ML20081A858
| ML20081A858 | |
| Person / Time | |
|---|---|
| Site: | Byron  |
| Issue date: | 02/06/1984 |
| From: | DAMES & MOORE |
| To: | |
| Shared Package | |
| ML20081A856 | List: |
| References | |
| NUDOCS 8403060347 | |
| Download: ML20081A858 (22) | |
Text
4
- BYRON-FSAR 1
l ATTACHMENT 2. 5J REPORT GEOTECHNICAL SERVICES SEISMIC CROSSHOLE SURVEY AND DYNAMIC SOIL PROPERTIES AT THE RIVER SCREENHOUSE BYRON STATION l UNITS 1& 2 I COMMONWEAL'IH EDISON COMPANY l l
I 8403060347 840228 PDR ADOCK 05000454 E PDR Report for Commonwealth Edison Prepared by Dames & Moore I
m BYRON-FSAR i
l ATTACHMENT 2.5J TABLE OF CONTENTS Letter of February 6, 1984, from Dames & Moore to Sargent & Lundy.
Report, Geotechnical Services - Seismic Crosshole Survey and Dynamic Soil Properties at the River Screenhouse Byron Station
- Units 1&2, Commonwealth Edison Company W
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- ' . Damss & Mosra -
1;.0 Northwest liighway PmL Ridge, I!!inon 60068 T r[yDj (312) 297-6120
- = = 2s=7 c* die aare : o^"e" oat
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. February 6, 1984 r
- Sargent & Lundy, Engineers '
55 East Monroe Street Chicago, Illinois 60603 7
b Attention: Mr. R. J. Netzel
- DM0-47 E
,,, Gentlemen:
y Re Report 1 Geotechnical Services Seismic Crosshole Survey and Dynamic Soil Properties at the River Screenhouse
[ Byron Station - Units 1 and 2
& Commonwealth Edison Comoany Enclosed are four copies of our " Report, Geotechnical Services, Seismic Crosshole Survey and Dynamic Soil Properties at the River Screenhouse, Byron Station - Units 1 and 2, Commonwealth Edison Company." This work was performed in accordance with Sargent & Lundy's Consultant Specification No. 111, latest revision.
! If you have any questions, please contact us.
l Very truly yours, 4
DAMES & MOORE 5 c ex c22 i
y ichael M L. Kiefer Partner MLK/TPilhk I Four copies submitted l -
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$. TABLE OF CONTENTS e-PAGE P
INTRODUCTION . . . . . . . . . . ... . . . . . . .. . . . . 1 L
SCOPE OF WORK. . . . . . . . . . .... . . . . ... . . . . 1 l
iF+
1 SUBSURFACE CONDITIONS. . . . . . . .... . .. . . .. . . . . 2 i l
GENERAL . . . . . . . . . .... .. . .. ... . '. . . 2 DISCUSSION. . . . . . . . . . .. . . .. . ... . . . . 2 E SEISMIC CROSSHOLE SURVEY . . . . ... . . .. . ... . . . . 3 !
6 ,
GENERAL . . . . . . . . . . ... . . . . . ....... 3 i SUBSURFACE DIRECTIONAL SURVEY .. . . .. . ..... . . 3 INSTRUMENTATION . . . . . . .... . . .. ... . . . . 4 FIELD PROCEDURES. . . . . . .... . . .. ... . . . . 5 INTERPRETATION. . . . . . . .... . . .. ..... . . 6 DYNAMIC SOIL PROPERTIES. . . . . ..... . .. ... . . . . 6 ll DETERMINATION OF SHEAR MODULUS FACTOR ... ... . . . . 6 CONCLUSIONS. . . . . . . . . . ...... . . . . . . . .,. . 8 k
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I il II Dames & Moore l
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r-'
- d. REPORT GE0 TECHNICAL SERVICES
.p SEISMIC CROSSHOLE SURVEY AND j DYNAMIC SOIL PROPERTIES AT THE RIVER SCREENHOUSE BYRON STATION - UNITS 1 AND 2
, COMMONWEALTH EDISON COMPANY
~
INTRODUCTION !
This report presents the results of the seismic crosshole j survey performed at the Byron Station River Screenhouse.' The work {
was performed in accordance with Sargent & Lundy's Consultant Specification No. 111, latest revision, dated September 14, 1981. !
The purpose of this survey was to measure the shear wave velocity within the granular alluvial deposits and to evaluate the variation of dynamic shear modulus with depth based on the measured l velocity profile. !
SCOPE OF WORK A seismic crosshole survey, utilizing three in-line bore-holes, was conducted at the location shown in Figure 1. This g location was selected to permit conduct of the survey as close to the River Screenhouse as possible, while at the same time keeping an adequate distance away from the in-situ sheetpile and pipelines.
