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Excerpts From " Foundation Grouting Report Unit 2"
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OCONCEPT OF GROUTING CIDSURE
After establishing the nature of the host rock for grout in'ection, it
was decided that a split-spaced stage grouting technique could be relied
upon to assure that the rock mass would be effectively grouted. Such grouting
closure would be completed when:.
1. The acceptance of grout by the rock system had been decreased
to a negligible quantity under an appropriately applied pressure
for the depth of injection.
2. Pemeability of the rock mass had been decreased to a value
approximating the interstitial or primary pemeability of the
rock.
The closure concept employed is a standard method which considers that
after arriving at a primary hole spacing (accomplished by exploratory drilling,
testing, and test grouting), an initial set of injection values (in this
case cubic feet of grout injected per lineal foot of injection hole) should
decrease to an insignificant or end value in subsequent order injections in
split spaced holes (holes drilled midway between original holes).
According to Grant this injection value, termed unit take ". . . is
a measure of bedrock conditions that can be translated into the effectiveness
of the treatment, Under controlled operating procedures, this unit provides
a common denominator for evaluating the grouting work at different parts of,
a foundation."
Grant, L. F. (1961+) Concept of Curtain Grouting Evaluation, Journal of*
Soil Mechanics Division of the ASCE, Vol. 90, SM1.
02l2GIL B E RT AS SOCI A TE S, INC.
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It was then decided that a test grout curtain was necessary to establish
optimum primary hole spacing and injection techniques before efficient
production grouting could be performed.
TEST CURTAIN GROUTING
Prior to the start of any drilling or grouting, an extensive testing
program was performed. The purpose of the testing was to determine what
" quick set" or dehydrating additive would be the most useable and economical
in production grouting to prohibit w:Ldespread intrusion of grout in unnecessaryareas.
The four products tested were:
1. SIKA NO. k
2. DEHYDRATINE 80
3 POR-ROK
h. Calcium Chloride
FOR-ROK was immediately eliminated because of a lack of dependability.
SIKA NO. k was prohibitive in cost with only a minor increase in dependability
over the other products. DEHYDRATINE 80 gave good results at a moderate cost.
Calcium Chloride was proved best because of its low price and dependability.
After careful selection of the appropriate dehydrating agent, a test
curtain was established between holes O and 20, located on the perimeter of
the Boiler Room, as shown on Figures 1 and 3
The following list indicates the approaches, techniques, and materials
employed in the test curtain:
1. Neat cement grout only.
2. Neat cement grout with calcium chloride._
0213m...,...c.mim
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9
'3 Sanded mixes only,
b. Sanded mixes with calcium chloride.
5 Intemittent injection.
6. " slugging" (pressure pulsing).
7. AM-9 Chemical Grout.
8. 2 mbination of Items 1 through 6.
An arbitrary distance of 64 feet was chosen for initial spacing of
primary holes O and 20. These two holes were both drilled to a depth of
20 feet. Neat cement grout was used initially. It was quickly discovered
that as a first injection mix, neat cement grout was expensive and impractical
because the highly pervious rock consumed such large quantities of the low
viscosity mix.
An attempt was made to inject only a predetermined aaount of neat.
cement grout with enough calcium chloride to give a quick set. Neither neat
grout nor neat grout with calcium chloride could be used to seal twenty-foot
intervals by injecting only moderate volumes of grout.
Still not sealed, holes O and 20 were grouted with a 1:2 cement, sand
mix. Moderate volumes of grout still could not render the injection
intervals grouted. At this point, calcium chloride was added to the sanded
mix, but it was not successful. .The " slugging," or pressure pulsing
technique likewise provided no measure of success, except in areas of loose
material and small open seams.
Finally, a closely controlled intemittent injection program (attained
by periodica11hinjecting predetermined quantities of grout in a single hole)
was initiated. The initial injection laid a base upon which succeeding
s
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G I L B E R T A S S O C I A T E S. I N C.
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injections were placed. This technique proved throughout the program to be
the only method that veuld work successfully.
Next, the spacing of the holes and the effect on the host rock of the
various grout mixes were determined. After completing holes 0 and 20 to a
depth of 20 feet, hole No.10 was drilled to reduce primary hole spacing to
32 feet. coring hole 10 revealed no evidence of grout nor a significant
change in the unit tate.
Next, secondary holes 4 and 14 were cored. There was an average
decrease in unit takes of these two holes, as well as an occurrance of grout
seams in hole 14.
