HomeMy WebLinkAbout; Carlsbad Municipal Water District; Addendum to Design of Squires Dam and Appurtenant Structures for Carlsbad Municipal Water District; 1961-10-01-' --
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ADDENDUM TO
DESIGN OF SQUIRES DAM
AND APPURTENANT STRUCTURES
FOR
CARLSBAD MUNICIPAL WATER DISTRICT
To
BOYLE ENGINEERING
4525 Mission Gorge Place
San Diego 20, California
By
SOIL MECHANICS and FOUNDATION ENGINEERS, Inc.
3850 Middlefield Road
Palo Alto, California
October, 1961
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TABLE OF CONTENTS
TITLE PAGE
TABLE OF CONTENTS
A. INTRODUCTION
B. FOUNDATION EXPLORATION
C. LABORATORY TEST RESULTS
D. DESIGN CONCWSIONS AND CHANGES
TABLE A -SUMMARY OF COMPACTION TEST RESULTS
TABLE B -SUMMARY OF PERMEABILITY TEST DATA
TABLE C -RESULTS OF FIELD DENSITY TESTS
FI:iURES
Page No.
1
1
4
6
1
2, 3, 4
RESERVE IMPERVIOUS BORROW AREA EXPLORATION HOLES
HOLE LOGS FOR BACKHOE TRENCHES
5
6
7
8, 9, 10
11, 12, 13,
14
Project No. 1075
October, 1961
PLASTICITY DATA
GRADATION TEST RESULTS
GRADATION TEST RESULTS -SAND
COMPACTION TEST RESULTS
CONSOLIDATION TEST RESULTS
SOIL MECHANICS and FOUNDATION ENGINEERS, Inc.
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A. INTRODUCTION
ADDENDUM TO
DESIGN OF SQUIRES DAM
AND APPURTENANT STRUCTURES
FOR
CARLSBAD MUNICIPAL WATER DISTRICT
Subsequent to publishing the report on the "Design
of Squires Dam and Appurtenant Structures for Carlsbad Municipal Water
District" in February, 1961, additional field exploration, laboratory
testing, and design work has been accomplished on this project. The
result of this work is presented for record purposes herein.
B. FOUNDATION EXPLORATION The additional exploration work reported
herein was carried out by Soil Mechanics and Foundation Engineers,
Inc., personnel under the supervision of Boyle Engineers during the
eummer of 1961. Trenches along the dam axis and in the reservoir
area were excavated by the use of a D-8 Caterpillar Tractor with
a ripper attachment. The exploration work in the potential borrow
areas was carried out with the use of a small back hoe. Three trenches
were dug at the dam site, one on either abutment, and one in the bottom
of the stream bed, the two abutment trenches following along the axis
of the dam. These trenches were excavated to provide a basis for
designing the impervious core zone foundation contact, and for evaluating
the foundation preparation work. In addition, two trenches were dug
in the reservoir area. These trenchea were dug in order to provide
a basis for an evaluation of the materials to be obtained from the.
area for design purpoaes, and to allow contractors to estimate the
ripping problems involved in excavation of the materials for the con-
struction of the embankment. The locations of these trenches are
abown on Sheet 1 of the contract plan drawings.
Ten back hoe trenchee were excavated in potential impervious borrow
areas. The locations of theee holea are shown on Figure l attached,
and the logs of the holes are presented as Figures 2, 3, and 4 at
Project No. 1075
October, 1961
SOIL MECHANICS and FOUNDATION ENGINEERS, Inc.
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the end of this report. The material encountered in the reservoir
area consisted primarily of decomposed granite having a predominantly
sandy gradation. The surface material encountered in the potential
impervious borrow areas was primarily a sandy, silty material having
a sufficient amount of clay to classify as a clay, The construction
characteristics of this material are principally those of a fine-
grained, disintegrated granite with only a small amount of clay binder
present.
Bag samples were obtained of the coarsest and finest-grained material
encountered in the trenches along the dam axis for laboratory testing.
