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App 5K,Part 1,App A,Of AR Nuclear 1 PSAR, Stressing End-Anchor Bearing Plate Test Rept. Prepared for Bechtel Corp for Submittal to Util
	ML19329E172
Person / Time
Site:	Arkansas Nuclear
Issue date:	11/24/1967
From:	; ARKANSAS POWER & LIGHT CO., PRESCON CORP.
To:	;
Shared Package
ML19329E170	List: ML19329E169; ML19329E171; ML19329E172;
References
	NUDOCS 8005300790
	Download: ML19329E172 (100)
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STRESSING END-ANCHOR BEARING

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PLATE TEST REPORT BY PRESCON CORPORATION I

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l THE PRESCON CORPORATION STATIC TEST ON STRESSING ANCHORAGE TEST NO. 1100H186-3 i

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TA BLE OF CONTENTS Test Minutes 1

Test Purpose 2

Acceptance Criteria 3

Conclusion 4

Test Facility and Arrangement 5

Equipment 5

Tendon Installation 6

Test Procedure 6

Test Specimen 9

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Anchor Components 10 (B) Wire

-25 (C) Anchoring Block 30 Test Readings 40 Test Results 48 (A) Force-Strain Curve (Tendon) 49 (B) Load-Deflection Curves 60 (Test Anchor)

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1 TEST ON A 186-WIRE STRESSING-END ANCHOR TEST SITE:

THE PRESCON CORPORATION 905 Cantwell Drive Corpus Christi, Texas 78408 TEST DATE:

August 19, 20, 1969 i

TEST WITNESSES:

BECHTEL CORPORATION Girish Shah i-Patrick Chang-Lo 4

THE PRESCON CORPORATION Glenn T. Johnson Larry Q. Mills Mark K. Rust I

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2 TEST PURPOSE The purpose of this test was to show that the stressing end bearing plates, which will be used in the Russellville Reactor Unit #1, perform adequately. The test was conducted as a tendon tensile test. The bearing plate performance is judged by deflection criteria. Tendon performance is included in this test, but as the only concern is to the bearing plate, these results are not discussed in this report.

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ACCEPTANCE CBITERIA:

Successful completion of the following requirement will be considered as proof of the adequacy of the bearing plate:

The bearing plate should have elastic behavior after the initial set has occurred.

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i CONCLUSION:

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The test showed an elastic behavior of the bearing plate under loads as l

- high as 100% of the tendons' guaranteed ultimate strength.

L The bearing plate design and performance proved to be adequate.

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TEST FACILITY:

Five (5) million pound testing stand (see Fig. 1).

TEST ARRANGEMENT:

The test arrangement consists of the following components:

1.

Three (3) concrete test blocks 48" x 48", total length 9'6".

2.

Anchoring block 48" x 48" 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 stressing end anchor on the anchoring block and an internally threaded anchor head on the other end. (Guaranteed ultimate load 2192 kips) 7.

Dialindicators on test anchor (see Fig. 9 ).

EOUIP MENT:

1.

Ram: 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 - + 25 psi.

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6.

3.

Dial Indicators: Dial range 0.4 in.

Accuracy of deformation readings - 1 0.00025".

4.

Scale Bar: Attached to the ram to measure the elongation.

Accuracy of elongation readings - 1 0.005".

TENDON INSTALLATION:

The anchoring block is reinforced according to Fig. 7.

The trumpet-bearing plate assembly is bolted to the formwork. The tendon is completely shop fabricated with anchors on both ends.

The anchor head is pulled through the test blocks and coupled to the pull rod, and the shims inserted on the test end.

The tendon and its hardware are fabricated according to Figs. 2, 3, l

4, 5 and 6.

They undergo our standard Quality Control.

TEST PROCEDURE:

Concrete cylinders were taken at the time of placing. Strength and Modulus Tests 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.

Dial indicators, located as shown on Fig. 9, were mounted on the bearing plate, washer and shims. They were set to zero prior to the first loadin9 phase. They were removed after completion of the second loading phase.

The Loading Sequence was as follows:

First LoadinqPhaser The tendon was stressed-in stages to the overstressing force of 80% of the guaranteed ultimate strength and released to 5. 2%. This loading was repeated three (3) times.

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Second Loading Phase:

The tendon was loaded gradually up to 100% of its guaranteed ultimate strength and then unloaded to 5.2%. This loading was repeated three (3) times.

Third Loading Phase:

The tendon was stressed to failure. The test was concluded after more than 10% of the wires were broken. It was apparent that elongation was obtained without increasing the load.

The load stages were set at pressure readings mentioned on pages 41 - 42.

For each stage, pressure, elongation, and the deflections were read

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TEST SPECIMEN 00.'G

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The dimensions and tolerances on the anchor component drawings corres-pond to the measurements given on the shop drawings. Actual dimensions -

are checked and recorded in, the Quality Control Check Lists.

A small eccentricity of the anchor washer and shims relative to the bearing plate was provided in the test anchor.

