41N02NEaa42 R 1X12 SLATER
010
Stiaaie Inrtttigatiaa
of Propoaad Trana-Canada Rlfkway Mo. l?
Mica Bay to Montreal Xlv*r
W.P. 903-62
Pr*par*d by:
Al*x Sianaai
G^opbyaieiat
D*parta0nt of Highway*
MA t* rial B tt. Tasting Division
Jun* 1965
l
J
RLaiDENT GEOLOGIST
AULT s rt.
41N02NE8042 R 1X12 SLATER
010C
TABU OF COMTPJT3
9DMART
TOPOORAPHT
INTRODUCTION
TEST PROCEDURE
GEOLOGY OF THE BEDROCK
PLEISTOCENE AND RECENT SEDIMENTS
DESCRIPTION OP THE CUT MATERIALS BASED ON
SEISMIC SURVEY AND INTERPRETATION
PRESENTATION OP SEISMIC RESULTS
35' LBPT SEISMIC PROPILE
CENTER:,INE SEISMIC PROPILE
35' RIGHT SEISMIC PROPILE
CONCLUS. N3
DISTURBED AND UNDISTURBED STATE OP TILL
IN-PLACE SAMPLING
THE EP7ECT OP HEAVY TRAPPIC UN SEISMIC RESULT3
EICAVATIQN TO VERIPT SEISMIC RESULTS
SUMMARY
This rtport deals with the seismic investigation and
interpretation of the proposed revision of the Tiani-Canadt
Highway No. 17 extending fro* Mica Bay to the Montreal River,
in the District of Algoma.
The above project is located in
the gravel terraces which represent the raised beeches of
f o me r glacial lakes.
The rock ridges of seisnically surveyed area rise about
450 feet above the level of Lake Superior, and elevations of
300 to 1100 feet are fairly consistent as far northward as
the Montreal River.
This section of Lake Superior is a very
rugged terrain and the aria is underlain by granitic rocks of
Precambrian tine.
TOPOGRAPHY
Tha topography of tha aurveyed araa baa baan producad by a
combination of thraa fuctora
1)
Tha nature of geological and rock structure of tha
bedrock
2)
Glacial dapoalta
3)
The raised baachaa of former glacial Lake Algonquin,
the predeceaaor Lake Superior.
Tha terrain ia rugged and, the ahore of Lake Superior,
terminates in an abrupt eacarpaiant at the baae of which another
granitic lava flow emerges.
Along the ahore the eroaion of the
granitic rock wave action has produced a variety of effects, auch
aa c*vee, jscarpmenta, and arches.
Along tha atrata the bedrock
deeply dlaaected fonts canyon-like atructurea.
These were carved
out when Lake Superior stood well above ita present level.
Within the project iv.aelf there ia a aucceeaion of raised
beaches that reflect the higher elevationa of former glacial
Lake Algor.quin.
These terraces contain an aaaortaient of sand,
travel, cobbles and eratic boulders that rise abruptly fre* level
te level.
IKTRODUCTION
At the request of Mr. E. Saint, Regional Materials Engineer,
Morth Bay, a seisaic survey was carried out between June 1st and
June 30th, 1965 on twelve proposed cuts within the above-detailed
work project at the following locations:Station 3587*00 to Station 3594*00
"
3761*00
"
3801*OO
n
3805*00
"
3809*00
"
3811*00
"
3816*00
3827*00
"
3830*00
3833*00
"
3841*OO
3641*00
"
3850*50
"
"
3850*50
3863*50
3907*00
3967*00
3998*00
"
"
"
"
"
"
"
3857*00
3880*00
3922*00
3973*00
4011*00
Because of the high percentage of dense till, boulders, cobbles
and rock fragments on or near the surface, it wan iaposaibl* to
determine the depths to bedrock using hand or power auger equipment.
TEST PROCEDURE
* portable two channel facsimile Seismograph, Modal
lo Ib. aledge hamner and steel plate were uaed aa a aource of
seismic energy to propogate the shock waves.
This unit 'yields
a permanent record, of all seismic waves within the sweep tine
of the instrument.
ZW"40nclusion was reached, aa a result of field
reconnaissance, that it would be necessary to carry out the
survey along centerline and at 35* Rt and Lt In each cut due
to local topographic, pleistocene geological, and nroposed
highway slope design conditions.