Representative samples were also obtained from the back hoe trenches
excavated in the potential borrow areas for the same purposes, In
addition, field density teats were run in two holes in the trenches
on the right abutment of the dam and two chunk samples of undisturbed,
disintegrated granite material were taken to the laboratory for den-
sity determinations. The results of these tests are presented in
Table C,
The trenches excavated along the dam axis have disclosed a relatively
homogeneous, tight, coarse-grained,disintegrated granite material
in the foundation with no open cracks or crevices in evidence snd very
few hard boulders were encountered in this excavation which reached
depths up to approximately 15 feet below present ground surface,
This excavation work was accomplished readily, indicating that ripping
would be possible to much greater depths than has been attempted in
the exploration program. The trenches excavated in the reservoir
area indicate essentially the same conditions as along the dam axis.
They too were extensively ripped quite easily, the largeat problem
being one of maneuvering within the confines of the trench, Indi-
cations are that the materials within the reservoir area can also be
readily ripped to depths greatly in excess of those attempted in the
exploration program with relatively little problem, provided that
the excavation operation is carried out in such a manner as to allow
Project No. 1075
October, 1961 -2-
SOIL MECHANICS and FOUNDATION ENGINEERS, Inc.
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the systematic use of the ripper over the large area without being
encumbered by the loose material, as is the case in the excavation
of a dozer trench. Indications are also that some boulders of rela-
tively hard granite will be encountered within the borrow area.
These will be encountered both as individual boulders and in clumps;
some of the boulders and clumps will be relatively large •
The material encountered in the excavated trenches is equal to or
better than that which was anticipated for use in the shell zones
of the embankment in the design of the dam from a construction materials
point of view. Laboratory tests also confirm the suitability of the
material for use in the impervious zones, although more satisfactory
material for this purpose was found to be readily available in the
reserve borrow area.
From the foundation point of view, the material in the abutments of
the dam and in the bottom of the valley was found to be more dense,
less broken and fractured, stronger and less compressible than had
been considered in the design. Therefore, no design modifications
were indicated on the basis of information obtained from the exploration
program, except that there is no apparent need for pressure grouting,
slush grout, and concrete packing, as provided for in the specifi-
cations. The foundation preparation will merely consist of excava-
tion of all loose and otherwise undesirable material from beneath
the cutoff trench to a depth of possibly five to seven feet over the
areas shown on Sheet l of the construction drawings, with no evident
need for the cutoff keyway trench shown on the earlier drawings.
Three samples of sand were obtained from nearby sources for possible
use in the filter-drain zone of the dam. The sample from the Aqua
Hedionda Creek was obtained a little over one mile south of the dam
site, just north of El Camino Real, opposite Letterbox Canyon. The
other two samples were obtained from the San Luis Rey River. The
first sample was obtained from a pit north of Mission Road, a quarter
Project No. 1075
October, 1961 -3-
SOIL MECHANICS and FOUNDATION ENGINEERS, Inc.
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mile east of the Oceanside Municipal Airport. The second sample was taken
west of Camp Pendleton Road where it crosses the San Luis Rey River
north of Mission San Lui1 Rey De Francia. The samples were representa-
tive of the bank run material in the area. More coarse-grained material
is available in the center of the river bed.
C. LABORATORY TEST RESULTS The results of the laboratory testing
program are presented on Tablea A, B, and C, and on Figure• 5 through
14. Two areas were studied as potential reserve impervious borrow
areas. In one of the areas the soil was too shallow for reasonable
development. Those tests which were run on potential borrow material
were run on material obtained from the portion of the impervious borrow
area which is included on Sheet l of the construction specifications
for use in the construction of the dam. Samples teated at the dam
site itself are representative of the finer-grained and the coarser-
grained material as encountered in the trenches along the dam axis.
The compaction effort used for the test ■ presented herein was a 20,000
ft./lb. compactive effort test as described in the construction speci-
fications. Results indicate that the material is relatively uniform,
having a maximum density varying from about 115 pounds per cubic foot
to 119.5 p. c. f. with the optimum moisture content varying from
approximately 12 to a little over 15 percent, The coarser-grained
materials generally have the lower optimum moisture content, and
the finer-grained materials have the higher optimum JDOisture content.
The results of these tests are presented inFigur• 8, 9, and 10.
The field density test results are presented on Table C. The results
of these tests indicate that the dam foundation density is considerably
higher than the density of the compacted fill to be placed thereupon.
The foundation materia~ therefore, should prove to be stronger and less
compressible than the fill material as was ass\DDed in the embankment
design. The results of these tests indicate that there will be very
Project No. 1075
October, 1961
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SOIL MECHANICS and FOUNDATION ENGINEERS, Inc.
