HomeMy WebLinkAboutBradley Lake Grout Curtain Report and Appendix A 1991LETTER OF TRANSMITTAL
g~~.M
DATE -3.63
R&M CONSULTANTS, INC. PROJECT NO.
9101 VANGUARD DRIVE 251092
ANCHORAGE, ALASKA 99507 Bradley Lake Spillway
TEL: (907) 522-1707 Seepage and uplift study
FAX: (907) 522-3403
TO WE ARE SENDING YOU:
AEA x Attached -Under separate cover via -813 West Northern Lights Blvd.
the following items:
Anchorage, AK 99503 Shop Drawings Prints --Plans Samples --Specifications Copy of letter --
ATTENTION: Art Copoulos Change order Submittals --X Other Copies of Final Geology and Grouting Reports -
NO. DATE COPIES DESCRIPTION
1 May 1991 1 Copy of Bradley Lake HEP Main Dam and Spillway Grout Curtain Report, Volume 1
2 May 1991 1 Copy of Bradley Lake HEP Main Dam and Spillway Grout Curtain Report, Volume 2
3 May 1991 1 Copy of Bradley Lake HEP Final Construction Geology Report Volume 1, Report and Appendix A
4 May 1991 1 Copy of Bradley Lake HEP Final Construction Geology Report Volume 2, Appendicies B through F
THESE ARE TRANSMITTED as checked below:
For approval
X For your use
X As requested
For review and comment
FORBIDS DUE
REMARKS Art -
Approved as submitted
Approved as noted
Returned for corrections
Resubmit copies for approval
------
Submit copies for distribution
Return corrected prints
PRINTS RETURNED AFTER LOAN TO US
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the Bradley Lake files at the powerhouse on my next trip to the project.
Thanks.
SIGNED:
If enclosures are not as noted, kindly notify us at once.
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. :GR·out ClJRtAIN REPORt· .
-BR·A:D.iLEY LAKE
HYD·R0-ELE·t·r:lri!t PROJECT .
. ~Romer, -Alaska ··
GROUT ·CU,RTAlN REPORT
AND A:PPE:ND lX .A
. PRBPARBD BY:
BBCHTBL CORPORATION
SAN FRANCISCO, CA'LIPO~IA
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BRADLEY LAKE HYDROELECTR;f;C PROJEO~
MAIN DAM AND SPILLWAY GROUT CU~}('¥N
FINAL C.ONSTRUCTION REPORT
rBECHTEL :.·:CORPORATION
MAY, .1991
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T A B L E 0 F C 0 N T E N T S
SECTION
1.0 INTRODUCTION
1.1 .INTRODUCTION
1.2 PURPOSE AND OBJECTIVES
2.0 DESIGN SUMMARY
3.0 CONSTRUCTION SUMMARY
4.0 EQUIPMENT
5.0 PROCEDURE
5.1 DRILLING
5.2 GROUTING.
6~0 DISCUSSION AND EVALUATION
6.1 DAM
6.2 DAM LEFT ABUTMENT EXTENSION
6.3 SPILLWAY
6.4 SPILLWAY EXTENSION
Figure 1, 2, 3, and 4·
: .. · .. _ .. 'l .:.-.:_._. ... •.:-. : •. :· ~ , •••
1-1
2-1
3-1
4--:1
.
5-1
5-2
i
6-1
6-3
6-5
6-8
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'
Volume
1
2
2
2
2
2
Appendix
A
B
c
D
E
F
APPENDICES
Title
Survey Data Tables
Daily Reports
Grout Logs -Dam and Dam
Extension
Grout Logs -Spillway and
Spillway Ex~ension
.core Hole Logs
Grouting Work Plans for Dam . I
and Spillway; and ~aboratory
Test Results
• -'... -: : -_ ... -. . .. .. ;. i ·' · .. ~ : • • .. " ''10 ··.~ • ' ~: •
L I S T 0 F T A B L E S
TABLE 6-1 AS~BUILT QUANTITIES
L I S T 0 F F I G U R E S
FIGURE 1: MAIN DAM GROUT CURTAIN AS-BUILT PLAN·AND PROFILE
FIGURE 2: MAIN DAM GROUT CURTAIN AS-BUILT DETAIL OF RIGHT
ABUTMENT AND TOE
FIGURE 3: SPILLWAY GROUT CURTAIN AS-BUILT PLAN AND PROFILE
FIGURE 4: MAIN DAM GROUT CURTAIN
LEFT AND RIGHT ABUTMENT EXTENSIONS
CHANGE NOTICE NOS. 51, 60, AND 89
........ . . ·. . .. . .... .-.
REFERENCES
1. . Bradley Lake Hydroelectric Project· Final
Construction ·Geology Report, Volume 1 and 2;
May 1991. Prepared by Bechtel Corporation.
2. Conformed Copy General Civil Construction
Contract; Contract Number 2890060, Bradley Lake
Hydroelectric Project.
Volume 3 Civil, Structural and Architectural
Technical Requirements.
Volume 5 General Civil Contract Design Drawings
Volume 6 Geotechnical Interpretive Report
Supporting Documents
Prepared by Stone & Webster Engineering
Corporation.
o o • I ~ • • • • _.· . ,, ·. . .. ~ :·: ......
1.6 INTRODUCTION
1.1 Introduction
A program of foundation grouting was. conducted at the
Bradley Lake damsite during the summer of 1989 and
completed the spring of 1990. The objective of this
report is to document that program. The design for
foundation grouting is summarized and the equipment and
procedures are discussed. This report documents the
as-built condition of the foundation ~rout curtain at
the darn and spillway. This is accomplished principally
by the four as-built drawings accompanying this report,
as well as by discussion and evaluation in the text and
presentation of original grouting logs and daily
reports in the Appendices.
1.2 Purpose and Objectives
The basic purpose for grouting the dam foundation was
to fill relatively continuous, open joints, fractures,
other discontinuities, and voids with grout. Grouting
of these features is intended to develop a relatively
impervious zone within the bedrock beneath the .
principal structures. The objective of the grouting
program is to prevent excessive seepage through the
foundation which would be costly in terms of loss of
stored reservoir water and which could cause unstable·
and unsafe conditions in the dam foundation.
1 - 1
. .. . ' . ~ : ...
2.0 DESIGN SUMMARY
The foundation grouting program designed for the
Bradley Lake Hydroelectric Project consists primarily
of a single-line grout curtain in both the dam founda-
tion and the spillway foundation. The primary holes,
designated P1, are spaced at 20-foot inter~als along
the curtain line. The secondary holes,· designated P2,
are placed between the P1 holes. As the P2 holes arQ
mandatory, the result is a single-line curtain with
grout holes spaced at 10-foot intervals.
The grout curtain in the dam foundation is located
beneath the concrete piinth along the upstream toe and
is centered along the work point (WP} line (refer to
design drawing 15800-FY-181A and see Figures 1 and 2).
Each grout hole in the left abutment and central
portion of the dam is oriented south and inclined 30
degrees from the vertical. As can be seen in Figure 1,
the grout holes in sections B-1 and all of C are an
exception. They were erroneously installed normal to
the WP line. The right abutment holes are oriented 30
degrees upstream (south} and 45 degrees from vertical.
The grout holes in the Bradley River channel in the
deepest part of the foundation (Station 7+96 through
8+10} transition in indication and direction between
these two sets of grout holes.
The spillway grout curtain follows a more irregular
alignment (see Figure 3}. The curtain holes are
located 5 feet downstream from the upstream toe of the
spillway. Fro~ Station 9+30 to 11+6~, the grout holes
are oriented south at 30 degrees from vertical. At
Station 11+65, the grout holes transition to a fan,
2 - 1 .
. ~ ,· ... , .. . ·-. . , .
then proceed up the right spillway abutment at an
orientation of east and an inclination of 15 degrees
from horizontal.
The depths of the grout holes vary considerably, both
according to design and to field conditions. At the
dam, hole depths from top of rock ranged from 30 feet
at the abutments to 110 feet in the fan holes. The
spillway holes ranged from 30 feet to 50 feet, again
with the shallowest at the abutments and the deepest in
I
the fan. As-built orientations, inclinations, and
depths of all grout holes are given in Appendix A.
In both the dam and spillway, other holes were added as
dictated by field conditions. Tertiary holes (T) and
quaternary holes (Q) were added in a few instances
where grout takes in the ·p2 holes exceeded the criteri-
on of 0.25 sacks of cement per foot in a given stage
(see Section 5.2 for further discussion). Special
consolidation holes (S) were placed in the spillway to
treat specific open joints.
The grouting program basically followed _the contract
drawings. As the program progressed, numerous
clarifications and changes developed. These came about
through the normal progress of the job as field
conditions became better known and as small problems
occurred. These changes in, and deviation from, the
original design were incorporated i~ the work and are
not identified or separately discussed in this report.
These contract changes and
documented in the project files.
2 - 2
clarifications are
...... _. ... . ' .. :-.. ~-.'-:.
Three changes to the original design are important
enough to warrant separate
first (Change Notice No. 51)
grout curtain along the
discussion, however. The
is an extension of the dam
baselina from the left
abutment. This extension includes additional grout
holes from Station 0+30 to 2+00 (see Figure 4). The
objective of this change was to ensure complete
grouting of an open joint discovered during geologic
mapping of the left abutment, as well as to grout the
highly fractured and weathered rock existing below
elevation 1190 in the left abutment, including the
power tunnel gate shaft area. These grout holes are
vertical; their depth varies according to the-projected
location of the open joint.
The second contract change of importance (Change Notice
No. 60} is the extension of the spillway grout curtain
westward across the rock knoll separating the spillway
from the dam, to connect with the dam grout curtain
(see Figure 4). This curtain extension was added as a
result of field experience with drill water loss and
grout takes at shallow depths in the spillway left
abutment.
In May 1990, during the completion of Change Notice
No. 60, the third change notice was approved.
Persistent jointing near the left abutment of the
spillway and the relatively large grout takes in
several holes
curtain. By
lead to the deepening of the grout
Change Notice No. 89, . the Engineer
requested the deepening of ten previously grouted
curtain grout holes on the spillway and spillway
extension. These deepened curtain grout holes above
2 - 3
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and along the sides of the diversion tunnel overlapped
radially oriented grout holes drilled from within the
'diversion tunnel, which were also lengthened by Change
Notice No. 89. The diversion tunnel. grout program is
not part of this report .
. 2 - 4
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3.0 CONSTRUCTION SUMMARY
The foundation grouting program was designed by· Stone &
Webster Engineering Corporation as a part of their
overall project design effort. The construction
contractor was Enserch Constructors, J.V. The actual
grouting program was performed by Continental Drilling
-U.S. of Madera, California under ·subcontract to
Enserch.
Manager.
Bechtel Corporation was the Construction
Included in the responsibilities ot the
Construction-Manager was the monitoring of the grouting
program in accordance with the technical requirements
of the contract documents. The lead Bechtel geologist
monitoring the grouting work in the field was:
R. Michael Beathard. Dale Roberts was the Bechtel
Project ~eologist. As Design Engineer, Stone & Webster
Engineering Corp., reviewed and concurred. with the
conduct of the grouting program and its resuits.
Prior to commencement of grouting work, the Contractor
subrnitted·a work plan for curtain grouting to the
Construction Manager for approval (Appendix F) . The
grouting program commenced on June 6, 1989 ~ith a
meeting between Bechtel and Contractor personnel. The
Contractor began mobilizing the same day. Drilling at
the dam plinth started on Friday, June 9. The Bechtel
site laboratory performed a series of sedimentation
tests on sample mixes of grout, finally determining
that 3:1 and 2:1 grout mixes would require 2% by weight
of bentonite to meet specifications: The first darn
curtain hole was grouted on June 13.
The drilling and grouting continued steadily in the dam
foundation until July 25. The only problem causing
3 -],
. ' .
real concern during this time was the ongoing plasting
activity in the power tunnel intake area. Large
boulders were occasionally dropped into the plinth area
and equipment was damaged, most notably on June 28.