Seismic depth determinations were carried out at every
100 foot interval, establishing oroflles at 35* **t and Rt and
centerline through the prooosed cuts,
By measuring the velocity
of the shock waves In both directions at e*ch 100-foot interval,
4*
it was possible to obtain the characteristics of th* soil strata
and profllen of the bedrock formation where encountered.
Before considering the results of this survey tt brief account
of the geology oT the prelect, i.i necessary.
OIOLOOT OF THE BEDROCK
Th* bedrock of the project le made up of a succession of
franitic or granodioritic rock and almost invariably show the
reaults of some deformation and alteration.
The rock is
medium to coarse grained in texture, greyish-pink to salmon
red in colour and slightly foliated.
The rock is made up of
variable amounts of quartz, orthoclase, oligoclase, and biotite.
The bedrock has developed facies that may be either rather
baelc or somewhat porphyritic and basic.
These facies have
undoubtedly been produced by the Assimilation of volcanic material
and the replacing effects of solutions emanating fro* the magma.
PLEISTOCENE AND RECENT &BDIMENT3
The Pleistocene history of the project has been worked out by
tracing topographic features that mark positions of former lake
levels and outlets.
Such features Include wavecut cliffs,
associated sand and gravel bars and lacustrine derosits,
The
beachea vary greatly in distinctness, in relation in part to the
length of time that a particular beach was formed and in part to
the strength of waves aa determined by lake site.
Some beaches
have been partly or wholly effaced because in l*ter ohases lake
levels rose above them.
Beach elevations can be correlated with
thoee of outlets or spillways to determine which outlet or outlets
ware in us* durlnp a particular nhase.
Unravelling the history of
the project is complicated by th* fact that heachen are horizontal
up to a certain point, called the hinge line, but b*vond this they
are tilted.
This tilllnp resulted f r **i the rise nf the land accom
panying iinloa-iinp during shrinkage of the ice ah***t.
furthermore,
the beaches do not have an order of topographic succession which
in the order c*" their development.
The beaches shown the usual jrlaclal narallellsfr of sund, frivel
lit and clay.
In sone rl?j?Ar lenses t.heae ^enoslti are overlain
bv lake sends arH travel impr^pnate-! hy silt ar.^l c ity.
DESCRIPTION Of THE COT MATERIALS BASED ON
SEISMIC SURVEY AND INTERPRETATION
1)
2)
Station 3537+OO to Station 3594*00 at 6
Overburden:
Sa. F. Gr.; well graded, little or no
fines. The overburden is very shallow.
Bedrock:
Basic Volcanic
Station 3781*00 to Station 3301*00 at 6
Overburden:
Cobbly fine gravel. Potential borrow
area. Approximately 800,000 cu. yd* of
material.
This cut with the exception of the organic loamy
topsoil is a very clean source of highway fill and
crushing material.
No bedrock anticipated.
3)
Station 3 305*00 to station 3809 at C
This cut has the same gr-'n site and quality as
station 3781*00 to statioi 3801*00.
Quantity: 30,000 cu. yd.
No bedrock anticipated.
4)
Station 3811*00 to Station 3816*00 at fi
Overburden;
Cob. f. gr. sa.
No bedrock anticipated within the grade.
Good quality for borrow purposes.
Quantity; 18.0OC cu. yd*
5)
Station '^827*00 to Station 3830*00 at t
Overburden:
Bedrock:
6)
Shallow sa, lo. over bedrock
Granitic rock.
Station 3833*00 to Station 3841*00
Overburden:
6-7 feet F. to M. Sa.
^ feet, to bedrock Cob. Gr. Si. Sa.
The Cob. Or. Si. 3a. is actually a dense till.
The seismic velocities indicate that excavation
difficulties will occur. For the most part, the
till is eo extremely tough that even blasting will
be necessary. Some layers in this till have
cemented properties and in soae eaaaa probably will
ba claaaified aa "rock" for engineering purpoaaa.
7)
B)
9)
Station 36*41+00 to Station 3650*50 at t
Overburden;
Sa. Lo., F. to M. Sa and Or. Cob. dauaa
till. The till h* a tha saae physical
characteristics as described on the
station 3633+00 to station 3 841 -KX).
Bedrock;
Granitic Rock.
