 -49 -49.5 -50 -51 -53.5 44 to 53 -14.5 -42 -46 -47.5 -48.5 -49 -50 -52 -52.5 -54 54 -15 , i i
-0.100" -
I
- 0. 0 8 0 ** -
I i l
-0.0 60" - .
pa
~
, / '
-0.040 - p -
- 0 . 0 2.0 . -
y : cll o. i.
/
W oi on N -a w ca co cu~ t:- ( T. C) .i in km J l' N Un c- 9 Prass esir. ## C/ C{ Cl j3 CA C' ( *1
- JllIjl' <1 ,1 I ,ll
,lO i
? iTf : .
- 5 5 *W, 5 899 7
2 1 1 1 w .nc _ 9 - - -
,e-
_ I 55 3-
. . o 789 0
0 0 1 1 1
- us -
coce 9 - iwo. s - 5 oc- c
- i3 0 788 - cc 5 1 1 1 7 - - -
8
~
r t.oc. 0 0 688 _ 5 1 1 1 _ 8 - - -
~
.i ) _
< ooc 555 .
0 . . . _ 5 577 2 1 1 1 _ 8 - - - _ i>>, 8 o-(c 0 0 577 ~ _ O 0 1 1 1 N 8 . R - 5 _ 0 567 5 1 1 1 _ 7 7 - - - N I L 5 A I 0 . 0 34444466 D 4 1 1 1 1 1 1 1 1 S 7 - - - - - - - - G _ N I D 5 555 - ) A . . . . . u c> C' c E 0 1 2323344 R 0 5 6 1 1 1 1 1 1 1 1 5 5 0 001 1 1 1 1 1 0 6 - - - - 5 0 5555 0 . . . . 0 5677 3 - - - - 0 5 555 cr f'
- 0 . . .
5 023333444
- - - ! r u
50503333 * " " " " 0 n, 0 0 1 1 22345 0 0 f - e oooooooo 0 8 6 4 0 2 0 e da t t t t t t t t 1 0 0 II r aa t 1 61 61 4444 0 0 0 0 0 L I' S 1 1 22345 - - - - - o
RI'ADINGS DIAL It R NO. 9 , Load 5600 6500 7400 7750 8000 8250 8500 8750 9000 9275 500 3000 Staae 1 to 5 0 -10 22 -25 6 to 10 - 5.5 -13.5 23.5 -26 11 to 15 -5 -13.5 24.5 -27 16 to 20 -6 -14.5 24 -26.5 21 to 23 - 6.5 (-9) -27 24 to 33 - 6. 5 -25 -27.5 .-28.5 -29 -30 -31 -33 -34.5 -35.5
-31.5 -32 -33 -33.5 -34 -35 -35.5 -36.5 34 ta 43 -10.5 -31.5 44 to 53 -10.5 -29.5 -32 -33 -33.5 -34 -35 -36 -36.5 -37 54 -11 ,
i l i
],
-0.100* -
-0.080" -
\
-0.060" -
-0. 040" -
-WW@
gWN
~ -0. 02 0" -
0) w Ull f:', l.; ' W m c 's -2 N cc () fu cu V-g7 cj C' c' LS o ( 11 si
.t .
rg g' oi g pi .' ( : M ( 81 .. r N
1 l1 1\ i 1 l l
.; j; - . 55 .
5 7 666 2 - - - - >N;e n 9 3 O (> "- 5 D:
. C % (4 o 0 666 ,
0 - - - u80n , 0 _ C(se 9 _
- s C M (f :,
o) C(* 0 5 666 3!
- ( iln 7
8 mJ N f. C n 5 0 . 0 566 5 - - - 8 s
<n3a
((C 5 5 . 0 . . 5 565 2 - - - 8 n 3, 0 O (( c 1 555 0 . . 0 555 O 0 - - - N 8 R 5 Ob 0 5 7 555
~
N 7 I L A 0 5 5 I . . 0 D 4 44555555 S 7 - - - - - - - - G N I D A 5 555 55 ) 3 E 0 . . . . . , CCOa a. R 0 34444544 5 - - - - - - - - 6 5 0 3344 0 - - - - 6 5 55 0 . . 0 2222 0 - - - - 3 5 5 . 0 . . r ( O c, 0 001 1 1 1 000 5 - - - - - [k
- - - - - i r
50503333 * " " " " u. r - 1 1 22345 0 0 0 0 0 j n dge oooooooo 0 8 6 4 % o _ 0 t t t t t t t t 1 0 0 0 r; r . a a I 61 61 4444 ot 0 0 0 0 0 j i g' - LS 1 1 22345 .
- - . - - - Q
. t RI'ADINGS DIAL IF OR NO . 11 4
y Lo ;d 9000 9275 500 3000 5600 6500 7400 7750 8000 8250 8500 8750 St:aa 1 to 5 6 to 10 0 0
-2
-1.5
-4
-4
-4.5
-4.5
-5
-5
{ 11 to Ib -0.5 -2.5 -3.5 -4.5 -5 16 to 20 -0.5 -1.5 -3.5 -3.5 -4.5 , 21 to 23 0.5 -3.5 -4.5 ' 24 to 33 0.3 -4 -4.5 -4.5 -4.5 -4.5 -4.5 -5 -5.5 -6 34 to 43 0 -4 -4.5 -4.5 -5 -5 -5 -5 -5.5 -6 44 to 53 1 -3.5 -4 -4.5 -5 -5 -5.5 -5.5 -5.5 -6 [ 54 1 .
