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SlRFfT: MIIOND PuwT., lhtTS 1 AND 2 thDERGROUND PIPING CONCERNS Ma-[k6 MIE:
JANUARY 21,1982,3:3H:30 PlKE:
Ara RimrS BUID.ING, Rom 2242 NB0A I
INTRODUCTim J
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II FuruRE MONITORING PROCRAM III GE0 TECHNICAL CONCEMS IV SEISMIC AND MisCEU.ANEOUS CONCEMS k
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7 IRAD
- o. -'-*a 3
- GAGE, 3
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Vibrating Wire Strain Gage, a
Type SP d
caese 9
j-Prota Sody
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V&atmg w,r.
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Anchor Block
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. Long-term measurements on steel,
[,
rock and concrete surfaces.
f i
1 Campeg NiAs N.V
. A removable probe eliminates the 1
weid need for electrical connections to the gage.
i, s
The lRAD GAGE Type SP Vibrating Wire Strain Gage tension is set to the required value by rotating the
{
is a low cost unit designed to monitor strain changes in clamping nuts usmg a standard wrench. The wire is i
steelwork as well as on rock and concrete structures vibrated and the vibrations are picked up by holding where easy access to the gage is possible. The gage is a removable probe. containing a coil / magnet assembly, uliiqTeTrt H4ving no permanent ~~ connections between against the spacing tube. The magnetic field radiating '
the electronic readout and the mechanical strain-from the coil penetrates the tube walls and both drives sensing components; the readirigs are taken by holding and responds to the wire motions. The probe is used i
a removable probe against the casmg of the gage.
in conjunction with the IRAD GAGE Model M8 6 Digi-The basic unit consists of two end pieces, a spacing tal Readout.
l tube and a length of high tensile steel wire that is The coefficient of expansion of the wire is closely l
clamped between the end pieces. The gages are in-matched to that of structural steel eliminating the need 3
stalled by rigidly clamping them between anchor blocks for temperature corrections. Calibration data are sup-which are welded or bolted to the structure at a pre-plied to allow for easy conversion of the vibration period t
{
determined spacing usmg a special gig. The initial wire readings to strains.
ti Specifications I
Mod.1 No.
.{
h 'or spac ng) 8 inches (mm.)
1 (25.4) 5 (127)
Maximum Strange Range pin./in.
2000 2000 Sensitivity (average) pin /in.
0.5 1
o Temperature Range Y
' 40a to 150*F
-40* to ISOT Overall Length inches (mm.)
1% (32) 6 (152)
Tube Diameter inches (mm.)
0.09 (2.3)
% (6.4)
End '81ock Dimensions inches 1 x 3/8 x 3/8 1 x % x 3/8 Accessories OrderingInformation i
Setting Jig (bolting type).
Specify: 1. Model Number.
Setting Jeg (weldable type).
- 2. Weidable or Bolted End Blocks.
Wrench.
Model MB 6 Readout Box.
Type SP Probe.
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PDilTORING FEGENCY i
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1.
SL.L b lTORING STATIONS 1
- 90 IhY INTERVAL - FIRST FIVE YEARS it-
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2.
ANCHOR STATIONS (AFTER FIvE YEARS) i.
l YEARLYINT'ERVAL-REMAINDEROFOPERATINGLIFE l
3.
EvAwATE IlE NEED TO CONTINUE ftNITMING FIELD STATIONS w.
4.
At TEONICAL SPECIFICATION LIMIT
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Page 1 cf 2.
2Mg)2..
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anJ). aus SUMMAEY OF SOIL CONSTANTS d
.06g
.183*
Compression Wave Velocity 10,000 fps 10,000 fps 1,2 Shear Wave Velocity 5,000 fps 5,000 fps 1,2
~j (Lower Soil Layers)
.I l
Surf ace Wave velocity 4.675 fps 4.675 fps 1,3 o
Maximum Particle Velocity 2.88 in/sec 8.64 in/sec 4
i (All Wave Types) 2 69.48 in/sec
- 3,8 2
Maximum Particle 23.16 in/sec Acceleration (All Wave Types)
'j Soil Unit Weight 120 pef 120 pcf 7
Poisson's Estio 4
4 7
Angle of Internal Friction-37' 37' 7
Coefficient of Lateral Pressure
.67
.67 3
Coefficient of Friction
.3636
.3636 5
Shese Wave Volocity E=E + 0%
6,000 in/sec 6,000 in/sec 6
(Upper Soil Layers) E=E + 50% 7.350 in/sec 7.350 in/sec 6
'I E=E - 50% 4,242 in/sec 4,242 in/sec 6
Soil Mass Density (Shear Wave Velocity)2**
3,9 Shear Modulus
=
Modified by Seed & Idriss curve for sands Maximum Soil Strain (6.17) 10 in/in (1.85) 10' in/in 1
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- SSE acceleration has been increased 50% to allow a margin for the site
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specific response spectra.