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little shrinkage in the deeper disintegrated granite materials and
that in fact these materials may show a swell upon excavation and
recompaction in the embankment.
The results of the Atterberg Limits -Plasticity Tests are presented
on Figure 5, and indicate that all of the materials tested, except
thoae encountered in holes 2 and 3 in the reserve impervious borrow
area, are primarily non-plastic sand. The material encountered in holes
2 and 3, and in other holes in the reserve impervious borrow area,
which will not be used for construction of the dam, are lean clays;
although the materials are quite sandy in nature.
The gradation test results for tlese materials are presented on Figure
6, The gradation of the impervious material in the borrow area is
relatively finer than that in the reservoir area. The gradation results
for the potential sand borrow areas explored earlier in the summer
are presented on Figure 7. Although the sand samples from the Agua
Hedionda Creek is more coarse grained than the sand from the San LuiB
Rey River, the San Luis Rey River sand will be more uniform and easily
controlled than the Agua Hedionda Creek sand. Cost compari110n will be
required to select the moat suitable material for the filter drain
zone.
Results of the permeability tests on material from the dam site area
and from the reserve impervious borrow area indicate that the coefficient
of permeability varies from approximately 15 to about 0.01 feet per
year or from s-i-imparvious to very impervious material, Table B.
Although all of the material tested would be suitable for impervious
core zone use, the most impervious material readily available will
be selected for this purpose.
Four consolidation tests were run on two samples repreaenting the
material from the reservoir area, one the coarser-grained and the
Project No. 1075
October, 1961
SOIL MECHANICS and FOUNDATION ENGINEERS, Inc.
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other the finer-grained material encountered in the vicinity of the dam
site. One test on each of the materials was compacted wet of optimum
moisture content, and one test was compacted dry of optiml.lm, and the
tests were then saturated under an applied pressure of approximately
10,500 lbs./sq. ft. Laboratory test data presented on Figures 11,
12, 13, and 14 show these materials to be relatively incompressible
and to show almost no effect of water upon saturation under 10,500
lbs./sq. ft. loading.
The results of the laboratory tests presented herein indicate that
the materials which have been tested are entirely suitable for use
in either the impervious core zone of the dam or in the shell zones
as required.
D. DESIGN CONCLUSIONS AND MODIFICATIONS On the basis of the ex-
ploratory and laboratory testing data presented herein, it is con-
cluded that the borrow and foundation materials are at least as strong,
incompressible, and impermeable as assumed in the basic design of
the Squires Dam presented in the design report. The results of the
exploration program also indicate that a sufficient amount of materials
can be obtained from the reservoir excavation and adjacent borrow
areas for the construction of the dam; at an economical cost because
of the relative simplicity of the excavation problems encountered.
It is also concluded that the foundation is rel~tively tight and that
it would be ineffective to pressure grout the foundation. There also
would be little gained from slush grouting and concrete packing the
type of weathered rock encountered in the exploratory trenches that
were put down along the dam axis. These measures will not be required
unless a substantial area of sound rock or boulders is encountered
in the impervious core contact area.
Several design changes have been made at the request of the State
Department of Water Resources in order to increase the factor of safety
of the dam and appurtenant structures with regard to public safety.
Project No. 1075
October, 1961
SOIL MECHANICS and FOUNDATION ENGINEERS, Inc.
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In order to increase the factor of safety against rapid draw-down,
assuming vertical equal potential seepage conditions, the upstream
slope has been flattened from three to one above Elevation 460 to a
constant 3.5 to one slope from the crest to the upstream tow. In
addition, a piezometer has been added downstream from the internal
drain to provide a basis for evaluating the efficiency of the drain
zone after construction.
Because there is a possibility for encountering open cracks or ex-
tremely impervious in-place weathered granite in the area upstream
from the dam during construction, provisions have been made for partial
lining of the reservoir as required, the decision to be made after the
foundation of the upstream shell of the dam has been opened for inspec-
tion. It is believed, however, that it will be more economical to
install a collection gallery and pump in the event that the amount
of seepage is substantial, than to line the reservoir, because it
is not expected that the amount of seepage could become so great as
to make that measure economically worthwhile.
Project No. 1075
October, 1961 -7-
SOIL MECHANICS and FOUNDATION ENGINEERS, Inc.
I I
j , ,
~
~ n n ~ n
j
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r? :f ... 0 ...... ..
f~
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0 ........ "'"' "' ....
