ML19319D721
| ML19319D721 | |
| Person / Time | |
|---|---|
| Site: | Crystal River, 05000303  |
| Issue date: | 01/30/1968 |
| From: | FLORIDA POWER CORP., GILBERT/COMMONWEALTH, INC. (FORMERLY GILBERT ASSOCIAT |
| To: | |
| Shared Package | |
| ML19319D718 | List: |
| References | |
| GAI-1658, NUDOCS 8003240740 | |
| Download: ML19319D721 (48) | |
Text
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O January A, 1968 Report No. 1658 TEST AREA GROUTING PROGRAM CRYSTAL RIVER UNITS 3 AND 4 FLORIDA POWER CORPORATION O
0241 GILBERT ASSOCIATES, INC.
525 LANCASTER AVENUE READING, PENNSYLVANIA O
GIL B E RT A SSOCI A T E S. INC.
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h TEST AREA GROUTING PROGRAM UNITS 3 AND h TABLE OF CONTENTS Subject Page No.
Su-ary and Conclusions 1
Introduction 3
Monitoring Program 5
Geology of the Foundation Rock System 6
Field Grouting Techniques 6
Curtain Grouting 7
Curtain Grouting Procedure 7
History of Curtain Grouting Injection 11 Consolidation Grouting 16 Consolidation Grouting Procedure 16 History of Consolidation Grouting Injection 17 Waterproofing.
18 Evaluation of Grouting Effectiveness 18 Permeability Tests 18 Unit Take Comparisons 24 Piezometer Data Analysis 2h Figures Figure 1 - Plan & Profile of Test Grouting Area Figure 2 - Schematic - Typical Piezometer Installation Appendices Appendix A - List of Equipment Appendix B - Drilling and Grouting Data Sheets
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6 II. B E R T A $ S O C l 4 T E S, I N C.
1 73 SUW.ARY AND CONCLUSIONS In order to further substantiate that the grouting techniques de-veloped during the grouting of the foundation rock system of Crystal River Unit No. 2 were effective, a test area within the Unit No. 3 and Unit No, h area was selected. This test area was chosen because it is representative of the poorest quality rock under the area upon which the proposed nuclear powered units are to be constructed.
Prefaced by a test boring program, designed to determine the pre-grouting density of the foundation rock system and followed by a post grouting program aimed at obtaining some quantitative value of the bene-faction provided to the foundation by the grouting process, the selected 32-foot x 32-foot square test area was provided with a system of peizometers and grouted.
(
The grouting process substantiated the fact that the chosen area contained poorer quality rock than anticipated, and although this condi-tion existed, the technique employed in the Unit No. 2 grouting program was successfully used in the test area.
The effectiveness of the test grouting was substantiated by showing that:
1.
A significant decrease in permeability occurred with grouting closure and a further decrease was attained by performing a
" waterproofing" step which was accomplished by injecting a leau, neat cement grout into the rock system after standard grouting operations had been completed.
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2 2.
Unit take of grout was of an insignificant amount upon grouting O
closure.
3.
Uncemented materials within the foundation rock system were densified by the grouting process.
Finally, piezometers showed that no artesian condition exists in the foundation rock system and that pore pressures created by injecting the grout mixes dissipate immediately after grout injection.
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3 INTRODUCTION This report presents the results of a test grouting program conducted by grouting a 32 foot x 32 foot test area located within the proposed area of Unit No. 3 and Unit No. 4 as shown on Tigure 1.
The concept of grouting closure, used to grout the foundation rock system of Unit No. 2, was employed in this test area, and of necessity, comparisons between the two areas are made.
During the course of the project the followin6 operations were per-formed:
1.
Eight pregrouting test borings were made within the test area.
2.
Installation of open and closed Piezometers was made in selected test borings.
O 3.
i ere t certa 1 was fermed are nd the veri >her7 of the test area by injecting a 1:1 cement: fly ash and a 1:1:3 cement:
fly ash: sand mix.
h.
Consolidation grouting was done within the confines of the curtain vall using the same mixes.
5.
Permeability tests were conducted at specific points throughout the grouting program.
- 6. ; Neat. cement was injected as a waterproofing agent after completion of the standard grouting program.
7.
Post grouting test borings were conducted.
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k The above operations resulted in a well grouted foundation rock O
system, rubstantiating the fact that the general procedures developed during the grouting of Unit No. 2 could be appropriately utilized to insure a competent foundation rock system in the Unit No. 3 - Unit No. k area.
The test grouting program was directed in the field by a Gilbert Associates, Inc, civil engineer in coordination with the G. A.I. engine-ering geology staff.
Contract work was performed by Girdler Foundation and Exploration Company for Florida Power Corporation under the field supervision of G.A.I.
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G I L B E R T A S S O C I 4 T E S. I.d C.
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I MONITORING PROGRAM O.,
l In an attempt to quantitatively establish the remedial effect that consolidation grouting would have upon the foundation rock system a pro-4 gram of pregrouting test borings and a program of post grouting test bor-ings were conducted. Results of this comparative analysis made from the i
data obtained in these respective programs are presented in a separate l
report, prepared by our geotechnical consultant, Woodward-Clyde-Sherard Associates. The plan of these test borings is shown on Figure 1.
t In addition, a series of eight piezometers (2 closed end type and I
6 open end type) were installed at various depths (See Table 1) and lo-I cations within the test area as shown by Ff - are 1.
Schematic diagrams of piezometers are shown on Figure 2.
During the grouting program, a i
third closed piezometer (PC-3) was installed.
O I
Table 1 Iccation Piezometer No.
(See Figure 1)
M Depth (Feet)
P-1 BG-1 Open 23 PC-1 BG-5 closed 75 P-2 BG-5 Open 73 PC-2 BG-7 Closed 44 P-3 BG-7 Open 42 Pc-3 Pc-3 closed 68 P-4 BG-ll Open 25 P-5 BG-13 Open 50 0247 P-6 BG-15 Open 28 AV
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6 The piezometers were installed to monitor the reaction of the founda-O tion to grouting by recording pore pressures, and mechanical forces caused by grouting, and measuring groundwater fluctuations caused by tidal move-ments.
Groundwater movements registered in the open piezometers were compared with those movements in a reference hole (hole X) located about 130 feet vest of the test area.
To insure that hole X was typical, the groundwater elevation was compared in 8 different holes scattered around the test area within a 300 foot radius. The comparisons revealed similar reactions in all holes.
GEOLOGY OF THE FOUNDATION ROCK SYSTEM The geology of the foundation rock system has been set forth in the Unit No. 2 grouting report and is therefore mentioned only in the follow-ing summary form:
I.
Caprock; extends from 10 feet to 37 feet deep.
II.
Differentially Cemented Limerock; extends from 16 feet to 76 feet.
qA Qu III. Transitional Zone; extends from 63 feet to 77 feet.
IV.
Dolomite; extends downward from 76 feet.
FIELD GROUTING TECHNIQUES As developed by the consolidation grouting of Unit No. 2, a split spaced stage grouting technique was used in the test grouting 3 ogram.