The boreholes were arranged in a straight line configur-ation, with a distance of approximately 15 feet between boreholes.
l All boreholes were drilled a minimum of 4 feet into bedrock !
(approximately Elevation 568) and were cased with 3-inch I.D. PVC j
pipe. The casing was grouted in place. Drilling services were l subcontracted to DEG Drilling and were conducted from December 19, 1983 through January 4, 1984.
i The seismic crosshole survey was per formed by Dames &
i Moore geophysicists en January 7 through 13, 1984. Subsurface directional surveys were performed by Eastman Whipstock in each of f
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~1-Dames & Moore 1
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- I N- the three boreholes to determine the true subsurface distances-between boreholes. Geophysical measurements were made at 5-foot 7 depth intervals, L
f ., . SUBSURFACE CONDITIONS L;
GENERAL :
The borings -were drilled utilizing rotary wash drilling equipment at the locations shown in Figure 1. Standard split spoon (SPT) samples were taken at 5- foo t intervals throughout the full l p depth of the borings. The borings were drilled to a depth of !
L 118.5 feet, which was approximately 3.5 fee t into bedrock. The '
boring logs are presented in Figures 5.1 through 5.3.
l DISCUSSION I The soils encountered consist of a very dense layer of .
I fill over a 5- to 10-foot thick layer of medium dense silty sand.
Beneath the silty sand is a medium dense to very dense granular deposit that extends to a depth of approximately 115 feet, where bedrock (St. Peter Formation sandstone) was encountered. The I granular deposit is variable in composition and ranges from fine, poorly graded sand to well graded gravelly sand with occasional
' cobbles and boulders. -
t l
The soil conditions at the location of the geophysical j crosshole survey were compared to those present below the River ;
Screenhouse. The stratigraphy encountered in these borings is -
nearly identical to that reported in the FSAR. Therefore, it is concluded that the subsurface conditions at the geophysical survey location are representative of those underlying the River Screenhouse. However, a review of the standard split spoon j penetrdiLan resistance indicates that the overall penetration !
resistance at the location of the crosshole survey is slightly ;
higher than those obtained in the borings drilled at the location l
j of the River Screenhouse. ,
4 l
ll i Dames 8. Moore I a a
i ra SEISMIC CROSSHOLE SURVEY GENERAL n In-situ measurements of seismic shear.and compressional L wave velocities were obtained by performing a crosshole survey.
, The survey was performed using the three boreholes (Borings XH-1,
( XH-2, and XH-3). These boreholes, located in the vicinity of Plant Coordinates 14650N and 4860E, were arranged in an in-line configur- i E ation, as shown in Figure 1. A spacing of approximately 15 feet !
e.
between boreholes was used to assure adequate time separation of
@ the compressional (P) and shear (S) wave energy arrivals at the j
" recording boreholes.
r= !
{ All three boreholes were drilled to a depth of 118.5 -
feet. The borings were drilled at a diameter of 5-7/8 inches. The three boreholes were cased with 3-inch I.D., Schedule 40 plastic casing. Casing extended to the full depth in all borings. The i casing was grouted in place in each borehole using a cement-l bentonite grout to provide good coupling between the casing and borehole wall.
I ~
SUBSURFACE DIRECTIONAL SURVEY B !
E In order to obtain detailed and accurate velocity I p measurements from the crosshole survey, subsurface borehole !
g directional surveys were performed to obtain precise subsurface i location data fo r each borehole. These surveys, performed by .
Eastman Whipstock, utilized a gyroscopic survey tool to measure borehole inclination and azimuth. Photographs, showing azimuth and l inclination, were obtained at 10-foot intervals. The track of each borehole was computed from the azimuth and inclination readings '
'g using the minimum curvature method. Borehole drift at each s surveyed depth was converted to a rectangular coordinate system.
Distances between the boreholes at various depths were then computed from the coordinates. Distance measurements at depths D
Dames & Moore
{
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p r m
- I' between those surveyed were obtained by interpolation. As reported by Eastman Whipstock, a bottom-hole location accuracy o f a minimum
,e of 1 foot per 1000 feet of depth was possible through this survey.
i INSTRUMENTATION
' Energy for the seismic crosshole survey was generated using a downhole bidirectional reversing hammer. The hammer, a
. Bison Model 1465-2 shear wave hammer, consists of a body with extendable hydraulic pistons attached to shoes to couple against j the casing wall. It is equipped with a slide weight assembly that j is used to strike the hammer body in either an upward or downward l
{ direction. A trigger assembly, mounted within the hammer body, provides the zero-time reference (time of imp'act) for the survey.
f l
This energy source produces a shear wave rich package of seismic waves that can be polarized by the direction of the strike of the j slide weight. Strain levels produced during this type of survey are generally considered to be in the range of 10-6 inch / inch.