I I I I 'I I I I I I I I I I I I I I I I I I f I t I l I
TABLE A
S'IMIUY C1l COMPACTION TEST U:SULTS
Hole No. Depth Maximum
Laboratory
Dry
Density
pcf
OptilllUJl1"
Water
Content
't
Sample Description
I I I I I I
1
,,-1 I 10"-18" I 119.0 12._8 Ve s_at1_dz_,~i_J,_ty red-bro~cla=----------------,
BH-1 4'-4'6" 118.4 13.8 Medium plastic red-brown clay ---+--------!---·· ------
BH-3 1--------+--4'-4'6" I 115 ,0 I 15.3 ~__l'.ledium plastic red-brown __ c_l_•__,_Y ____ _
BH-9 8"-12" 119.4 12.5 Sil_ty, slig!ttly clayey red-brown _aand
Dam Area ---__ 111.5 ___ 14.2_____ De.!,CJll!P9sec!__G.@ni.t~ frOl!IJlaD!_A[el!c O'ineiit>
12.0 Decomposed Granite from_Dam Area (Coarsest)_ ---------------
Dam Area 1 ---~ ----~-----------+-----. ----117.9 ---, --r--. -----------~-
----+---
--t----------~---t----------r----~ .
. --------~-------------------·--------·-----------------'
----,.----------+--------__ , ------------------------
I-------4---------1-----+----------------------------------------~
1 NOTE: Moi~ture C()Q_t_;nt-Density Cu"17es are pr_t_et_tted on Figures 8,_9_, a11d _!0.
Rote: All tests were 20,000 ft-lb/c-.t>ic f-t tests
I I :.
~
..
•
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TABLE B
SUMMARY OF PERMEABILITY TEST DATA
SQUIRES DAM
Hole Depth Type of Material
Decomposed Granite (Finest)
Decomposed Granite (Coarsest)
Silty sandy Clay
Coefficient of
Permeability cm/sec
Dam Area*
Dam Area *
1.50 X
1.89 X
10-5
10-5
BH-1
BH-3
**
**
l0"-18"
41-416" Sandy Clay
8,38 X 10-9
5,55 X 10-9
* Remolded Specimen• recc,mpacted to 93 percent maximum laboratory
density, 3 percent wet of optiDIUIII water content
"'* Remolded Specimens recompacted to 90 percent maximum laboratory
density, 3 percent wet of optimum water content
TABLE C
RESULTS OF FIELD DENSITY TESTS
Test No. Dry Density Type of Material Type of Test Performed
l
2
3
4
136.3
130.4
154.4
156.7
Decomp. Granite
Decomp. Granite
Decomp. Granite
Decomp. Granite
sand cone
sand cone
undisturbed chunk sample
undisturbed chunk sample
NOTE: Tests land 2 performed in trenches cut along dam center line.
Tests 3 and 4 were performed in the laboratory on intact chunks cf
disintegrated granite obtained at the site.
Project No. 1075
October, 1961
SOIL MECHANICS and FOUNDATION ENGINEERS, Inc.
• ---... ----ABH-7 ----------------ABH-2
--------A Borrow Area Back Hoe-Trenches -RESERVE IMPERVIOUS BORROW AREA EXPLORATION HOLES ---0 5001 1000' --SOIL MECHANICS and FOUNDATION ENGINEERS, Inc. Figure 1
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Hole No, BH-1
O' -1-1/2 1
l-l/21 -6 1
6 I -7-1/2 1
Hole No, BH-2
o• -1'
l' -3'
Hole No, BH-3
O' -1'
1' -51-3"
51 -311
Project No, 1075
October, 1961
HOLE LOGS
FOR BACKHOE TRENCHES
SQUIRES Dk'!
Cley, silty1 sandy; red-brown, medium plasticity,
medium toughness at the plastic limit, The natural
water content is well below the plastic li.Dtit,
Upper 6 inches contains roots,
Clay 1 sandy, slightly silty; red-brown, medium
plasticity, medium toughness at the plastic limit,
The natural water content is several percent below
the plastic limit,
Clay 1 sandy; medium brown, medium to high plasticity,
tough at the plastic lilllit, The natural water
content is several percent below the plastic limit.