Tertiary holes 2, 6, 12, and 16 were drilled. Grout seams were found
in these holes. By the tertiary order, (8-foot spacing between injection
holes) the unit take was down to acceptr'le limits for closure.
OCompletion of grouting in the test curtain revealed the following:
1. A split-spaced, stage grouting technique could be used.
2. Primary holes should have a maximum spacing of 32 feet.
3 The tertiary order wculd be the lowest order in the
standard pattern. '
4. Intermittent injection must be used to "close out" holes of
higa grout consumption.
5 Sanded mixes are useful only in large voids.
Grouting operations performed subsequent to the test curtain showed
that:
1. Flyash mixes penetrated all but the smallest opening.
2. Neat cement grout should be used as a waterpr afing agent
upon the completion of normal grouting. *b\~
G IL B E R T A S S O C I A T E S, I N C. I
11
3 A quaternary (4-foot) hole spacing should become a part of the
standard injection ppttern. This need for closer hole spacing
was not revealed in the test curtain because the grout was
injected into rock that was better than averans for this site.
Initially all holes in the standard pattern were drL ded to a depth of
100 feet (except holes 0, 70, and 90). With time and experience it was found
that varying depths could be assigned to the different order holes because
with greater depth more pressure could be applied with the grout accordingly
influencing a larger area.
The following list gives these depths:*
1. Primary holes . . . . . . . 100 feet. . .
2. Secondary holes . 90 feet. . . . . ....
3 Tertiary hole 80 feet. . . . . . ....
k. Quaternary holes 75 feet. . . . . ....
* Note: These depths are based on a backfill elevation of 94 feet or lover.
Another phase of testing involved the use of AM-9 chemical Grout. The
manufacturers of AM-9 furnished an engineer to supervise the program. The
results of the testing revealed that such a chemical grout, if required,
could effectively be used to create an impervious foundation, but only after
a full standard grouting program. However, the expense was prohibitive
especially in view of the fact that proper grouting techniques and neat
cement grout could do the same job for 1/llth the cost, in 1/10th the time.
Consideration was given to the possibility of depressions in the dolomite
below the area explored in the pre-grouting exploration program. To check
for these possible depressions, three holes (Numbers 70, 90, and 0) in the
curtain wall were deepened to 110 feet. In addition, several hoJes in the
C. )'consolidation grid were also deepened.
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c i t. B E R T A S S O C I A T E S, I N C. ^'
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OThere was, as expected, an increase in the grout consumption in this
lower area because it contained larger, cleaner fractures. It was shown,
however, that the interval of 100 feet provided adequate penetratic n into
dolomite without excessive loss of grout through vertical pemeation of the
secondary rock structure (fractures).
PRODUCTION GROUTING,
Grout Curtain
In all cases the numbering system used to identf fy holes by their order,
as shown on Figure 4. is as follows:
Hole numbers ending in: 0 - - - - - - - - - Primaries4 - - - - - - - - - Secondaries2 or 6 - - - - - - TertiariesOdd Numbers - - - - QuaternariesA - - - - - - - - - QuinariesB - - - - - - - - - Senaries
The following is a tabulation of the number of holes utilized in the
three curtain walls surrounding the various areas of Unit No. 2.
Area Primaries Secondaries Tertiaries Quat. Quin. Sen. TotalBoiler Room 18* 18* 36* 37 19 2 130
Turbine Room 12* 12* 2h* 22 4 74--
Stack Area 8* 8* 16* 32* 8 72--
Total 38 38 76 91 31 2 277* Indicates holes used in standard rattern
Each hole in the standard pattern contained a minimum of three zones
as shown on Figure 3 The depths of these zones were 20 feet (Zone I), 50
feet (Zone II), and the bottom of the hole (Zone III). However, a stage was
created within a zone if problems were encountered, such as loss of drilling
Oh
6 t L F E R T A S S O C I A T E S, I N C.
13
water or severe caving conditions within the hole. The quaternary, quinary,o
and senary orders, not considered a part of the standard pattern (except in
the Stack Area where quaternaried were standard), were located at points
where pressure and/or grout take indicated that the hole did not close out
properly. The depths of these holes were determined by the location of areas
of unusual grout take.
