ML20086U085
| ML20086U085 | |
| Person / Time | |
|---|---|
| Site: | Point Beach  |
| Issue date: | 11/30/1971 |
| From: | Halligan D BECHTEL CORP. |
| To: | |
| Shared Package | |
| ML20086U063 | List: |
| References | |
| NUDOCS 9201070200 | |
| Download: ML20086U085 (30) | |
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l WISCONSIN ELECTRIC POWER COMPANY f
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' WISCONSIN MICHIGAN POWER 4 COMPANY K, INT BEACil NUCLEAR POWER PLANT UNIT NO. 1
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' CCNTAINMENT 11UILDING POST-TENSIONING SYSTD8
$ ONE-YEAR SUkVEILLA*1CE N
o h t W Ii 1 ik r s i
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l l l By: J. V. Rota App t ,D l2. $#'j W., r.Joyc e~~'6!M I
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D.w. Mali 1gan i* 1971 Novemberdorporation Bechtel
-.$ San Francisco, California 1
i h 9201070200 911223 FDR ADOCK 03000266 i s.. . - P Pun
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- e. Ti.PLE OF CONTENTS i
1 Section Title Page
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1.0 INTRODUCTION
1-1 l 2.0 SUMJtAPY AND CONCLUSIONS 1-1 i I 3.O GENERAL 3-1 4.0 TENDON FILLER AND END ANCHORAGE ASSEMBLY 4-1 _ 4.1 Sheathing F;ller 4-1 4.2 End Anchorsge Assembly 4-1 5.~ DETENSIONING AND WIRE REMOVAL $-1 5.1 Lift-Off Forces 5-1 ( 5.2 Wire Inspection 5-2 4 6.0 WIRE TESTING 6-1 D 6.1 Specimen Selection and Preparation 6-1 6.2 Test Equipment 6-1 6.3 Wire Test Procedure 6-2 6.4 Test Results 6-3 6.4.1 Percent Elongation at Ultimate Strength 6-3 . 6.4.2 Yield Strength 6-4 6.4.3 Ultimate Strength 6-4 I -6.4.4 Comparison with Original Acceptance Test Data 6-4 6.4.5 Fracture Characteristics 6-4 6.4.6 Specimens with Surface Defeces 6-4 7.O RETEN:iTONING AND FILLER INSTALLATION 7-1 h i p-
LIST S TAl!LI:S Table Title 4-1 Sneathing Filler and Anchorage I Assembly Surveillance Data 5-1 Detensioning and Wire Removal Data 5-2 Normalizing Factors for Surveillance Tendons
- r. - ! Identification and Description of Wire Specimens i 6-; iest Results-100" Gage-Length
, Wire Specimens l
g 6-3 Tenstle Test Results - 10" Gage-g Length Sami'les From Tendon DF-23 6-4 Acceptance Test Data on Wire Used g in Fabricating Tendons. 7-1 Retensioning and Sheathing Filler Installation 'Jata. 4 i
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O LIST OF FIGURES Fiourc Title 3-1 Location and Identification of Surveillanco Tendons. 5-1 Wire Force vs. Time - lioop Tendons 5- 2 Wire Force vs. Time - Vertical Tendons 5-3 Wire Force vs. Time - Dome Tendons 6-1 Wire Test Assembly Senematic 7-1 through 9 Wire End Anchorage Data Sheets i C i 5
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1, 2 T L i ' T I O '; b i s v
. :t w > l l a rm i-proqtan 1> a t r.e J>: aed quility of the nyntematic means of assessing pr o tdes post-tensioning system. This , a ncasure of confidence l functional capability o' in the condition and tor t pr ely concetive masu t enthe sys, tem and an opportunity tsuch as excessive corrosion) should adverse conditions 4 detected. j This I
f 9 prework selected consists of periodie inspecti on of a minimum of and 3 dome) tveillance tendens (3 hoop, 3 va'ticel for physical con:iition. 2.0
~\
00M%r4Y AND CONCLUSIONS
?<1 li??2}1 !