Clay, very sandy 1 silty; medium brown, medi\DII plasticit,
low to medium toughness at the plastic limit, The
natural water content is well below the plastic
limit, Upper six inches contains roots.
Clay, sandy: medium brown, medium to high plasticity,
tough at the plastic limit, The natural water
content is several percent below the plastic li.Dtit.
Disintegrated granite,
Clay, sandy, very silty; red-brown, low to medium
plasticity, low toughness to friable at the plastic
limit, The natural water content is well below
the plastic limit, Upper 4 inches contains roots,
Clay, sandy, slightly silty; red-brown, medium
plasticity, medium toughness at the plastic limit,
The natural water content is several percent below
the plastic limit.
Disinte&fated granite,
Figure 2
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Hole )lo, BH-5
o• -1-1/21
l-l/2 1
Hole No. BH-6
O' -l'-4"
11 -411
Hole No, BH-7
O' -l'-6"
11-611
Hole No, BH-8
o· -2'
2•
Hole No, BH-9
O' -6"
Project No. 1075
October, 1961
HOLE LOGS
FOR BACKHOE TRENCHES
SQUIRES DAM
(Cont.)
Clay, very sandy 1 to sand, well graded, very clayey,
silty; 111"' plasticity, red-brown. The natural
water content is well below the plastic limit,
Top 3 inches contains roots.
Disintegrated granite.
Clay1 very eandy 1 to sand, well graded, very clayey,
silty; low plasticity, red-brown, The natural
water content is well below the plastic limit.
Top 3 inches contains roots,
Disintegrated granite,
Clay 1 ve:q sandy 1 to sand, well graded, very clayey,
silty; low plasticity, red-brown. The natural
water content is well below the plastic limit,
Top 3 inches contains roots,
Disintegrated &{anite.
Clay 1 very sandy, silty; low to medium plasticity,
low toughness at the plastic limit, medium brown,
The natural water content is well below the plastic
limit. Has slight earthy odor. Upper l foot has bee
plowed.
Disintegrated granite.
Clay 1 very ssndy1 silty; low to medium plasticity,
low toughness at the plastic limit, medium brown,
The natural water content is well below the plastic
limit, Has slight earthy odor, Upper l foot has
been plowed.
Figure 3
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Hole No. BH-9 (cont.)
01-6" -41-2"
41 -2"
Role No, BH-10
o• -1'·9"
1 1-9"
Project lllo. 1075 October, 1961
FOR BACKHOE TRENCHES
SQUIRES DAM
(Cont.)
Sand 1 well graded, vea ail ty
red-brown, dry.
Disintegrated granite.
Sand, well graded, ven: silty
red-brown, dry.
Disintegrated granite.
and slightly claiey;
and slightly claiei;
Figure
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, PLASTICITY CHART
60
50 / V .,, ... • • rt 40 ...
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3 • !;'
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II ,.
• 20
CL 11
/ .,, ...
10 /
/oL
0
SK & V , NL
10 20 30 40 50 60
Liquid Limit, LL
Teat No, Hole No. Depth LL
·-~·
1 BH -1 :LO" -18" 20.9
2 BH -1 4' -41611 39,2
3 BH -3 4' -4'-6" 45.9
BH -9 8" -12" n
Coarse
D, G,
Fine
D. G.
Project No. 10 75
Date October, 1961
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-
PLASTICITY DATA
'!1 ''i,·,;''\.I,·-.,.11,,J '.ll\1·1.-.\..' 1:,·,;1,~1~1·i.,,.::: 1,,.
"
"
OH
11H
70 80 90 100
PL Pl
16.1 4,8
14.7 24.5
15.2 30,7
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~ CLASSIF. SYMB
SAMPLE NO. 1 ----n ,.. to.t n~ T"\ ,..