The depths of the three zones were determined by the following rationale:
Zone 1 (20 feet) -- This interval involved from 10' to 16' of casing
inserted through the backfill and into 1+' to 10' of caprock. With
the bottom of the hole in comparatively good rock, grouting efforts
could be concentrated on effectively sealing the surface rock and
backfill material. Any greater hole depth would penetrate the
caprock altogether.
Zone II (50 feet) -- This depth was in reality an arbitrary figure
which fell in an area that presented a segment of hole that was
not too lengthy, pierced the caprock completely, and penetrated
the problem area of the foundation. This zone of grouting usually
was bottomed in the differentially cemented limerock.
Zone III -- Although dolomite was generally encountered at 70 feet,
the depth of 100 feet for primary and secondary orders was necessary
to penetrate the steeply dipping fractures in the dolomite for
proper containment of the silts and sands in the overlying transi-
tion -zone, which generally was encountered in the upper portions of
this zone. Also, the curtain wall had to be deep enough to insure
complete containment of all grout injected during consolidation
grouting. Q2}8f'\v
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GI L B E R T A S S O C I A T E S, I N C.
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The following data obtained during the curtain grouting process shows in9sumary fom that successive order grout injections provided effective grout-
ing closure.
Sumary of Curtain Grouting *
Hole order Feet Drilled Cubic Feet Grout Injected Unit Take (cuft/in)
Primary 3826 105393 27.50
Secondary 3801 29596 7.80
Tertiary 7242 23975 3 30
quaternary 7150 5534 o.77
quinary 1610 821 o.51Senary 100 20 0.20
Total 23729 Total 165339 Ave. 7.00
* See Appendix D for complete Grouting Records
Grouting operations were conducted by drilling and grouting a single
curtain zone (regardless of the number of stages) of at least two consecutive Oprimaries. From this point, the same zone was grouted in the secondary hole
located exactly between the two primaries. Finally, the tertiary holes were
drilled and grouted on both sides of the secondary.
If, at this point, a tertiary hole took too much grout, it was closed
in upon by two quaternary holes located on either side of the tertiary and
in the plane of the curtain wall. Splitting of each succeeding order
continued until closure was made, e. g., a negligible grout take was arrived
at under the appropriately applied pressure. The grouting of the curtain
valls around the three areas, (Boiler Room, Turbine Room, and Stack Area)
was straightforward and involved only minor changes in the procedure developed
in the test curtain.
0 'd >G I L a E R T A s s 0 C I A T E S, I N C.
15
Only three anomolies existed in the entire grouting of the curtain wall.
These were:
1. The high unit takes of the primary order.
2. The extreme tightness of the silt and sand in the closing orders
caused by densification of the material through grouting.
3 The unexpected large quantities of silt and sand encountered in
the foundation.
It might be mentioned that the problems caused by these highly densified
materials were even further amplified in consolidation grouting.
Although it was detemined that no continuum of interconnections existed
in the rock structure, there were features which caused grout to " prefer"
certain routes of travel while being pumped. Definite travel was traced
for as far as 90 feet along these " preferred" routes which appeared to be
oriented along a northwest - southeast trend.
One such feature passed through the Turbine Room. Referring to Figure
1, the northeast edge of this " preferred" route entered the north edge of
the Turbine Room at hole 260 and exited at the east edge of the Turbine Room
at hole 316. The southwest edge of this same feature entered the west edge
of the Turbine Room at hole 220, headed toward curtain hole 70 and bent;
around to exit at the east wall of the Boiler Room at hole 100.
Another prominent route existed in the Boiler Room. The northeast edge
started at curtain hole 212, headed east to hole 50 and then bent to exit at
hole 110 on the east side of the Boiler Room. The southwest border started
at hole 27 and headed in nearly a straight line to hole 1214
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The problem areas just described, contained large quantities of silt and
sand from elevation 65 down to dolomite at about elevation 25 Three dimen-
sional grout travel occurred within these areas. Grout was injected at a
depth of 70 feet and was found to communicate to holes only 20 feet deep.
Consolidation
The following summarizes the distribution of grout injection holes
utilized in the consolidation grouting process:
Area Primaries Secondaries Tertiaries Quaternaries ToteJ*Boiler Room 63 72 135 9 279
Turbine Room 50 45 95 190--
Stack Area 21 16 32 69--
Total 134 133 262 9 538
For order of holes, refer to Appendix B; for location, refer to*
Figure 1.