Overall progress during this time was hampered by a
lack of foundation areas completed and ready for
grouting. While this slowed up the.grouting program,
it did not affect the quality of the work~
By July 25, about 90 percent of the dam foundation was
completed. Only a few holes remained on the extreme
left and right abutments and beneath the temporary haul
road across the plinth. At this point, practically no
dam foundation areas remained that were ready for
grouting. The spillway foundation excavation, was
originally scheduled for grouting on June 15. However,
foundation excavation and clean up had not been suffi-
ciently completed. Consequently, Continental Drilling
temporarily shut down grouting operations and on July
26 sent their personnel home.
On August 8, 1989, the Continental grout crew returned
to the project. Continental started drilling on
August 9 at the spillway left abutment where spillway
excavation was completed. Drilling.continued on.the P1
holes down to the lowest elevation of the spillway.
(Figure 3}. Grouting commenced on August 15, starting
at the lowest point and proceeded upwards toward the
end of the left abutment. Grouting continued on both
sides of the spillway, often with two grout plants
working at the same time, until the grout curtain was
completed on September 14. As is discussed elsewh~re
in this report, the higher-than-expected grout takes in
3 - 2
..... ,_-.::-.,.-. • ..,;·••'-' •, , ...... ~· i• ........ -••• _,... • • • .
the spillway necessitated tertiary and qu~ternary
curtain holes, as well as several special foundation
treatment holes. Spillway contact grouting, performed
intermittently, was started on September 26, 1989 and
after the winter shut down the remaining small area to
be contact grouted was finally completed on June 21,
1990.
On September 14, the Contractor returned to the dam
with one drill crew and grout plant to start working on
the remaining plinth grout curtain. The dam plinth
grouting was completed on September 19, 1989.
The spillway grout curtain extension, Change Notice
No. 60, was started on September 21. On October 16,
1989, the contractor was moved off of the spillway and
on to the grout curtain extension on the left abutment
of the dam, Change Notice No. 51. In early June, 1990
during the completion of the spillway extension
grouting, a modification to Change Notice No. 60 was
made by the Engineer. By Change Notice No. 89 ten
previously grouted curtain grout holes alo~g the
spillway extension and the left abutment end of the
spillway were redrilled, deepened and grouted.
3 - 3
4.0 EQUIPMENT
The drilling for the entire grouting program was
accomplished using Chicago Pneumatic drills. The
Contractor had four CP-55 and two CP-65 drills on site.
The Contractor chose to use diamond-drilling equipment
and received approval to use EX drill rods. This
equipment resulted in a grout hole of 1.5 inches in
diameter, as opposed to the 2-inch holes originally
required by the contract. The Contractor used
diamond-impregnated plug bits, as well as diamond-
impregnated core bits (for difficult drilling, e.g.
when encountering embedded steel). For drilling
exploratory core holes, the Contractor used a. Longyear
5-foot triple-tube core barrel. This core barrel
retrieved NQ-sized core of 1.75 inches diameter.
For both drilling and grouting operations, Continental
typically used two air compressors. The air compres-
sors were provided by Enserch and were usually
Ingersoll~Rand compressors rated at 825 cfm and 900
cfm. Continental used one dual-piston Gardner-Denver
water pump.
The two colloidal grout plants used were assembled by
Continental Drilling and were both composed of the
following components:
o a Worthington piston pump,
o an Ingersoll-Rand air motor,
o a Krogh high-speed mixer,
o a mixer tub, capacity 16 cubic feet,
o an agitator tub, capacity 18 cubic feet, and
o a Neptune water meter.
4 - 1
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Continental used l-inch diameter grout· tubes in 10-fo"ot
lengths. The packers used were leather cup packers.
The contract specified expandable gland-type packers.
Continental preferred working with cup packers and was
allowed to do so as long as the packers provided a
tight seal at the pressures used. These leather
' packers performed adequately, and the Contractor was
not required to change to gland packers.
4 - 2
5.0 PROCEDURE
The procedures ~sed for the
spillway foundation grouting
established by the contract
Section 3.6 and by generally
Bradley Lake dam and
program followed those
technical specification
accepted grouting prac-
tice. The Contractor's performance was closely moni-
tored at all times by Bechtel geologists acting for the
Construction Manager.
5.1 Drilling
The primary and secondary (P1 and P2) grout holes were
(•
laid out by the Contractor's surveyors. The grout
nipples were generally set within the forms ·prior to
placing concrete in order to avoid drilling into
reinforcing-steel or form tiebacks. This was not
always successful, especially in the dam plinth. The
angle of the grout holes relative to the angle of the
dam plinth was such that on several occasions drill
holes encountered the J-bolts e~bedded in the founda-
tion. For drilling tertiary or special holes, nipples.
were set by drilling into existing concrete with a jack
hammer and setting 18-inch nipples in grout or tquick-
setting resin. In the spillway, many of the curtain
holes were similarly placed by setting nipples directly
into rock.
Drilling always started with P1 holes. Drilling was.
not permitted unless the concrete overlying the founda-
tion rock, if any, was more th.an 24 · hours old. No P2
holes· were drilled until all P1 holes within 25· feet
were drilled and grouted. No drilling ·of any hole was
permitted ;within 32 feet of any hole grouted within the
preceding 24 hours.
5 - 1
After a hole was drilled to the proper depth, it was
washed free of cuttings. This
simply _circulating water through
the water that returned was clean.
was accomplished by
the ~rill rod~ until
By agreement to use
diamond-drilling equipment, the Contractor was exempted
from having to use jetting equipment and techniques to
wash each hole.
If during the drilling of any hole the circulating
water was lost, drilling was immediately stopped. This
happened often during spillway drilling. These holes
were grouted as soon as possible. After a minimum of
24 hours, the drill was set up again on the hole and
drilled to the design depth. If loss of circulation
occurred again, the above procedure was repeated.
5.2 Grouting
The curtain grouting program at Bradley Lake used the
stop grouting or upstage grouting technique. Each hole
was drilled to its full depth, then grouted in stages
from the .bottom up. Grouting immediately followed
drilling, or as soon as the overlying concrete had
reached its design strength. The design documents did
not provide for water testing prior to grouting;
therefore, common grouting practice notwithstanding,-
water testing was generally not performed on any
curtain grouting hole. In fact, water testing was
accomplished only on two specific holes. This is
discussed in the next section.
As required by design, the cement used for grouting was
Type II Portland cement manufactured by Lonestar. The
starting mix used originally was a 2:1 ratio by volume
of water to cement. Field experience soon showed that
better results were obtained using a 3:1 starting mix.
5 - 2
. ~. .. .·,.
Mix ratios were changed as required for specific holes.
The mix was never thinner than 3:1 and never thicker
than 0.5:1 .. Mixes of 1:1 and thicker met the specified
sedimentation rate of 5% or less in 45 minutes.
Testing showed that 2% by weight of bentonite was
required for mixes of 3:1 and 2:1. Testing results are
given in Appendix F. Water used for mixing grout was
obtained from Bradley Lake.
Grout was mixed in the mixing tank by adding a measured
volume of water, the appropriate number of sacks of
cement (one 94 lb. sack of cement equals 1 cubic foot),
and the appropriate amount of bentonite, if required.
After thoroughly mixing in the high-speed .colloidal
mixer, the gr6ut was discharged into the agitator tank~
Grout was continuously· circulated from the agitator
tank through the flexible grout hose to the header and
back through the return line to the agitator tank~ The
control valves and pressure gage were located on the
header.
Injection pressures followed
From the surface to 20 feet
sures were 1.0 psi per foot
1 .. 2 psi per foot was used.
the design
in depth,
of depth.
requirements.
grouting. pres-
Below 20 feet,
Grouting was started on a typical hole after the
Bechtel geologist had checked that the mix was correct,
the proper hole was being grouted and the packer was
set at the correct interval. The Contractor monitored
the header and regulated the pressure u.nder close
supervision by Bechtel. The typical hole was started
at the lowest stage with a 3:1 mix. This mix was
continued until refusal or until the Bechtel geologist
directed a thicker mix based on the rate of grout take.
5 - 3
'· •.;: :""·~·-~--~-.. -.:.": ._,.:;(6·t~_ .. _,~ .... -· ... _ ~ .:. . • ·•· ·.· ·• •. -._ ..... : ·. • ' • -...... ; ·!. ~ •..
The refusal criterion used was a take at ~he rate of
less than 1 cubic foot in 15 minutes. Thickening and
thinning of the mix was at the direction of the.Bechtel
geologist, who also closely monitored the grout level
in the agitator tank, and kept track of the number of
sacks used.
After refusal in a particular stage, the header valve
to the hole was closed, forcing all the grout to
recirculate back to the tank. The packer was raised to
the next stage and grouting was· started again. This
procedure was followed until the hole was completed.
Details of each hole grouted in this program are gi~en
in the daily reports and in the individual g~out logs
(Appendices C and D). The grout logs show the stages,
pressures, mixes and any pertinent observations.
When communication between holes occurred, a packer was
placed in the communicated hole with the valve left
open. After grout of t~e consistency being pumped
flowed out, the valve was closed and the active hole
was grouted to refusal. The communicated hole was then
grouted next.
surface leakage from open fracture~ and joints in the
rock occurred often during spillway grouting. When
this happened, the leaks were caulked using burlap,
1
oakum, and wooden wedges. The grout mix was also
.frequently thickened to 1:1, which usually stopped the
leakage allowing the hole to be grout€d to refusal. On
occasion, it was necessary to tem~orarily reduce
pressure.and in a few instances, flush the hole with
water and allow the grout to set before grouting again.
5 - 4
Several holes in the spillway had very high grout
takes, but for most of the holes grout takes were low.
On two holes of high take, sand was added to the mix
under the direction of the Bechtel geologist.
Grout/sand mixes were 1:1:0.25 to 1:1:0.5 or one cubic
foot of water, one cubic foot of cement and a quarter
to a half of a cubic foot of sand.
All holes.were backfilled after grouting was completed.
This usually occurred at the end of the day; all the
holes grouted that day were backfilled at the same
time. Backfilling was accomplished using the tremie
method and using a 1:1 grout mix.
In a few instances, split-spacing between P1 and P2
holes was required. The procedure for adding tertiary
and quaternary holes was based on the closure criterion
of 0.25 sacks of cement per foot of depth in any stage.
If a P1 primary hole took a large quantity of grout,
but the P2 secondary holes on either side took less
than 0.25-sacks per foot, then tertiary holes would not
be required. But should one of the P2 holes take more
than the quarter sack limit, then a tertiary hple on
either side of the P2 hole would be necessary, with
depths determined by the Bechtel geologist. Further-
more, should the tertiary hole exceed the closure
criterion, then a quaternary hole would be required on
either side of the tertiary hole. As discussed in the
next section, closure was achieved in most cases with
the P2 holes. Only a few areas· required tertiary holes
and only one place in the spillway required quaternary
holes.
Monitoring against uplift of the plinth concrete due to
curtain grouting was conducted by the C6ntractor.
5 - 5
Monitoring points were installed prior to grouting in
Section C of the dam plinth and checked during and
after grouting in that section. No indications of
uplift were reported. Monitoring points were not
installed in the spillway as most of the grouting was
performed through a mud mat or from uncovered rock.
Special fbundation grouting was required in areas of
the spillway (see Section 6.2). When a particular open
joint required special treatment, 2-inch grout sleeves
were installed by the grouting subcontractor under the
supervision of the Bechtel geologist. These sleeves
were held in place within the concrete forms with steel
rods and angle iron. After the first lift of concrete
was placed over the foundation rock in that area, the
drill was attached to the sleeves and the hole drilled
to the appropriate depth, usually 5 to 10 feet or until
circulation was lost. Each hole was grouted using a
surface packer and a 10 psi injection pressure. The·
grout mix used depended upon the geologist's judgment.
Each hole. was tremie backfilled after completion of
grouting.
Towards the end of the grouting program, a special
procedure was implemented at certain spillway grout •
holes. The grouting specification required that all
curtain grouting be performed through a grout cap.