DEPTH FT 1n11 _ ,on ,.,~-1.1_,::;,u 1,1_/J.1_,;n R" _ 1-,n , HOLE NO. nn _ 1 nn _ 1 nn _ 3 BH -9
,-
HYDROMETER ANALYSIS SIEVE ANALYSIS
J> J> TIME REAOINGS I u s. STANDARD SERIES I CLEAR SQUARE OPENINGS
;i; :g 2~HR 45MIN 7HR.l'!SMIN. 60MIN, l9MIN 4MtN !MIN 200 100 ~ 30 16 8 4 3/8"' 3"4" !-!/2" ,.. , .. e" e" a ... 100 T o ~ !----+-------+-·-----!----+----4----_--.... ~------~----1------. V-1 ~--~~ . f------r-· --4-
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p ~ • • -----.----. I I --, ' ·;, ' 10()
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Q\ -~ . ~ ()()9 .019 .037 .. 074 . . 149 297 590 t.!9 2.38 4.76 9.!52 19.1 38.l 76.2 -127 152 N
OIAMETER OF PARTICLE IN MILLIMETERS
CLAY (PLASTIC) TO SILT (NON";:PLASTIC) : FINE I .. ~:~~ I COARSE : FINE GRA7EL COARSE COBBLES
r I r I I I I I I I I I I I I I I I l I I I I I I I I I I I I I I I I I l I
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-< NAT. W/C
CLASSIF SYMB
•, I SAMPLE NO. I I I I I I I I ! DEPTH FT I
HOLE NO
l> p
HYDROME,.ER t..NALYSIS SIEVE ANALYSIS
l 1M£ REA'J,NGS I lJ S STANDARD SERiES I Cl.EAR SQUARE OP~N:NG5
"::;'o""' •e, ,. , 6GM, ""' ••.• ,.,. 200 ,oo ,0 30 '6 • T· ,,.. ,. 12' l-· r l.-4;
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: ,·' . ' ' j · f I • I cc I : ' r-. ----r --l T . --r-----i . ·-. --+-; i L j !
I 11 'r ' -j ! 1 i l j 1/t + 1 r f-! i • ' t ~~ t=t---+--~ -!-t · J( 1 r -1---1-··t-+ : , : : H
[t ,~ · , ~-~.~~ .,,..._ ........ ~~. --·1'~ 0 'I! ., ~ ....,....~ · +--+~+le .. ~ . ., 1. ·---+Ff,--¾ · ... / ·--4::--~~--~1 +-. ~ ~ ,;_: g g s ?, z '8:..;.:., 0 '._• 0 Q O I ..-. ,..... • • r 1?.. .... ! ~ "" .c -_,., .,,___ ! • :~
...._ I :;{)? 00~ 009 O,9 0}7 <..,{4 49 l9' ';9C 'i 2 }B 4 76 "~2 ·9 V', ·~ ;, ,;> I ,:.,,'
~ ,;..._fr;., :,F ·'Al.I~_. f "' M'~, ~•:'!"~f;S ------------------------T------. ---------------~-----------·----,--------·
('LAY .F. A'i~'(" TO .:.; i LT 'MON -,,, AST:C) 1--------~·--~-A-~~0 _________ __. ______ G~·-R_A~V~E~~~-----·-~ r:c-8B LES j
v • f-11\iE \11!:0,~•M :CA.RS£ fi'IIE COAR5f. !
--------------------------• ------------
"-' u
>, ... .....
'" C' ::;
Cl
C
"'
115
Zer Air
¥olds Curve or!Assumed
Spe<!ific
!
110 • -I--I -,--'
' I
r---
__j__ ____
105 ---~-~---.
'
100 ------------+-------1-
95 0 5 10 15 20
!-1oisture Conteut, percent
Finest Decomposed Granite from Dam Area
121
I I
119 ------------+ -----~ +
117 -
115
-~-
I ' '
---j
I
' I
I
I
! -t-
25
113
j_ ____ _u_ ____ _,
0 5 10 15 20 25
:·loiBture Co;:,tf.!Ilt • }crce.nt
Proj. No. 1075
Coarsest Decomposed Granite from Dam Area
COMPACTION TEST RESULTS, SQUIRES DAM
1n 011rp ?Jt1-A
------·---·--------------------------
~-
'-'
•
,,
w .,
"' " f-)
~.-,~
125 ,--------·-r----------ero Air Voids Curve
: for Assumed; Specific G7ty of
1
2.70
120 -----f ' -+· -------
I 115 '
' 110 +--------i
•
1051._ ___ __j_ ____ _j_ ____ J_ ____ J,....
0 5 10 15
Moiacur~ Content, percent
Hole BH-1, depth 10"-18"
,20 25
125 ,------,-------.----...---.-------,--------, :Zero Air Vo*s Curve
'for Assumed Specific
120
..,
CJ p.
'. u .... 115 .,
;:-;
" 0
~-
~
110
105 0------5
Proj. No. 1075
October, 1961
i
I I . -· --
/vity oi 2.70
---1 ---~-----i---
I .J.