Station 3850+50 to Station 3857+00 at g
Overburden;
Sa. Gr.
Bedrock;
Coarse grained granitic reck.
Station 3663*50 to Station 36*30*00
Overburden; Sa. Le., P. to M. Sa. and
Gr. Cob. Si. S*., Dense till.
This till is subject to the save characteristics as
described above.
Bedrock granitic rock.
10) Station 3907*00 to Station J922+00
Overburden;
Sa. Lo.. Cob. Gr. Si. Sa. Till
Thia till is partially dense.
After axcavation it hae to be
aaapleu if it is intended to be
uaed aa fill.
11) Station 3967*00 to Station 3 C 73*OQ
Overburden;
Sa. Lo. over bedrock.
Bedrock granitic rock.
12} Station 3998*00 to Station 4011*00
Overburden ;
Station 4000*00 to 4002*OO F. to M. Sa.
Station 4007*00 to 4011*OO Cob. Gr.
The cobbly gravel is a good source of borrow material.
Quantity of Cob. Gr. 35-60,000 cu. yd-i
P. to M. Sa. a very small quantity.
PRESENTATION OF SEISMIC RESULTS
The seismic results are presented In the form of profiles.
These profiles were taken 35 feet left, at centreline and 35 feet
right of the proposed centreline.
Throughout all of the
investigated cuts the overburden and depth to bedrock are indicated
on the profiles.
Furthermore on the profiles the different
physical characteristical layers are indicated with their velocity,
and potential borrow material with their qualities and
quantities are given.
COIfCLUSIQMS
The conclusions drawn from the interpretation of 9*1*110
survey within the project can be summarised aa follows;
1) Cementation of the heterogeneous till occurs In two
principal waya4 1) by the percolation of water carrying chemical
substance* In solution, which requires a reasonable degree of
permeability of the mass; 2) by the disintegration of certain
minerals (feldspar, calcite Ga CO), aragonite' within the masa
to fora new bonding Materials.
Thia does not require permeability
of the mass but does require the presence of voids and high
degree of saturation.
The most common cements are, in order of their importance,
silica, calcium carbonate, and clay or argillaceous materials.
The moat significant factor in the consolidation and
toughness of these dense tills is believed, therefore, to be
cementation.
This includes 1} internolecular forces developed
through alow consolidation and compaction loacing over thousands
of years; 2) the concept of oriented water molecules on clay
mineral surfaces; 3) the presence of clay min*-r*ls * j a cwrnent
(most important factor); and 4 J cal c! mn carbonate a.-, a r ecant,
in part crystalline and in part aa a calcium ton, assisting in
the bounding factors of the clay minerals.
2) Disturbed and Undisturbed state of ti^l
The till, in its undisturbed state, if so firmly bonded
that even the least expensive method of excavation require
blasting prior to loading with either Tramlines or rower snovels.
When wetted the material will lack stability; this will create an
additional problem for any contractor and equipment.
3) In-Place sampling
Experience with till deposits clearly demonstrates that the
need for in-place sampling of the till deposits throughout complete
thickness and a differentiation between the basal till material
and near-surface super glacial till deposits could serve a very
important role if the till will be used for fill purposes.
The Effect of Heavy Tra ffi c on
The Seismic Recults
to the fact that thin prolect borders on existing
highway f17 a slipht delay in the survev was necessary.
Disturbance created bv oansinpr vehicles on this heavily travelled
commercial and tourist route interferred with the rensltive
appara i of the seismograph.
Sych intwrferenc* resulted in
nullifying the signals belnp received by the Delicate instrument
and forced a delay in envveyinp until such lnf.**rfer*nce had
ceaaed.
These constant disturbances caused frequent, time consuming
repetitions and incurred a longer 'luraMon of tl^- than WHS
anticipated.
Excavation to Verify Seismic Results
The presence of a marker layer between layers of fine to medium
sand and dense cobbly till made excavation necessary in two sections
f the project.
a rock layer.
This marker tone bore traces of the presence of
Layers of sand, marker layers, and layers of dense
cobbly till are characteristic of the general vicinity.
With the
completion of the excavation another aeismic survey verified the
absence of a bedrock layer *nd the presence of a highly cemefited
dense cobbly till.
Batchawana Bay
S. A. Szenasi
Geophysiciat
July rt, 1965
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