That is, grout holes were to be drilled and grout
injected through a layer of concrete placed on the
foundation rock. The concrete· could·be a mud mat or
any of th~ scheduled structural concrete lifts. The
intent of this requirement is that while grouting is
being performed at the highest stage with the packer
set at the surface, ·any voids existing at the
rock/concrete contact would be filled.
5 -6
.. ~: .. ··.· .. ·.:·:~· ~:.;..~'/'.: ... · ''t···.~.-:
All holes in the darn foundation were drilled and
grouted through the concrete toe plinth, thus
ing the requirement for contact grouting.
satisfy-
In the
spillway, however, the Contractor was granted a vari-
ance to allow curtain grouting to proceed in areas that
were not yet covered by concrete. In allowing the
Contractor to grout from bare rock, the Engineer
required that the Contractor perform separate contact
grouting at-each exempted P1 and P2 hole after each
hole had been covered by concrete.
The contact grouting procedure was to attach a new
grout nipple to an existing nipple after curtain
grouting was finished. After one or more lifts of
concrete had been placed, and after 24 hours had
elapsed since the first placement; the contact hole was
drilled a nominal one foot into rock. This ensured
that this rock/concrete
vicinity of the existing
contact was exposed
curtain grout hole
in the
nipple.
After the initial concrete lift reached sufficient
design strength (typically after seven days}, the hole
was grouted using a 3:1 mix at 10 psi. Each contact
hole was then tr~rnie backfilled ~ith 1:1 grout.
5 - 7
...... ' ........ "' ..
. ;
6.0 DISCUSSION·AND EVALUATION
6.1 Dam
The grouting program at the dam showed the foundation
beneath the plinth to be extraordinarily-tight. Grout
takes in the majority of holes were negligible and over
90 percent were less than five sacks per hole. Holes
with grout takes of one-half to five sacks comprised 28
percent of the total. Only 11 holes, or 10 percent of
the gro~t holes, took more than five sacks. The reason
for the low grout take is the geology. Jointing in the
dam foundation is moderately to widely spaced and these
joints are m6stly tight·. A few thin shears cross the·
plinth
features
Geologic
concrete
foundation but grout injection into
was negligible due to interstitial
mapping of the foundation prior to
in the plinth provided insight to the
these
clay.
placing
nature
of the joints and seams. Exploratory core holes CH-1
and CH-2 also confirm that the foundation is tight.
These check core holes drilled in Sections D-3 and B-1
show that existing discontinuities are tight and the
few open ones are filled with grout.
the darn foundation can be. found
Geologic maps of
in the final
construction geology report (see reference list). Core
logs are found in Appendix E. Table 6-1 contains the
as-built quantities for the 118 holes drilled in the
darn plinth.
Grout hole 2+11 on the left abutment 'took 291 sack$ of
cement. This i$ the highest ta~e in the darn, as was
expected. Geologic mapping in the left abutment area .
disclosed the presence of an extensive open joint. A
short hole was drilled to intercept this fracture a few
6 - 1
... ·:--..... · .
feet into the excavated rock face. Water was injected
into this hole by gravity at roughly 20 gallons per
minute for about three hours. No water was seen to
return to the surface anywhere in the vicinity during
this test. The Pl hole 2+11 and the P2 hole 2+17 were
both drilled deeper than the adjacent curtain holes in
order to intercept this feature. As mentioned, a great
deal of grout was injected into 2+11. The P2 hole 2+17
did not have any take. This indicates that the feature
was filled, at least in the immediate vicinity. The
left abutment grout curtain extension (Change Notice
No .. 51) was implemented to track this feature west
beyond the power tunnel gate shaft and ensure that this
feature was entirely grouted. The low takes of thes~
grout holes confirmed that the open joint had been
completely sealed.
Two other holes had high grout takes. Hole 8+07 is one
of the fan holes in the lowest part of plinth Section
D-4 and angles eastward into the right dam abutment.
This hole took 140 sacks of cement. Hole RA-7 on the
~
right abutment took 159 sacks of cement. Both of these
holes are in the rock knob that separates the dam from
the spillway. The top of this knob had numerous open
joints and took a large amount of grout in a number . of
spillway holes. It was expected that the right dam
abutment holes would intercept some of these joints .
.
Core hole CH-3 was drilled adjacent to RA-7. The core
reveal~d 17 intervals of possibly open joints or
fractures. Eight of these intervals. had evidence of
grout infilling. The cor~ had no intervals of open
discontinuities below about 60 feet. This correlates
6 - 2
..,'..· ...
')
well with the grouting performance of RA-7, which had
no grout take below 61 feet.
An area of concern on the right dam abutment was a
prominent weather:ed infilled joint at approximate El.
1130 to 1150. This joint is. filled with decomposed
rock, soil, and cl~yey silt. Several special holes
were placed.in this area, as is shown on·Figures 1 and
2. These holes crossed the infilled joint upstream of
the plinth concrete, but grout could not be injected
into it. The material within the discontinuity ·has
sealed it. Core hole CH-4 was drilled to intersect
this feature at about the same place as grout hole
RA-23. The discontinuity appears as a fracture zone in
the core at 18.8 to 21.0 feet and again at 24.2 to 24.5
feet. No grout takes were observed and the fine
fraction had been largely washed away. However, the
grouting performance in the holes crossing this feature
coupled with the fact that drilling water was not lost
~uring coiing show that it is unlikely that this
discontinuity will be a significant seepage path for
reservoir water. Geologic mapping indicated the' joint
is tight (i.e. without infill material) where it
crosses the plinth foundation.
6.2. Main Dam Left Abutment Extension
Because of blasting and excavation done to form a wide
bench area ·(El. 1200) at the end of the left abutment of . .
the · main dam, extending the grout curtain was
considered. Excavatipn of the power tunnel gate shaft
located on the bench near tne end of the left abutment
indicated the occurrence of differentially weathered
and fractured rock 5 to 20 feet below the bench
6 .:.... 3
. ' ' .. ..... ~. . · .. · ... ;..: ' .
\
' '
surface. Also, high on the left abutment, open. joints
were found in the plinth foundation. The 20 degree dip
of these open joints could extend these possible
leakage paths beneath the bench. For these reasons the
Engineer decided that the left abutment grout curtain
should be extended 170-ft. southwest across the bench to
' close off at the high rock bluff. Extension of the
left abutment grout curtain was done . under Change
Notice No. 51.
Preparatory work was started October 13, 1~89, a trench
3 to 13-ft. deep was first excavated across the flat
bench to the top of bedrock along the alignment of the
grout curtain extension. In bedrock areas along the
trench bottom that were b~low El. 1190; a concrete
stubwall was constructed to E~ 1190. Curtain grout
nipples were set in the concrete stubwall and directly
on rock where the surface was above El 1190. Owing to
freezing temperatures grouting was shut down in early
November after grouting 11 holes. Grouting on the left
abutment extension was resumed May 20, 1990. The
£
trench which had been temporarily backfilled had to be
reexcavated to locate the grouting nipples.
were damaged and had to be replaced~
Twelve holes were grouted· in 1990 for a total
holes along the left abutment extension·. Hole
ranged from 15 to as much as 110 feet. The .
grout holes ·were drilled to intersect the 20
Several
of 23
depths
deeper
degree
dipping joints previously mentioned. Grout takes along
the left abutment extension were very low with one or
two local exceptions. A summary of as-built grout
quantities is given in Table 6-1. A profile of the
6 - 4
• c ....... ~ • ' • ' .:.
grout holes along the left abutment extension is shown
on Figure 4.
6.3 Spillway
The spillway foundation grouting proved to be much
different from the'dam. The spillway foundation took
almost three times the cement for half the number of
the holes. The spillway is located in· a relict
riverbed of the Bradley River. The knob of rock
separating thi,s relict glacially eroded channel from
the present channel of the Bradley River, now buried
beneath the dam at Segment D-4, proved to be much more·
jointed than the rock beneath most of the dam proper.
The joints are more open and the rock is weathered more
than elsewhere. Open joints in this knob are respon-
sible for two of the three large-volume grout takes in
the dam. In the spillway, large takes started just
west'of the relict river channel (approximate Station
11+25) and continued t·o the end of the spillway exten-
sion at ·the dam. Spillway grouting logs are in
Appendix D. As-built quantities for all spillway holes
are given in Table 6-1.
In the spillway proper (refer to Figure 3), the highest
grout take was 468 sacks in hole G-13. Holes G-1, G-3,
G-5, an G-17 were all well over 100 sacks and G-15 .and
G-19 were just below 100 sacks. In all, 16 holes, or
28 percent of the total, the take was over five sacks.
An additional 15 holes had grout tak'es of up to five
sacks. Only 26 of the total 57 grout holes, or 46
percent, did not take grout. This is much less than in
the dam foundation, where 62 percent of the holes were
tight.
6 - 5
... ·' . . . -:'"~ ..
As mentioned, the spillway foundatjon has a large
number of joints, several of which are open at the
surface. These open joints were noted during geologic·
mapping and are rec6rded on the spillway g~ologic map.
The areas of large grout takes correspond well with
these mapped features. In addition to the grout
curtain, six special consolidati~n groui holes were
placed to intersect known open joints: G-58, G-5C,
G-13A, G-138, G-14A, and G-17A. These holes were
drilled after concrete was placed and after curtain
grouting was finished in the area. In all six cases,
the joint was mostly filled during.curtain grouting.
None of the consolidation grout holes took significant
quantities of grout. The highest was G-13A at 26
sacks.
Of particular interest ~as an open joint near G-5.
This joint was discovered during foundation cleaning.
Under the direction of the Bechtel geologist, two holes
were drilled to intersect this feature a few feet
beneath the foundation. A water test similar to that
~
performed at the dam left abutment was conducted, with
about 20 gallons per minute injected under. gravity flow
for a few hours. Water did not return ta the surface
anywhere nearby. P:lpe nipples were added to these
holes, designated G-5B and G-5C, and extended above the
concrete forms. Curtain grout hole G-5 was grouted
first and took 216 sacks of cement. , ~hen G-58 and G-5C
were grouted later, they took only 6 and' 6.5 sacks
respectively, indicating that the open joint had been
largely filled during the grouting of G-5.
6 - 6
' • • j • • • •, ~:: I" •• ~ • .. ·;.:.
The left abutment of the spillway was the most diffi-
cult area as far as grout curtain closure is concerned.
Grout takes in G-1, G-3, and G-5 were high and the P2
hole G-2 took over the one-quarter sack limit.
Therefore split spacing was required between G-1 and
· G-2 and G-3.and G-2. Tertiary hole G-2A had no take
and so closed the curtain between G-2 and G-3.
However, tertiary hole G-1A lost circulation at a very
shallow depth and took five sacks of cement. This
necessitated quaternary holes G-1B and G-1C to finally
close the .grout curtain between G-1 and G-2. Open
joints at shallow depth were the primary reason for the
difficulty in obtaining closure. Blasting and ripping
during excavation of the top of the spillway knob is
probably responsible for opening many of the shallow
joi:t:Its. -This same . problem ·Was encountered in the
spillway curtain extension across the knob, as
discussed below.
The right abutment of the spillway is quite different.
East of the r~lict river
largely insignificant.
channel the grout takes
Only G-36 took more
were
than
one-quarter sack of cement per foot. The reason is
·that the right abutment rock is very massive compared
to the jointed, blocky foundation west of the relict
channel. The few joints present are mostly tight.
Tertiary holes were required only ar.ound G-36 in the
right abutment. G-36A was placed between G-36 and
G-35. Due to the peculiar qonfiguration betw~en G-36
and G-37, no tertiary hole was possible without drill-
ing horizontally through an existing reinforced con-
crete slab. As G-37 and G-38 had insignificant takes,
the curtain is considered adequately closed.
6 7
. : ..