Q This report covers th> one year surv e ill l cont ai nmen t ance of the , loint Duilding Post-tensioning System at th e 15each Nuclear Power Plant 1.Unit No j The
]
lift-off forces in all tendons were within the i range to of predicted values consideri ng losses due concrete creep and shrinkage, and initial structural deformationateel relaxation . j
)
The end anchorage assemblies wer \ excellent con 11 tion sith no sign of de found to be in of adverse c ndition, such 08 evelopment g cracks, j excessive off-size tuttonheadssevere , etc. progressive corrosion. Some millacale and a minor amount of corrosi 7 on uncut edges of shimc and bearing pl ton was present a es. presumed to have been present at the tim This is ation, e of insteib j j i e 1-1 i w ' s'
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.h: w i i e t. were +
od t :> contain minor i vr, Jte n a r l. t , h- it +: cating dincolo;ation.
.:, s11 red cmr- tr : parsely dist ributed
- + hi len.;th of the aie Metellurg*.cs) oxami-
.iti; i s hewe-) no condit 4 un trat woulo indicate o
+: end to a !uture decre ue of force '.o below design
! * '.j u l ! e t' e llL S .
ll Mechanical tests of specimens, with and without sur! ace imperfec' ions, showec' no detectable change in physical propertiva (yield stress, ultimate ut z ength and pes ceret elongation) of the wire as compared t> that obtained from j init. 1 acceptance tests. i i No abnormal r'.scoloration was observed in sheathing filler se gles. Laboratory analysis of samples from
- each tendon sheath showed the amount of deleterious ee otituents t.o be well within established acceptanco J
levels. 2.2 Conclusions 1 Dased on the tests and inver.tigation described herein, it is concluded that the post-ter,11oning system in the contc.inment Building at Point Deach Plant in in excellent condition and shows no detectible evidence of the occurrence of progressive adverse deterioration. 1-2
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3.3 c rm A1. O ' > The o n e - y e .u surveillance of Pc int beach containtnent Duilding l' : , ~ + m s i',n t no y <.t em beg a n in July, 1971, approximately one y, ii 4: iet c pletton of the nntalnneet structural inteqrity ' if the followings j
?" '
et? ;utvei' lance cot
.nted l
( l and laboAatory examination of sheathing filler. f
- 1. visual 2, Inspection of anchor assembly for deleterious conditions '
nuch ao corror. ion, cracks, misr.ing wire.0, off-size-buttonheads, etc.
- 3. Obtaining lift-off readings.
- 4. Obtaining elongation at 0.8 f' (90% of minimum ultimate l
strength of tendon wire). S. hetensioning tendons.
- 6. Obtaining im dimensions (original).
- r. Perioval of a minimum of one wire from each tendon for exan11 nation and testing .
g 8. Retensioning tendons, recording any changen in shim thickness.
- 9. l'ield inspection of wires.
- 10. 1..aboratory examination of wire sampics.
- 13. Testing of wires for percent clongation and yield and ultimate strength.
- 12. 1: valuation of test and inspection results to assess the general condition of the post-tensioning system and t o evaluate time dependent factors such as proa streus lossee and corrosion.
This work was conducted in accordance with " Surveillance f' procedure for Containment Building Post-tensioning System
- included in Appendix A.
The identification and locstion of surveillance tendons are shown in rigure 3-1. g e
- 3-1
1 1 I 3.a r,i .;,;;: p fa O 1ne me year surveilla, e of Point Ileach Contairdnent fluilding h s'- mnsioning S stem began in July, 1971, approximately one
... it.a epletton of the a ntait. ment structural integrity 1
t m. t :ht: surveillance cor, i n t < J of the following: 1
- 1. v i n u.i l and laboratory examination of sheathing filler.
- 2. Inspection of anchor annembly for deleterious conditions ,
such as correnton, crackn, missing wires, off-sire- ! f I buttonheads, etc.
'.t . Obtaining lift-off readings.