- Shear wave velocity of upper soil layers.
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9 Page 2 cf 2 SUteIARY OF SOIL CONSTANTS 1
Esferencest i
(1 1)
TF0 Design Guide C-2.44, Seismic Analyses of Structures and Equipment for
'[
]
Nuclear Power Plante, Rev 0.
Subourface Investigation and Foundation Soil Report, Vol 2 of 2. Dec 1975, l
2) c Appendiz 2C.
\\
3)
Iqbal, M.A. And Goodling, E.C. Jr., Seismic Design of Buried Piping, 2nd ASCE Specialty Conference on Structural Design of Nuclear Power Plant Facilities, New Orleans, Louisiana, Dec. 1975.
4)
Newmark, N.M., Blume, J.A. and Espur, K.K., Seismic Design Spectra for Nuclear i
Power Plante, ASCE, Journal of the Power Division, Ikw.1973.
i 5)
Fotyondy, J.G., Skin Friction between %arious Soils and Construction Meteriale.
Geotechnique, Vol. II, Dec. 1961.
- 6) -Responses to NRC 10CFR50.54f Questions Rev 11.
7)
Midland Final Safety Analysis Report, Rev 39.
8)
Midland Civil Design Criteria, Standard C-501, Rev 11.
9)
Seed, E.B. and Idries, I.M., Soil Moduli and Desping Factors For Dynamic Response Analyses, Earthquake Engineering Rceearch Center, University of California, Berkaley, California, Dec. 1970.
i
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- 3. AVAILABLE II4 FORMATION b
3.1 BURIED PIPELINES -- A Manual of Structural Design and Installation.
...ls DOCUMENT PROVIDES GUIDANCE AS FOLLOWS:
b 6tn6d M09 45h9 1.
Buckling can be ignored in uncompacted backfill if the OVALITY IS LIMITED TO 5%.
9' 2.
RING BUCKLING can occur when OVALITY reaches 20%.
Good DESIGH PRACTICE would LIMIT OVALITY to 5%.
Y';
3.2 R. E. BARWARD - Design and Deflection Control of Buried Steel Pipe Supporting Earth Loads and Live Loads.
This paper reaches the sane conclusions as 3.1 above.
i 3.3 A.W.W.A., Steel Pipe Design and Installation MEYERHOF, G. G. and FISHER C. L. Composite Design of Underground Steel Structures 1
SPANGLER M. G.. The Structural Design of Flexible Pipe Culverts SPANGLER. M. G. and DONOVAN. Applications of the p,
Modulus of Passive Resistance of Soil in the Design of Flexible Pipe Culverts THESE PAPERS SUPPORT 3.1 and 3.2 above.
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Fis.9. Experimental vahres of vs di nsiordesiotrvsture & for specimen 3(a).5(b). A2(c) and A5(d).
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aluminium specimens, and those of Batterman, show a similar relationship to radius-thickness 1
41
- tio: this also app!ies to the points for our steel tests,when compared to those of Refs.[5] and d
IC'). With this similarity between results of cylinders tested under pure bending and axial co npression in mind, the critical strains for the present set of tests were compared with the theoretical predictions of Batterman[8] for axially compressed tubes. Figures 10(a) and 10(b) t
- how the experimental strains plotted vs rit, where they are normal' sed with respect to 4
yl B:tterman's[S) theoretical va!nes for 1 Aow theory and 12 deformation theory, ca and m, 2
tespectively: these are found from Batterman's formulae for incremental and deformation j!
s theory critical stresses, Ed = 43[(5 -4 J)SEr -(1 - 2 e) ]}-'"/:'*
pa)
=
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Gb)
E r
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l and the uniaxial stress-strain curves O'abl'c 1 and eqn 1). Both graphs show a great amou'nt of scatter of the points. but the deformation theory predictions of critical strains are seen to be rmrall)wery much closer than those using flow theory. This discrepancy between the Picdi&ts of flow anti deformation theories is one which hr.s been e.how n to occur in'many enCC kbn hk?.fr k C,% u pahaN put,% a enhua me.,.9,8/N (qho Mtk km b
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DATA SHEET i
IRAD oeaca-c="a*===*a a.
r GAGE 7 l3 1
1 Vibrating Wire
+1 4
Stroin Goges Type sM s
r
. 7 j
../
Type sP l
lh 3 f'\\
' 'p -
Type EM l
j!. y ?.
y
. Rugged and watertight.