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Quality Control Manual Properties of Bearing Plates:
Physical Properties:
Tensile Strength, psi (Minimum) 80,000 Yield Point, psi (Minimum) 60,000 Elongation - 8 inches, percent (Minimum) 18 Elongation - 2 inches, percent (Minimum) 23 Chemical Properties:
(Ladle Analysis in Percent)
Carbon (Maximum) 0.22 Ma nganese 1.15 / 1.50 Phosphorus (Maximum) 0.035 Sulphur (Maximum) 0.04 Silicon 0,15 / 0.30 Vanadium 0.04 / 0.11 Nitrogen 0.01 / 0.02 AISI Steel Products Manual Section Carbon Steel Plate:
In all Carbon Steel, small quantities of certain residual elements, such as Cr, N1, Mo, Cu are unavoidably retained from the raw materials. These elements are considered as incidental.
NOTE:
Normally, these elements are not reported except on request at additional cost. As the plate is a test sample, the full analysis was requested.
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AVERAGE BEARING STRESSES BEARING PLATE / CONCRETE:
Maximum allowable average bearing stress at anchoring load acEarding to the ACI Code:
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. ANCHOR HEAD / SHIMS:
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Average bearing stress f = F / (11.5 - 9.25 ) 7 At Anchoring Load f = 41,840 psi At Overstressing Load f = 47,820 psi At Ultimate Load f = 59,770 psi SHIMS / BEARING PLATE:
Average bearing stress f = F / (13.75 - 11.8125 ) -
At Anchoring Load f = 39,440 psi At Overstressing Load f = 45,080 psi At Ultimate Load f = 56,340 psi 0049 4
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'The tendon was fabricated from one coil of wire.
t The cutting length was 16'0" (t 1/16").
The button-heads were according to Prescon's specifications and were subjected to the standard fabrication quality control.
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N m. of Commodity :
Uncoated Strese-relieved Wire Por Prestressed Concrete Type & Grade
0.250 inch Specification Contrast & MDt A42L '655 ' type BA
. Dim.nsion.
Results Item Unit Specification I
max.
mm.
0.250 _+ 0.002 0.M92 0.m Dioneter and Tolcrance in.
o, cot Oct of Round in.
max. O.002 Cood l
(M have no tendanoles to sock an are than laid on smund)
Cast Good i
Inside Diameter zur an about 1,5C0 coed I
l
2. Physical Properties Results Item Unit Specification I
max.
mm.
(x1000)
Tensile Strength psi mia. 240 24a 256 (x1000)
Yield Strength ato.2 %
min. 210 220 230 p,1 Elongation in 10 inch min. 4 0 7.1 83 Proportional Limit at 0.01%
3. Material Process of Steel hiaking :
Basic open hearth Chemical Composition (%)
Spec-C l
hin l
Si l
P l
S l Coil lio.
Heat No.
0.72/0 93
'O.40/1.10 l 0.10/0 35 !=== 0.040 l max. 0.050 V 5004 0 75 0 78 0.25 0.017 0.016 Sc5-623
4. Finish Process of manufacture : No weld joint in a coil. Stress-relieved after 9
Cold Drawing by Continuous heat treatment.
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ANCHORING BLOCK 0
0055
coacus cM:"
MOggTog 31.
" ^ "To"'o M A R LING EN T X & TY % timiN.EaAcaatw:a
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CO R PO R A TE D Cornus Christi.
TEXAS T3 Prescon Corporation Date June 26, 1969 P. O. Box 4087 eggp gp
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Corpus Christi, Texas opd ci Tests on :
Concrete Mix Design i.
LbLk7Lbu U lb o Received From Harris Concrete Company - Corpus Christi, Texas dentification Marks:
Water Cement Ratio Curve to establish 5000 PSI Compressive Strength DESIGN BATCH WEIGHTS Sacks Cement Per Cubic Yard 4.0 5.0
.6.0 Cement Type I (Pounds) 376 470 564 Sand (Pounds) 1510 1405 1300-1" Limestone Rock (Pounds) 1790 1790' 1790 Water (Gallons) 28.5 30.0 30.4 Mix used in Test Block 0056
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/ tr :: tr.I; er:
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1714 N. PAcat l$ LAND OtiVE P. O. BOX 4273 CORPUS CHallfl. TEXA5 784ce. Sit sal 7418
~
.T e Procco 1 Corporati..on 205 Caa.ttic11 Cor.ous C'.ris ti s Texas Cyl.inder No.
I'C 33 Dato '*o1ded:
..Ju1y.31, 1E XL.
m j
Date Tested:.
Au ust 11, li;J 9 Unit ~~eicht:
Iv. 1 l'es./ce.Zt.
0 m
Q a
9 1053 ISI.
.1-
.i-Compressi e Strength:
esa o'
ouGO Cn
- Corrected to "0";
w
. i Q
p, a
g c
=
2000 u.
. -.. ~.. -
...... ~
%d
~
.~.
t a.
ca rj) eq s
g, c
In, 1500.,--
4 i
1000...
c.. n,").. C.n,..r t.
r -,
a ti,.,
IC ITY -
i,i
..v.
.,e a a
[
A5TTI - C--c,v S e _c1_
r
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01 -0.000050 500 m
".2 3 2250
!I a
a
" 0.00000 - 3.000050 0.000S5 t
I,
,., 0 :.1, 0 v...J c o, I..
c.
0. d -..
.i