6.4 Spillway Extension
Similar to the left dam abutment, the weathered rock
conditions and the prominent joint system across the
top of the rock knob forming the right abutment of the
dam gave cause for the Engineer to extend the grout
curtain (Change Notice No. 60). The grout -curtain was
extended alcing the centerline of the dam from the end
of the right abutment (Sta. 8+05) tying into the south .
end of the spillway grout curtain (Sta. 9+30) (see
Figure 4). Grout nipples along.the extension were set
for Pl and' P2 holes initially. Also, similar to
grouting of the' left abutment extension, grouting of
-·
the spillway extension was interrupted/delayed several
times during the completion of grouting largely due to
access interference with other construction activities.
At mid-October, 1989 the contractor discontinued
grouting on the spillway extension for the winter.
Eight of the curtain grout holes were completed before
shutdown.
In late May 1990,· drilling and grouting along the
spillway extension ~as resumed. By the end of J~ne,
grouting of all the holes had been completed on the
spillway extension with the exception of two short
split-spaced holes. Additionally, three previously
grouted cuitain holes on the left abutment of the
spillway were deepened in June ~990~ . In all, 10 holes
were deepened (see Figure 4) by change·Notice No. 89 to
extend the spillway curtain grouting depth so as to
overlap the r:adial grout holes performed from within
the diversion tunnel.· Considerable redril~ing of
previously grouted holes was required.
6 - 8
• ~-':1. ':. I •I • •.• ' ._ ......
The grout holes and revised depths affected by Change
Notice No. 89 are listed below:
Hole No.
G-1
G-2
G-3
G-4
G-5
G-6
G-7
G-106
G-108
G-110
Revised Length (Ft)
75
75
80
80
90
90
115
105
90
80
Grout takes in deepened portions of spillway curtain
holes G-1 and G-2 were less than five bags; in holes
G-3 and G-4 there was no take below 40 ft other than
that needed for backfilling the holes. On the spillway
curtain extension grout hole G108 and G110 had negligi-
ble take; hole G106 took 113 bags from 20 to 42 feet.
The grouting of these holes was done in June 1990.
Daily reports of the drilling and grouting are included
in Appendix B.
Three holes, G-5, G-6, and G-7, had been previously
grouted to 35 feet in 1989. In June 1990 the depths of
' •·
these holes were increased as indicated in the list
above. The G-7 hole had been drilled but not grouted.
Before G-5 and G-6 could be deepened, the Contractor
stopped further drilling because of· grouting interfer-
ence within the gallery. The G-5 and G-6 holes were
6 - 9
''
relocated to the top of the G block bf the spil~way and
drilled through the spillway concrete, upstream of the
gallery, into the rock below. The holes were 'inclined
upstream 8 degrees. and 10 degrees, respectively.
Grouting of the three holes in the spillway was
completed in late October 1990. Grouting was performed
by the general contractor; his grouting subcontractor
had been,demobilized. The grout take in e~ch of the
three holes was negligible.
Drilling and grouting of the twb split spaced holes,
G-105A and G~106A, on the spillway grout curtain
extension were inadvertently overlooked during grouting
done in 1989. These two 45-f~ deep grout holes located
on both sides of G-106 were needed for curtain closure.
Grouting of these two holes was completed i~ March 1991
during the time the Contractor wa~ doing the high
pressure grout rings in the diversion tunnel. Grout
take in G-105A was negligibl~ other than that used· to
backfill the hole. Hole G-106A took 36 sacks.
One of the curtain extension grout holes
problematic and deserves· special discussion.
') was
Hole
G-109 was drilled on September 21, 1989 and lost
drilling water circulation at 7 ft. The grouting
subcontractor stopped drilling and on September 23
pumped in 33 sacks of cement until bad weather shut him
down. He injected another 9 sacks o~ September 25, at
which point the hole reached refusal. The
subcontractor resumed drilling on September 26 and
again lost circulation, this time at 13 ft. The hole
was grouted on September 27 using 12 sacks. Grouting
was discontinued when grout returned to the surface
6 -10
..... ~ . . :
through nearby joints. Drilling resumed on September
28 and·circulation was lost at 16.5 ft. However, the
driller lost the bit and part of the drill steel in the
hole. The hole was grouted prior to being abandoned.
Grouting took place on October 3 with 144 sacks placed
before grout supplies ran out and severe.weather forced
a shutdown. Grouting resumed on October 4 with refusal
accomplished after 38 additional sacks had been placed.
Curtain grout hole G-109 took a total of 236 sacks of
cement before being abandoned.
. . l.
Drilling started one foot away on replacement hole
G-109A on September 29. Circulation was lost at 10 ft
and 102 sacks were placed on October 2. Circulation
was again lost on October 6 at 13 ft and 61 sacks· were
placed that same day. Grouting progressed with no sign
of diminishing until being stopped due to severe
weather. Grouting continued all day October 7 with 217
sacks placed. The grout . mix was thickened to 0.6:1
with no diminishing of the rate of injection. It was
decided to let the grout set over the.weekend an? try
again with sand included in the mix~
By Monday October 9, the subcontractor did not have
sand on site. Grouting was continued without it at
mixtures of 0.75:1 to 0.6:1. After 60 sacks, the hole
showed no signs of slowing. Grouting was halted until
the subcontractor obtained sand. Qn October 14,
grouting resumed after the contractor had obtained a
supply of #30 blasting sand. The water:cement:s.and
ratio used ranged from 1:1:0.125 to 1:1:0.5. Grouting
was halted after another 60 sacks of cement had been
injected with no reduction in take. By instruction of
6 -11
... . .. . . . · .. · .. . '\ -·.' · ... ····· :· .. ·... .. . ; .. ~ .
)
the Construction Manager, grouting on G-109A was
temporarily suspended after taking a total of 500
sacks. The opinion was that the grout may have been
leaking directly into the diversion tunnel, so the
grouting of G-109A would continue after that tunnel was
lined.
Grouting resumed at G-109A on June 5, 1990. Thirty
sacks at a mix of 0.75:1 were injected, with no
decrease in take. On June 15, another 206 sacks were
placed with no refusal. The Construction Manager
decided to change tactics and G-109A was drilled from
13 f~ to 35 f~ on June 18. Drill water· was not
returned for about the first ten minutes, then
unexpectedly regained circulation and maintained it for
the duration of the hole. Grouting was accomplished in
two stages on June 19. The lower stage from 15 to 35
ft. did not accept any grout. The . upper stage,
including the joint at 13 ft. also did not accept
grout. The joint was apparently sealed by drill
cuttings. In all, G-109A had taken 736 sacks, and
(
togeiher with the abaridoned G-109, took a grand total
of 972 sacks of cement.
The subcontractor was directed to split-space on either
side of G-109/109A. Holes G-108B and G-109B were both
successfully drilled to 20 ft. Both holes were grouted
on June 21 and neither had' any ·take.
6 -12
;:.
·. ~
• :!·.
' ...
MAIN DAM:
Primary holes (P1)
Secondary holes (P2)
Tertiary holes (T)
Quaternary holes (Q)
Special foundation holes (S)
Core holes (C)
Total
' TABLE 6-1
AS-BUILT QUANTITIES
NUMBER
OF HOLES
DRILLED
50
49
3
0.
12
4
118
LINEAL
FOOTAGE
DRILLED*
(FEET)
3;448.0
2,778.0
·90.0
0
620.0
219.5
7,155.5
NUMBER
.OF GROUT
CONNECTIONS
163
130
5
0
~0
328
SACKS OF
CEMENT
INJECTED
647.5
35.0
4.0
0
2 .• 0
688.5
SACKS OF
CEMENT -
BACKFILL
AND WASTE
292.5
======================================================~==============================================
LEFT DAM ABUTMENT EXTENSION:
Primary holes (P1)
Secondary holes (P2)
Tertiary hole~ (T)
Quaternary holes (Q)
Special foundation holes (S)
.Core holes (C)
Total
10
8
4
22.
655.0
385.0
215.0
1,255.0
38
15
6
105.0
90.0
6. 0·
201.0 20.0
=====================================================================================================
SPILLWAY:
Primary holes (P1)
Secondary holes (P2)
Tertiary holes (T)
Quaternary holes (Q)
Special foundation holes (S)
Core holes (C) ·
Total
27
17
5
2
6
1
58
1,094.0
582.0
140.0
60 •. 0
29.0
33.0
1,938.0
66
35
8
2
8
119
1~718.0
43.0
8.5
0
41.5
1 r 811.0 148.0
=====================================================================================================
* Does not include redrill quantities
•
.~·.
.,
i
•.:..
TABLE 6-1 -AS-BUILT QUANTITIES
Page 2 of 2
SPILLWAY EXTENSION:
Primary holes (P1)
Secondary holes (P2)
Tertiary holes (T)
Quaternary holes {Q)
Special foundation holes (S)
Core holes (C)
Total
NUMBER
OF HOLES
DRILLED
5
12
3
20
LINEAL
FOOTAGE
DRILLED*
(FEET)
175.0
574.0
. 55.0
804.0
SACKS OF
NUMBER SACKS OF CEMENT -
OF GROUT CEMENT BACKFILL
CONNECTIONS· INJECTED AND WASTE
30 1,072.0**
15 177.0
4 4.5
49 1,253.5 . 15.0
=====================================================================================================
GRAND TOTAL 218 11_, 152.5 555 2,700.5 460.5
=====================================================================================================
* Does not include redrill quantities ** Grout hole G109A took 972 sacks
•
RA-31
~
--------,~~~~------------~;-~~~--~------------~~t.:~~------------li!Ft.~~------------~nEf.=~~------------ll~M~a~in~d~a~m~=e~m~b~a~n~k~mTe(nSt~a~z~im~u~t~h~-~2~6~6~·~~(5~~--------------nc>=~--------------~[)::~--------------nc>=~--------------lf~~~~R~A~-~3~ -o i.:. .... A-1 8 _1 B-2 B-3 8-4 C-1 C-2 C-(3 D-1 D-2 D-3 D-4
20-----
40-
60-
80-
. -.,
~ 100--
c: .,
c: -~ 120--
"' .0
E
0
.:: 140---.,
"' --0
160-
180-
200 ~
220 -
46
LEFT ABUTMENT
"' E
Sta. 2-tOO
I ~
1180
2
2s • I r :-~1
1160 i i • •
265! I • •
1140 .i .J..
---;; 46
Q) ,.
0 1120
.0
tlj -Q)
Q) -c:
c:
0 -"'
1100
~ 1080
w
1060
1040
RA-1
2+73
I
~21
I
•
I
"' "' + "' ....
+
"'
A-1 8-1
.7
I I ~1 . I 1.7£;
.L •
43 1
-L..
43
43
Sta. 3+00
•
I
~ • ·, ~20 33 I ~ . ~ .
L 33 I
43 •
_1._
43
EXPLANATION
Grout hole designation:
Right Abutrrent
Main Dam
B-2
I .
I
• •
..l-I
45 • _._
47
Grout hole advaoced through concrete .
Top of Rock
Projected positim of grout hole.
No grouting data implied.
Packer setting. Slant depth in feet.
MAIN
61 48
AM GROUT
"' ....
+
'<I'
"' co
+
'<I'
CO N
C»o
+ +
'<I'll)
66
85
"' ~
+
It)
"' "' +
It)
67
"' "' +
It)
88
"' '<I'
t
It)
68
"' It)
+
It)
89
"' "' +
It)
&9
VIEW
70
93
"' 0>
+
It)
93
0
+
"'
71
+
"'
"' N
+
"'
93
"' "' ...
"'
71
"' It)
+
"'
71
"' "' +
"'
71
"' co
+
"'
93
"' 0>
+
"'
71
"' 0
+ ....
93
"' ~
+ ....
71
N
N
+ ....
93
"' "' + ....
71
"' It)
+ ,...
R A-17, .:. ..,,, ..,
CH-3 ~~=~
RA-1
RA-1
RA-
RA-
RA-
Se note 5.
N
"' + ....
"' ....
+ ,...
R
CH-4
R
"' 0 co 0>
+ + .... ,...
Sta. 7-t-oo
I
Sta. 8+00
I
Sta. 6+00
I
Sta. 5-tOO Sta. 4+00 95
I
8-3
•
I .