3
- Compact "in-line" design.
. Easy to insta!!.
. Easy to read.
. Highly sensitive.
. Excellent long-term stability.
i e Frequency signal eliminates
~P 1
1 RAD GAGE Vibrating Wire Gages measure limitations on lead length and j
strains in steel work, on rock and concrete reduces contact resistance and 1
surfaces and inside concrete constructions.
ground leakage problems, i
c-
-11 The IRAD GAGE Vibrating Wire Strain Gages are-sensitive to lead wire resistance changes and contact designed to measure strains in steel, rock and concrete resistance and ground leakage problems are negligible.
constructions over long periods of time.They are par-Lead lengths of over one mile are acceptable. The s
ticularly suitable for use under adverse environmental period of vibration using either of the readout meters b ?
conditions and where high resolution coupled with high can be measured repeatedly to 10* seconds giving a reliabilityis required.
strain resolution of better than lyin/in.
The gages consist essentially cf a length of high ten-Vibrating Wire Strain Gages are well known for their sile steel wire clamped between two end blocks which long term stability which results from the fact that are welded or bolted to the surface of a structure (or in measurements of the tensioned wire are of its mechan-the case of concrete they are cast in place). Forces act-ical rather than its electrical properties. This inherent ing on the structure produce strains which introduce stability is further enhanced in the IRAD GAGE designs relative movements between the end blocks and thus a by the unique method of wire clamping (using stain.
change of tension in the wire.When the wire is vibrated less steel capillary tubing extruded under high pres-using a coil / magnet assembly the resonant frequency sure over the ends of the wire during manufacture),
uf the vibration, which varies according to the wire ten-This method of clarrping and the miniature coil / mag-
'j sion,gives a measure of strain in the structure.
net assembly allows for exceeding compact design.
The gages are read by the IRAD GAGE MB-6 portable Except for the vibrating wire itself the mechanical i i Digital Readout Box (see data sheet); in coal mines the gage components are made from stainless steel. The in-
!j permissible M8-3 Readout Box is used. Because they ternal elements are sealed by double 'O' rings allowing
,1 generate a signal that is a frequency rather than a for indefinite use under complete submersion.
l voltage or a current, vibrating wire gages are in-
-t w
y-yr-w.-
-- m--
---y,--_ _. _ _ _ _ _,,, _ _ _ _. -
m w
~
...,w e
j r GAGE
[
IRAD w
Vibrating Wire Strain Gage, m
Type SM
^"***
3 canie clamo and sesi f
y 9D:
.q 4
4
/
cw
- l m
Assemtsr s
ciampins its
'o'-rms sees.
N Vibrates Wire ee
/
4 5p _
M Ljf~&Q M
,, -weid
- Long-term measurements on steel,
~
rock and concrete surfaces.
wire clamo
?
The IRAD G AGE Type SM Vibrating Wire Strain Gage Either tensions or compressions can be monitored l
has been designed to measure strains on structural and no loads other than those required to tension the 5
- teel work as well as on the surface of rock and con-vibrating wire are applied to the structure. As the coef-
>l s
crete constructions. The gages are rigidly clamped by ficient of expansion of the wire is closely matched to apche' blocks which are welded or bolted to the struc-that of the structural steel there are no temperature-ture at predetermined spacing using a special lig. The corrections. lf temperature mearurements are required
+
initial wire tension is set to the required value by they can be monitored by a thermistor (optional extra)
.a rotating the clamping nuts usimt a standard wrench.
mountedinside the gage.
~'
The wire vibrations are measured using a coil / mag-Where gages are susceptible to impact damage such c.
net assembly mounted inside the gage. The lead wires as in hign traffic areas or during shotcreting,It is re-to this assembly are brought out through one of the commended that they be shielded by a metal cover ends. The period of the resonant frequency is easily (optional extra).
read on the display of the IRAD GAGE Readout Box The gages are provided with heavy duty' cable.
a MB-6 (or MS-3).