t

. - - - -. -- -- -~
0 2
4 a
o lo j:
q 9
ST*1A IN (Micro Inches Per Inch X 10 )-
2 I,
G059 A N4fl0NAL SCCitTY OF PROFESSIONAL ENGINEERS - AllfRICAN 50CitTY FER TETD9 LYR
35.
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1.
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1734 N. FADtf 15LANO ORIVE. P. O. toX 4213 COR7US Christs, TEXA5 78400
.g 182/843 7431 r
4 6
t Cylinder "o.
PC 37 Report No. 69382 m
Da-t c
."..O l G' C L',.
. July 31s 1 9 6 9-...
Date Tested:
August 15, 1969 Unit 7/ei-ht:
144.0 PCF c
n a
O r'..
a 1
a Corapressi ce Strength: 4420.
n
.....-- i
s C,.
2300.. -.
.e.
U2 Corrected to "0" - -...
o
. l..
n t
e, i._..
u i
23 c
i 2000-....-..-...
e e,
%d m
O i
nj
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.-.4_...
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s..
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C"ORD'I'ODULUS OF 2~.ACTICITY^
~.,
AS 6 - C-1.::
t.
S2 - S1 i
~
el - 0.00005
. 500.....
._-.m 2600 - 200 2400
' " 0.00060 - 0.0000du "u.uuu55 i
1.
7 ~;'
E=
4,364,000 O
a.
O o
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4 8
a 10 a
u
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STRAIN (I.iicro Inc! cs Per Inch
.'f 10 )
2 g
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0060
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1734 N. PADRE 15 LAND ORIVE. P. O. 80X 4293. CotPUS CHalsfi, texas ;geos. $12/003 7431
4 i
j Cylinder.,o.
PC 38 Report N.o. 69383 a
m Date ?.:o1dcd:. July 31., 1969 '.J..
'.......1....._
o Date Tested.
August 18, 1969-Unit Tieight:
144.5.
a 1
>.4 o
..... p v.
..~........
u
[ _..... :
Cor.ipressive Strength: 4455..
c:
o c>-
2500..
u) 9 Corrected' to "0".
.l...
n t...
a
.... t.
p,
..........-.y....m...... -..q -.
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. 2,
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o a
e
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W v
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\\
c3
.... ~....,
q c,
m
--o
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h 150 0 -.........
i
.,r -
1000.;........ -
..L... -.,......,-...-..
3 C"O".D~?.CDULUS OF E*.ASTICITY~...
~f "i
..r....
. hw: 1u - C-Tw
. S2 - S1
-3 el - 0.000050
.... o0 0..... -.......
.........,i t
2550 - 200 2350 t
3,,0.00060 - 0.000050 0.00055 3
7 l!.
E=
4,273,000 i
t
,.g.
0 L._
..-.--.L......
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P.
4 o
o 10 8
a
.1 x
STRAIN (Micro Inches Per Inch X 10.f
{
2
.i 0061 i
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A L TION AL SOCIETY OF PROFES$10NAL ENGINEER $ AttERl3]O frq7g fyg
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,734 N. PActE 15 LAND DalVE. P. O. SOX 4213 CotPUS CHal5ff,.TEXA5 7840s. 512,483 7438.
g Cylinder No.
PC 39 Report.No. 69379 n
Dato '.:olded:
July 31, 1969_.
.... ?
j Date Tested:
August 18, 1969
.j U n i t '7e i~.> h t :
144,3
..~.
O
....g..
a 4
U Compressive Stron[th:.. 0..
~
l' 428 o
n,0 0 -...-
Cr oa Corrected' to. i'0" m
n O
. j...
s.
.4 e
p,
.._.......,..]
. g...
a
,c..........._._;_..
'c c-g u
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c a.
r' 10 0 0..,_...-...... - o.
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. t.
s
. p..
..e 1000..--..
. 1
.........__......-...._.....--L......
C::O"J ':.:ODULUS 07 E'.ASTICITY' A c,l..a - C-c;U.
i s
l S2'- S1 l
d el - 0.000050 l
... a0 0.;-- _.... -.
. _... ~ - 3 l'
.:., 2400 - 200 2200 i
o
" 0.00060 - 0.000050 0.00055 I
2=
4,000,000
.t
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0
... ~.
(
2 4
a o.
10 o
i Inch X 10 ).
062...
GTRAIN (I.iicro Inches Per i
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}l 1F34 N. PA0it ISLAND OtiVE. 7. O. SOX 4213. CotPUS CHillfl. TEXA5 7840s. 512/883 7438 I
t Cylinder No.
PC 40 and PC 41 Report
o. 69380 N
n Da-t o "o1 c'.c d.
July. 31o 196 9 '-..
~
o Date Tested:
August.19, 1969
-.. 4,
e Unit ?ieldt:. 143.6,.144.1 s
v Q
4 l
u 4335. 4510.
Compressi/e Streni.th:.
....}
es t.
a e,.
2500.. _.
m
...._._z......--_...-..,
- Corrected to i'0 ".. - -
n o
p, l....
2 i._.
.n
........,.3 3.
i i
a l.
c
... i
,,000,..-.-..........._.,_..
.........___...._.....~......._.4..
y g,
e g
v
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. t.
m m
q r.
...i.
E-4 Q
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.+...e
..w
...... ; 4 x
.s..
g.
F 1000....-....-.-
- --.i.
C"O"9 'I.*ODI'LUS OF T. ASTICITY :
I i...
itSTit C