{
The energy produced by the shear wave hammer was detected at the recording boreholes using triaxial borehole geophones. The geophones, GeoSpace Model HS ,3-LP3D, with a natural frequency of 10 Hz, were coupled to the casing using pneumatically . inflated tubes. ,
A digital signal enhancement seismograph was used to
{
record the wave arrivals at each geophone. The signal enhancement seismograph permits the successive summation of waveforms from each ,
, input and results in the enhancement of signal and cancellation of random noise. The recording unit, a Nimbus Model ES-1200 12,-channel seismograph, was used to display six traces for each geophone. The three orthogonal directions of the triaxial detectors were displayed on each recording for both upward and j downward hammer impacts. , j
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~k 2 FIELD PROCEDURES
- The procedure used to per form the seismic crosshole y survey was in general accardance with the ASTM suggested method for a performing crosshole sel,smic testing2 , and was as follows. The shear wave hammer, suspended in Bcring XH-3, was lowered to the desired recording elevation. The hammer shoes were hydraulically I
extended to clamp the hammer in place at that elevation. The borehole geophones, suspended inl Borings XH-2 and XH-1, were I lowered to the same elevation es the shear wave hammer. The tubes !
on the geophones were inflated to couple them to the casing wall. (
A series of 5 to 8 downward impacts of the slide weight against the hammer body were made by raising the weight and allowing it to fall !
against the top end of the hammer. The wave motion obtained at the geophones from each impact was digitally stored in the seismograph I 3
and summed with previous impacts. Upon completion of the series of downward impacts, these data were placed in storage in the !
seismograph and a new set of traces for upward impacts was l
recorded. The upward impacts were made by drawing upward on the slide weight until it impacted against the bottom of the hammer body. A similar number of upward impacts (5 to 8) were digitally summed. ,
After completion of the upward impacts, all 12 traces i were output from the seismograph on a permanent recording. At each ,
recording elevation, the recording sequence was repeated to produce two complete sets of traces.
Following the completion of two recording sequences, the i hammer and geophones were released and placed at the next recording elevation, where the above procedure was repeated. Seismic recordings were thus obtained at an elevation interval of 5 feet.
1 8allard, R.F., Stokoe, K'. H . , and McLamore, R., 1983, Proposed standard methods For Cross-hole seismic testing: Geotechnical{}
Testing Journal, GT-J00J, vol. 6, no. 4 (December). l i i 'i I '
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INTERPRETATION
-- _ The data obtained from the seismic crosshole survey were m . interpreted for P-wave and S-wave arrival times at each geophone.
_ The P-wave arrivals were identified on the horizontal detector traces as the first coherent wave arrivals. The S-wave arrivals were identified on the vertical traces at the point in the waveform where a change in the trace amplitude and frequency coincided with
{ a reversal of trace motion that wasj correlative with the direction of energy input by the hammer. The characteristic of reversal of '
trace polarity from reversal of input motion is characteristic of l
the S-wave and was thus used to confirm the onset of that wave '
system.
E :
The P-wave and S-wave arrival times, picked to reading l g accuracy o f !0.1 millisecond, were used with the subsurface bore-hole separation distances to compute P-wave and S-wave velocities !
at each recording elevation. The short and long interval distances (XH-3 to XH-2 and XH-3 to XH-1, respectively) were used to evaluate the occurrence of refracted wave travel paths. The results of the l seismic crosshole survey, P-wave and S-wave velocity profiles, are f presented in Figures 2 and 3.
I i
DYNAMIC SOIt, PROPERTIES !
l DETERMINATION OF SHEAR MODULUS FACTOR l l
The value of shear modulus (Gmax) at low strain levels '
(10-6 inch / inch) was calculated from the shear wave velocities obtained from the crosshole survey using the expression:
0
[ Gmax = PVs 2 ,
where: Vs = measured shear wave velocity (feet per second);
.j p = mass density'(y/g); Il y = in-situ bulk density (pounds per cubic foot); and i g = acceleration of grav[ty (32.2 feet /second/second). g l
i i Dames & Moore I 1
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w 1
The unit weight of the soils was based on previous test results I (Borings RS-5 and RS-5A, Byron FSAR).
a p The calculated shear moduli were then normalized with i respect to confining stress in accordance with Seed and Idriss2 using the expression:
K2 max = (Gmax) / (1000 /cm ) '
I where: om = mean ef fective stress. -
The mean ef fective stresses were based on a coefficient {
of lateral earth pressure of 1.0. The calculated K 2max values and the measured shear wave velocities are presented in Figure 4.
l -
The data presented show a mean value of K2 max Of 79, i
which is in close agreement with the empirically determined (Ohsaki and Iwasaki8) value of K2 max of 85 as reported in DMO-35, dated April 8, 1983. j Also shown in Figures 2 and 4 ale the empirical values
'" $"" ' * "* ** tty "e x2mex calculated from tne set blow I
count obtained in Borings XH-1, XH-2, and XH-3 using the Ohsaki and j Iwasaki 3 method. It may be seen from Figure 4 that the irmpirical value for K2 max of 98 is close to 25 percent higher than that g determined from the measured shear wave velocities. This is in .