- 4. obtaining elongation at 0.8 f' (00% of minimum ultimate l ntrength of tendon wire).
- 5. Detensioning tendons.
6 Obtaining ch4m dimensions (original). i 7 Pemoval of a minimum of uno wire from each tendon for Q a. examination and testing. Hetensioning tendons, recording any changes in shim thickness.
- 9. Field inspection of wires. ;
- 10. Laboratory examination of wire sampics.
- 11. Testing of wires for percent elongation and yield and ultimate strength.
12.
~
I: valuation of test and inrpection results to assess 1 the general condition of the pcot-tensioning syotem ; and t o avaluate time dependent factors such as pre-stress losses and corrosion. l 'this work was conducted in accordance with " Surveillance Procedure f or Containment Building Post-tensioning System" included in Appendix I The .'.denti f i cation c r< location of sur.9.llance tendons 4 g are shown in Figure 3-1. 3-1
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top of base slab
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V-120 Jt_o_ . _
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Y 190 VI:PTIC AL TC';Dn!JF DOME TENDONS h I' ! >.f : PLAN rioure 3-1 1.oC AT I ^.N A!JD IDI'MTIFICATION OF F11'< V1:II.L ANCE TENDOti.9. jaLV , $ IO l',
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i i I O 4.0 ]LNDnN 1 1 LI.l R AND END ANCilC) RAGE ASSEMIALY_ The i'iul!: of the field -spect 2cn of the tendon 4 s r.N t h l ng filler and the end anchorage assembly are r, h o w n in Table 4-1. h, 4.1 [heathing Filler 4 Sampies of filler were removed from each of th6 tendon sheaths and visually examined. __ A nmall amount of f ree water was found on tho
; wire removed from vertical tendon V-120.
l The source of this water la most likely from collection of condensate prior to initial installation of filler. ([) Laboratory examination (see Appendix B) revealed the. deleterious product content of all samples te.tro was well within , established acceptance limits. 4.2 End Anchorage Assembly The end anchorage assemblics were found to be in excellent condition. Some buttonhead splits were found but their size and extent were well within acceptance limits. Mill scale and minor corrosion were noted on the original mill-stock surfaces of shims and bearing plates. The surfaces cut for final f abrication showed only slight spotty discoloration (reddinh) which indicates no progressive corrosion. C 4-1 i Zjd w ~ ' '
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TABLE 4-1. SHEATHING FILLER AND ANCHOMAGE ASSEMB*.Y DATA _._Y_ . _ . . . _ . . . ""* - ,- :.: " C - _ .., =w a . _ . . -- 2?7 2 -
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- Sremmish eeter SET
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( 6 g $.0 DI TF N510tJING AND WIl(I: T I:MrN AL i The obr.ervations obtained during detensioning and wire , t er:eva l are shown in Table 5-1. , 5.1 1,ift-off Forces i Lift-off forces for all tendons were within predicted [ values. The l o ng- t e rin (to 40 yests) predictions of wire forces in the su'veillance ter. dons are shown graphically in i rigures 5-1 through 5-3. These predictions include the effects of structural deformation, wiro :*elaxation and concrete creep and shrinkage. These predictions t i are based on an average lift-off force producing a # I wire stress equivalent to 0.*/ f's . To utilize these C figures for comparison of surveillance wire-force data requires normalizing the data to account for structural , deformations (a function of installation post-tensioning , sequence) and initial lift-off force deviations from f seven-tenths of minimum ultimate strength. Plotting the normalized tendon wire force-per-wire at lif t- , i off on these graphs provides a comparison of prqdicted force range and actual force at the time of surveillancer. For future convenience, the normalizing factor for each l j surveillance tendon is listed in Table 5-2. The actual
' force in the wire is multiplied by the normalizing factor to obtain the normalized force.
I i i i 5-1 t i me.+ b
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1hree inspections were per formed on the wires i r e r.ov e d irom the surveillance tendons. I I 1, inspection f or general condition when removed.
- 2. Inspection for specimen selection for testing and metallurgical examination.