-0.10 0 * - ,
-0.0 80" - -
\
-0.0 60" -
-0. 04 0" - ,
-L , a2O" -
c) <> . gr
READINGS DIAL Il TR NO . 12 u Lo:d 500 3000 5600 6500 7400 7750 8000 8250 8500 8750 9000 9275 Strao 1 to 5 0 -1 -2.5 -3 -5 l,
,6 to 10 -0.5 -1.5 -3 -3.5 -4 11 to 15 -0.5 -1.5 -3 -3.5 -4 16 to 20 -0.5 -1.5 -3 -3 -3.5 21 to 23 -0.5 -3 -3.5 24 to 33 -0.5 -3 -3.5 -3.5 -4 -4 -4 -5 -5.5 -6 34 to 43 .-l -4 -4.5 -5 -5 -5 ;5 -5.5 -5.5 -6 44 to 53 -1 -4 -4.5 -5 -5 -5 -5.5 -5.5 -5.5 -6 i
., 54 -1 .
- 0.10 0 -
t
-0.080" -
-0.0 60" -
-0.040" -
-0. 020" -
en 01 ca oi .. -: - o: s tu ui . (r C3 (., ce .h , ( v (si - < N l8y,ae a.y. I' C3 () (. I (l Ul CI ( ' ( *1
READINGS DIAL Il R NO . 13 ( Lord 500 3000 5600 6500 7400 7750 8000 8250 8500 8750 9000 9275 l Stacie i 1 to 5 0 -1 -1 -0.5 -0.5 i 6 to 10 1 0.5 0 -0.5 -0.5 11 to 15 -0.5 0 -0.5 -0.5 -0.5 16 to 20 0.5 ~0 0 0 0 21 m 23 1 o o 24 to 33 1 0 0 0 0 0 0.5 0.5 0.5 0.5 ' 34 to 43 1.5 1 1 - 1 1 1 1 1 1 1 44 to 53 2 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1 54 2 . i t
-0.100" - !
-0.0 80" -
\
N
-0.0 60" - -0. 04 0" - - 0, O 'A 0 " -
m l
.=
NNh"' """""'"'
- c. d <
- i .
w ui on
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' O O . On .h . Cs v c ri
. (3 ;O l3rI+* ** s ' r e .
#8
(' C) O (J Ui ; cri .t ( ** .
67. TYPICAL LOAD-DEFLECTION CURVE I, of
^W ^
i, c 0fGM7
, /0GMT O
1 3
=
Initial set for first loading phase. 1 2
= Initial set for second loading phase.
dy = Elastic deflection for first loading phase, d = Elastic deflection for second loading phase. 2 The curves and the deflection readings for corresponding pressure stages show that the deflections converge to final value after the initial set has occurred. This insures an elastic behavior of the anchor plate. O
.S-9 . s* -w" . ,,
68. . . 4 I 0 2 / 0.010" - S f, @ 6 @10" g 4_ 6" 8"
, ' I i
~~ ~
-0.010" -
[ -P ,
-0.020" - ' /
X- V
-0.030" -.
-0.040" - .
l
-0.050" -. 7,
-0.060" -
- y-o
-0.070" - l i
-0.080" - ,
-0.090" -
-0.100" -
h --- Initial Set
/ Total Deflection -
R
\ _
'f ANCHOR PLATE DEFLECTIONS First Loading Phase (5.2 to 79.8% of the tendon's g,uaranteed minimum ultimate trength) .
Cm e. Fig. 10
69. (J3
. 4 4 3 2 /
0.010" - 2" 4" 6" 8" 10" I i I i i _. s- -p
-0.010,+- , s" '
e _. = .
-0.020" - f
-0.030" --
S'
/ / y.y
-0.040" - l 1
-0.050" -
/
-0.060" - tV-o
-0. 070" -
%=0 !
-0. 080" -
l
-0. 090" - '
l
-0.100" -
j,X --- Initial Set
/
Total Deflection R
\/ _
't .
ANCHOR PLATE DEFLECTIONS Second Loading Phase (5.2 to 100% of the tendon's guaranteed ultimate strength) (s v) l Fig. 11
70 1-L
/
/
9 1 d N
- N <
* \
/ N' N - i N
N N l / . ELASTIC DEFLECTIONS IN ANCTIOR PLATE
. The deflections as shown above correspond to the increase of load in the tendon from 5.2% (114 k) to 79.8% (1749 k) of its 4
guaranteed minimum ultimate strength. Fig. 12 m_ _ _ _ _ _ . . . . _ . _ - _ _ . _ . _ , ., . _ . _ _ _ - _ - _ ._.
71.
\
f
/
7 r - N N
\ -
/
t EIASTIC DEFLECTIONS IN ANCHOR PLATE
- The deflections as shown above correspond to the increase of load in the tendon from 5.2% (114 k) to 100% (2193 k) of its guaranteed minimum ultimate strength.
I Fig. 13
-~--mw- --------- - a - 1 a-4_ w s- - a- u-- n --- a - - - _ . .- - -- m-m - ---- - w -- - --- - - - - - -
--,,a .
4 ? 4 , l' 72. I o I i i. i 41 i. APPENDIX t (PHOTOGRAPHS) 1 4 4 4 1 J a - j h i i
+
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Dial Indicators on Test Anchorage 1 I}}