'.n u...
S2 - S1 m
e.l - 0.000050
....._. 50 0
.;,, 2550 - 200 2450 i
-- 0.00060 - 0.000050 0.00055 t.
[
E=
4,455,000
~
i 0.=,.
.. Q
.J 2
4 a
a a
10 2..
STRAIN (I,iicro Inches Per Inch X 10 ).
06,3 t
e I
e s
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1734 H. PADRE f 5 LAND ORIVE. P. O. 80X 4293. CORPUS CH AIST1 TEXA5 7 ace. 512/683 7431 i.
f,
,r g
.a Cylinder No. PC 42 Report N.o. 69381 m
Date !.'olded:. July 31,.1969
.....-..... _.... 1 3:o Date Tested: Augus t.19, 196 9.;.- -
.. i-144.2 c
U n i t ic i~h t :.
i s
v Q
..-. i..
)
-4 u
Compressi/e Strengt.h: 4370-
+- '...-;
es
,o,00. -.. -. -
......4....
i oc
.u m
- Corrected'to "0"
n o
g g.
..,.3..._...._....__.
_.. -.,....._.............._.._.e-
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c f--..-..--..
i 2 00 0.-~
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e
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..--.4-.--
m t.
,t t
j
..- --..- -..... - -. -..-.---.,g n
1000.....
t..
C"OT' ~ f.:ODULUS 07 Z'. ASTICITY :
)
i l..
ASTH - C-u; g
.8 S2 - S1 1
- el - 0.0000su l
i
..... o
-..-...._..j 2475 - 200 2275
=
i
",, 0.00060 - 0.000050 U.Uuuss I
4 I
e-i 4
3=
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j L
t.
-l r
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.c 0
P 4
8 i
t o
o 10 3
STRAIN (.'.lic ro Inches Per Inch X 10>0064 2
4 6
l 6
g
40.
TEST READINGS 0065 i
l l
41.
TEST READINGS (FORCES AND ELONGATION CORRECTED, SEE PAGES 50 - 57)
. STAGE HYDRAULIC TENDON WlR E l ELONGATION' ELONGATION PRESSURE FORCE STRESS REACING e
REMARKS PSI KIPS KSt IN S.
INS.
1 500 114 12.5 17.00 0
0 Indicators Zerced 2
1 3000 707 77.4 16.49 0.47 l 0.24 3
_5600 1324 145.0 15.94 0.98
! 0.51 4
6500 l
1537 168.3 15.74 1.165 l 0.61 i
I5 I 7400 1749 191.5 15.47 1.42 l 0.74
?
I l
6 500 114 12.5 16.82 O.18 l 0.09 7
3000 707 l 77.4 16.33 l
0.63 1 0.33 8
l 5600 1324 l 145.0 15.82 l
1 ~.10 0.57 i
9 l 6500 1537 l 168.3 l 15. 63 l
1.275 0.66 10
! 7400 1749l 191.5 l15.44 l
1.45 i 0.76 l
l l
l First Load Phase f
11 500 114l 12.5 16,79 0.21 0.11 12 3000 7071 77.4 16.30 0.66 0.34 13 5600 l
1324 145.0 15:79 l
1.13 0.59 L
14 6500 I
1537 168.3 15.61 l
1.295 0.67 15 7400 1749 191.5 15.43 l
1.46
! 0.76 I
16 500 114 12.5 16.78 0.22 l 0,11 17 3000 707 77.4{ 16.29 0.67
.' 0.35 18 5600 l
1324 145.0! 15.79 1.13
0.59 19 6500 l
1537l 168.3! 15'.60 1.305
! 0.68 l
l 20 7400 l
1749 ! 191.5l 15.42 1.47 0.77 l
l 21 l
500 114 l 12.5 16.77 0.23
! 0.12
[
i 22 l 6500 l
1537 l 168.3l 15.58 1.325 l 0.69 8
23 7400 l
1749 l 191.51 15.40 1.49 l 0.78
[
l 24 7750 l
1832 200.6 15.30 1.585 l 0.83 i
25 8000 l
1891 207.1 15.16 1.72 l 0.90
[ 26 8250 1950 213.5 14.95 1.925 l 1.00 l
l 27 8450 1997 218.7 14.48 2.39 1.24
> Second Load Phase I
l 28 8500 I
2009 220.0 13.86 3.01 l 1.57 29 8750 l
2068 226.4 13.08 3.79 l 1.97 30 9000 l
2128 233.0 12.09 4.775 2.49 Haircracks in Concrete I
31 500 114 12.5 13.28 3.72 1 1.94 August 19,11:30 AM j
l Testing interruped due to
[
l equipment difficulties.
AEk i
l (M)GG TEST NO.
SHEET NO.
1100H186-3
42.
f TEST READINGS (FORCES AND ELONGATION CORRECTED, SEE PAGES 50 - 57)
I LOAD I
37;gg HYD7*isUCl TENDON W!RE
ELONGATION ELONGATION ggg'4ggg i PRESSUREL FORCE STRESS READING l
l psi KIPS K SI IN S.
IN S.
k 32 500 114 12.5 13.275 3.72 1.94 August 20, 8:30 AM
_3_3___
_6500 1537 168.3 11'.94 4.96 l 2.58 testinct continued
_ _3 4_._i 7400 1749 191.5 11.70 5.185 l 2.70 35
_, _5 0 1832 200.6 11.60 5.28 l 2.75 77 t 36 8000 1891 207.1 11.54 5.335 i 2.78 l 37 I
8250 1950 213.5 11.44 5.43 2.83
[ 38 l 8500 2009 220.0 11.39 5.465 2.85 39 8750 2068 226.4 11.275 5.59 2.91 Second Load Pham 40 9000 2128 233.0 11.15 5.71 2.97
! _ 41 9275 2193 240.0 10.95 l
5.905 l 3.08 42 l 9275 l 2193 240.0 10.86 I
5.995 i 3.12 I
i l
l 43 500 114 12.5 12.90 4.095 2.13 I 44 6500 1537 l 168.3 11.505 5.395 2.81
! 45 7400 1749 191.5 11:325 5.56 l 2.90
' 46 l 7750 1832 200.6 11.225 I
5.655 I 2.95 I 47 I 8000 l
1891 207.1 11.175 5.70 l 2.97 48 8250 1950 213.5 11.10 5.77 3.01
! 49 8500 2009 220.0 11.025 5 84 3.04 l50 8750 2068 226.4 10.95 5.915 3.08
,! 51 9000
[ 2128 233.0 10.86 6,00 3.12 j 52 9275 2193 240.0 10'.69 6.165 3.21 i
f53 500 114 12.5 12.70 4.295 2.24
( 54
! 8000 1891 207.1 10.98 5.895 l 3.07 l 55 l 9000 2128 233.0 10.66 6.20 l 3.23
$ 56 l 9275 2193 240.01 10.475 I
6.38 I 3.32
)
l l
l Indicators Removed j 57 1
500 l
114 12.5 12.525 4.47 2.33 j 58
,8000 l
1891 207.1 10.78 6.095 3.17