- 3. Metallurgical examination. l I
The results of the on-site (field) inspection are shown in Table 5-1. The inspection for sample selection for physical properties testing (see Appendix D, Figures D-1 thru D-9) and metallur.gical examination revealed O some surface imperfection (abrasions, die marks, and discoloration). Abrasions (caused by handling) ware generally .eas than one mil in dopth. Close visual examination revealed the presence of oxidation in come of the discolored spots sparsely distributed along the wires. All wire was classi- ~ fied in corrosion Category 2 or less which is comparable to initial installation acceptance levels. For further details on metallurgical examination and photographs of typical surface defecto and magnified sections, see Appendix C. The information obtained in these three examinations provides a base for comparison in future inspactions. ; O 5-2 p-
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No. Factor l l BD-38 0.973 , BF-23 0.992 ; DF-54 0.984 V-3 0.972 V-58 0.969 3 V-120 0.996 , D1-25 0.978 02-23 0.956 D3-25 0.970 (]) , 4 k
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- To obtain normalized wire force, multiply measured wire force at lift-off by normalizing factor.
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i 6.0 W Qlj_ TESTING l 6.1 jS >ecimen Select ion anc1 Prepa 4 tion ,
\
Table 6-1 shows the identification and description f of specimens selected for testing. Selection was f based on the wire inspection described in Section 5.0 A typical section of wire (approximately 10 foot long) was cut from each end and from the middle portion
, of each wire. Additional specimens conte'ining surface imperfections were also taken.
The specimens were then fitted with stressing washers
)
and buttonheaded to provido a 100" 1 0.1 in, gage-1 length (clear distance between buttenheads) . As C' specimens were removed from the vire,they were
}k. tagged with the follow {r.V informations
,, 1
- 1. Tendon identifiestion number d 2. Type of specimen (typical or with imperfections)
J
- 3. Location of spec.imun relative to the buttonhead-g ,
end of the tendon wire. ' r [ These tags remained with the specir.ons 'htnugh completion { of tenting. ; 6.2 Test Equ_iyment 9
.h The test assembly used for testing nominal 100-inch nac-length wires is shown schematically in Figure 6-1. A D
. :,11 e farce was applied to.tha wire through the stressing g washers inserted in the pulling adaptors. One adaptor A was screwed onto a thrraded 1 1/8" diameter rod anchored i to the end of the reaction frame. The other pulling E
i l 6-1 >T u {' ***"
. _ . . . . O
. _ _ _ -- -- - - - - --~
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} adaptor was e, crewed ont., the threaded portion of the ram plunger. The 10"-stroke 2-way ram was bolted to the pulling end of the reaction frame. Tension was (
applied to the wire by the pressurizing the ' pull' { side of the two-way ram with a hydraulic pump. The force applied to the wire ><as obtained from reading i r the calibrated pressure gage. The pulling assembly 'gagu, ram and jack) was calibrated in a testing machino certified accurate to i 2% of load reading. Displacement to 1% elongation was measured utilizing two dial extensometers (having a 2-inch travel and lowest division of 0.001 inches) mounted as shown in rigure 6-1. y The dial gage mounting bar was anchored rigidly to the reaction frame at its mid point. The extensometers were positioned on the mounting bar to measure < the change of distance between the two index rods attached ,
' to the pulling adaptorn.. This, after proloading to seat A buttonheads into pulling washers, enabled measurement of 4 wire clongation.