"' 0>
+
"'
! i .
143 • I 43 'I ! ..-.... . ...... ' 1 48 2.5 • ...... ' 61 I
-'-65
I RA-32
B-4
....
"'' + '<t
I .
N
"' .,.
....
•
Main dam crest -elevation 1
C-1 C-2
MAIN DAM GROUT CURTAIN -PRO
"' ....
+
'<I'
M CON
CO 0> 0 N N
+ + + ..... "' (') C\1 C\1 C\1 "'
c-~ D-1 D-2 D-3
E \VIEW
'
D-4 RA-35RA-29
RA-34RA-28
RA-33RA-2
H _3 RA-26,2
RA-24,23 ·2
RA-2120.1 ~1
RA-17,16 .1 5.1
RA-13
RA-12
t1A-1
CH-4
~)l~~~~'<t~~~'<t~IO~~~~~~~~~i---1!~-l~~-l~~~~~~--~~~_j~~--~~j_j"'~_j"'~--~~--]~l__j~~_j~~~~~--~~--~g~_J~~~~~~~~--~~--~~;_~~~~~~+--J~~~~~~~~ . *1 'lrf--f!--i-~-" I I .
10 10
.;; j; ~ ';" ~ ';' ~ ~ ~ ' ~ ~ ~ ~ ~ ~ ~ ,._ ,._ ,._ ,._ ,._
. I ~ ! 25! 21 1. ' • i I I I I • I I . I I . I I
I · . " ·' I ~1:~~~~~--t--J~~·--;-~~t==4c=~==~"'~~"'t==J"'~=t==~~~=i~~~~~==~:=~~~~~~~=:~~~~ 1. "1 .'.11. I ~'f'JW..31 · · 1 03 I I I ~ I : I I I ·
I ' ___...,._ 21 ...LZ_· 1 I . . I . I .
..l--so;4 3fl lf~3 j , " ':' ~1 121 I · I . . . · I "
s2 ~1;· . • 1 1 · I"":"-.-all l2t • _1 I. .1 I • 1 I 1" I I I · I I 1 I
i! 3 I i ! · ·I .11
' .........-., ht~ll: 1 21 12 1 • j 2 . I • • • I . 1 l21 :21 i._21_._21 • 1 I I I . 02 I ~ . ~21 ~1 r1"""-: ~· 121 • ! 121 !21 12 1 "2t2tl -l2t l21 i21 ·21~1 ~I 'i'"!' / ~, 1 .56 I • . I i i ! i i ! I I ! I .2 I '1"' ~· _.¥.!.2·~. T I ~I I •• i' ·'!"' i I I . I I I
.,.____, jo"-f-IJ,..-~3 _......__43 • 43 • 1 • I • " 1 105 · 1 1 • I • 1 I I •
69,; sa-so. - -I' ~ ~43 143 143 • I I . I I . 03 . I . I I I j j I j . I I I •
! ~ I · j j j I rJ'"" I' ~3 i i I I I j I i I j j ! j j !I I_ .1 1 1
1
I 1
1
0.5 1 !~ ~0! . ~
..J.... i 6J ! . I. j 0.5 I. I ~3 ~3 j43 I I . I • ! j • I . I I . 45
73 • I _._ I I . I ' ~ ~8 3 143 I . •• I •43 143 ~3~..u 143 ·43 I . I . I . I I I I •• f ~4 63 ~4 ~o ..!._ ~4 ..!_ !64 i ! 11 '} ~4 ~3 ~ ~r""'l43 '!' 1. , ~, , 'J' :-' ,-p3 rhll43 ~3 ~ II. 4~ ~ )14? ~3 ~o A,· 43~
-..... • 1 66 • 67 ~ ..i... 1 ' • I 1
78 ! ! j ! j 68 ~4 j_ ' I I I 01.2 j j !
1
j !
1
: j ! !1 j I ! ! !1 1
1
!1 :
-I.... --L. • I • • 6i ....JI ...!_ ls4 • I • • ~ • 1 I I I
85 83 ....._ • I I i f 70 ~ ..L.. ~ ...L •.6644 ..L. ~ •• 64 71 ~4 71 164 ....._ I ! I I I I_ 1 I. j
\ . . \ \ . . \ \ .
• \
r\ •
5
A'
NOTES
/
1. The location and orientation of the grout holes reflect the
as-built conditions. Grout holes are shown projected to the
horizontal and vertical. For hole orientation see Appendix .A
(See note 4 ).
2 . The limits of concrete and rock excavation are from
preconstruction drawings and are approximate .
3. Grout quantities shown reflect grout injected into rock. See
grout logs and daily reports for backfill and water quantities .
4 . Grout holes 7 +90 through 8+ 1 0 are slightly separated for
visual clarity on the plan view . As-built bearing for most of
these holes is approximately 85". The same holes have not
be€)n fully labeled. As-built details for these holes are shown
in figure 2 .
5 . The location and orientation of the Right Abutment grout
holes reflect the as-built eonditions. Grout take details are
shown on section A-A', figure 2 .
6 . As-built hole inclinations vary; hole depths indicated on lhe
figure can not be scaled directly (see note 1 above).
See note 4.
RIGHT ABUTMENT
CLOSURE
Primary grout curtain holes {P1) are spaced
every 20 ft. The closure criterion is 0.25 sacks
of cement per foot of depth in any stage.
Secondary curtain holes (P2) are required by
the specifications whether or not the primary
holes exceed the closure criterion. If a secondary
hole exceeds the criterion, however, a tertiary
(T) hole is required on either side of the secondary
hole. Should any tertiary hole also exceed the limit,
quaternary holes (Q) are required to be split-
spaced on both sides. This split-spacing procedure
was followed until split-spaced holes did not exceed
0.25 sacks per foot of depth and closure was achieved.
The designation of curtain holes as P1, P2, T, and Q
is not shown on this figure. These designations are
g iven on the curtain grouting logs in Appendices C
and D .
85 ~8~78 .·88 1•9 -~!!~ ! 71 ' I ' ~ . I ' ""-..L.. 1 05 71 I 71 • I ,......_ 71 j64 .L • I 24 77 ls4-=._j . . I . I ,.........-... 71. 166•4 Jl ... , ~ 71 •
I j ...!_ 1 I I 'i' I j !
No grout accepted in stage shown.
\ .
I .
I
• I
I
I
I
1.3
• • • • • • • • 8
l
43
c
Grout take up to 5 sacks in stage.
Sack total for sta ge shown.
Grout take of 6 or more sacks in stage .
Sack total for sbge shown .
Bottom of borelule with slant depth in feet.
Surface leaks during stage indicated.
Vertical hole projected in the plan view.
•
93 1 ......_ I 95 t3 ..:... j j 0.5 j I
I 93 9'3 93 .L . 1 • I
I 93 ..!.. ..L _!_ _!_ • I 93 93 93 93 s;-;
! !
I • .
I
I
l
l
I
I
.......
120 -L_
120
•
\ \ ~ • • \ . ~ (\' \ . 149 \0.5\ \ • ~20
\ ~ \ ~
\ \ ).-120
\ / 120
?;5 / 120
120
1-
~ -:::> co
I
(/)
<
See note 4.
DUIIIN[D J r L-.f<r,
BECHTEL
SAN FRANCISCO
ALASKA ENERGY AUTHORITY
ANCHORAGE, ALASKA
BRADLEY LAKE HYDROELECTRIC PROJECT
MAIN DAM GROUT CURTAIN
AS-BUlL T PLAfll & PROFILE
JOB Na. DRAWING No.
17707 FIGURE 1
REV.
. -Q)
Q) -c: ·-
Q)
c:
Q)
(/)
<11 .c
E
0
~ --Q)
Ill --0
I
DETAIL OF RIGHT PLINTH PLAN VIEW
. -.,
E
Q)
>
0 .c
OS -Q)
Q) -c: ·-c:
0 -"' > Q) -w
SECTION D-4
45
210
0
215
220
... .... I() 0 •
0 "' "«> al mo "' 0 + al
m m a>m m mo 0 • al
+ + + + + + + • <X)
... ... ........ ... 1'-al <X)
• .1 71
·-------120
40 120 120
<X) See note 4
120
Sta. 7+90 Sta. 8+00 Sta. 8+10
DETAIL OF ijiGIHT PLINTH -PROFILE VIEW
1060
1055
1050
0
m
+ ....
•
I . ....
' I .
tOOK:ING DOWNSTREAM
SECTION D-4
<( < <
"' .... <D w mmoN"' I() I()
m am mma>ooo 00
+ itf +-tf++-t + + .... ........ ,...,.... ..... cocooo alal
2~
I
I • .... .. •
I
•
43.,-h
I
•
I
•
.!_
• :..
I •
I
•
I -I
I _.__
71
120
0 .... ~
+
---
RIGHT ABUTMENT -PROFILE VIEW
"' E
Q)
>
0 .c
OS -Q)
Q) -c:
c:
0 -OS
>
Q) -w
1 f6o
1140
1120
1100
1080
1060
1040
0
I
55
See note 7
HOLE STAGE(ft)
1 7 25-50
18 5-37
19 25-44
27 12-32
27 0-12
28 0-15
30 15-30
30 0-15
31 0-30
35 0-15
20 40
I I
•
\ _._
• 47
• \ -~
55 55
TAKE(sacks)
1
1
0.5
7.5
0 .5
6
2
1
1
2
80 100
I I
LOOKING EAST
9 • '
•
I
\ 2:\~~ (
' 121'--"'t 6
4 4-~ ~-·25
• • \46--:\-
·}:~~ 1~ . \' .34, ~50 ~-n ',. • 43;\--.
.i-1 -, ~50 ·,
75..... \ • \ .. 61 • \
63 ~ ,_ • ·,
• 68 6~
\ . ·, . \ \ • "\so _,... )...
82 88 '
68
,..
72
120 140 160 180 200
I I I I I
Offset from baseline in feet.
NOTES
1. The location and orientation of the grout holes reflect the as-built conditions .
Grout holes are shown projected to the horizontal and vertical. For hole
orientation see Appendi x A .
7+99
10 . . . . . . : . . . . . .
• !-I.
77. \
I • •59\----1 • . ' ~ ·,
170 .....
• lOJ
I .
I .
I
120
I A'
EXPLANATION
Grout hole designation :
Main Dam
Right Abutment
Grout hole advanced through concrete .
2. The limits of the rock excavaltion are from preconstruction drawings and are ·---Top of Rock
approximate. ·
3. Grout quantities shown reflect grout injected into rock. See grout logs and daily
reports for backfill and water .quantities.
4 . Grout holes 7+98. 7+99, 8+010 , 8+02, 8+05. 8+07 have been separated slightly
on the plan view for visual clarity . As-built bearing for these holes is
approximately 90° in each ca<se.
5. All right abutment holes are labelled "RA-#" (e.g. RA-5), but their prefix has
been dropped from this figure for convenience.
6. Grout holes 7 +99,7 +99A, 8+02A, 8-t05A,are special holes per
Speednote /SWECIBEC /F222 dated 6/13189 .
7. Right abutment holes RA-16 through! RA -35 have grout details liS'.ed (for takers
only) next to the RA profile view .
8 . An X indicates a vertical grout hole on the plan view.
9. As -built hole inclinations vary; hole depths indicated on the figure <an not be
scaled directly (see nate 1 abrove) .
•
•
l
21 ,..----...
I .
I
I .
•
I
I
I
I
I
1
• • • • • • • • 25
1
120
1-
..J -:::>
Ill
I
(/)
c(
Projected position of grout hole.
No grouting data implied .
Grout hole's projected length not to scale.
Packer setting . Slant depth in feet.
No grout accepted in stage shown.
Grout take up to 5 sacks in stage.
Sack total for stage shown.
Grout take of 6 or more sacks in stage : .
Sack total for stage shown .
Bottom of borehole with slant depth in ffeet.