! 59 9000 2128' 233.0 10.475 6.385 3.33
Third Load Phase
( 60
! 9250 2187 l 239.5 10.325 6.53 3,40 l 61 I 9400 l 2222 243.3 10.275 6.575 3.42 l
[ 62 l 9500 2246 245.9 9.90 6.95 3.62 l
Two (2) Wire Breaks I
! 63 l 9500 2246 250.0 9.65 7.20 3.75 Four (4) Wire Breaks 6
64
9300 l
2198 248.7 9.425 7.43 3.87 Seven (7) Wire Breaks l
Thirteen (13) Wire Breaks K_,
l g l
l OO G7
,' T E S T - N O.
11 onm u-1 SHEETNO.
43.
CRACK FORMATION
}
/
m
_/
At load stage 30 hardly visible haircracks were noticed and marked. The crack width didn't increase during the second loading phase. The test re-suits do not show any influence of these fine cracks on the anchorage deflections.
LOCATIONS OF WIRE BREAKS All failures were somewhere along the free wire length (none of them in the anchoring zone) and randomly spread over the bundle's cross section.
v 0068 4
=...
44 DIAL INDICATOR READINGS All readings are in thousandths of an inch. For example, 5 means 0.005".
Sign convention:
A positive reading reflects an outward deflection and a negative reading an inward deflection.
@=
=8 E
./~
00G9
45.
(
l 20 C19 g
~4 "3
eig 10
!7
/'f&Y
/
2]
6_ 5[ //
k
\\
l /12 13
'i4 ~ y 9/
8 0
0 22e 1
See page 12 for ecentricity between anchor head and bearing plate.
7 No.
I 2
3 4
5 6
7 8
9 10 11 12 13 14 15 i 16, 17 18 19.
.__.J xcw 2.5 5. 7' 9 12 0
0
- 3.3 -4.8 -4.d6.8 0
0 0
0
- 1.8{4. E 7,$101 12 I I
I I
' Y ins 0 0
0 0
- 4.7 - 6.8 - 3.3 -4.8 0
0 2.5'5.7 9
12 -1.8 4.
7.I10 12 9 ins. 2.5 5.7 9
12 4.7 6.8 4.7 6.8 4.7 6.8 2.5 5.7 9
12 2.5 5.7 10.9 14.
17 i
i g DIAL INDICATOR LOCATIONS rC Dial Indicators No. 20, 21 and 22 were set on the concrete to read relative movement between indicator frame and anchoring block.
0070 PRESCON DET FIG. 9
LOAD PRESS DI AL INDICATOR RE ADIN2S STAGE RE AD'S z
10l P SI I
2 3
4 5
0 7
8 9
1 500 0
0 0
0 0
0 0
0 0
0 2
3000
-20.0 -16.0 - 5.0 - 3.0 -23.5 -12.0--23. 0 --22.0 -19.5 -- 10 3
56b0
-46.b 39.0 -11.0 - 5.5 -45.5 -26.5--44. 5 --2 6. 0 -41.5
-27 4
6500
-56.5 -48.0 -14.0 - 5.5--54.0--32.5 53.0- 31. 0 --50.5
-35l 5
7400
-73.5 -63.0 -20.0 - 9.0--64.5 -40.0--64.0--39.0 -64.0
-46 6
[00
-29.0 -28.0 - 6.0 - 2.0--24.0--16.0--2 3. 5 --12.5-24.5
-19l 7
3000
-46.0 -41.0 -11.5 - 5.0--42.0--26.0--41. 0 --2 3. 0 --40.0
-30l 8
5600
-65.0 -56.0 -18.0-- 8.0--57.5 -3 6. 0 --57. 0 - 33.5 -56.0 -41l 9
6500
-71.0 -61.0 -19.0 - 9.0--62.0 -39.0--62.0--37. 0 --61.0
-43l 10 7400
-77.0 -66.0 -21.5--10.0--67.0--43.0--68.0--41.0- 67.0
-47l 11 500
-32.0 -30.5 - 7.5 - 3.0--27.5--18.0--27. 0 -- 14. 0 - 26.5
-21 12 3000
-49.0 -43.5 -12.5 - 5.0--44. 0 --28.0--44. 0 --25. 0 - 42.5
-31l 13 5600
-67.0 -58.0 -18.5 - 8.0--59. 5 --3 7. 5 --60.0- 35.0- 58.5
-41!
14 6500
-73.0 -63.0 -20.5 - 9.0--64.0--41. 0 --64. 5 - 38.5-62.5
-45 15 7400
-79.5 -68.0 -22.5 -10.0--69.0--45.0- 70.0--4 2. 0 - 69.0
-4@l 16 500
-34.0 -32.0 - 8.0 - 3.0--29.5 -19.5--29. 0 --15. 0 - 28.5
-2d 17 3000
-51.0 -45.5 -14.0-- 6.0--46.5--3 0. 0 - 46.0- 26.0- 44.5
- 3 31
..18 5600
-70.0 -60.0 -20.0-- 9.0--62.0--40. 0 - 62.0- 36.5-60.5
-4$
19 6500
-75.0 -64.5 -21.5-- 9.0--66.5--43.5-67.0- 4 0'. 0 - 65.0
-4F 20 7400
-80.5 -69.0 - 2 3,.0 -- 9.5--71.0--4 6. 5 - 71.5-43.0- 70.0
-50 21 500
-34.0 -32.0 8.5-- 3.0--30. 0 --2 0. 0 - 29.0- 15.5-28.5
-22 I
_ _.L __
_.,I. -
T ~ ~ - --
l
- - _...i __....
I I
i O
6+
TEST NO.
1100H186-3 l
[
First Loading Phase 00,74 i
e
\\
DI AL INDICATOR R E ADINGS REMARKS l
l 11 12.
I 13 14 15 16 17 18 19 20 21 22 l
L 0
0 0
0 0
0 0
0 0
0 0
0 Indicators Zerced 1' LJ --19.5 -17.0 - 4.5 - 2.5 -22.5 -24.0 - 3.5 - 2.0 0
- 1.0 - 1.0
- 1.(
LJ --47.0 -43.5 -10.0 - 5.0 -47.0 -42.0 - 7.0 - 2.5 2.0 -
1.5-- 1.5
- 1.I L( --58.0 -54.0 -13.0 - 5.0 -57.5 -52.0 - 9. 0 - 2.5 3.0 - 2.0 - 2.0
- 1.E L! --70,0 -65.5 -15.0 - 4.5 -71.0 -65.0 -10.0 - 0.5 8.0.- 2.0 0
- 1.C l
[C --27.0 -27.5 - 3.5 0.5 -26.0 -28.0 - 2.0 1.5 5.0 - 0. 5 0.5 0
l( --44.0 -42.5 - 8.0 - 2.0 -44.0 -42.0 - 5.0 0.5 6.0 --
1. 5 0
-Oc 1
--61.5 -58.0 -12.5 - 3.5 -61.0 -57.0 - 8.5 0.5 7.5 -- 1.5 0
- 1.C
.C
'! --66.5 -62.5 -13.5 - 2.0 -66.5 -62.0 - 9.0 0.5 8.5 -- 1.5 0.5
- 1.C LE --72.5 -68.0 -15.0 - 3.5 -73.0 -68.0 -10.5 0.5 9.5 -- 1.5 0.5
- 1.C l
LC --30.0 -30.0 - 4.0 0.5 -29.0 -30.0 - 2.5 2.0 6.0 - 1.0 0.5 0
L( --46.0 -44.5 - 8.0 - 1.0 -46.0 -44.5 - 5. 0 1.5 7.5
- 1. 0 0.5 0
Li --62.5 -60.0 -12.5 - 2.5 -63.0 -59.5 - 8.5 1.0 9.0
- 1.0 0.5
- 0.5 Ll --69.0 -64.5 -14.0 - 3.0 -68.5 -64.0 - 9. 5 1.0 9.5
- 1.5 0.5