Initailly, a grout curtain was constructed to retain and provide a "back l
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stop" for subsequent consolidation grouting.
GILSE RT ASSOCI ATES INC
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Curtain Grouting i
The following shows the identifying numbering system attached to suc-cessive order injections in the grout curtain and the number of holes of each order used.
Hole No.
Order Holes Used Hole Numbers ending in: 0........ Primaries 4
k......... Secondaries k
2 or 6.... Tertiaries 8
Odd Numbers Quaternaries 16 A......... Quinaries
- 20 B......... S en ari e s
- _2 Sh Total
- Indicates holes not a nart of the standard pattern.
O Curtain Grouting Procedure:
Stage grouting required the primary, secondary, and tertiary orders to contain three (3) specific zones. The depths of these zones were:
1.
Zone I ----- 30 Feet 2.
Zone II ----- 65 Feet 3.
Zone III----- 80 Feet (Bottom of Curtain Wall)
The quaternary order was designed to be drilled in 2 zones, 30 feet and 70 feet. In the event of difficulty such as a loss of drill water circulation, or severe caving conditions, a stage was created within a zone.
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8 The quinary and senary orders were not considered a part of the standard pattern and were located, therefore, in positions flanking pre-yiously drilled and grouted holes that did not close out with sufficiently low grout takes. The depths of these extra holes were dictated by the depths of the problem areas in the holes that they flanked.
The depths of the three zones for the primary, secondary, and ter-tiary orders and the first and last zones of the quaternary order were determined according to the following reasoning:
Zone I (30 Feet ) - This interval involved at least 16 feet of casing which was installed to penetrate through the overburden and into the caprock beneath. The remaining 14 feet of the zone were in the cap-rock. Zone I could not be deeper ths.n the caprock because it was necessary to concentrate initial grouting efforts in this unit to form an effective blanket beneath which subsequent injections vould O
be retained.
Zone I in Unit No. 2 was only 20 feet deep because the thickness of fill over the caprock vs.s less there.
Zone II (65 Feet) - In the interval between 30 to 60 feet, the 'if-ferentially cemented limerock generally presented severe grouting problems. A more uniformly tight rock zone existed between 60 and 67 feet which was utilized as a base for Zone II grouting.
The base of Zone II in Unit No. 2 was at 50 feet. This greater l
depth in the test area was required because:
1.
Zone I was a shorter zone in Unit No. 2.
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9 2.
The problem interval between the caprock and the dolomite n
was larger in Unit No. 2.
(The tight rock zone in the test area at about 60 feet is considered to be localized and is not a general condition for all of Unit No. 3.)
3.
The larger problem interval mentioned in Item 2 would have necessitated too great a length of ungrouted open hole if drilled to dolomite, therefore this problem interval had to be divided into multiple zones thus making it possible to more closely control the containment of the mobile mat-erials through repeated injections in this problem interval.
Zone III (80 Feet) - This depth was chosen becausa the proposed depth of special post-grouting testing was to be 70-75 feet.
In Unit No. 2 Zone III went to 90-100 feet because adequate penetration into the dolomite was necessary in order to fill the steeply dipping fractures and to form a positive basal cutoff.
Zones of the Quaternary Order (70 Feet) - The purpose of the quaternary order was as a check hole on the tertiary order grouting, and it was therefore drilled to a shallower depth and in only two zones. However if a tertiary hole did not close out properly, both flanking quaternary holes were deepened, thus forming a third zone. When three zones were required, their respective depths were, 0-30 feet, 30-65 feet, and 65-80 feet.
Contrary to design, all quaternary holes in the test area were taken to 80 feet and drilled in three zones. The reasons for these deviations from the pattern vill be mentioned in a later section of this report.
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10 Split-spacing was conducted by setting the required casing to rock in 9
each of the k primary holes located on 32 foot centers (marking the h corners of the square test area) and drilling them to 30 feet. These holes were grouted and then redrilled. If the initial iniections were inadequate to completely seal the 0-30 fciot interval, the holes would be regrouted re-peatedly until the satiation point for that interval was reached.
(The use of intermittent injecti,on requires that predetermined quantities of grout be injected and allowed to set even though that amount is insuffi-cient to seal off the voids. ) At this point, the hole would be deepened to the bottom of the next zone or until circulation was lost or until some other difficulty made it impractical to drill deeper in that hole. If the depth did not reach the zone depth, a stage was said to have been created.
As in the initial 0-30 foot interval, the hole was grouted to re-fusal using the intermittent injection principle. This procedure of drilling, grouting, and redrilling was used until the hole was considered complete (except for water proofing).
Normally, at the completion of a zone in any two consecutive primary holes, the secondary hole between them would be drilled to the same depth (initially this exact procedure was not followed in the test area).
Likewise, when the secondary was completed to the depth of the pri-maries, the tertiaries would be drilled and grouted, followed by the quaternaries.
O G I L a E R T A S S O C I A T E S, I N C.
11 p
The preceding was an explanation of the standard split-spacing, i
stage grouting technique. A minor variation of this procedure was used on the test area foundation, as discussed in the following paragraphs.
History of Curtain Groutinst Injection:
Based on the results of the extensive grouting program performed on Unit No. 2, the basic primary spacing of 32 feet was used to determine the size of the test area.
Knowing that the test area was located on top of the poorest on site rock conditions, as determined by an extensive subsurface explora-tion program, the primary order casings were set in positions that served as the corners of a 32 foot square test area.
The rocs was even poorer than anticipated. Although primary holes responded to the grouting technique, they consumed vast quantities of C'
thick sanded mixes as well as thick flyash mixes. The thick layer of r
svamp mud overlying the caprock was easily displaced and accepted a large volume of grout. The caprock also took a great amount of grout and finally, the excessive amounts of sand, silt, clay, shell, and mud were moved, and densified, resulting in unpredicted unit takes.
Although any given ' hole being grouted was literally surrounded (at distances of 32 to several hundred feet) by a host of open drill holes,
in only one instance was grout detected farther away than 32 feet in O
G I L B E R T A S S O C l 4 T E S, I N C.
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12 spite of the unusually larger grout takes. On only three occasions was e
grout observed to travel for more than 15 feet and in only one instance was grout detected as close as 15 feet from the hole being grouted.
Even considering the large volume grout takes at this point, consolida-tion was occurring because the piezometers were significantly influenced i
by grouting pressures.
When all four primary holes had been completed, the secondary order was begun. The drilling of the secondary holes showed many seams of grout, and the grouting of secoMary holes resulted in a severe drop in the unit take as shown by the Su= mary of Curtain Grouting on page 16 The reasons why this marked unit take decrease occurred were not to be revealed for some time, and it was supposed that the tremendous volume of grout injected into the primaries had adequately sealed most of the I
area. Assuming this to be true it was throught that the tertiaries would j
be tight and thst the quaternaries would be unnecessary.