Each consolidation hole contained a minimum of two zones which were
fonned at depths of 20 feet (Zone I), and at the bottom of the hole (Zone
II). However, as in curtain grouting, a stage was created whenever anomolous
conditions were encountered.
In Zone I, primary holes were drilled and grouted first, creating a
16-foot, square grid pattern. Next, the holes in the center of each square
Brid were drilled and grouted. These holes were the secondaries. Finally,
unless further " splitting" was necessary, tertiary holes were drilled and
grouted to the bottom of Zone I. This operation filled in all spaces left
after the primaries and secondaries were drilled and grouted.
022ii
OG I L B E R T A S S O C I A T E S, I N C.
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When holes were to be taken to their final depths, every second primaryc
was drilled and grouted, creating a square grid of 32 feet. Then, the remain-
ing primaries were completed and the final orders were completed as for Zone
I.
Initial unit take figures were considerably less for consolidation grout-
ing than for curtain grouting. An eight-foot grid pattern and a tertiary
order closing hole produced a well consolidated foundation with closing order
unit takes consistent with those of the grout curtain. A summary of these
values is tabulated below.
Summary of Consolidation Grouting *
Hole order Feet Drilled Cubic Feet Grout Injected Unit Take (cuft/ft)Primary 12077 39990 3 30
Secondary 20594 9390 0.89,
Tertiary 18342 10278 o.56Quaternary 180 50 0.28
Totals 41193 59708 1.45
See Appendix E for complete Grouting Records*
The problems encountered in the consolidation were merely amplifications
of those encountered in the curtain, and new methods were devised to cope
with them. These problems were related to the extensive occurrences of sand
and silt, prevalent in the interval from 30 feet to 70 feet deep. In the
early phases of the work, it was hoped that the sandy condition was localized
and small enough so that sands and silts could be pumped from the hole,
leaving a void that could be replaced with grout. Attempts to remove these
materials from the rock mass were successful but too costly and time con _ aning.
n 022?~./
G I L B E R T 4 5 5 4 C l 4 T E S, I N C.
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Large volumes of such material were found to exist and to be mobile during
grouting. It therefore became necessary to densify these loose materials
in situ.
Injection of grout started a process of densification as it displaced
the silts and sands. Subsequent drilling into this zone became increasingly
more difficult as the densification process neared completion. This dif-
ficulty was caused by an increase in the incidence of caving conditions in
closing order injection holes. With the hole caved, grouting of this
interval was impossible by using the conventional method of grouting from
the collar of the hole.
In order to densify these zones a circuit grouting procedure was
developed. Initially, 3/4 inch galvanized pipe was washed down through the
sand (EX, AX, or BX flush-joint packer pipe was not available) to the bottom
of the hole. A packing gland was placed around the pipe and inserted at the
Ocollar of the hole to make a sealed system. The packing gland had a return
spigot which returned the excess grout not accepted by the hole to the grouttub. Such a technique proved to be impractical for the following reasons:
1. These lengths of 3/4 inch pipe could rarely be washed to the
bottom of the hole.
2. Once the pipe was seated, not enough volume of grout could be
pumped through the pipe to flush the sand and create circula-
tion through the return spigot.
3 When it was time to remove the pipe, the coupled joints slowed
down the operation so much that the hole either sealed off or
the pipe became " grouted in," or both.
OOz , .o
htLHERT A S S O C l 4 T E S, I N C.
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. ,. From this initial approach it was learned that:
1. A means must be devised to permit the use of the drilling rig
in inserting and removing the pipe.
2. Flush-joint pipe had to be procured.
3 . A larger diameter of pipe had to be used to allow greater grout~
,.
flow.
h. A means of keeping the pipe moving at all times to prevent seal-
,ing off had to be deviced.
It was therefore decided that the drill rods could be used as injection
pipe. The only problem was, that in order to keep the rods moving at all.
times, it would be difficult to use a packing gland at the collar of the hole.
Therefore, this newly assembled equipment was tried without a packing gland.,
The rods were inserted to the bottom of the hole while the drill was kept
rotating, and as grout was injected, the rods were also raised and lowered.-
,
O'.