- 1.C LI --75.0 -70.0 -16.5 - 4.5 -75.5 -69.5 -11.0 1.0 10.5 -- 1.5 0.5
- 0.5 l
.C --32.0 -32.0 - 5.5 0
-31.0 -32.0 - 3. 0 2.0 6.0
- 1.0 0.5 0.E
.E, -4 9. 5 -48.0 -10.5 - 2.5 -48.5 -47.0 - 6.0 1.0 7.0
- 2. 0 0
0
!.C--66.5 -63.0 -15.0 - 4.0 -66.0 -62.0 - 9.5 1.0 9.0
- 2. 5 0
- 0.5
!.] --71.5 -67.5 -16.5 - 4.0 -71.0 -66.0 -10.0 1.0 10.0
- 1.5 0
- 0.E
._E --77.0 -72.0 -17.5 - 5.0 -76.5 -71.0 -11.5 1.0 11.0
1. s 0s ns
.( --32.0 -32.0 - 5.0 0
-31.0 -32.0 - 3.0 2.0 6.5
- 0. 5 0
0 l
l t
1 l
SHEET NO.
O nnaz 1
[>
t.040 PRESS l
STAGE 1EADi DIAL INDICATOR d%ADINGS' 2
' PSI I
2 3
4 5
O' 7-8 9
76.0 -65.5 -;21. 5 - 9. 0 -67.5--44.0: '68. 0 < -40.5 -66.5 H
. (
l 42 6500 82.0 -70.0 -023.5 - 9.5 -72.0 -47.5 -7 3. 0 -44.D -71.5
-23 % 7400 85.5 -73.0 4 24.5 -10.0 -74.0 -49.0 -75; 5 -45.5 -74.5 -
24.-
7750
'26U S000 - -89.0 -76.0 4 26.0 -11.0 -77.0 -50.0 -78. 5 < -4 7. 0. -77.5--
26 YS150
-9 2.~ 5 -78.5 -027.0 -11.0 -79.5 -52.@#1. 0 -49.0 -80.0
57[ 8I50
-95.5 -82.0 4 28.0 -11.0 -82.0 - 5 4. 5*:-84.5--51.0 -83.5 d 21BM.84'50
-10 0. 0 -84.5 -029.0 -11.0 -85.5 -56. 0 -88.0452. 5 <-86.5 W 5
g
.E
'29? i8700
-10 6. 0 -89.0 4 31.0 -11.5 -90.0'-60j$UF3.0
5 8.' D. -91' 5 J
~
11 1. 0 -94.0 4 33.0 -13.0 -94.0 -63.5 47.0 -58 5 -96.5 10; 390b' 55.0 -48.5 114.0 - 4.5 -49.0 -32.5- -48.5 -24.0 47.5 J
i.31 500 h.d
,p
. 32 ~ E '- 500:
-4_8.0 -41.5 110.5 - 2.0 -41.5 -26.5%42.0-- 19. 5. -40.5 ;
-k
$T'. 5 $500 95.0 -80.0 4 26.0 - 8.5--81.0
-54.0 '84.0--49J0- 82.5
- 5. 0 4 28.5 - 9.5--87.0 -58.0--B9 J5 --52.5-88.0
~
34 740"O
-10 1. 5 8
'. v.k sNh 775b
-104. 0 -87.5 4 29.5 -10.0--89.0 -60.0 -92.0<-54e5-90.0
~
'4
~/G 6'
' 80dD '
-10 6. 0 -89.0 -G30.5 -10.5 ~91.0--61.0i-9 3, 0.-.55 ; 5 - 92.0'
-~
37:
'8250
-10 8. 5 -91.0 4 31.0 -11.0 -93.0 -63.0:-95.5 -57.5<-94.0
'38 B500
-1 10. 0 -92.5 432.0 -11.0 -94.5 -64.0--9 7. 0 --58.0--95.5 39.
8750
-11 1. 5 -94.0 432.5 -11.5 -96.0 -65.01-98. 5 J-59. 5 -197.0
)40 9000.
-1 13. 5 -96.0 -E-3 3. 5 -12.0 -9 8. 0 --66.5 -100. 5 --61.0- 99.0 4i?
'9100r
--11 6. 0 -98.0 -i-34.0 -12.O < -100. 0 -68.0 4bi.5<- 6 2.'O - 10 1.5
~
42'- 9275
--1 17. 5 -99.0 434.5 -12.5 < -101.5 -69.0;4 03. 5 -- 6 3. 0 -1 02. 5 d-n
'43 500
-55.0 -48.0 413.0 - 3.0 -49.0 -32.0 @9.0-- 2 3. '5 - 47.0-
~
.-7 44l.
_6500.
--1 01. 5 -86.0 -i-29.0 -10.0 -88.0 -49. 5}-'9 0 '. 0 -.5 3, 0 - 88.5 -
45 27400
-1 07. 0 -90.5 +31.0 -10.5--93.0 -63.0,.95 '. 0 -56.5 -93.5 4 fe, ' 7750
' 10 9. 5 -92.5 432.0 -11.0--95.0 -64.$5-37.0--58.0 -94.5
~
~
'7
'5000'
--1 11. 0 -94.0 432.5 -11.5--96.0
-65.5 -38.0--59.0 -97.0 4
48
'8250
-1 13. 0 -95.5 433.5 -12.0 -98.0 -66.5--10 0. 0 -60.0- 98.5 49 8500
--1 14. 5 -97.0 -i-34.0 -12.5--99.0 4-68.0--1 01.0 -61.0- 10 0. 0 50 8700
-1 16. 0 -98.0 +3 4. 5 -12. 5-10 0. 5 - 69.'0 -10 2. 5 -62.0 10 1. 5 f 51 -
90_00
-1 18. 0 -99.5 - -3 5. 5 -13.0<-1 m.0 <-70.0' 104.0 -63.0- I m.0
-52 9275
~1 20. 0 -1 01.0 -i-36.0 -13.0--1 0.5 -71.0 -1 05.5 ~64.5 - 105.0 4
.53 500
-56.0 -48.5 -!- L 3. 5 - 3.5--49.0 -32,5 J49.5 24.0 48.0' 54, 8000
--113.5 -96.0 -i-33.5 -11.5 -98.0 -66.5 4 00.0 - 6 0 '. 5 J99.0 l 5 5,.- : t9000-
-1 19.5 -1 01.0
'- 35. 5 -12.5 -1 03.0 -70.0 1 05.5 -64.0- 101.5 l I
' 5.6 ' ' '9275
- 122.0- 1W 0 -i-3 6. 5 -13.O ~16.0 - 71.5 - 1D 7.0- 55.5 [-1 06.5 l t
5F'j - 500.,
-57.5 450.0--[13.5 3.5-50.0 -33.0 61.0 - 24.5-49.0.1 TES,p,$.1.Y100H186-3 pf)k '
}
J b-lf-
.,s
" ', ;i-t
'Second Loading g Phase 7
t
4F DI AL INDICATOR READINGS N
13 11 12.
13 14 15 16 17 18
[3 20 21 22 l
47.0 -72.5 -68.0 -15.5 - 3.0 -71.5 -67.0 -10.0 2.0 11.0 - 1.0 0.5
-0.5" l
50.C -77.5 -72.5 -17.0 - 3.5 -77.0 -72.0 -11.0 2.0 12.0 - 0.5 0.5
-0. 5 '
52.0 -80.0 -75.0 -17.0 - 3.0 -80.5 -74.5 -11.5 2.0 13.0 0
0.5
-1.0, 54.0 -83.0 -77.5 -17.5 - 3.0 -83.5 -77.0 -12.0 2.5 13.5 0
0.5
-1.0 56.0
-86.0 -80.0 -18.5 - 3.0 -87.0 -80.0 -12.5 2.5 14.0 0
1.0
-1.0.
58.0- -90.0 -83.5 -19.0 - 3.0 -91.5 -83.0 -12.5 3.0 15.0 1.0 1.0
-0.5 50'.0
-93.5 -86.5 -20.0 - 3.0 -95.0 -85.0 -13.0 3.0 16.0 1.5 1.0
-0.5
~
~
63.0 -99.0 -91.0 -22.0 - 3.5 -100.5 -91.0 -14.0 3.5 17.5 2.5 1.5
-0.5
'8.0 -104.5 -96.0 -24.0 - 5.0 -116. 5 -95.0 -15.5 2.5 17.5 1.0 1.0
-1.09 Haircracks 6
I Test Interrupted
'4.0
-55.5 -52.0 -11.0 - 2.0 -55.5 -50.0 - 6.5 2.5 9.5 -1.0
-0.5 0
August 19, 11:30.
3
~
6 l
Continued
' 7. 5
-48.0 -45.0 - 8.0 1.0 -46.5 -44.0 - 4.0 3.5 10.0 3.0 2.5 1.5 August 20, 8:30 A 4 2
45 17.5 3.5 2.5 0.5 l5 6. 0
-91.0 -84.0 -18.0 - 2.5 -91.5 -83.0 -11.5 4
E9.5
-97.0 -89.5 -20.0 - 3.0 -97.5 -88.0 -13.0 4.0 18.5 3.5 3.0 0