However, rer. erring the Figure 1, it can be seen that the tertiaries were far from tight, especially below 65 feet. These unusual third t
order grout takes made it necessary to carry th(
.aternary holes to 80 feet instead of stopping at 70 feet in only two zones.
i As expected (based on experience from Unit No. 2), caving problems began to occur during the tertiary order grouting and were severe during l
the quaternary order. As a result, these caving holes had to be circuit I
grouted.
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The grouting of the quaternary order also resulted in too high a O
take. Although takes were not way out of line, they were large enough 1
to justify quinary check holes. It was the grouting of some of the quinary holes that finally released the key to the problem, revealed the solution, and indicated the appropriate cure.
1.
Problem:
The quinaries were taking nearly as much grout as the quaternaries and quaternaries takes were too large.
Analysis: It was noted that the quantity of mobile material was excessive when compared to the depth of the hole and that the size of the hole was so large that excessive quantities of grout were necessary to merely refill the hole.
Test:
A hole in a typical area was drilled and cased to 75 feet. The casing was raised and the hole i
beneath was filled with sand. The volume of sand necessary to fill the hole indicated a diameter in excess of 17 inches in the silty area.
Cure:
Decrease the amount of washing in a hole and circuit grout instead.
Results:
The grout takes in the remaining holes dropped to normal.
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Problem _:
BLsed on the cause for the problems encountered O
in quaternary and quinary order holes, the solu-tion for the nigh tertiary take was unreasonable.
What, therefore caused the high takes in the f
tertiary holes?
Analysis:
(a) High takes were isolated to the area i
t below 65 feet.
(b) Circuit grouting had become necessary during i
this order and stage.
(c) Secondary unit takes were too low compared to primary and tertiary values.
(d) Permeability tests were too high for this stage of grouting.
i (e) In an effort to seal off high taking pri-maries, grouting ended with a thick mix and was not folleved with a thin mix.
All of this indicated that the area belov 65 feet had not been adequately grouted in previous orders of holes.
Test:
(a) Selected primary holes were redrilled and found to be caved in belov 65 feet.
(b) Selected secondary holes were redrilled and found to be caved in below 65 feet.
Cure:
All primary, secondary, and tertiary holes were l
regrouted with a thin mix using the circuit i
grouting technique.
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15 Results:
Redrilled quaternary holes and remaining quinary holes closed out properly. Also, permeability decreased properly and piezometric reactions were as expected.
An overall analysis showed that the valls of +he drilled holes were loose. When a surge of viscous grout entered the hole, the material com-posing the valls would be removed and thrust to the bottom of the hole.
Thus, a hole that was found to be open by physically measuring it prior to grouting would instantaneously cave in upon grout injection, preventing d
the bottom from being grouted.
Further than the caving of the hole, problems resulted from the fact that intafequate penetration of the dolomite repeatedly allowed grout to travel downward, in closing orders, where the lateral path was blocked.
This same condition was noticed in Unit No. 2.
Only by adequate pene-O tration into the dolomite could an effective seal be made without fear of future vertical permeation.
Although specific problems were encountered in the curtain vall of the test area, the basic reason for the problems was because the rock material via exceedingly poor and not typical of the average rock condi-tion throughout the site.
l In spite of the poor rock conditions and in spite of the specific problems encountered, the grouting technique developed during and from the grouting of Unit No. 2 was successful even in this area of poorest rock quality. The response of the foundation rock system to the grouting technique was typical and predictable, once the specific problems were resolved.
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16 Su= mary of Curtain Grouting
- O Feet Cubic Feet Unit Taste Order of Hole Drilled Grout Injected (cu ft/ft)
Primary 320 30,653 95 8 Secondary 320 2,413 7.5 Tertiary 6h0 h,778 7.3 Quaterr.ary 1,280 1,869 1.h Quinary 1,hho 866 0.6 Senary 150 85 0.5 Total h,150 ho,66k Average 9.7
- Complete grouting data are aveilable in Appendix B Consolidation Grouting I
Injection holes in this phase of grouting vere arranged in a grid pattern as shown by Figure 1.
A total of nine holes constituted the l
g ordered injection points which were numbered as follows:
Hole No.
Hole Order P-1 Primary S-1, S-2, S-3, S-4 Secondaries T-1, T-2, T-3, T b Tertiaries l
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Consolidation Grouting Procedure l
The primary and secondary holes were drilled in three zones which were located at the twa depth as the curtain holes. The tertiary order, however, was designed tc be drilled and grouted in two zones (0-30' and 30'-70') and, as in the grout curtain, a stage was created at any point where difficulty was encountered.
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P-1, the only consolidation primary hole in the small test area, was located in the geometric center of the square area. Since secondary holes were designed to split prima y h' oles, the h secondary holes were located between P-1 and each of the 4 curtain primary holes.
The tertiary holes were located so that the consolidation secondary holes were split as well as the space between P-1 and the secondaries in the curtain vall.
History of Consolidation Grouting Injection As on Unit No. 2:
1.
The grouting of the consolidation area was straight forward with lover unit take figures then in the grout curtain.
2.
Caving conditions were amplified by standard stage grout injections and circuit grouting was required.
3.
The tertiary order was the highest order necessary for qk.)
adequate closure.
In short, because of the experience gained from Unit No. 2 grouting, the consolidation grouting of the test area was routine.
Summary of Consolidatio_n _ Grouting
- Feet Cubic Feet Unit Take Order of Hole Drilled Grout Injected (cu ft/ft)
Primary 80 725 9.0 Secondary 320 330 1.0 Tertiary 280 162 0.5 Total 680 1,217 Average 1.7 Overall Total h,830 h1,881 Aversge 8.7
?* Complete grouting data are available in Appendix B O
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18 Waterproofing e
At the conclusion of the previously described grouting operations, the primary, secondary, and tertiary order holes were redrilled and grouted with a very lean neat cement grout mix. This low viscosity mix was used to permeate the smaller interstices of the rock fabric and further decrease the permeability below that attained by grouting with the higher viscosity, standard mixes. The effectiveness of this waterproofing phase of the grout program is substantiated by the discussion presented on page 22.
EVALUATION OF GROUTING EFFECTIVENESS The degree of effectiveness attained by this test grouting program has been evaluated by the following criteria:
1.
Permeability comparisons of before and after grouting.
2.
Unit take analysis, compared with the Unit No. 2 grouting e!
program results.
3.
Piezometer data analysis.
Permeability Tests Permeability tests were conducted during grouting operations prior to the discovery and solution of the problems in curtain vall grouting.
The following table shows the results of these tests.
O C I L B E R T A S S O C I A T E S, I N C.
19 r'N 7ermeability Per:neability
% Reduction
'()
Hole No.