..... OISIIII .. D J f' \_OR O DIU.Wiill -J'::-~• ,,-. . .;
BECHTEL
SAN FRANCISC<O
ALASKA ENERGY AUTHORITY
ANCHORAGE, ALASKA
~,0 , ,.... t ~ ' ~~;PV. J'. 1'."' f,,,.,,,<M')
BRADLEY LAKE HYDROELECTRIC PROJECT
MAIN DAM GROUT CIURTAIN
AS-BUll T DETAIL OF
RIGHT ABUTMENT & TOE
~ r-~J~O_I_N•~·---+------=~=RA=~==~G~N•~·------~R~~~-~
~ 17707 FltGURE .2
31 32 50
50
See note 5.
29
46 ~----------------------------------~~
61 59
42
25
------22
50
42
42
50
30
16
30
115
45 75
40
30 40 40
40
31
30
-20
30
35 . -Q)
2 3 --------:::-::::-1-21 ~1~9~---13A 39
Q) --~ "' c: ·-17A 17 16 -10
35
45~----------------------------------~ 35
l-____ 3!o~========~:r~6A
30
30
30
1200
30
44
See note 5.
..........
.,.. '& :;;;.,. .,.. I .,. I .... t
30 36
39
40
sta. 12 + 00
I
44
RIGHT ABUTMENT
37
sta. 11 +50
I
~ ......... ..... ..-· -)15
.... .... .... 43
1190 30
1170
1160 -
1150
1140
1130
11 20
1110
11 DO
1090
1080
\ ....
) ......... ....... ....
......... 15
42
30
....... ......... 1 .............. .
_ .....
~........ 15
-<II
E
c:
C) ·--"' ,..
G> -......
30 41
.......... ~ .............. . -·-
\
............ 15 ....
30
.... •
.... 40
1 ............... .
.... ....
\............ 15 ,. ,. ,.
39
30
,·''
,.
•
38
' -' ,., .. ,..... ,, ' i''"'· ' -' ,,,,,. ~
37
36
30 ,.
\''
,; • ,; 15 .... 26 --1 -· i'_ 1 ,, ...]...... 1·-·"""·..,..-'· 36A .,. . ... • . ... s ,-a.
... -... ... 2 .,. • .,. •• -v,. 2 ... ... 8 •••• 41~_ ......... _ ......... ,.-:.. • • 15 .. i" 35
\oo ...... -0.5 30 ·'
\ .. ' ,, .
47 15 ·' 3'' ,•' ~· ,,. . ,#'":..~' ·"' "'' ·' 33~:1' ·' ·' ,; ,·' , ,fill' , .. " fill' .... , ~,· .,... .. , .,.. , ..
34
33
32
31
30
29
28
,. " -' ~:.. .. 1·-·-·-·-·-·-·-·-·-· -----... __ .. ·' ..... ll,
27
26 25
45r ,.,. 30, ,· ,·' 21
,; 25 .... -·-,( fill' 1 ... I .,. '-'~l,"&,hl'*---?--""'7'1
50 ...ot.'l ... I---. ' l'oli;,.,_, ¢ "" -
.
I .
I
.-:; _....... .....--; .. ~ ..... .: ·=· =, I
""" -· 'I....--· ....... ,;: -. ... . ... ...... -·· .. .., .. "' -. ; , .. .:-~~--'-3 ......... ;•' .. " :: .. = I \4s .... .. 25 .,.. ..; , .. -~ =~s __ ... ,. , , .. , ::/·•... -r---->·'· .. " .. ;.. ..'· .. '.. ,. .i ···g = !
5o ,.., .. )25 ·' ' ' 1 1 ~ I , ; " .. ... .. "" • , , • . . I
0 5•' 1'' • • I I ---. .,... ..' .. ' ,.. ..
.
I
..._,,,. ·'' 25 ,·' ·' • !
\ •' • ' I I ,·' -;< ,. i ; 50
. I
I . . I ~21
,.. ,,28) .. .. ..
,. , ·' .I r ,. ,. ' I .
,. • ""' • I ~ ~, ,.~1/ ! i
so , ,· 1 ..
.. i !
/ Q ~ ,. i !31'
,• j I
~ ,. i ;
'<' ,/ i !
59 ,. i !
• • I I
'<ss i i
• • I I • .
---!__
57
I -I -
-l....5s
I . . I I .
. I I .
. I
I . . I
I . . I I . . I
I ~
31r:J
I .
. I I .
. I I . . I
I . . I I .
I -I -I -I
•
-61
58
I
I I
II
II
I I
I I
I I
1
I
I
I
I
I
I
I
I
~·3
•
I .
I .
I .
I
59
22
-I -I .
I -I -I
I
•
~21
I
I
I
2
I
I
I
I
I
I
...!_42
7\ -e a:
18 15 F--
1 ::;-4 --=---33
30 -Q) 20A DE :SIGN CURTAIN BASELINE
21
• • 0 :c
0 • 0 •
28 • • 0 • 0 • 0 • • 0
r+---.23
I 25 "i""
I
I
I
I
I
I
I
1
I
I
I
I
.L5o
•.
"'
c:
19A 13
------=-. . . -.-!--:-::. . ----SPIL,LWAY BASELINE AZIMUTH 266"
12 15 __ 11 _ ___;1 0~---"-.,---1---+----11---~---11· --1---+ -+---~--~"'. -1-----il--l ---0
---+---·~--~--~~
Q)
"' "' .0
.
I • • 0
I •
• •
I : -. ~5:
I ~s
I I
I I
0.5 I
I I
I 1
..!..3o I
I
I
I
I
I
I
I
X
/
138
14A
SPILLWAY GROUT CURTAIN -PLAN VIEW
sta. 11 + 00
I
sta. 10 +50
I
SPILLWAY CREST-ELEVATION 1180 FT.
SPILLWAY GROUT CURTAIN -PROFILE VIEW
I
I
rf-\' .
I .
I .
I .
I -I -I -I
-'-30
0 :c
0
0
85 • • • • 0 • 0 • • 18 ~ •
I .
I
• 25
~
0 • • 0 • • • • •
8 • 0
0
0 • • • 0
0
0
0 50
18
-I .
I
•
I -I -I
-21 /"T"' .
I -I -I -I -I -I -I
--"-42
LOOKING UPSTRE~.M
171A
17
• • • • C3 :
I :
I • • I o
16-.
170 • • -~21
I .
I
•
I -I .
I .
I -I
....._45
16
•
I -I .
I .
~5
I .
I .
I .
I .
I
I
I
I
I
~15 • • • • • 80 c • • • • • t JO
14A
' •
14
' . ·, I 15 .r"'"" 6 -I -I -I
•
I .
_._30
0 • 0 • • • 452 • 0 • • • ~15 • • : c •
16 • • • • 0 -L3o
~42
12 . . . . -. --:
I .
I
•
I -I
• ~2!5
I
I
•
I
•
I .
I -I
~.0)
11
-. . .
•
I -I
•
I
•
I ~25
I .
I
I .
I .
I
10 -
• --. -
.
I
•
I
•
I -I ~25
I -I .
I .
I
9
8
7 6
sta. 10+00
I
9
-. --
I
I
I
I
I
2
I
I
~25
I .
I
•
I -I
8
I
1
I
I
I
I 20
I
I
I
1
I
I
I
-35
I
•
I
•
I
I
~20
• • • • 0 •
12 • • • • • ...... 35
I
I -I
I
I
I -I
6
.
I
I
•
I -~20
I .
I .
I
I .
! 35
II'
I -I
-I -I
I -I
i r-j-\eo
~i i _drp=--I I -.
-L I -115 __._
120
5C
5
5
• • • • • • • .r:----35
I
I
I -
I .
I
I -I .
I -I -I -I
I
I
~
I
I
I
100
NOTES
•
-.
1. The location and orientation ol the grout holes reflect the
as·built conditions. Grout holes are shown projected to the
horizontal and vertical. For hole or i entation see Appendix A.
(see note 6)
2. The limits of the rock excavation and concrete are from
preconstruction'1Jrawings and are approximate .
3. Shaded areas labelled "concrete" were in place prior to
drilling and grouting .
4. Grout quantities shown reflect grout injected into ro ck. See
grout logs and daily reports for backfill and water quantiti es .
5. As-built hole inclination upstream varied as much as several
degrees from the 30 ' intended . Hole deptHs indicated can
not be scaled dir\)Ctly from figure .
6. Grout holes 27 through 32 and 38 through 42 have beeru
separated slightly for visual clarity on the plan view . As -built
bearing for these holes is approximately 270 ' in each case.
7. All spillway grout holes are labelled "G·#" (e.g . G-44), but
their prefix has been dropped from this figure for
convenience .
8. Grout holes 58 , 5C , 13A , 138, 14A , and 17A are specia l
consolidation holes placed directly into joints exposed at the
surface. CH -5 is a core hole .
9. By change order 89 previous ly grouted hol~s G-7 , G-6, G -5 ,
G-4, G-3, G -2 and G-1 were redrilled and grouted to depths
indicated.
0 :r:
I
(1J
0 :r:
I
(1J
. . .
4
4
7 . . . . --
3
. . . . . .
2A
. . . . . . . -
2
:
1A
1C 18
LEFT ABUTMENT
--
1
sta. 9+50
I 1C
•
3
. -.. ·:
-_~:;\:.~~-
+%&~:-:
1"§"'10 .
, •.. ,_., -
'ii·-· -, __ ,_., :
'/' : .
·=
• • • • • • ~50
~
_L
80
2A
.. .. ::--: >-: ' --. --
I
I .
I -I
18
2 1A 1
: I 5 • • l_l_ •
18 15! •
0 I I i3 46
: I 1-• • • I . •
• I o 24 •2s· ~ .....-f" I · I - . ! I
! ! I I
1 _j_ 30 _j_ 5·
I 3o ,
-I -
I
')'50
·~ --·-75
I ()
I
I
+42
I .
I
I --15,
EXPLANATION
Grout hole designation.
Grout hole advanced through concre\J .
r-Top of Rock
Horizontal projection borehole
(PLAN VIEW ONLY)
-10
-20
~200
~ 190
111 BO
1170
1 160
1150
E
0
~ --1
-~ .......
U) -
-Q) ... --'
0
~20 Packer setting slant depth in feet.
I -I •
I
-
I
I
I
I
3
No grout accepted in stage shown .
Grout take up to 5 sacks in stage.
Sa ck total for stage shown .
• • • • : Grout take of 6 or more sacks in stage .
: Sack total for stage shown .
68
Bottom of borehole with slant depth in feet.
Concrete •
t-
....J
SCALI
C Surface leaks during
stage indicated .
DUIIINID ""'! r. ' ' ' '-,_· .. --· J ~~
BECHTEL
SAN FRANCISCO
ALASKA ENERGY AUTHORITY
ANCHORAGE, ALASKA
BRADLEY LAKE HYDROELECTRIC PROJECT -::J m
I
C/)
<(
SPILLWAY GROUT CURTAIN
AS-BUll T PL.~N & PROFILE
JOB No. DRAWING No.
17707 FIGURE 3
REV.
I
Main dam
base lin•
FACE.
-
-I
I -I
•
0
·+ ell
(JI
I •
I -I
I -I -I
I .-I
20 ......
20
0 + .,.
0
0 + .,.
0
•
6.9
• • • • • ..!..
20
0
1
01
•
-....
20
0 • 01
0
.
'
i
I
I
' ' I
I
I
'
'
•
I
I
'
' I
i
'
I
I
I
i
I
I
•
'
'
15
0
+
Cit
0
0
+ ....
0
!,EFT ABUTMENT EXTENSION
PLAN VIEW
GATE SHAFT
o ;»o ~ ................... ~-.... ...
+at+ .,. + ...... .
CD Cll II) 0 _. II) II) (o) (o) ""
0 0 0 0 O(o) OCIIO ------"!• --4111!)(..... ----iiiMr--,)(~-~M~-· ~x~-,JII)(~-•• · ----t~M:-· '>M:
'70 20 25 70 30 70 110 75 85 75 110
---\S
0
t
Cit
0
I .
I
•
10~ • • -15
0
+ ....