--.. ;.... i-.
i _______ J_ ------'----
10 15 20
tWiatur;:'. Coi·:tent, ·1crcttnt
Hole BH-1, depth 41-4 1611
COMPACTION TEST RESULTS, SQUIRES DAM
25
--------------------------------------
120 Zer Air Voids
Curve for Assum~d
Spedific Gravit~ of
' ' . I
2, 70 l
;
115 ~------+---I -----f ! j. .. -~
110
105
100
0
125
120
.... 0
0.
:,.. u .. 115 ~ 0
~ ,:,
110
-+· ---~---.
!
-------i-----
'
5
i
10
I
' I
I
15 .20
Moisture Content, percent
Hole BH-3, depth 41•4'6"
-------r-
1
r
purve for As umed
Specific Gr~vity 0/ I --1----
25
--+---
I
--L----J __ -------,
! 1
I I
l05,_0 ____ ...,5 ____ ---"10'------l..,_5 ____ c-:20c----~~25
Proj. No. 1075
October, 1961
&istun Content, percent
Hole BH-9, depth s•-1211
CCMPACTION TEST RESULTS, SQUIUS DAM
Wi,mre No. 10
-------------------
---------,_
--------
.. -0 .... .. :
"" ....
0 >
Hole No._Depth __ Water Content, ' Oegri:,..,_ of Saturliltion ,.
SlllllJ>le he 1gllt, in• l .000 In 1t ial ll.7 In1tlal
Dry Density, pcf 100.8 Final 20,3 Flnal ---~-
• 700 r----,---.--,..-,-..,...,...,.,. ...... --.---,.--,,--, ...... "l"'T"l"T"'---,---,---r-,....,.-,--1""1"1
.650
.600
.550
i -+
!
j i ' I i ' H -I i ; ,, I .
I i : i
-~ J. ·-+ ~ -~-~---
! ! :
I --....
I -
I
If
' -.
I
1-+-I I
' I i ' -I
i I
I I i I
I t 4 t + ij ! l11 I ' I -f l f-r
' ! ' I ' .soo t----+--+-----+-1
f
+ -L ,-1 ' . I
-~--
---------
1------f--------·-I----
0.1
' I ' -; • -+--
I
•
--'---------------~----
l.O
Applied Preasure, ksf
CONSOLIDATION TEST 11.ESULTS
j i I
1 +f
10
-
Finest Decomposed Granite from Dam Area
I I
• I
.. r .
I ' ' ' l
--,
1--------. I I I I I
_,Specime~ ~1Ji___01f_ed
I ' acceh t:o water·
+ t i • ,__ ' !
~' ' ' i ' +-! • . r-+ I
I '
1
1 t-H-
1 • I • ' I I i ' I ' I I
+ --+--.. +--+' -+-I~ I • I I
___ .__ __
i I
r I
i
100
Recompacted Specimen, placed at 93% Maximum Density, 3% dry of optimum.
Project No. _ _.1..,0ucZ--5 ____ Date October, 1961
Fit,ur• __ l! ___ _
-----------
------------------------·--
" • 0 .... ... .=
• 'O ....
0 >
Hole No. __ Oepth __ Water Content, ,. Degree of Saturation
Sample heiybt,in• l,OOC Initial 8.5 Initial
Dry Density, pcf 106,i Final 16.8 Final
• 600 -----.---. ......................... --...... -...-....,..-...-,..,.....----r--r---r-T""!....,..'T"'!"t
,560
,520
• 480
.440
I
--l _-.: .. ""t"=1="1"-Hf+1 'f+-. t i • . l .. i -·-· --1· : L; 1 I
I ---+
I
i ' i I l j t ti ~
I 11,,i!l I':, I j ll;ii
· H-i i ! ti~ : ;I,· t 1
1
1
II, ; i . ~::~~:~ _:i4: i
i I I ' l ' I I I ar ' I I ' i i
t----+--··-t--. .j.L.: .• +-•--:-c..:··.:..··i--+\·_·~,-~-l-tw_!1-1L-~-' I .. , +-r·r ' ' 1,. 1• ·, I ·: ' I ' I I ' . -, I j, ' ' ' ' : ' : I . I ; j I ' I ! I I ' I I i , 1 1 : l 1 1 1 . : ' • 1 ', f--ri-rr t t··-• i i t t tt ! 1· ·t-t--r---+: . ' l ' ' ' ' i I I : I I :· I I : --+--·tr-· r;· ~-----·-• --{·i1
· +ft~+I---··--t---t--t-+,-
1 I I ' ' i I I I I I I I' '
I : 'I I + I +' ' , -+-1-· r 1t r r-· · ·-r -t --
1
1· ! 1 -it--. ·f-+-++I t-· t'--f-~tH--·-i t ➔· 1
1
.400 ____ ...._ _ _._......., .............. __ .._ ...................................... __ ....... _,_..._......, ....... .....