Further cable protection can be provided by means of 1
flex conduit coupled to the gage cover.
Calibration data are supplied with the gages to enaole SpecW h the observer to convert the period readings to strains.
~'
Model No.
SM-5
. -4 ActiveGageLength.
5 inches (127mm.)
14
" b( n (anchor block spacmg)
Maximum Strain Range 2000 gin./in.
I Sensitivity 1 p in./in.
V Temperature Range -
-40' to 150*F 4
OverallLength 7% inches (190mm.)
l Tube Diameter
% inch (12.7 mm.)
End Block Dimensions -(weldable) 1x 1x % inches (bolted) 1% x 1x % inches Weight with 10ft.of cable 1 lb.
,i 1
Essential Accessories Optional Extras Ordering Information - ModelSM-5 8PN k fo'c U
l Setting Jig (bolting type).
Thermistors.
e' l,
Setting Jig (weldable type).
Model MT-1 Thermistor Readout.
(Weldeble or Bolted)-
Wrench.
Gage Cover.
3 Model MB-3 (or MB-6) Readout Box. Flex Conduit.
)
- '-*a IRA AGE D L Cr
- i Vibrating Wire Strain Gage, 1
Type SP
[
Anenor su:n -
- ".s
/-- can6.
Probe Sody a,;
V 3
N.viereig 1~i )
wir.
Cod / magnet Assemtdy s
p Anchor mock 5
. Long-term measurements on steel,
/
rock and concrete surfaces.
i
~a C""'""8 "'
. A removable probe eliminates the-
- fl w
e e6d need for electrical connections to g;ji j
p the gage.
The IRAD GAGE Type SP Vibrating Wire Strain Gage tension is set to the required value by rotating the is a low cost unit designed to monitor strain changes in clamping nuts using a standard wrench. The wire is steelwork as well as on rock and concrete structures vibrated and the vibrations are picked up by holding where easy access to the ease is possible. The gage is a removable probe, containing a coil / magnet assembly,.
\\
unique m having no permanent connections between against the spacing tube. The magnetic field radiating.
the electronic readout and the mechanical strain-from the coil penetrates the tube walls and both drives sensing components; the readings are taken by holding and responds to the wire motions. The probe is used -
a removable probe against the car.ing of the gage.
in conjunction with the IRAD GAGE Model MB-6 Digi--
3 The basic unit consists of two end pieces, a spacing tal Readout.
tube and a length of high tensile steel wire that is The coefficient of expansion of the wire is closely -
clamped between the end pieces. The gages are in-matched to that of structural steel eliminating the need stalled by rigidly clamping them between anchor blocks for temperature corrections. Calibration data are suo-
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which are welded or bolted to the structure at a pre-plied to allow for easy conversion of the vibration period determined spacing using a specialjig. The initial wire readings to strains.
t Specifications
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Modet No.
SP.1 sP 5
. inches (mm.)' -
1 (25.4)-
5 (127) che i spac ng)
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Maximum Strange Range gin./irt.
2000 2000 00 2 Sensitivity (aierage) p in./in.
0.5 1
Temperature Range V
-40'to 1507
-40* to 150*F y
Overall Length Inches (mm.)-
1% (32) 6 (152)
Tube Diameter inches (mm.)
0.09 (2.3)
% (6.4)
End Block Dimensions.
inches 1 x 3/8 x 3/8 1 x % x 3/8 r
1 Accessories Orderinginformation l
Setting Jig (bolting type).
Specify: 1. Model Number.
Setting Jig (weldable type).
- 2. Weidable or Bolted End Blocks.
Wrench.
U Model MB.6 Readout Box.
l Type SP Probe.
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Type EM
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attempt has been made to minimize the interference t.N W*
of the Jage on the stresses acting in the concrete by matching the equivalent modulus of the tube to the The IRAD GAGE Type EM Vibrating Wire Embedment average value for concrete,3.8 x 10* psi (26 x IC*
Strain Gage has been designed to measure strains.
MPa), and by bringing the electrical cables out the within concrete constructions. Typical applications.
end of the gage.