Interval Feet / Year CM/Sec In Permeability OA 15-30 25,515 2.6 x 10-2 61%
hA 15-30 7,500 7.5 x 10-3 88.5%
23A 15-30 5,930 5.9 x 10-3 91%
30A 15-30 2,360 2.h x 10-3 96.5%
30 ho 6,3ho 6.3 x 10-3 90.5%
33A 15-30 3,9ho 3.9 x 10-3 9h%
OA 15-30 3,1ho 3.1 x 10-3 95%
30 ho 7,350 7.4 x 10-3 895 40-50 6,360 6.h x 10-3 90.5%
hA 15-30 2,100 2.1 x 10-3 97%
30 ho 1,835 1.8 x 10-3 97.5%
h0-50 980 1.0 x 10-3 98.5%
O 50-65 2,100 2.1 x 10-3 97%
65-80 2,100 2.1 x 10-3 97%
10A 15-30 3,580 3.6 x 10-3 94.5%
30-45 820 8.2 x 10 4 995 45-60 h,120 h.1 x 10-3 93.5%
60-80 3,850 3.9 x 10-3 9h%
17A 15-80 5,220 5.2 x 10-3 92%
5A 15-30 7.600 7.6 x 10-3 88.5%
30 h5 5,500 5.5 x 10-3 91.5%
h5-60 3,500 3.5 x 10-3 94.5%
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% Reduction Hole.No.
Interval Feet / Year CM/See In Permeability W
30A 15 ho h,220 h.2 x 10-3 93.5%
40-55 1,370 1.h x 10-3 98%
55-70 0
0 100%
22A 15-30 6,230 6.2 x 10-3 90.5%
An analysis of the preceeding figures did not reveal the true condition of the foundation. Visual observation was required during the tests to adequately see why the foundation grouting was not as effective as indi-cated by the seemingly good permeability test results.
The numbers show that the permeability was reduced by at least 61%,
however, an unacceptably large distribution of values was exhibited. The figures even show that in the depths of the foundation, the rock was even less pervious than above,which was contradictory to actual conditions.
What the figures di; not show was the fact that the deep portion of the holes had caved in as described on page 15, and these deeper caved intervals were not even being tested.
Another hidden factor not shown was that the water test was actually augmeting the loosening and caving process of the uncemented materials after completion of the test.
Actually these materials " held together" during the time spans of the test but were in a constant state of disintegration.
When all facts had been put together and the area regrouted, new tests l
Vere conducted which gave the following results:
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C I L B E R T A S S O C I A T E S, I N C.
21 g
Permeability Permeability
% Reduction Hole No.
Interval Feet / Year CM/See In Permeability 1A 15-30 9,800 9.8 x 10-3 85%
30 h5 1,370 1.h x 10-3 98%
16A 15-30 2,100 2.1 x 10-3 97%
30-h5 2,750 2.8 x 10-3 96%
45-60 2,100 2.1 x 10-3 97%
60-80 6,650 6.7 x 10-3 90%
11A 70-80 2,190 2.2 x 10-3 96.5%
2hA 15-30 3,500 3.5 x 10-3 9h.5%
30-45 h,750 h.8 x 10-3 92.5%
h5-65 592 6.0 x 10-k 99%
32A 15-30 2,100 2.1 x 10-3 97%
30-50 3,850 3.9 x 10-3 9h%
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50-70 1,700 1.7 x 10-3 97.5%
With only one exception, all permeability reductions were in the 90%
range and test holes remained open (did not cave) after running the tests.
Also, at this point, the grout curtain was not complete, consolidation grouting had not been started, and th vaterproofing steps had not been taken.
Final permeability values obtained after completion of all test grout-ing are tabulated as follows, clearly indicating that the neat grout water-proofing generally lowered permeability values to approximately 95% of their pregrout value, essentially eliminating any secondary permeability due to solutioning or fracturing and even lowering primary or inter-stitial permeability.
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22 Final or Post Waterproofing Pemeability Values Permeability Permeability 5 Reduction Hole No.
Interval Feet / Year CM/See In Pemeability AG-1 25-30' 8,200 8.2 x 10-3 88%
h0-45*
690 6.9 x 10 h 99%
65-70*
690 6.9 x 10 h 99%
AG-2 25-30' 580 5.8 x 10 h 99%
h0-45' kOO h.0 x 10 h 99%
65-70*
2,300 2.3 x 10-3 97%
AG-3 25-30*
2,200 2.2 x 10-3 97%
ho h5*
2,100 2.1 x 10-3 97%
65-70 1,900 1.9 x 10-3 97%
80-89 2,h00 2.h x 10-3 96%
AG-4 25-30*
330 3.3 x 10 4 99%
O ho h5*
330 3.3 x 10-4 99%
65-70 1,400 1.h x 10-3 97%
80-88.5 5,500 5.5 x 10-3 92%
- Value actually is lower as leakage occurred around casing.
Unit Take Analysis As described in detail by the grouting report written for the Unit No. 2 program, the unit take of., rout should significantly decrease with t
successively effective grout injections, spaced on increasingly closer injection centers.
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CIL 8 E R T A S S OCI A TE S INC.
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,q By using the unit take figures obtained from the Unit No. 2 grout b
program as accepted average values for the geologic environment of the site area, a comparison of these values with those obtained from the test area enable us to:
1.
Conclude that the test area grouting was effectively executed.
2.
State that according to Grant *, rock conditions in the test area were in fact.of lower quality than those in the Unit No. 2 area (This was the reason the test area location was selected.)
- Note : Grant, L. F. (196h) Concept of Curtain Grouting Evaluation, Journal of Soil Mechanics Division of ASCE, Vol. 90, SM1. -
It is stated in this paper that the unit take is a measure of bedrock conditions that can be translated into grouting effec-tiveness, and that under controlled operating procedures, unit take is a common denominator permitting an evaluation of the grout treatment at various parts of the foundation.
The following table presents a comparison of unit takes from curtain and consolidation grouting of the test area with Unit No. 2.
Notes added below the table are explanations of the apparently ano-molous values obtaired in the test area.
0265 1
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D c a s. s c e r 4 s s o c u r t s. i s c.
3
Oh Unit Take Comnarisons with Unit No. 2 O
Order of Hole Curtain Wall C, ns olidation Unit No. 2 Test Area Unit No. 2 Test Area Primary 27.5 95.8*
3.3 9.0* **
Secondary 7.8 7.5 0.9 1.0 Tertiary 3.3 7.3**
0.6 0.5 Quaternary 0.8 1.k***
0.3 Quinary 0.5 0.6***
Senary 0.9 0.5'**
Average 7.0 9.7 1.5 1.7 Notes:
Thick mud layer in overburden and high percentage of sand, shell, silt, and mud caused high unit take as described on page 11.
Caving conditions in primary raid secondary orders and the start of circuit grouting in the tertiary order caused excessive unit g
take as described on page 15.
Overvashing created larger diameter hole requiring more grout to backfill hole as described on page 12.
Piezometer Data Analysis The seriet of piezometers installed in the foundation rock system were deemed necessary to:
1.
Record the presence of any anomolous hydrostatic pres-suresto establish that artesian conditions definitely are non-existant.
2.
Record the build up and subsequent dissipation of pore pressures induced by the injection of crout.
)
O G I L B E R T A S S O C I A T E S, I N C.
25 r'N 3.
Validate that iu situ densification of uncemented materials V.
in the foundation rock system was occurring in response to grouting closure.