0
I
I t:
I
I
I -20
0 + at
0
• • • • • 18.5
0
0 + + II)
at 0,
(JI
•
I • I
• • •
• • • ••
i 39.5
157 :
• •• • • -20
-. I • • • I :
• • I • .. ~
..1.1
25 ~I
25 •
I
•
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The location and orientation of the grout holes reflect the as-built •
conditions. Grout holes are shown projected to the horizontal and
the verticaL For hole orientations see Appendix A.
The limits of concrete and rock excavation are from preconstruction
drawings and are appro:<imate.
Grout quantities shown reflect grout injected into rock. See grout
logs and daily reports for backfill and waste quantities.
G-1 09A, which is offset one foot from G: 1 09, is shown separately
for visual clarity.
As-built inclination upstream varied a_s much as a few degrees from
the 30 degrees intended. Hole depths indicated can not be scaled
directly from Figure.
--
G-1 04 was accidentally backfilled befo~e grouting. G-1 04A
replaces it
-
G)
I ...
0
0
RIGHT ABUT-MENT EXt'ENSIOt'tt
PLAN VIEW
Ci) G) G) C)G> Ci) G) ~
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35
EXPLANATION
Grout hole designation:
Left abutment extension
S 'II t pt way ex enston
Horizontal projection in plan view.
No grout quantities implied
Packer setting, slant depth in feet.
No grout accepted in stage shown.
Grout take up to 5 sacks in stage .
Sack total for stage shown.
Grout take of more than 5 sacks
Sack total for stage shown .
I . -45
Bottom of borehole, slant depth in feet
Surface leaks in stage indicated .
• • •• • • • • • • "''2 \ 30~ . . -• • 35 • • • • 42~:
45r'l' _..
•
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1160 -• • -•
' •
' 1150 •
' -.
' •
' 60"' •
' -' •
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' -ao
1140
1130 -
(See Note 4.)
G-109A
• • :102 • • 8~
13r-t" 634 .
I -I
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-35
I DlliiMID J.? J..o;,.i:J
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BECHTEL
SAN FRANCISCO
~~~l?.M~ ...
ALASKA ENERGY AUTHORITY
ANCHORAGE, ALASKA
BRADLEY LAKE HYDROELECTRIC PROJECT
MAIN DAM GROUT CURTAIN
' LEFT & RIGHT ABUTMENT EXTENSIONS
CHANGE NOTICE 51, 60 & 89
ll! JOI No. DIIAWINC No. REV.
17707 FIGURE 4
APPENDIX A
SURVEY DATA TABLES
A-1 HAIR DAH
A-2 SPILLWAY
TABLE A-1
SURVEY DATA FOR DAM GROU'l' HOLES
(1) (2) (3) Angle (4) (5)
Hole Offset From Collar Hole Rock
'l'ype Number Station (Right) Azimuth Vertical Elevation Depth Depth
(F'l'} (F'l'} (OEGREESl CDEGREESl {F'l'L __ 1riL 1riL
Pl 2+11 165 20 53 50
P2 2+17 175 17 45 36
Pl 2+23 2+22.50 22.57 160 24 1177.99 33 30
P2 2+28 2+27.58 29.50 160 27 1173.65 33 30
P1 2+34 2+33.74 37.28 160 27 1168.86 33 30
P2 2+39 2+39.34 45.24 220 30 1164.02 33 30
P1 2+45 2+44.74 52.49 160 27 1159.33 43 40
P2 2+52 2+51. 54 61.77 160 28 1154.03 33 30
P1 2+57 2+57.40 69.63 160 22 1149.24 43 40
P2 2+63 2+62.69 76.57 160 27 1144.86 33 30
P1 2+73 2+73.99 83.94 197 20 1139.91 43 40
P2 2+82 2+80.93 87.91 167 30 1137.49 33 30
P1 2+91 2+90.49 93.07 172 33 1134.50 43 40
P2 2+99 2+98.94 98.16 177 30 1131.06 33 30
Pl 3+08 3+07.84 103.18 182 33 1127.91 43 40
P2 3+16 3+16.31 108.02 165 35 1124.81 45 42
P1 3+25 3+24.79 112.67 165 32 1121.91 47 44
P2 3+33 3+32.80 117.18 165 32 1118.94 38 35
P1 3+43 3+43.09 123.25 165 34 1115.22 51 48
P2 3+51 3+51.36 127.58 165 33 1112.54 42 39
Notes.
(1) P1 • Primary holeJ P2 • Secondary hole~ T • Tertiary hole: 0 • Quaternary hole~
s • Special consolidation grout hole, c • Core hole.
( 2) O:t:tset is aeuured south froa ellbanlaaent baseline.
( 3) Azilluth is bearing measured :troa troe north.
(4) Hole depth is slant depth •asured from collar and includes thickness of concrete, if
applicable.
( 5) Rock depth is slant depth of hole in rock only.
( 6) Coordinate or elevation is approximate.
TABLE A-1 -SURVEY DATA FOR DAM GROUT HOLES
Page 2 of 6
( 1) (2) (3) Angle (4) (5)
Hole Offset From Collar Hole Rock
Type Number Station (Right) Azimuth Vertical Elevation Depth Depth
CFTl LFTl (DEGREES) (DEGREES) (FT) mL il:!L
Pl 3+60 3+59.59 132.58 165 32 1109.38 55 52
P2 3+66 3+66.16 136.17 165 31 1107.28 45 42
P1 3+76 3+75.52 141.81 165 30 1103.70 61 58
P2 3+84 3+83.61 146.19 165 35 1100.90 48 45
P1 3+93 3+92.61 151.21 165 34 1097.82 65 62
P2 4+06 4+05.75 158.85 165 30 1093.04 52 49
P1 4+14 4+14.36 163.49 165 30 1090.17 69 66
P2 4+24 4+23.53 168.83 165 26 1086.72 56 53
P1 4+32 4+31.89 173.45 205 25 1083.85 73 70
P2 4+40 4+40.33 178.22 205 30 1080.95 60 57
P1 4+48 4+48.33 182.82 205 21 1078.01 78 75
P2 4+57 4+56.54 187.55 205 25 1075.18 63 60
Pl 4+65 4+65.43 192.68 205 24 1072.02 85 80
P2 4+73 4+73.31 198.25 185 29 1068.64 63 60
P1 4+83 4+82.95 199.99 185 31 1067.56 83 80
P2 4+98 4+97.51 202.54 185 33 1065.97 65 62
P1 5+02 5+02.48 203.51 185 32 1065.36 85 82
P2 5+12 5+12. 36 205.35 185 32 1064.20 66 63
P1 5+22 5+22. 25 207.26 185 30 1063.07 87 84
P2 5+32 5+32.09 209.02 185 36 1061.87 67 64
P1 5+42 5+41.93 210.84 185 30 1060.83 88 85
P2 5+52 5+51.72 212.70 185 33 1059.64 68 65
P1 5+62 5+61.55 214.35 185 33 1058.68 89 86
P2 5+72 5+72.06 216.37 185 29 1057.46 69 66
P1 5+82 5+81.89 218.35 185 30 1056.30 93 88
P2 5+92 5+91.69 219.91 185 30 1055.21 70 67
P1 6+01 6+01.22 221.72 185 29 1054.11 93 90
P2 6+11 6+11.04 223.53 185 30 1053.04 71 68
P1 6+23 6+22.76 224.44 175 28 1052.34 93 90
P2 6+33 6+32.65 224.22 175 20 1052.84 71 68
TABLE A-1 -SURVEY DATA FOR DAM GROUT HOLES
Page 3 of 6
( 1) (2) ( 3) Angle (4) ( 5)
Hole Offset From Collar Hole Rock
Type Number Station (Right) Azimuth Vertical Elevation Depth Depth
(!'T) U'Tl (I)J!:GJlEES} <DEGJlEES) {!'Tl .u:n_ .u:n_
P1 6+43 6+42.83 223.62 175 35 1052.88 95 90
P2 6+53 6+52.63 223.84 175 24 1053.07 71 68
P1 6+63 6+62.62 223.57 175 31 1053.15 93 90
P2 6+73 6+73.07 222.96 175 31 1053.38 71 68
P1 6+83 6+82.93 222.86 175 29 1053.59 95 90
P2 6+93 6+92.87 222.63 175 28 1053.75 71 68
P1 7+03 7+02.76 222.40 175 25 1053.90 95 90
P2 7+13 7+12.64 222.03 175 20 1054.08 71 68
P1 7+22 7+22.11 221.42 175 13 1054.12 93 90
P2 7+32 7+32.16 221.24 175 9 1054.40 71 68
P1 7+42 7+41. 54 220.85 175 4 1054.66 93 90
P2 7+52 7+52.17 220.85 175 3 1054.54 71 68
P1 7+62 7+62.30 220.50 175 3 1054.66 93 90
P2 7+72 7+72.31 222.07 175 4 1054.80 71 68
P1 7+82 7+82.43 219.91 175 2 1055.02 93 90
P2 7+90 7+90.11 219.71 ---0 1055.30 71 68
P1 7+93 7+93.35 219.83 ---0 1055.38 93 90
P2 7+96 7+95.87 219.67 175 8 1055.25 120 110
P1 7+97 7+95.6(6) 219.5(6) ---0 1055.0(6) 120 110
P1 7+98 7+97.77 219.62 85 21 1055.26 115 110
s 7+99 7+99.1(6) 219.5(6) 85 41 1055.0(6) 120 110 s 7+99A 7+99.22 221.18 265 22 1055.0(6) 40 35
P2 8+00 8+00.50 219.35 85 24 1055.0(6) 120 110
P1 8+02 8+02.42 219.61 85 32 1055.0(6) 120 110 s 8+02A 8+01.56 221.84 355 28 1055.0 ( 6) 45 40
P2 8+05 8+05.16 219.34 85 36 1055.0(6) 120 110 s 8+05A 8+05.28 221.16 265 22 1055.0(6) 40 35
P1 8+07 8+06.99 219.50 85 46 1055.0(6) 120 110
P2 8+10 8+10.32 219.82 89 50 1056.79 120 110
TABLE A-1 -SURVEY DATA FOR DAM GROUT HOLES
Page 4 of 6
( 1) (2) (3) Angle ( 4) (5)
Hole Offset From Collar Hole Rock
Type Number Station (Right) Azimuth Vertical Elevation Depth Depth
(FT) (FT) (DEGREES) (DEGREES) (FT) il:!1_ il:!1_
Right Abutment Holes
Pl RA-1 8+10.17 209.33 100 49 1063.01 101 96
P2 RA-2 8+10.00 199.06 100 50 1069.45 77 72
Pl RA-3 8+09.87 189.16 120 48 1075.94 94 89
P2 RA-4 8+09.62 178.71 105 42 1082.52 72 67
Pl RA-5 8+09.42 169.21 100 52 1088.26 88 83
P2 RA-6 8+09.20 159.00 100 51 1094.55 68 63
Pl RA-7 8+08.95 149.73 105 38 1100.49 82 77
P2 RA-8 8+08.78 139.44 100 36 1106.82 63 58
Pl RA-9 8+08. 53 129.47 105 42 1113.13 75 70
P2 RA-10 8+08.52 119.21 110 39 1119.58 58 53
Pl RA-11 8+07.96 109.02 85 42 1126.03 68 63
P2 RA-12 8+07.66 98.78 100 46 1132.37 52 47
Pl RA-13 8+07.51 89.69 105 46 1137.93 61 56
P2 RA-14 8+07. 38 79.74 100 50 1144.33 47 42
Pl RA-15 8+03.43 69.19 100 45 1144.70 55 50
s RA-16 8+03. 23 59.19 100 45 1144.26 55 50
s RA-17 8+03.02 49.19 100 45 1144.26 55 50
P2 RA-18 8+03.33 64.19 100 45 1148.80 42 37
Pl RA-19 8+03.12 54.19 100 45 1152.20 49 44
s RA-20 8+02.92 44.19 100 45 1152.20 55 50
s RA-21 8+02.81 39.19 100 45 1152.20 55 50
s RA-22 8+03.17 56.49 50 85 1156.00 30 35
P2 RA-23 8+03.02 49.19 100 45 1158.25 33 38 s RA-24 8+03.02 49.19 65 76 1160.20 30 35
Pl RA-25 8+02.81 39.19 100 45 1164.50 37 42
TABLE A-1 -SURVEY DATA FOR DAM GROUT HOLES
Pa9e 5 of 6
( 1) (2) (3) Angle (4) (5)
Hole Offset From Collar Hole Rock
Type Number Station (Right) Azimuth Vertical Elevation Depth Depth
{FT) CFTl (DEGREES) (DEGREES) (FTl ll!L ll!L
s RA-26 8+02.70 33.39 50 58 1164.60 30 35
P2 RA-27 8+02.61 29.19 100 45 1170.75 32 37
P1 RA-28 8+02.41 19.20 100 45 1177 .oo 30 35
P2 RA-29 8+02.20 9.20 100 45 1183.25 30 35
P1 RA-30 8+03.54 1.12 L 95 53 1190.04 30 33
P2 RA-31 8+07.00(6) 21.00 L(6) 124(6) 45(6) 1192.50(6) 30 30
P1 RA-32 8+08.00(6) 23.00 L(6) 110(6) 40(6) 1192.90(6) 30 30
T RA-33 8+10.70 33.80 300 15 1171.00 30 30
T RA-34 8+10.00 24.72 260 18 1176.53 30 30
T RA-35 8+07.40 14.20 290 18 1183.10 30 30
c CH-1 6+76.52 230.24 175 26 1053.04 63.0 60.2 .