{ I The elongation under load at failure (ultimate strength) ( was obtained utilizing a rule attached to the gage mounting i bar at the ram-end to measure the relative displa: ament between the index rod and the dial mounting bar. Measurements were read to the nearest 1/32 of an inch. 63 Wire Test Procedure a The ) test procedure used parallels that of ASTM Spec A421-65 with the exception of gage length. The nominal 100-inch gage length (instead of 10") sas chosen to obtain a larger-L y Q. [ sample more representative of the actual in place strength of the wire. The 100" gage-length spreimens may indicate l 6-2 l l 3n- 1 a
? t 4
.. _A
i t i 1
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I lower ultimate strength and less ductility (elongation) e $ a since failure will take place at the weakest point in the wire (equivalent to the lowest value that would be i obtained from ten 10-inch specimens). Elongation under i load at failure will also tend to be less due to distr'- I bution of elongation at the neck-down over a length of l i wire ten times that of the nominal 10" gage-length { specimen. f 6.4 Tect 11caults s The results of tests on the 100 inch gage-leng*h samples l
}
are shown in Table 6-2. 6.4.1 Percent Elongation at Ultimate Strerqth Due to the effects discussed in par. 6.3, wire tested using 100-inch gage-length specimens is C expected to exhibit less elongation at failure ' than identical wire tested using 10-inch gage-j length specimens. Based on other test data, a l- 'I
) wire exhibiting a 4% ultimate elongation by 10" l
gage-length tests is expected to exhibit a 3% ( ultimate elongation by 100-inch gate-length l tests. ( All wires from the nine tendons exhibited a ducti-i l lity exceeding the 3% elongation-under-load-at-- failure minimum limit. 6 one-specimen failed prematurely in a buttonhead at between 3 and 29, Elongation. Other specimens from the same tendon wire did, however, surpass ' n
" the 3% elongation minimum limit.
F i
, f i .. f ' 6-3 l l
l 9 N. W" [ .
-: _ n
! I I O Yield S t r e n g +.h 0.4.2 l I The yield strengths of all specimens tested satisfied the 80% of minimum ultimate strength at 14 elongation j { { criteria. I 1
; 6.4.1 Ultimate Strength ,
I I I All 300 inch gage-length specimene exhibited an ultima.e strength of 240 kai or Urnator, except f, for specimeno f rom wire removed from tendon BF23 y which showed an average ultimate strength of 236 kni. ilowever, tests on ten extra 10" gage-length specimens from this wire showed ultimate strengths ranging between 240 and 245 kai (see Table 6-3) . 6.4.4 Comparison with Original Acceptance Test Data (];. The range of ultimate strength of the samplen , tested compares well with that obtained in acceptance tests (see Table 6-4). 4 6.4.5 Fracture Characteristics The typical fracture van the classic cusp-cone except for abnormal breaks in buttonheads. 6.4.6 Specimens with the Surface Defects A comparison of test data shows no detectable decrease in strength and physical properties of wire specimens with surface defects. C 6-4 p-
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1 TABLE 6-1 IDENTIFICATION AND DESCRIPTION OF SPECIMENS Sample
- Tendon'No. Location Description BD38 14*-24' Grey Spots in Middle Zone BD38 45'-55' _ Grey Band Near Middle BD38 94'-104' Light Abrasions Along Full Length BF23 10'-20' Grey Spots in Middle Zone BF23 60'-70* Typical EF23 110'-120' Rusty Color Along Full Length DF54 0'-10' Typical DF54 40'-50' Typical DF54 118'-126' Typical V3 10'-20' Grey and Rusty Spots v3 50'-60' Typical V3 70'-80' Typical.(Retest Sample) v3 131'-141' Grey Spots at Ends ,
v58 0'-10' Grey Spots in Middle Zone v58 54'-64' Grey Spots at End. (Retest Sample) v58 64'-74' Grey Spots at End V58 105'-115' Typical (Retest Sample) V58 115*-125' Typical n.,._ - _ . . _ _ . . . ~ _ _ = . _ _. . _ _ _ _ .___x__- - . _ = _ _ _ - - -
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Sampie Description Tendon !:o. Location 25'-35' Grey Spots Alt'ng Full Length V120 65'-75' Grey spots at End v120 137*-147' Rusty Color in Middle Zone V120 0'-10' Drawing Marks (Grey) Near Middle Dl-25 70'-80' Typical Dl-25 111'-121' Typical Dl-25 0'-10' Light Abrasions et End (Retest Sample) D2-23 10*-20' Light Abrasions at End D2-23 50'-60' Light Abrasions at End D2-23 105'-115' Typical D2-23 10'-20' Typical D3-25 60'-70' Light Abrasions at End D3-25 Retest Sample D3-25 70'-80' 99'-109' Typical D3-25
- Distance from buttonhead ec.d.