-· -----. '
---j-j
t---------------~---
1
O.l
---1------
l.O 10
Applied Pressure, ksf
CONSOLIDATION TEST RESULTS
Coarsest Decompoaed Granite from Dam Area
'
Recompacted Speciaen, placed at ,3t Maxi-Density, 3t dry of optimm.
I
100
Project No._~1~P~Za5 ____ Date October, 1961
Figure 12 -----
---------------------------------------
.. .
0 ... ... :
Hoh Mo. __ Depth ___ Water Content, ,. Degn·e of Saturation
s-ple hei~ht,in•l....QQQ Initial lS,7 lnieial
Dry Den s1 ty, pd l!l!l, !I Final 12 ,2 Final
,650 ,-----,,--.---,---,-.....,....,..,..,.....---,,----,----,--,,....,...T"T"T"l""--,---,r--.,.....,r-,-..,..,~
,600
,550
,500
.450
,400
! ------·-·'-
I --· +--
1
i ·-1-
I
i I
,---i~
I . -l.. ..
I
---------------
, i I I
i I I ·
·t· + t t+· . ii. I , .
I 1 I ,' 1 , • 1 , , . I I : I ' .L-~.l i.-·----I I i ; i i • -
1
-
LIJt; ·i,------r· l f I ! .
I I I I
I
I
I
f
-------•... -----j -~-..
I
--1-----t---f--·---------.. -
0.1 1.0 10
Applied Preasure, ksf
CONSOLIDATION TEST RESULTS
Finest Decoaposed Granite from Dam Area
• '. _j
i '
' t
j • I--~
I I i
'
i f •. ,. .. --4 -•·
I i i
i ! . '
Spec:b!ian /alllt111n1nt,--ci
&CCU. tQ -wjate~
·---t-~-t~-l-+..l-•
I ' I I ! I i
+--t' ... L.t f·+-'
I ' ! t I
' ; I I .. .. . . -.. --;--t-r+
'
------. ,_
I . +· ' ;
! I
I
i
100
Recompacted Specimen, placed at 931 Maximum Den1ity, 21 wet of optimm.
Project No. 1075 ----------Date~ctober, 1961
-------------------
------------------
" .
0 "' " • "' :,,
"' 0 >
No. ___ Depth __ 'Ja tt•r Conu•r,t ., :kgr,'1 , f :., 1rut nr-1·.~:·, Hole ' .
[r,Ltial _13._5 ___ l1:1lial ----·---------Sample he t,·ht , ins 1.000
Dry Density, ref _110, l Fi.r'Hil _ _!~._2_ __ F i.na l -------------
.540 -----,-.--,--,-,--,,,----,--,--,-,n-rrrr--,-r-rr-......,.TI
.520
.500 -'
·------.
.480 ---,-..---·---
.460 ---. -+--
-....
.440
j
--· I
I
-t-
. t
O.l
·1
i ~
'
' I I
f
I
I 1
I : ' '
' t ' ' . !
I
I
i
I ' I
'
'
. .
' . '.
i I t .
I i
'
l.O
Apphed
j
Pres9ure,
+ j
I
i
~; . .; f
i '
' '
; -t
' '
' I
!
' I
I
CONSOLIDATION TEST RESULTS
i : t
' ''
i i · '
I
I;
I I
'I I'
I I
I I'
' I
I'.)
Coarsest Decomposed Granlte from Dam Area
' '
' \
. ' ..
. ' -...-, ...
Specimen allowed
/ access to water ' ' . '
'
[ 1
I '
'
t
100
Racompacted Specimen, placed at 93'L Maxiaum Den,ity, :zt wet of opt1-.
Project No. 1075 --~-----Date October, 1961
F 1,;un' __ l:4 _____ _