Two closed piezometers and 6 open piezometers were installed in the foundation. From the beginning of grouting, groundwater fluctuation was monitored regularly along with a comparison hole, located in a representa-tive area far enough away from the test area so that it would not be in-fluenced by grouting operations. In addition, actual graphs were made of tidal fluctuations in the intake-barge canal.
Prior to grout injection, the groundwater level in the test area fluctuated with hole X (the comparison hole) directly, and with similar magnitudes of movement, indicating that an artesian condition does not exist. Changes took place only during drilling and grouting activities.
At these times, reactions to grouting were so intense that pressure gages 7-ss U
vere affixed to the piezometer pipes and actual pressures as high as 30 psi were read.
Immediately after grouting, the pressure dropped to normal, indicating that pore pressures were instantaneously dissipated by the interstitial permeability of the rock.
Closed piezometers, installed in zones of uncemented materials reacted to the progressive densificat~ on of their host materials by recording, in incremental increases, an excess pressure of 11 to 13 psi. This pressure has been maintained while pressures recorded in open piezometers rapidly dissipated, indicating that pore pressure was not responsible for activat-ing the gages of the closed piezometers.
0267 (1)
~
GILBE ST ASSOCl47E A INC
26 From the foregoing sumary discussion it is concluded that:
O 1.
Artesian conditions do not exist.
2.
Fore pressures created by grouting are rapidly dissipated.
3.
Uncemented materials are densified by the grouting process.
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PLAN AND PROFILE OF TEST GROUTING AREA FIGURE 1
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+-3/4" PIPE (PVC)
GROUNDSURFACE i
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FILL & NATURAL OVERBURDEN A
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SCHEMATIC TYPICAL PIEZ0 METER INSTALLATION FIGURE 2
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APPENDIX A - LIST OF EQUIPMENT Drilling Equipment Equipment Type Description Drills (Truck Mounted) 1.
Failing 1500 Bits 1.
2-15/16" Tri-Cone Roller Rock Bits 2.
3-7/8" Tri-Cone Roller Rock Bits 3.
6" Tri-Cone Roller Rock Bits Other Drilling Equipment 1.
Nx-Drill Rods 2.
3-1/2" x 10' Guide Barrel 3.
Briggs & Stratton Centrifugal Water Pump 4.
4" Flush Joint Casing 5.
Nx Flush Joint Casing Grouting Equipment Equipment Type Description J
Grout Mixer 1.
Ransome 16 cubic ft Rotating Drum Grout Pumps 1.
Gardner-Denver 5x6 2.
Gardner-Denver 4x5 Agitators 1.
28.5 Cu Ft, Cylindrical, Vertical Vaned 2.
176.5 Cu Ft, Cylindrical, Vertical Vaned (For Ready-Mix Grout Only)
Cement 1.
Ideal Type I Compressor 1.
Chicago Pneumatic 125 Miscellaneous 1.
2" Trident Water Meter 2.
1-1/2" High Pressure Hoses 3.
1/2 Ton Pickup
't n
v catasar 4ssoce4rst esc I
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.w 7,.
Appendix B Drilling And Grouting Data Sheets 02[k O
l GIL BE ST A s soCl 4 T ES INC.
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GILBERT ASSOCIATES INC.
, :(YS TAL RIVER NO, 3 N
SHEET i 12 OE
!.RE A: TEST AREA TABULATION SHEET FOR DRILLING AND GROUTING D ATE:OCT-DEC..lB67 WORK: CIIRTAIN WAl l.
DRAWING NO.:. GAI-3 DRILLING GROUTING S*CKS SAN FLY ASH EN T. TOTAL S
S HOLEIJO INTERVAL FEET DATE REMARKS INTERVAL DATE REMARKS gE p
m 0
0-30 30 10/5 Lost drill water 20' - 27' 0-30 10/6 1026 15 0
i 30-40 10 10/9 Lost drill water 35' 0-40 10/9 1342 15 0
40-55 15 10/10 Lost drill water 50' 0-35 10/10 1667 5 0
0-55 10/11 1674 15 0
55-65 10 10/12 Lost 907. drill water 55' &
j 1007. at 60' 0-65 10/13 167/ 20 0
t j
65-70 5
10/16 Lost drill water 66' O-70 10/16_
116r 30 10 70-80 10 10/17 No loss of drill water 0-SO 10/18 784 50 6
0-80 11/22 19 50 10 0-70 12/13 8
4 15 15 7:1 7:1 Neat Cement Grout GA O-20 20 11/6 0-20 11/6 2
30 10 20-30 10 11/17 0-30 11/17 17 40 0
30-65 35 11/20 0-65 11/21 42 50 15 circuit Grouted 1
0-30 30 10/31 0-30 11/1 16 30 20 30-65 35 11/2 0-65 11/2 63 50 15
${cfh/Y{"#
65-80 15 11/9 0-80 11/10 16 50 10 1A 0-20 20 11/6 0-20 11/6 6
20 0
20-65 45 12/1 0-65 12/4 38 50 10 circuit Grouted
__2 0-30 30 10/25 0-30 10/25 35 30 0
30-65 35 10/26 0-65 10/26 25 50 20 Circuit Grouted 65-80 15 10/27 0-80 10/27 819 50 20 Mult. w/12 0-80 11/1 40 50 30
CRYSTAL, RIVER HO, 3 SHEET 2
op 12 AREA: TEST. AREA.
TA BUL ATION SHEET FOR DRILLING AND GROUTING DATE:OCT-DEC.1967 WORK: f'llR TAIN WAf f.
DRAWING NO.: GAI-3 DRILLING GROUTING S"CKS SAN FLY ASH EN T TOTAL PRES RE ES HOLE NO INTERVAL FEET DATE REMARKS INT ERYAL DATE GEM RE MRd 2 Cont d
0-80 11/28 10 50 40 0-70 12/15 4
2 25 25 7:1 7:1 Waterproofing 3
0-30 30 10/31 0-30 11/1 49 15 10 f
rec 30-65 35 11/3 0-65 11/3 20 50 30 circuit Grouted 65L80 15 11/15 0-80 11/16 22 50 10 circuit Grouted 0-80 11/29 58 50 5
4 0-30 30 10/18 Lost 907. drill water 25' 0-30 10/19 10 30 5
30-40 10 10/19 Lost drill water 33' 0-40 10/20 577 30 0
40-65 25 10/20 No loss of drill water 0-65 10/23 391 40 20 65-80 15 10/24 No loss of drill water 0-80 10/24 65 50 5
0-80 11/27 80 50 20
- frcuit Grouted 0-70 12/14 5
3 15 15 7:1 7:1 Waterproofing hu"I"ac" 4A 0-20 20 11/13 0-20 11/13 11 10 0
20-30 10 11/17 0-30 11/17 6
40 20 30-80 50 11/20 0-80 11/20 45 50 20 5
0-30 30 10/31 0-30 11/1 15 30 20 30-65 35 11/7 0-65 11/7 19 50 10 65-80 15 11/9 0-80 11/10 45 50 20 circuit Grouted 0-80 11/30 17 50 25 02.76 e.