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If a return occurred at the collar of the hole, the grout flow was regulated
to equal'the consumption rate of the hole. As the rods were raised and
lowered, the hole showed a tendency to stay open. At this point, a 10-footi
|
section of drill rod was rapidly removed, and the same procedure continued
until all of the caved area was secured. When circuit grouting was completed,
the rods were quickly removed and a header was attached to the nipple for
3 groutin6 to refusal in the conventional manner. When the grout had set, it;' was redrilled and deepened for regrouting.! !
| Although an effective grouting techaique was develcped, the densified{
g.- sand presented a definite drilling problem. When drilling secondary orI
'
tertiary order holes, the dri~il rods were seiced by the densified sand.4
-Drill operators had to increase circulating fluid flow rates and RPM's of
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20
the drill string, while decreasing the drilling pressure and watching the
drill water return. Without such careful drilling practices the drill string
and hole were generally lost.
In the area of core hole BRE-8, drilling revealed a depression in the
dolomite. To insure that any possible settlement was arrested, holes in
this entire area were extended to as deep as 110 feet.
EVALUATION OF GROUTING EFFECTIVHIESS
The effectiveness of the grouting program has been evaluated on the
basis of the following criteria:
1. Pemeability comparisons of before grouting and after grouting.
2. Drill water loss compared to hole order.
3 Unit take analysis.
4. Core recovery comparisons of before grouting and after grcuting.
5. Seismic velocity studies.
6. observation of an open excavation.
Pemeability Tests
As previously mentioned, all approaches to pre-grouting pemeability
testing indicated only that the foundation had a pemeability in excess of
65,500 feet / year (6.5 x 10-2 cm/sec).
Pemeability tests conducted in the post-grouting exploratory holes
yielded values which ranged from 2 9 x 10-3 cm/see to zero. These values
represent a 96 to 100% reduction in the original pemeability of the rock
The results of these tests are tabulated in Appendix C of this report.mass.
Pemeability values obtained in the laboratory by testing core samples, f
Ono' ''s '
,uitHLMT A $ 3 0 014 i L $, I N C. v
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both horizontal and perpendicular to the primary depositional features wereb'V as follows:
Hori(x10-gontalcm/sec) (x 10-3 cm/sec)Hole No. Dg']
BRE-14 50' 6.79 0.74BRE-18 44' 7.04 1.12TRE-1 55' 1.15 1.03TRE-5 53' 2.03 34.0TRE-8 34' l.30 6.30TRE-11 31' 1.29 1.04
It is seen that these values are slightly higher than post grouting
values, indicating that the vast secondary pemeability due to fracturing
and/or solution activity has been effectively eliminated and suggesting that
the grouting process has decreased even the primary or interstitial pemea-
bility of the foundation rock system.
Drill Water Losses
U When drilling and grouting first began, circulation of drill water was
lost within the first 14 feet (10 feet of which was casing) of hole. When
the area of loss was grouted, circulation was restored until drilling
penetrated the grouted zone, at which point circulation was again lost almost
immediately.
Logically, as the spacing between injection holes decreased it was
anticipated that the frequency of drill water loss should similarly decrease.
This hypothesis is substantiated as shown by Figure 4 and the following
tabulation of water losses for curtain holes and consolidation holes. Also,
the percent of water losses compared to the number of stages drilled in
each order is shown, since this is more meaningful due to the increase in
the number of holes as hole order increases.
~r-
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GIL B E R T A S $0CI A TE S. INC.
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NUMBER AND PERCENT OF WATER IDSSES PER ORDER OF HDLE
CURTAIN
order of Hole Times Water Lost No. of Stages Percent Loss
Primary 71 166 42.8%Secondary 14 125 11.2%Tertiary 11 2h1 4.6%Quarternary 3 200 1.5%Quinary o 35 0Senary 0 2 0
CONSOLIDATION
Order of Hole Times Water Lost No. of Stages Percent Loss
Pri=a . 31 292 10.6%Secc,ndary 3 314 1.0%Tertiary 3 531 o.6%Quaternary 0 8 0Quinary -- --- ----
8enary -- --- ----
Note: See Figure 4
Unit Take Analysis
The concept of grouting closure as set forth on page 7 states that
with effective grouting the unit take of successively split spaced injection
holes should decrease. The results of such a comparison are shown on
Figure 5 as tabulated below.
UNIT TAKE PER ORDER OF HOLE
Order of Hole Curtain Unit Take Consolidation Unit Take
Primary 27.50 3.1'Secondary 7.80 0.89Tertiary 3 30 o.56Quaternary o.77 o.28Quinary 0 51 ----
Senary 0.20 ----
Average 7 00 1.h5
G I L B E R T A S S O C I A T E S, I N C.