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. would be buildings, foundations, dams, nudear power The gage is installed by embedding directly into the stations, tunnels and bridges.
concrete. Hofes in the end plates permit the gage to be The Type EM Strain Gage embodies all the features of attached to rebars. An alternative method of en-sthe Type SM Gage with the addition of an outer tube capsulating the gages in concrete briquettes prior to and end plates that become anchored in the concrete.
embedmont is recommended where the gages may be Strains between the end plated cause the outer tube to damaged by concrete placement. Two gage lengths (5 -
be correspondingly strained and the wire tension to be and 10 inches) are offered to cover use with medium p
chang;ed. As with the conventional Type SM Gage the and large concrete aggregate. Thermistors can be.
strains are measured in terms of the vibration period by provided if temperature measurements are required.
e Specifications Model No.
EM 5 EM 10 ActiveGage Length inches (mnt.)
5 (127) 10 (254)
Maximum Strain Range pin /in.
2000 1000 Sensitivity p in/in.
1 Temperature Range T
-40* to 150T
--40* to 1507 Overall Length-inches (mm.)
8 (203) 13 (330)
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Tube Diameter inches (mm.)
%- (16)
% (16) i l5 EssentialAccessories
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Model MB-3 or Model MB-6 Readout Box.
Orderinginformation s.
f Optional Extras 8P'Ci'Y $- N Num
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Thermistor Model MT-1 Thermistor Readout Box
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l f0F furtbh I.Ft.f0Ftvto.tiort. Wri.tB : IRAD GAGE,14 Parkhurst Street s
Lebanon, New Hampshire 03766, U.S.A.
L Telephone: 603 448-4445 I
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The IRAD GAGE Datalogger is designed to-automatically record data from vibrating -
wire transducers..
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The IRAD GAGE Datalogger is a multi-channel digi-to one week. Up to 6,000 lines of data cen be printed on tal data recorder used in conjunction with 'the Model a single rollof the paper tape.
'l MB-3 Readout Box. Automatically and at preset inter-In the manual mode each channel may be checked A
vais it records data from vibrating wire transducers, a in turn. In addition a test scan can be initiated for a
'd function it can perform accurately for long periods of status check on ati channels.
time. The Datalogger may also be operated in a manual The Datalogger is sealed and splashproof. It operates mode to record on command.
with the cover closed to protect the printer and the in automatic mode, data from stressmeters and paper tape from dirt and moisture.
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strainmeters etc. are printed on paper (i.e. adding The Model MB-3 Readout Box, which is used in con-t4 machine) tape along with the day, the time and the jurection with the Datalogger, is removable for local channel identification. Preselectable scan intervals readout use.
on the standard configuration range from 15 minutes l
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IRAD gg GAGE 3
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Vibrating Wire The IRAD GAGE Model MB-6 Readout Box
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Readout Box is desisaee to arovide a etsitei disaiar tor IRAD GAGE Vibrating Wire Gages.
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. Liquid crystal display.
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The IRAD GAGE Model MB-6 Vibrating Wire Readout ing appears in the display window and flashes on and 1
i is a lightwf ght, compact and simple to operate digital.
off as the readout constantly checks the reading.
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i readout foj lRAD GAGE Vibrating Wire Gages.
The automatic readout mode can be manually 1
The reac 7ut operates by initially generating a voltage overriden to extend the range of the unit and increase I]
pulse conflining a spectrum of frequencies spanning the possibility of obtaining readings from damaged the natural frequency range of the wire in the gage gages. In this mode the multiple frequency signal is y'
being read. When the signal reaches the coil / magnet replaced by a pulse containing a single frequency. The ~
assembly mounted inside the gage-(or probe), adjacent operator sets the frequency to coincide with that of the
? t to the wire, it changes the magnetic field around the vibrating wire by turning a tuning control. Once the -
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wire at a frequency corresponding to that of the input wire is set in motion the technique of obtaining and W'
signal. When one of the frequencies in the input signal displaying the vibration period is the same as described coincides with that of the wire, the wire vibrates and-above.
continues to vibrate afterthe input signal has ceased. A Considerable attention has been given to produce a t
voltage is then generated in the coil at a frequency highly reliable readout for use under adverse en-corresponding to that of the wire as it vibrates in the vironmental conditions. With the lid open the metal d
field of the coit/ magnet assembly. This constant case is splash proof and the liquid crystal display is
,' l frequency signal generated by the gage is amplified by easily read even under bright sunlight. The solid state g
the readout meter and conditioned to eliminate elec-circuitry is mounted on printed circuit boards and the I
trical noise. Then, one hundred cycles of wire vibra.