i
@l.5
-99.5 -92.0 -21.0 - 4.0 -1 00. 0 -90.0 -14.0 4.0 18,5 3.5 2.5 0
@2.5
-10 1. 0 -93.0 -22.0 - 4.0 - 101. 5 -92.0 -14.0 4.0 19.0 3.5 2.5 0
64.5
-1W. 5 -95.5 -23.0 - 4.5 -10 4. 0 -94.0 -15.0 4.0 19.0 3.5 2.5 0
65.5
-10 5. 0 -97.0 -24.0 - 5.0 -10 5. 5 -95.0 -15.0 4.0 19.0 3.5 2.5 0
67.0 -1 07. 0 -98.0 -24.5 - 5.0 -10 7. 5 -96.5 -15.5 4.0 19.5 3.5 2.5 0
67.5 -108. 5 -99.5 -25.0 - 5.0 -1@. 5 -98.0 -16.0 4.0 20.0 3.5 2.5 0
69.0
-1 11. 0 -10 1. 5 -26.0 - 5.5 -11 2. 0 -10 0. 0 -16.5 4.0 20.0 4.0 3.0 0
70.0 -1 12. 0-102. 5 -26.0 - 5.5 -1 12. 5 -1 01. 0 -16.5 4.0 20.5 4.0 3.0 0
$1.5
-56.0 -52.5 -11.0 - 1.5 -55.5 -50.5 - 5.5 3.5 11.0 3.0 2.0 1.0-60.5
-98.5 -91.0 -22.5 - 5.0 -98.5 -89.0 -14.5 4.0 18.5 3.0 2.5 0
63.5 -1 03. 0 -95.0 -23.5 - 5.0 -97.0 -93.5 -15.0 4.0 19.0 3.0 2.5 0
I65.0 -1 05. 5 -97.0 -24.0 - 5.0 - 106. 0 -95.0 -15.0 3.5 19.5 3.0 2.5 0
L66.5 -1 07. 0 -98.5 -25.0 - 5.5 -10 7. 5 -96.5 -16.0 3.5 19.5 3.0 2.5 0
L68.0 -10 9. 0 -10 0. 0 -25.5 - 6.0 -1 W. 0 -98.0 -16.0 3.0 19.5 3.0 2.5 0
L69.0
-11 0.0-10 1. 5 -26.0 - 6.0 -11 0.5 -99.5 -16.5 3.0 20.0 3.0 2.5 0
L70,0
-1 11. 5 -1 02. 5 -26.5 - 6.5 -1 12.0 -1 01.0 -17.0 3.0 20.0 3.0 2.5 0
L71.0
-1 13.0 -1 0.5 -27.0 - 6.5 -1 13.5 -1 02.0 -17.0 3.0 20.0 3.0 2.5 0.5 L71.5
-1 14.5 -105.0 -27.0 - 6.0 -1 15.0 -103.5 -17.5 3.5 21.0 3.0 2.5 -0.5 L32.0 -56.5 -52.5 -11.0 - 1.0 -56.0 -51.0 - 6.0 3.0 11.0 2.5 1.5 1.0 h67.0 -108.5 -100.0 -24.5 - 4.5 -1 09.0 -98.5 -16.0 4.0 21.0 3.5 2.5 0
F70.0
-1 14.0 -1 01.0 -26.0 - 5.0 -1 14.5 -103.5 -17.0 4.0 21.5 4.0 2.5 0
h72.0 ; -1 16 0 -1 06.0127. 0 - 5.5 1 17. 0 -1 05.0 -17.5 4.0 22.0 4.0 2.5 0
[32.0 -58.0 -54.0 -11.0 - 1.0 -57.0 -52.0-- 6.0 3.0 11.0 3.0 2.0 1.0, Indicators Remove I SHEET NO 0074
~
b
48.
TES T RES ULTS oo?s y
49.
(A)
FORCE-STRAIN CURVE (TEST TENDON) 0076 j
50.
RELATIONSHIP BETWEEN PRESSURE READING AND TENDON FORCE
Pressure Reading (lbs/sq. in.)
R
=
A Ram Area - 243.7 sq. in.
=
K Correction Factor
=
True Tendon Froce (lbs.)
T
=
L,L'b' Load Cell Readings
=
1 2
3 4
L Average Load Cell Reading
=
a C
Load Cell Correction
=
F Load Cell Scale Factor - 15.0
=
Gauge Reading Accuracy (1bs./sq. in.)
a
=
(L, + C) F T=
K=
T / R*A Load cell test on stressing equipment, August 12, 1969.
\\
0077 0
51.
R L
L L
L L,
C T
K a
i a
a 4
(psi)
(Ibs.)
(psi) 500 7240 7358 7470 7395 73f-240 114,090 n.9363 7
1000 14757 14524 14375 14350 14502 350 22',780 0.9154 13 l
15. o 22534 22385 22530 2T700 22538 380 343,*/70 0.9404 1C l
200:1 3034' 3042.
30590 30700 30514 360 4J3,110 0.9502 11 250t 3872' 38940 39120 39260 39012 290 589,530 0.967c 17 3C0 4'666 4 C 8 0i' 47170 47030 469F7 195
'i7,4U C. S ', E 7
35..'
5478?
55C16 55480 551';0 54:55
~0 825,975 0.9 F4 37 400 224574 l S2974 63470
^34C0 307d
- 55 S45,345 0..'. E n 31
^
.5...
'iO 4.< 0
'392r 7130e 715 ~L 710C9
-135 1,C 3,C90 0.9'54 33 Sr 1 790 %
7 '010 7334 75*/20 l
'9303
-355 1,165,120 0.572<
20 i
l 5 5 C s.
8 ", o O fi7 30 67510 c7450 87153
-520 1,300,0.-5
0. 97t:0 23 00, s52 'E 9570i 95440 5735 9541e
-700 1,42c,,,.
0. 9, l'.
17 0078
52.
A/C 732.cC2 G04 O
}Du eu,%=\\
[cMilbluvulb Enginzeting 6., Dnc.]
V 7707 PINEMONT HOUSTON TEXAS 77040 May 12, 1969 LEO.?OE.EP i
MAY 131969 Lh) U CEJI Prescon Corporation P. O. Box 2723 Corpus Christi, Texas
Reference:
Our Invoice lio.8336 Your P.O. No. 32G16 CERTIFICATI0N T:iIS IS TO CERTIFY that your 6" 0-10,000# Helicoid Pressure gauge was checked as follows:
\\
L/w0RATORY 5TAliDARD YOUR GAUGE READIiiG (p.s.i.)
(p.s.i.)
10v0 1000 - 10 lbs 200C 2000 - 20 lbs 3.00 3000 - 40 lbs 4;UG 4000 - 40 lbs 5000 5000 - 20 lbs 6000 6000 - 10 lbs 7v00 7000 8000 8000 9000 9000 + 10 lbs 10,000 10,000 + 20 lbs Y ]V /
'1 1
CERTIFIED BY:
J. P/. Hildebrandt JP;i:inra 0079 g
manufacturing - reconditioning - matchless workmanship
l l
53.
1 TRANSDUCERS, INC.
i 11971 E. RiveraRoad Santa Fe Springs, California 90670 J
C A LIB R A TION DATA Instrument:
MDX - 10 Calibration Setting:
98,836 Serial No. :
157 Capacity: 1,500,000 Pcunds Force Transducers:
PC L-78-l. 5M#
Scale Factor: 15.0 Pounds ForcWount Serial No. :
4387 Temperature:
75* F Bridge:
Sincie Date:
7/26/6 7 i
Load Compression Load Tension Load Pounds Force Instrument Readina Instrument Reading 0
0000 150,000 9,700 300.000 19,620 450.000 29.6 30 600.000 39.710 750.000 44.850 900,000 60,005 1,090,000 70,185 1,200,000 80,370 1,350,000 90,600 1,500,000 100,833 Calibration tra able t N
.S.
Certified by:
Et_.
e
[
&ca Seu-]Mact-1ae