O O
O t
02 '
GILBERT ASSOCIATES INC.
CRYSTAL RIVER N,0, 3 SHEET 3
OF12 AREA: TEST AREA TA BO:.ATION SHEET FOR DRILLING AND GR00 TING D ATE:OCT-DEC.1967 WORK: ('llRTAW WAl I-DRAWING NO.: GAI-3 DRILLING GROUTING 8ACKS SAND FLY EN T T TAL PRES E
S HOLE NO INT E AVAL FEET DATE REMARKS INTERVAL DATE RE M ARKS CE SA 0-20 20 ll/13 0-20 11/13 3
40 30 20-80 60 t1/21 0-80 11/21 72 50 10 6
0-30 30 10/25 0-30 10/25 35 30 10 30-65 35 10/26 0-65 10/26 60 50 40 Circuit Grouted i
65-80 15 10/30 0-80 10/30 432 50 5
0-80 11/2 P1 50 15 0-80 11/28 85 50 20 Circuit Grouted 0-70 12/15 6
3 25 25 7:1 7:1 Waterproofing 7
0-30 30 11/1 0-30 11/1 10 30 15 30-65 35 11/6 0-65 11/6 40 50 30 Circuit Grouted 65-80 15 11/16 8 0-80 11/16 29 50 5
0-84 l11/29 21 50 10 l
10 0-30 30 10/5 Lost drill water 17' 0-30 10/6 1020 10 0
30-35 5
10/9 Lost drill water 30' 0-35 10/9 1026 5
0 i
0-35 10/10 1242 8
0 3
0-35 10/11 1242 25 0
j 0-35 10/16 266 35 0
35-65 30 10/17 Lost drill water 64' 0-65 10/18 1054 35 20 65-80 15 10/18 Lost drill water 70' 0-80 10/19 1426 50 0
" '"^'"
0-80 11/22 273 50 15 Ca o d 0-80 11/27 27 50 10 1
IP10-12/14 6
3 13
- 1) I:1 1:1 WaterprooI1ng I
)
CRYSTAL RIVER NO, 3 SHEET 4 12 OR AREA: TEST AREA TABULATION SHEET FOR ORILLING AND GROUTING D ATE:OCT-DEC..t967 WORK: cllRTAW WAl t.
ORAWING NO.: GAI-3 DRILLING GROUTING S"CKS SAND FLY ASH EN T T TA P ES MmE5 HOLE NO INTERVAL FEET DATE REMARKS INTERYAL DATE RE M ARKS cE x
9m 10A 0-20 20 11/13 0-20 11/1' 2
40 40 20-80 60 11/20 0-80 11/20 63 50 5
11 0-30 30 10/31 0-30 11/1 16 30 15 1
30-65 35 11/8 0-65 11/8 22 50 40 Circuit Grouted 65-80 15 11/9 0-80 11/10 41 50 30 Circuit Grouted 0-80 11/30 29 50 10
)
I 11A 0-20 20 11/13 0-20 11/13 6
40 10 l
I 20-80 60 12/1 0-80 12/4 27 50 10 circuit Grouted l
12 0-30 30 10/25 0-30 10/25 30 30 15 30-65 35 10/26 Lost 75% drill water 40' 0-65 10/26 47 50 30 circuit Grouted see 65-80 15 10/27 0-80 10/27 Itc,le 2 50 30 Mult. w/.2 0-80 11/1 133 50 IC 0-80 11/3 32 50 if j
0-80 11/29 94 50 15 Circuit Grouted l
0-70 12/15 7
4 25 25 7:1 7:1 Waterproofing l
12A 0-30 30 11/17 0-30 11/17 5
30 1r 30-8('
50 12/5 0-80 12/5 14 50 2f-l I
)
e 0273 e
'e I
O%
O.w O
0279 CRYSTAL Rii'- I' N,0, 3 SHEET 5
12 Of AREA: TEST _,,E]L TA BUL ATION SHEET FOR DRILLING AND GROUTING DATE:OCT-DEC.1967 CORK: CllRTAIPJ WAJ 1--
DRAWING NO.: G AI-3 DRILLING GROUTING SA S SAN L
AS,H
- T REWARKS TOTAL p S
S HOLE NO. INTERVAL FEET DAT E REMARKS INTERVAL DATE c
eg p, 13 0-30 30 10/31 0-30 11/1 15 30 10 30-65 35 11/7 0-65 11/7 30 50 50 circuit Grouted 65-80 15
)1/16 0-80 11/16 81 50 10 circuit Grouted 0-80 11/30 25 50 30 circuit Grouted i
13A 0-30 30 11/17 0-30 11/17 7
40 10 30-80 50 11/21 0-80 11/21 26 50 20 Circuit Grouted 14 0-30 30 10/18 Lost Drill W. iter 29' 0-30 10/19 15 35 10 30-65 35 10/19 No loss of drill water 0-65 10/20 55 40 10 65-80 15 10/20 No loss of drill water 0-80 10/23 36 50 5
0-80 10/24 573 50 15 Circuit Grouted 0-80 11/2F 35 50
'20 circuit Grouted 0-70 12/1/
5 3
15 15 7:1 7:1 Waterproofing 14A 0-20 20 11/ 13 0-20 11/12 7
40 20 l _
20-80 60 12/6 0-80 12/6 34 50 10 15 0-30 30 10/31 0-30 11/1 45 30 20 30-65 35 11/6 0-65 11/6 26 50 10 65-80 15 11/9 0-80 11/10 46 50 20 Circuit Grouted 4
1
t GILBERT ASSOCIATES IN C.
CRYSTAL RIVER NO 3 SHEET 6 op 12 A REA:. TE S_T tREA.
TA BUL ATION SHEET FOR ORILLING AND GROUTING DATE:OCT-DEC.1967 wpHK:_ CllRTAltJ WAl I-DRAWING NO.: G AI-3 DRILLING GROUTING 3
L L
HOLE NO INT ER VAL FEET DATE REMARKS INTERWL DATE REMARKS C
FT FT Mm 15A 0-20 20 11/13 0-20 11/13 7
40 20 1
20-80 60 12/6 0-80 12/6 11 50 15
,16 0-30 30 10/25 0-30 10/25 55 30 10 30-65 35 10/26 0-65 10/26 26 50 10 65-80 15 10/30 0-80 10/30 432 50 0
0-80 11/2 35 50 10 0-70 12/15 6
3 25 25 7:1 7:1 Waterproofing 16B 0-30 20 12/7 0-30 12/7 8
40 30 30-75 45 12/8 0-75 12/8 32 50 5
16A 0-30 30 11/17 0-30 11/17 8
40 10 I'
30-80 50 12/4 0-80 12/4 (26 50 10 16AB 0-30 30 12/7 0-30 12/7 4
40 30 30-75 45 12/11 0-75 12/11 41 50 10 17 0-30 30 10/31 0-30 11/1 30 10 5
Communicated To 30-65 35 11/8 0-65 11/8 22 50 5
65-80 15 11/16 0-80 11/1(
36 50 3 circuit Grouted l
l
. - ~.