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23.
Core Recovery Ccmparison(~'\(/ Pre-grouting exploratory core drilling core recovery figure values were
lower than post-grouting core recovery values. These higher post-grouting
values are attributed to: 1.) The densification process made the uncemented
sands and silts more resistant to the erosive action of the drilling process,
and consequently easier to recover. 2.) Grout seaa. are recovered in areas
where loose sand had been densified (volumetrically decreased), thus making
space available for grout. 3.) Grout seams were found where open solution
channels or voids existed prior to grouting. The increase in post-grouting
core recovery was as high as 85fo over the pre-grouting core recovery.
Seismic Field Testing
Post grouting values of seismic shear wave velocities, (from which
defe mation modulus of the rock system was computed) were not observed to
increase significantly as a result of the grouting process. However, the
fact that these values did not increase, coupled with the fact that down
hole velocity measurements did not reveal any seismic stratification, offer
the suggestion that the overall percentage of loose materials in the founda-
tion rock system (those subject to densification) is neither large enough nor
continuous enough to be recorded and therefore densifying them would have no
effect on the overall seismic velocity of the rock mass.
Observation of Pit Excavations
One of the most revealing proofs of effective grouting is the observation
of an actual pit excavated in the grouted area.
The flume excavation in the Boiler Room was made to elevation 82, six
feet below the level of mean low tide. At full excavation depth, a single
pump was adequate to maintain the excavation dry enough to work in. Tightly
,
V QDim .m ... m . m ,m
. . _ _ . . . _ _ _ _ ._ ___ _ , . _ _ .
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24
grouted solution channels, cavities and joints in the rock were observed in the
excavation as shown on Figure 6.
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FIGURE 4
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GROUTING EFFECTIVENESS AS SHOWN
'[ SY FLUME EXCAVATION
FIGURE 6
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APPENDICESI
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0233
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APPENDIX C
r" ' POST-GRoUTIIU PERMEABILITY TESTSk% Reduction in
Hole No. Interval Feet / year Cm/see Permeability
BRE-22P o-loo 2000 2 x 10-3 97%
BRE-24P o-26 2640* 2.6 x 10-3 96%326-36 1420
1.4 x 10 4 98%36-46 950 95x10k 99%46-56 271 2 7 x lo- 99%+56-66 o o 100%66-76 o o 100%76-91 1940 1 9 x 10-3 97%
BRE-26P o-25 1930 19 x 10-3 97%25-45 3000 3 0 x 10-3 95%45-90 240 2.4 x 10-4 99%
BRE-27P o-26 745 7 4 x 10-4 99%+26-36 o o 100%36-56 1350 13 x 10-3 98%56-66 o o 100%66-101 2930** 2 9 x 10-3 96%
o*** o-80 1750 1 7 x 10-3 97%
O 2 o-50 76u 7.6 x 10 ' 99*+lo o-50 956 9 5 x 10-4 99%
11 0-20 o o 100%
26 o-20 1910 1 9 x 10-3 97%
32 o-50 1530 1 5 x 10-3 98%
50 o-80 1700 1 7 x 10-3 97%
52 0-100 1366 1 3 x 10-3 98%
60 0-50 384 3 8 x lo- 99%+
64 o-loo 1760 1 7 x 10-3 97%.
66 o-50 liso 1.1 x 10-3 98%
74 0-80 109 1.0 x 10-4 99%+
80 0-100 2260 2.2 x 10-3 975 !* Note: Water leakage to backfill n g ,. n** Note: Hole penetrated the limits of grouting UCJ7
/]D Holes o through 166 vere tested before groutirig in the area had*** Note:been completed
C-1
- . _ . - - w .. - - - - - -: - - - - ---
.- - . - . . . . . .. - - - -
APPENDIX C
POST-GROUTIh PERMEABILITY TES'IS
% Reduction inHole No. Interval Feet / year Cm/see Pemeability
92 0-80 135o 1 3 x 10-3 98%
106 0-100 1300 1 3 x 10-3 98%
126 o-loo 2010 2.0 x 10-3 97%
132 o-so 166o 1.6 x 10-3 98%
146 0-100 2170 2.1 x 10-3 97%
150 o-loo 1270 1.2 x 10-3 98%
162 0-100 2770 2 7 x 10-3 96%
166 o-90 2380 2 3 x 10-3 96%
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