ovm.avuotnd, IN G.
54.
I1971 Enst Rivern Road Santa F= RMngs,&
fornia. SO42gde*t@,g'i.' SE',836 :--
Instrument':" MDX.-10
.7. i _ : 2 ~ U -_. Calilirafion
.2
~
_..4
_t
. Serial No.. _10._
C a. u p a c1t y m..........._. L.500,000 1.
6 Tran sdu c e tr pr G 7 a : 1!.~512 4 : - ~. J_Y~_~_'*-~__D_3cali[FadtT:Ut.(F)E 15. O !'
Serial No..'
41n7 TO Dale:. _T d ' ~' 7726 /67 7
.. Brid. ge-m ot s.
-~~#--'
Bor '- ' '
-- ' ~ -
l
.n.
.a.
{.
i
.....l.....
t
- TRUE;, LOAD j :(R*C) F:....
. - l.-
i
+
.I i
+1000
...r
. f t
.4 i
i
.I 5
e Q
i i
2
. m
.l O
b 0
20,
40 6D.
80 100 120' y
s x
O j -
o
~ :
i
-2000
.. CO, M PRESSION - - --- -
r-8
.-t
.~
- ~ _...
-o i.
r*
O O
20 40 60 80 100 120 g
O 0
-b-
__ _....-TIN SION -- --
s
-3
' INSTRUMENT READING (R) x 10 i
~
INSTRUMENT READING:IS IN PERCENT OF TULL SCALE. TH$: FORCE A3PI.IED ISi ~
CORRECTED TO STANDARD GRAVITY (980. 665 CM/SEC ).
OUTPUT CORRECTIONS 2
ARE IN PERCENT OF SCALE (C).
.j
.0081 Form: SPMC-110
55.
Assuming that the True Load - Pressure Reading Curve is a straight line 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:
T=KRAa Average correction factor:
K 0.970 a
T = 0.970 243.7 R = 236.4 R
\\
a 0082
56.
RELATIONSHIP BETWEEN OBSERVED ELONGATION AND TRUE ELONGATION The measured elongations include concrete shortening and pull rod elongation.
R Pressure Reading (lbs/sq. in.)
=
True Elongation (in. )
e
=
Observed Elongation (in. )
e
=
Concrete Shortening (in. )
e
=
Pull Rod Elongation (in.)
e
=
p e
= e
-e
-e Concrete Shortening:
c1 cl + c2 2
e
=
c1 c2 Test Stand:
f
= 236.4 R / (48 - 7.25 [) = 0.1105 R g
[ = 114 "
6 E
- 6.10 p,1 d
Anchoring Block:
f
= 236.4 R / (48 - 5. 75 f) = 0.1075 R g
/g = ~48" 6
E
= 4. 5 10 si c2 4
ogg3
57.
/0.1105 114 0.1075 48} R g6 3.26 10~ 0. R c \\
6 4.5
/
=
Pull Rod Elongation:
= f - l /E e
P P
p P
f = 236.4 R / 3.75 [= 5.351 R P
[ = 72" P
6 E = 3 0.10 si
-6 5.351 72
-6 = 12. 84 10 R
.R 10 e =
p 30 e=e - 16.1 10" R 0084 0
4 58.
The forces and alongations in the test reading tables are based on these t
relationships, The Test Tendon performed well, thus proving the adequate design of the i
bearing plate.
I The Force-Strain Curve is shown on page 59.
I O
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9 h
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$a 1 = Initial set for first loading cycle.
1 1 = Initial set for second loading cycle.
2 d = Elastic deflection for first loading cycle, d = Elastic deflection for second loading cycle.
2 4 = Decrease in initial set in about 21 hours2.430556e-4 days <br />0.00583 hours <br />3.472222e-5 weeks <br />7.9905e-6 months <br /> (under a load of 114 kips).
f.
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 bearing plate. The mea-sured decrease in initial set (4) indicates that the initial set (1) is not a permanent plastic deformation, but will decrease with time in the unloaded condition.
U 0107 M
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BEARING PLATE DEFL.ECTIONS_
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PIRST LOADING PHA_SG (52 To 73.8) 0F GUARANTEED MINIMUM.
UI TIMATE -STRENGTH OF TENDON}
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ELASTIC DEFLECTIONS IN BEARING 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 guarant,eed mini-g mum ultimate strength.
(Compare page 81) 0110 O
84.
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ELASTIC DEFLECTIONS IN BEARING PLATE
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The deflections as shown above coiTespond to the increase of load in g
the tendon from 5.2% (114 k) to 100% (2193 k) of its guaranteed mint-mum ultimate strength. (Compare page 82)
.Q111 3
85.
The results plotted in figures 11,12,13, and 14 exhibit a good pic-ture of the bearing plate deflection. The difference in deflection between the two sections x = o and y = o is caused by the purposely introduced eccentricity (1/4" to the left). There was no correction considered for the relative movement between indicator frame and anchoring block, which proved to be less than 0.005" anyway.
1 b
0112
86.
APPENDIX (PHOTOGRAPHS) i 0113
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CONSIDERING FRICTION LOSSES i
FIGURE 2.l.
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SUPPLEMENT No. 7 l
8-/5-68 3
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ML19329E172

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