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i i i 1 q TABLE 6-2 TEST RESULTS - 100" GAGE-l LENGTil W1RE SPECIMENS { Sampic Yicid' Ultimate Percent j No, ; tress KSI Stress KSI Elongation Comments ; i 13038, 14'-24' 219 242 3.6 Note (2) [ j bO38, 45'-55' 212 243 4.3 1 13D38 94'-104' 217 244 3.6 Note (2) f DT23 .0'-20' 203 237 4.9 Dr23 60'-70' 198 23 5 5.0
; Br23 1108-170' 200 23 7 5.1 Dr54 0 -10' 216 249 5.2 e DF54 40'-50' 218 251 5.2 Dr54 118'-128' 215 244 3.8 Note (2) i s V3 10'-20' 215 252 4.8 p V3 50'-60' 217 247 2.7 Note-(2) '
Q V3 70'-80' 225 256 3.5 Note (1) V3 131'-141' 220 254 4.1 h y V58 0 -10' 200 245 4.5 s VSB 54'-64' 215 249 4.5 Note (1) V58 64'-74' 209 240 3.8 Note (2) q . V58 105'-115' 217 245 5.1 Note (1) j V58 115'-125' 209 242 4.1 Note (2) e V120 25'-35' 216 244 3.7 j L V120 65'-75' 213 247 4.2 L V120 137'-147' 219 254 4.5 - l Dl-25 0 -10' 215 247 4.7 i' Dl-25 70'-80' 215 255 4.9 D1-25 111'-121' 216 256 4.1 t D2- 2 3 (1) 3- 10 ' 217 249 3.5 Note (1) D2-23 10'-20' - - 1-2 Note (2) D2-23 50'-60' 210 248 3.6 D2-23 105'-115' 215 255 5.3 D3-25 10'-20' 210 247 3.9 D3-25 60'-70' 312 240 3.0 Note (2) D3-25 70'-80' 208 251 5.0 Note (1) D3-25 99'-109' 209 249 4.9 i Notes:
- (1) Retest of adjacent sample U (2) railed in buttonhead ll
*The yield stress is defined as the stress at it elongation.
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O ] i O TABLE 6-3 TENSILE TEST RESULTS INCH GAGE-LENGTH SPECIMENS FROM TENDON BF23 Strength (ksi) Percent Specimen
- Eloncation Femarks Yield Ultimate ,
Identification l 211 242 5.2 A 241 5.3 E 210 212 242 5.4 c 211 241 5.0 D 242 4.9 E 209 240 4.7 F 208 217 244 5.6 G 244 3.7 Frac +ure outside of H 217 gace dength 222 245 5.6 I 215 242 3.7 - Fracture outside J gage length
/
- Samples A through F tested by Arnco Steel Corp.
Samples G through J tested by Pittsburg Testing Laboratory (See Appendix E) A. C.. W %
l : l k' TA BLE 6-4. ACCEPTA!!CE TEST DATA ON WIRE j q USED IN FABRICATING TENDONS J Ultimate Strength kai Tendor) Coil No. Heat No. Sartple A Sample B BF23 117 13265 242 242 598 25486 247 248 397 25486 248 251 UD38 754 32499 247 246 748 32499 255 254 771 32499 257 261 DF54 327 13461 253 252 326 13461 253 251 318 13461 253 257 D125 369 25998 247 262 368 25998 253 261 376 25998 251 253 D223 257 26147 254 255 258 26147 257 264 D325 735 26184 255 254 726 26184 257 257 727 26184 249 249 i V3 51 33042 254 252 { 49 33042 256 253 V58 92 14130 250 253 89 14130 255 253 9 14130 248 259 V120 932 33047 258 259 933 33047 252 254 t I' I' I G i i l
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