controls are sealed. Universally obtainable type AA
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tion are timed by a precise quartz clock and the time batteries are in a pack mounted in the lid for easy 3
is displayed digitally.
access. A low voltage indicator is provided in the dis-
.To obtain readings, the operator: connects the gage, play. Rechargeable batteries are offered as an option.
syts a switch to one of two positions corresponding to The Model MB 6 Readout can be adapted for use gage type, and depresses the ' read' button. The read-with the IRAD Datalogger (See Data Sheet).
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CODE CRITERIA COMPARISON f.fh' s
1.1.
CODE ALLOWABLE - 3Sc h-1 COLLAPSE is a YIELD STRENGTH BASED PHENOMENON
?f 3Sc =_2Sy
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Sy for 36" PIPE AT MIDLAND - 38,000 PSI
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Using STRAIN-0VALITY RELATIONSHIP FROM J.D. WOOD, CODE ALLOWABLE OVALITY IS 2.7%
1 1.2..
STAFF POSITION is 1.5% OVALITY
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STAFF POSITION is a FACTOR OF SAFETY OF 1.8 on CODE i
ALLOWABLE.
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.1'i'e 1.4.
MIDLAND would be SUBJECTED TO A DESIGN CRITERIA MORE f
RESTRICTIVE THAN REMAINDER OF INDUSTRY.
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- 2. AVAILABLE DATA T
'l, SU.91ARIZES BATTELLE-COLUMBUS 2.1 NUREG/CR-0261 DATA FOR LARGE SCALE TESTS AS FOLLOWS' 71 '
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20 4
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SIGNIFICANT NUMBER OF DATA POINTS FOR MIDLAND 36" BURIED PIPE f
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% OVALITY 8
t 96 2.3 OTC PAPER NO. 1569 I
PRIVIDES 4 DATA POINTS
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% OVALITY t
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2.4 NUREG/CR-0261 Regarding ELBOW OVALITY indicates that OVALITY'at MID PLANE of ELBOW are Higher than End So that ELBOW ALLOWABLE OVALITY will be larger than STRAIGHT PIPE at COLLAPSE POINT. This DATA indicates OVALITIES at MID PLANE Ranging from 7.6% to 14.5%.
It Should Be NOTED that COLLAPSE DID NOT OCCUR and the 14.5%
OVALITY REDUCED FLOW AREA BY 2%.
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- l 055930 1o UNDERGROUND DIESEL FUEL TANKS j
C.
p Sand Settlement Due to Ground Shaking by the Earthquake The matter pertaining to.the settlement of the diesel fuel oil tanks and the pipes connected to the tanks due to seismic shakedown was discussed g!
in the meeting of May 5, 6, and 7,1981 between Consumers Power Company t-and the NRC staff. In accordance with the agreement reached in this j
meeting, an estimate of settlement was made for the loose sand layer indicated in boring DF-5 (See 10 CFR 50.54 (f) Response to NRC Request Regarding Plant Fil, Question 33, Figure 33-1). The estimate is based E.
f' on the procedures suggested by !!. Silver and H. B. Seed in their publication entitled, " Behavior of Sands Under Seismic Londing Conditions", published I,
in report number 69-16 of College of Engineering, Uiversity of California at Berkley, December 1969; and further modified procedure by R. Pike, H. B. Seed and C. K. Chan in their publiccation entitled, " Settlement of Sands Under Multidirectional Shaking", published in Journal of Geotech-r nical Engineering Division of American Society of Civil Engineers, April 1975. The procedures involve using the relative density of sand as determined from standard penetration tests (SPT) and the relationships between shearing strain and vertical strain published by Silver and Seed, 1969. In this calculation a ground surface acceleration of 0.12g
- was used. The vertical displacement calculated from this procedure is then multiplied by three to account for multidirectional earthquake ground shaking as proposed by R. Pike, H. B. Seed and C. K. Chan,1975.
Based on this evaluation, the estimated shakedown settlement of layer of loose sand, as indicated in the boring DF-5 is on the order of 0.04 inch which is insignificant. It is concluded that the settlement of such a i
small magnitude will not cause any difficulty during the operation life of the plant.
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