c CH-2 4+56.38 192.86 215 27 1073.06 43.2 41.9
c CH-3 8+09.45 155.92 100 45 1160.02 72.5 70.2
c CH-4 8+12.25 52.38 110 30 1098.09 39.7 38.7
TABLE A-1 -SURVEY DATA FOR DAM GROUT HOLES
Page 6 of 6
(1) (2) (3) Angle ( 4) (5)
Hole Offset From Collar Hole Rock
Type Humber Station (Right) AZiiiiUth Vertical Elevation Depth Depth
(F'l') (F'l') (DEGREES) (DEGREES) (F'l'} mL mL
Dam Extension Grout Holes (Change Notice Ho. 51)
P1 0+30 0+29.6 0.4 L Zero Zero 1192.6 20 0
T 0+35 20 0
P1 0+40 0+39.5 0.4 Zero Zero 1195.7 20 0
T 0+45 20 0
P2 0+50 0+50.9 1.0 Zero Zero 1194.5 15 0
P1 0+60 0+60.1 1.0 Zero Zero 1189.2 15 1-3
P2 0+70 0+70.0 1.0 Zero Zero 1186.6 20 1-3
Pl 0+80 0+80.1 0.8 Zero Zero 1185.6 20 1-3
T 0+85 25 1-3
P2 0+90 0+90.1 0.5 Zero Zero 1184.3 70 1-3
P1 1+00 0+99.3 0.5 Zero Zero 1188.1 30 1-3
P2 1+10 1+10.2 0.6 Zero Zero 1188.6 70 1-3
Pl 1+20 1+20.2 0.9 Zero Zero 1189.2 110 1-3
T 1+23 75 1-3
P2 1+30 1+30.1 0.6 Zero Zero 1190.1 65 1-3
T 1+35 75 0
P1 1+40 1+39.6 Zero Zero 1192.9 110 0
P2 1+50 1+50.34 0.16 Zero Zero 1194.0 65 0
P1 1+60 1+60.91 0.17 Zero Zero 1192.3 110 0
P2 1+70 1+69.77 0.06 Zero Zero 1188.4 50 0
P1 1+80 1+79.68 0.09 Zero Zero 1187.3 110 1-3
P2 1+90 1+89.69 0.53 Zero Zero 1186.9 30 1-3
Pl 2+00 2+00.07 0.43 Zero Zero 1185.3 110 1-3
(1)
Type
Pl
T
Q
Q
P2
T
P1
P2
Pl
s
r.
P2
P1
P2
Pl
P2
P1
P2
Pl
Notes:
Hole
Number
G-1
G-lA
G-18
G-1C
G-2
G-2A
G-3
G-4
G-5
G-5A
G-58
r.-5C
G-6
G-7
G-8
G-9
G-10
G-11
G-12
G-13
Station
(FT}
9+30.35
9+35.95
9+33.11
9+38.75
9+41. 37
9+46.79
9+50.39
9+60.06
9+70.90
DELETED
9+71. 90
9+78.10
9t8?..11
9+91. 59
9+98.35
10+05.18
10+15.48
10+25.33
10+34. 71
10+47.88
TABLE A-2
f.IIRVBY J)l\Tl\ FOR SPIJ.t,WI\Y GROIJT HOJ.Bf>
(2) (3}
Offset
(R or L) Azimuth
(FT) (DEGREES)
7.59 L
7.18 L
7.41 L
7.33 L
7.15 L
115
175
178
181
192
8.88 L 178
14.36 L 179
7.73 L 170
5.09 L 175
IN LIEU OF CORE HOLE CH-5
4.10 R
3.20 R
6. 85 !J
5.73 L
4.24 L
3.18 R
3.16 R
4.76 R
2.24 R
5.58 R
310
150
180
185
182
177
178
179
190
180
Angle
From
Vertical
(DEGREES}
33
30
26
31
32
27
28
27
29
38
111
26
28
32
32
34
35
27
18
(4) (4)
Collar Collar
Elevation Elevation
Concrete Rock
(FT} (FT)
1195.05
1195.04
1195.02
1195.01
1195.14
1195.03
1195.07
1180.04
1176.70
1171.30
1171.10
1169.18
1162.84
1160.41
1160.15
1160.05
1159.99
1160.02
1153.81
(1) Pl = Primary hole; P2 = Secondary hole; T = Tertiary hole; Q = Quaternary hole;
s = Special consolidation grout hole; C = Core hole.
(2) Offset is measured right (south) or left (north) of spillway baseline.
(3) Azimuth is bearing measured from true north.
( 5)
Hole
Depth
(FT)
42
15
30
30
39
35
50
34
35
20(7}
15 ( 7)
35
35
35
40
40
40
40
30
(6)
Rock
Depth
(FT)
30
7
21
22
30
20
30
30
30
10
t ~
10
30
30
30
30
30
30
30
(4) Collar elevations given where hole was actually drilled. See Figure 3 for clarification of holes
collared on concrete vs. rock.
(5) Hole depth is slant depth measured from collar and includes thickness of concrete, if applicable.
(6) Rock depth is slant depth of hole in bedrock only.
(7) Coordinate or elevation is approximate.
TABLR A-?. -SIJRVRY Pl'ITI\ FOR SPTLLWI\Y GROUT HOLRf.
Pa~.IP ~ of 1
(4} (4}
(1) (2) (3) Angle Collar Collar (5) (6)
Hole Offset From Elevation Elevation Hole Rock
Type Number Station (R or L) Azimuth Vertical Concrete Rock Depth Depth
(FT) (FT) (DEGREES) (DEGREES) (FT) (FT) 1ITL J£1L
s G-lJA 10+57.21 7.42 R 350 30 -1145.86 14 6
s G-13B 10+52.10 8.41 L 315 10 -1144.00 17 7
P2 G-14 10+53.50 6.88 R 180 28 -1144.60 39 30 s G-l4A 10+59.90 13.22 L 225 58 -1136.06 19 6
Pl G-15 10+65.81 9.20 R 170 32 -1136.16 30 30
P2 G-16 10+76.16 9.83 R 192 31 1132.53 -31 30
Pl G-17 10+85.96 10.62 R 195 30 1132.57 -45 40 s G-17A 10+88.71 10.82 R 185 30 1132.55 -16 10
P2 G-18 10+96.39 9.94 R 180 26 -1137.85 42 42
P1 G-19 11 +04 .18 11.88 R 180 22 -1136.09 50 50
T G-19A 11+09.99 5.38 R 210 24 1133.57 30 30
P2 G-20 11+15.73 12.45 R 210 ?.4 -1126.70 42 42
T G-20A 11+19.13 11.74 R 205 19 -1128.68 :\0 30
P1 G-21 11+25.53 12.57 R 200 13 -· 1125.22 50 50
P2 G-22 11+34.71 15.82 R 225 24 -1121.15 42 42
P1 G-23 11 +45. 32 13.58 R 210 26 -1113.19 59 59
P2 G-24 11+55.10 14.10 R 215 25 1106.45 -61 50
P1 G-25 11+54. 70 17.60 R 180 14 1112.53 -58 50
P1 G-26 11+55.70 17.60 R 90 10 1112.58 -58 50
P1 G-27 11+56. 70 17.60 R 90 ?.2 111?.. 50 ~) 7 1)0
Pl G-28 11+57.70 17.60 R 90 38 1112.54 58 ~0
Pl G-29 11+58.70 17.60 R 90 44 1112.55 -58 50
Pl G-30 11 +60. 01 17.30 R 90 59 1113.50 -53 50
P1 G-31 11+60.06 17.00 R 90 67 1114.50 -53 50
Pl G-32 11 +60.08 16.70 R 90 77 1115.50 53 50
P1 G-33 11+60.11 16.40 R 90 90 1116.50 -53 50
P2 G-34 11+65. 70 14.85 R 85 60 -1122.56 46 46
P1 G-35 11+69.68 11.17 R 55 67 -1132.77 45 45
P2 G-36 11+74.90 8.21 R 75 77 1142.32 -35 30
T G-36A 11+74.40 9.00 R 72 43 -1139.10 30 30
TABLE A-2 -SURVEY DATA FOR SPILLWAY GROUT HOLES
Page 3 of 3
(4) (4)
( 1) ( 2) ( 3) Angle Collar Collar ( 5) (6)
Hole Ott set From Elevation Elevation Hole Rock
Type Number Station (R or L) Azimuth Vertical Concrete Rock Depth Depth
(FT) {FT} (DEGREES} tDE_GREESJ . __ _il"l'l ______ U''l'J . (FTL .il:IL
P1 G-37 11+74.88 3.36 L 90 77 1143.22 -47 40
P2 G-38 11+79.25 2.45 L 81 77 1144.95 -41 30
P1 G-39 11+94.48 2.47 L 85 65 -1152.71 30 30
P2 G-40 11+96.10 2.91 L 87 75 -1161.70 30 30
P1 G-41 11+98.40 2.53 L 90 80 -1171.60 30 30
P2 G-42 12+00.60 2.41 L 90 80 -1181.71 30 30
P1 G-43 12+02.70 2.50 L 88 75 -1191.40 30 30
P1 G-44 12+07.01 2. 5_1 L 75 76 -1200.13 30 30
c CH-5 9+63. 71 9.63 L 183 25 1180.02 -33 22.5
SPILLWAY EXTENSION GROUT HOLES (CHANGE NOTICE NO. 60)
P2 G-100 40 Gr Surface
P1 G-101 8+32.1 2.2 183 26 1191.8 35 Gr Surface
P2 G-101A 15 Gr Surface
P2 G-102 40 Gr Surface
P2 G-102A 9 Gr Surface
T G-1028 15 Gr Surface
P1 G-103 8+49.3 2.2 177 34 1194.1 35 Gr Surface
P2 G-104 35 Gr Surface
P2 G-104A 35 Gr Surface
P1 G-105 8+68.6 2.3 350 37 1194.9 35 Gr Surface
P2 G-105A 45 Gr Surface
P2 G-106 105 Gr Surface
P2 G-106A 45 Gr Surface
P1 G-107 8+90.5 3.9 25 1194.3 35 Gr Surface
P2 G-108 40 Gr Surface
'1' G-1088 20 Gr Surface
P1 G-109 9+08.3 2.6 350 35 1193.1 35 Gr Surface
Pl G-109A 162 33 35 Gr Surface
T o-1wm 0 0 ~0 nr flnrfnr.e
P2 G-110 80 Gr 3urrace