0-80
_11/3r 22 50 20 circuit Grouted __
l e
I e
028u e
e t
o o
o 028J GILBERT ASSOCIATES INC.
SHEET 7
12 CRYSTAL RIVEH N O, 3 OF AREA: TEST AREA TABULATION SHEET FOR DRILLING AND GROUTING D ATE:OCT-DEC.1967 WORK: r.IIRTAIN WAt t-DRAWING NO.: G AI-3 DRILLING GROUTING 3#CKS SAND FLY A EN GT T TAL PRr5 E
ES HOLE NO INTERVAL FEET DATE REMARKS INTERVAL DATE ggg CE 17A 0-30 30 11/17 0-30 11/17 8
40 10 30-80 50 11/20 0-80 11/21 27 50 30 Circuit Grouted 20 0-30 30 10/5 Lost drill wa ter 18' 0-30 10/6 1080 10 0
0-30 10/9 1080 5
0 30-35 5
10/iG No water return froin start.
0-35 10/10 1242 5
0 35-45 10 10/11 Lost drill water 44' 0-45 10/11 1674 0
0 45-65 20 19/12 Lost drill water 61' 0-65 10/16 1678 40 10 65-80 15 10/17 No loss of drill water 0-80 10/18 392 50 0
0-80 11/27 350 50 5
0-70 12/14 9
5 15 15 7:1 7:1 Waterproofing COmmuRLC5LiUU LO 21 0-30 30 10/30 0-30 10/30 18 20 10 Surface 30-65 35 11/7 0-65 11/7 44 50 30 circuit Grouted 65-80 15 11/9 3-80 11/10 25 50 0
hd 0-80 11/29 29 50 10 22 0-30 30 10/20 Lost 90% drill water 30' 0-30 10/23 648 25 4
30-65 35 10/23 Lost 25% drill water 50' 0-65 10/24 gf{'
50 5
Mult. w/P-1 65-80 15 10/25 Lost 60% drill water 75' 0-80 10/25 106 50 40 circuit Grouted
)
j 0-65 11/28 17 50 20 0-70 12/15 8
4 25 15 7:1 7:1 Waterproofing
l 1
CRYSTAL RIVER N,0, 3 SHEET 8
17 op AREA: TEST AREA TA BUL ATION SHEET FOR DRILLING AND GROUTING DATE:.QCT-DEC.1967 WORK: CllRTAIM WAl I DRAWING NO.: G AI-3 DRILLING GROUTING SACKS SAND FLY ASH EN GT T TAL PRES E
ES HOLE NO INTERVAL FEET DATE REMARKS INTERVAL DATE CE REMARKS 22A 0-20 20 11/3 0-70 11/3 5
10 70 20-30 10 11/21 0-30 11/21 6
10 15 l
23 0-30 30 10/30 0-30 10/30 198 30 5
Comm to 75-75 Capp 30-65 35 11/1 0-65 11/1 43 50 10 65-80 15 11/16 0-80 11/16 19 50 5
23A 0-20 20 11/3 0-70 11/3 4
10 30 20-30 10 11/7 0-30 11/17 7
40 10 1
24 0-30 30 10/17 Lost 907. drill water 28' 3-30 10/18 106 10 6
30-65 35 10/19 Lost drill water 60' 0-65 10/19 15 40 0
65-80 15
'0/19 Lost 507. drill water 67' 0-80 10/20 166 50 0
I' 0-80 11/22 140 50 10 0-70 12/14 10 5
15 15 7: 1 7:1 Waterproofing 24A 0-20 20 11/6 0-70 11/6 6
10 30 20-65 45 12/4 0-65 17/4 15 50 10 See 25 0-30 30 10/30 0-30 10/10 hge Cap,ed Comm from?3 Canned 30-65 35 11/2 0-65 11/7
$d 50 5
65-80 15 11/9 0-80 11/10 79 50 5
OlUi G-G O
i
(,w.)
02OJ 07 GILBERT ASSOCIATES IN C.
OF 12 SHEET 9
CRYSTAL RIVER NO, 3 AREA: TEST AREA TABULATION SHEET FO3 DRILLING AND GROUTING D ATE:OCT - DEC..IO67 WORK:.L'IRTAIN w At_t-ORAWING NO.: GAI-3 DRILLING GROUTING 3ACKS SAND FLY ASH EN GT TOTAL DRES E
ES HOLE NO INTERVAL FEET DATE REMARKS INTERVAL DATE REMARKS CE
,g 25A 0-20 20 11/6 0-20 11/6 1
10 70 e20-65 45 12/5 0-65 12/5
??
50 10
- (reul t Grouted 26 0-25 25 10/20 Ca sing wouldn' t seat 0-25 10/21 16 0
0 25-65 40 10/23 Lost 80% drill water 35' 0-65 10/24 15 50 10 ircuit Grouted 65-80 15 10/26 Lost 50% drill water 60' 0-80 10/26 r.16 45 5
0-80 11/27 28 50 0
0-70 12/15 7
4 25 10 7:1 7:1 Waterproofing 27 0-30 30 10/30 0-30 11/1 21 10 20 freutt Grouted 30-65 35 11/3 0-65 11/3 27 50 5
65-80 15 11/16 0-80 11/16 11 50 10 0-80 11/29 14 50 10 30 0-30 30 10/5 Lost drill water 15' 0-30 10/6 1026 10 5
l 30-65 35 10/9 Lost drill water 63' 0-65 10/9 548 20 8
Comm to Surface 0-65 10/10 277 20 0
Comm to Surface 0-65 10/11 1674 15 0
0-65 10/11 1674 10 0
65-80 15 10/16 No loss of drill va ter 0-80 10/16 1000 40 0
0-80 10/18 10 50 12 0-70 12/14 8
4 15 15 7:1 1: 1 Waterproofing
10 12 CRYSTAL RIVER HO, 3 SHEET OF AREA: TEST AREA _
TA BUL ATION SHEET FOR DRILLING AND GROUTING D ATE:OCT-DEC.1967 CORK: CtlRTAIN W Al I-.
DRAWING NO.:- GAI-3 e
DRILLING GROUTING I
S L
"E$
E N ES HCLE NO. INTE R VAL FEET DATE REM 1RKS INTERYAL DATE REMARKS CM T
FT uaX M
w mu vi un i
10A 0-20 20 11/R 0-20 11/8 6
40 40 Canned 20-40 20 11/17 0-40 11/17 8
40 20 40-80 40 11/21 0-80 11/?1 57 50 5
Mult w/33A 31 0-30 30 10/27 0-30 10/77 4
10 30 30-65 35 11/2 0-65 11/7 35 50 30 Circuit Grouted 65-80 15 11/6 0-80 11/6 98 50 15 0-80 11/30 73 50 to 31A 0-20 20 11/8 0-70 11/8 1
1 cm ined Comm Fr 30A Canned 20-80 60 12/5 0-80 17/5 43 50 15 Circuit Grouted 32 0-30 30 10/20 0-30 10/73 10 10 30 30-65 35 10/23 Lost 407 drill water 40' 0-65 10/74 85 50 5
Circuit Grouted 65-80 15 10/25 0-80 10/25 747 50 8
0-80 11/28 17 50 5
0-70 12/15 7
4 25 12 7:1 7:1 Waterproofing 32A 0-20 20 11/8 0-20 11/8 8
40 40 Comp,t g 3A-33A 20-80 60 12/4 0-80 12/4 46 70 10 Circuit Grouted Communicat~' te Back fill l:
^
( 1 N,
O O
O 02 '
D GILisERT ASSOCIATES INC.