E agreement with the empirical evaluations presented in the !
literature." ,
2 Seed, H.B., and Idriss, I.M., 1970, Soil moduli and damping I factors for response analysis: University o f California, Earth-quake Engineering Research Center, Berkeley, Report No. EERC70-10 (December).
i 8
Y and Iwasaki, R., 1973, On dynamic shear moduli and
- 0hsaki,'s.,
Poisson ratios of soil deposits:. Soils and Foundations, vol. j 13, no. 4 (December). !
' Anderson, D.G., Espana, C., and McLamore, V.R., 1978, Estimating l I in-situ shear moduli at competent sites: Proceedings of the ASCE Geotechnical Engineering Division Specialty Conference on Earth-
~
quake Engineering and Soil Dynamics, Pasadena, California (June).
I Dames & FAoom
P k CONCLUSIONS
[ The results of the field geophysical measurements performed at the River Screenhouse show an average value of K max 2 F of 79. This is within the range (K2 between ;5 and 90) shown in L Figure 2.5-89 of the Byron FSAR.
--00000--
t q , The following figures are attached and complete this I report: {
i Figure 1 Plot Plan l Figure 2 Shear Wave Velocity Versus Depth !
Figure 3 Compressional Wave Velocity Versus Depth Figure 4 Shear Modulus Factor K2 Versus Depth figure 5 Log of Borings t
Respectfully submitted, f DAMES & MOORE E
)Lf)Zlb's Michael L. K efer Partner *
~] , --
Terje Preber l Senior Engineer -
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REFERENCE:
i TITLED: PROPOSED SCREENHOUSE AND BLOWDOWN OUTLET I FOR: COUNTY OF OGLE, STATE APPLICATION TO THE U.S. CORPS OF ENGINEERS Jr-
- ARGENT AND LUNDY ENGINEERS FIGURE 1 u CAGO, iluN0is PLOT PLAN ,
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- .;= .
t
' ;. -635 50 I
f
( ;...
~ :. -630 s' a .,::
.;j;,
- .. -625 \
"' i 60 }.'.
i 65 se a ll .
-620 i
}
\
/
1
- . ; -6/5 3e a sanots causa 70 .. ,
E ,:;: :
.: 1
- .: - 610 4e a y, :l.) .
6 1
BYRON STATION g 1 FIGURE 5.3 l LOG OF BORING XH-3 i
i (SHEET 1 OF 2)
O
. s BORING XH-3 (CONT'D) 8
= .
u . e o ww
$t og 4:
.. ;.r sW S. I.Et. * ;: 45
. *i y
,,e, .s. s, . .
svaesv.. v. ?
E 4% Wh 7 E
,5 1f f!# ]; [ fi Es &( C u y$
i
=
44 swoots orsemenovs
- - SW -605 si a Cuns vtu cuss
% gg lG. ,
Sa0W FtkE TD PEDlum $AMO (WER, CEM$E)
- 600
** SP 85
,,= .. To censi sa,,0 wim sunt - 595 137 2 80 Y
- GRAGES WITH Cos5LI5 AMG toutDERS Faon 99.0' 70 107.0*
- .: - 590 so a ..
95 l
- ..l. .
I /00
!*s sa ll.
.7.,. Sw snAors viru Cocaus
-585 l
- l. -580 too 35* a 10 5 :..
5:.* - 575 40 e CRADES vf fM lort 56LT PotstTS
//0 ' ;f
- wiwin cc=u sAno
- .*. - 570 122 g *.* .
jj$ 3' .
swsrcer ,tLL'wila-snown, POORLT CEJENTED e BORING COMPLETED AT A DEPTH OF 118.5 Fit? 0414-84
- 565 jgg 3 14CH DI AMETER SChEDL'LE 40 PVC PIPE CROUTIO IN PLAct.
CAsthG USED TO A CEPTH OF 8.5 FEET.
h4 TEA LEVEL NOT RECORDED.
. 5 I
4 BYRON STATION FIGURE 5.3 g
LOG OF BORING XH-3 (SHEET 2 OF 2)
._ - . __ -. _