CRYSTAL RIVER NO, 3 SHEET il 12 OF l
AREA: TEST AREA TA BUL ATION SHEET FOR DRILLING AND GROUTING D ATE:OCT-DEC.1967 WORK: ('llR TAIM W Al 1-ORAWING NO.:_ GAI-3 DRILLING GROUTING S^
M ES HOLE NO INTE RVAL FEET DATE REMARKS INTERYAL DATE R MARKS CEM C
7 UF F
M AX M
N 33 0-30
'l0 10/27 0-30 10/27 13 10 0
Leakage Around 30-65
'l5 11/1 0-65 11/1 58 30 10 Casing 65-80
!5 11/7 0-80 11/7 49 50 30
( treuit Grouted 33A 0-20
!O 11/8 0-20 11/8 HNI Ca ip ed
('omm fr 32A Capped 20-30 to 11/17 0-30 11/17 id' 40 10 f
30-80
'i0 11/21 0-80 11/21 ilote 50 5
Ilult. v/30A N
34 0-30 30 10/17 0-30 10/18 10 30 20 30-65 35 10/18 0-65 10/19 26 40 15 65-80 15 10/19 0-80 10/20 50 50 20 0-80 11/27 43 50 10
<:treuit Grouted
~f 0-70 17/13 7
4 L5 157:1 7:1 Wateroroofine i
j 35 0-30 30 10/27 0-30 10/27 12 30 0
<:omm to Surface l
30-65 35 11/2 0-65 11/2 21 40 3(.
i :f rcuit Grouted t
65-80 15 11/10 0-80 11/10 14 50 Ir 36 0-30 30 10/20 Lost 90% drill water 30' 0-30 10/23 15 30 30 30-65 35 10/23 Lost 50% drill water 0-65 10/24 146 50 0
<:frcuit Grouted 65-80 15 10/26 Lost 40% drill va ter 70' 0-80 10/26 448 50 10 0-80 11/28 23 50 5
I 0-70 12/14 6
3 15 157:1 7:1 Waterproofing l
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l GILBERT ASSOCIATES INC.
CRYSTAL RIVER NO, 3 SHEET 1,
12 OF AREA: TEST AREA TA BUL ATION SHEET FOR DRILLING AND GROUTING D ATE:OCT-DEC.1967 WORK: CilRTAIN WAt i DRAWING NO.: GAI _1 DRILLING GROUTING SA K$ $
L L PR S E
?ES ggggggy HOLE NO INT E R VAL FEET DATE REMARKS INTERVAL DATE cEM.
C T
FT 37 0-30 30 10/27 0-30 10/27 16 30 20 30-65 35 11/1 0-65 11/1 30 50 10 65 40 15 11/8 0-80 11/8 20 50 8
ee
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4
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O 0227 GILBERT ASSOCIATES INC.
SM MER % 3 SHEET I
OF 7
AREA: TEST AREA TABULATION SHEET FOR DRILLING AND GROUTING D ATE:OCT-DEC.1967 WORK:. cnNSnLinATinN ORAWING NO.: GAI-3 DRILLING GROUTING 8^CKS SAN F
Am W T TOTAL E
MS HOLE NO INTERVAL FEET DATE REWARMS INTERVAL DATE ggggggg CEM p
P-1 0-30 30 10/19 Lost 80% drill water 75' 0-30 10/70 16 30 8
30-60 30 10/20 Lost drill water 55' 0-60 10/73 196 50 5
60-65 5
10/24 Lost 307. drill water 65' 0-65 10/24 46 50 5
Mult. W/77 65-80 15 12/5 No loss of drill water 0-80 17/5
??9 50 5
0-80 17/6 18 50 70 0-70 17/11 1
3 15 15 7:1 7: 1 Waterproofing S-1 0-30 30 12/6 0-30 17/6 10 70 0
Surface Leakage 30-65 35 12/8 0-65 17/8 19 50 10 Circuit Grouted 65-80 15 12/11 0-80 17/11 71 50 5
0-70 17/18 13 7
30 70 7:1 7:1 Waterproofing S-2 0-30 30 12/6 0-30 17/6 6
40 40 30-65 35 12/8 0-65 17/8 77 50 70 circuit Grouted 61-80 15 12/11 0-80 17/11 75 50 10 0-70 17/18 7
4 30 10 7:1 7:1 Waternroofinn S-3 0-30 30 12/6 0-30 17/6 6
40 70 30-65 35 12/8 0-65 17/8 54 50 10 circuit Grouted 65-80 15 12/11 G-80 12/11 33 50 10 Circuit Grouted 0-70 17/18 5
3 10 30 7:1 7: 1 Waterproofing
l CRYSTAL RIVER NO, 3 SHEET 7 OF 7 AREA: TEST AREA TA BUL ATION SHEET FOR DRILLING AND GROUTING DATE:0CT-DEC.1967 WORK: counnLi n ATinM DRAWING NO.: GAI-3 DRILLING GROUTING 8*CKS SAM F
Am EN T T TA PRES E MmES HOLE NO INTERVAL FEET DATE REMARMS INTERVAL DATE REMARKS gE p
,x n
u
,q S-4 0-30 30 12/6 0-30 17/6 9
40 15 30-65 35 12/8 0-65 17/8 75 50 70 Circuit Grouted 65-80 15 12/11 0-80 17/11 75 50 5 0-70 17/18 8
4 30 10 7: 1 7:'
Waterproofing T-1 0-30 30 12/7 0-30 17/7 14 70 0 Surface Leakage 30-70 40 12/12 0-70 17/12 16 50 10 0-70 12/19 13 7
30 la 7: 1 7: 1 Waternroofing T-2 0-30 30 12/7 0-30 17/7 6
40 70 30-70 40 12/12 0-70 17/17 15 50 70 circuit Grouted 0-70 12/19 6
1 10 107:1 7:1 Waterproofing T-3 0-30 30 12/7 0-30 17/7 6
40 70 30-70 40 12/12 0-70 12/12 10 50 if 0-70 17/19 11 6
10 15 7:1 7:1 Waterproofing T-4 0-30 30 12/7 0-30 17/7 7
40 3r 30-70 40 12/12 0-70 17/17 78 50 If Circuit Grouted 0-70 17/10 5
10 10 7:1 7:1 Waterproofing 9
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