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m1: SUPPORTING VALUE OF
MARI: FOB HIGHWAY WTS

BY .. 5' My
OLAR Libsmxsmn

A @2318
PRRsmmn '10 m FACULTY
or
MICHIGAN sum COLLEGE
0R
AGRICULTURE AND APPLIED semen
IN
PARTIAL MILLMENT or m RRQUIRRIwNTs
FOR 1m:
mean or MASTER OF scmncn:

EAST LANSING
1933

TH E818

The writer wishes to acknowledge his indebtedness to
Dr. C. E. miller for his assistance in planning this report
and for his study of the preliminary draft.

To hr. F. R. Olmstead, State Highway Laboratory, who

made the chemical analysis of the marl samples collected.

0‘33“}

1.

INTRODUCTION

fiichigan swamps range in depth from a few inches to
sixty feet or more. All soft materials such as muck, peat,
marl and lacustrian clay found in these swamps were,until
recently,eonsidered unsuitable for supporting highway embank-
ments. They were therefore usually removed and the cut filled
‘with suitable materials. Needless to say this practice added
materially to the cost of highway construction. It was finally
observed, however, that occasionally road fills would become
perfectly stable despite the fact that very little of the
underlying soft material had been disturbed. Investigation
disclosed that there are three groups of swamp materials which
more or less successfully support highway embankments. These
materials are marl, mixtures of peat and sand, and soft lac-
ustrian clay.

Earl deposits may be larger, occur more frequently, and
include greater variations in composition and position than the
other groups of materials mentioned, and consequently offer more
of a problem to the highway engineer. This paper deals with the
supporting value of marl.

The term "marl” as used in this report refers only to
fresh water deposits of lime carbonate (Ca003). Such deposits
are never absolutely pure, but usually contain.varying amounts
of fine sand, clay, or peat. Sand improves the supporting value
of marl by its contribution to the internal friction and unit
weight of the marl body. The influence of clay may be beneficial

or detrimental depending on its position, distribution and amount.

2.

Unlike sand and clay, peat, because of its small volume,
weight, great water retaining capacity, and coefficient of ex-
pansion upon wetting, is far more important than percentage
figures based on dried weight would indicate. The two tables
that follow illustrate how the weights of marl and peat compare
(1) to other soil materials and (2) to each other.

1. The weight of one cubic foot of (l) (5) (4)*

water 62.42 pounds
Dry sand Approx. 100.00 "
Dry clay " 85.00 "
Air dry marl " 55.00 "
Dry muck " 40.00 "
Air dry peat " 15.00 "

2. The peat and marl content of a single sample under

different conditions. ** (l) (4)

 

Basis of comparison Peat Lhrl
Air dried.

Figures based

on.volume. 50% 50%

Saturated condition.
Figures based

on.volume. 76% 24%
Air dried.

Figures based

on weight 1573 85;:

* Numbers in parenthesis refers to literature cited on P. 31
** Figures are approximate and based on weight and shrinkage factors

contained in the literature cited.

3.

Numerous tests, results of which appear in table
page 26 , containing enough lime to be recorgnized as marl by
visual field inspection may contain from 90 to 99 percent
Ca003 provided, of course, that the impurities are organic rather
than sand or clay.

marl has certain physical properties which are of consider-
able assistance in distinguishing it from.other swamp materials.
Earl and peat, for instance, are quite easily separated on the
basis of color alone. When moist, peats range from various
shades of green and brown to black, while marl varies from
almost pure white to dull gray or slate. After these materials
have dried, however, peat becomes dark brown or black and marl,
gray or white.

The inexperienced investigator often has considerable
difficulty in distinguishing marl from clay. Color is of assistance
since the most common color of lacustrian clay is a blue to bluish
gray instead of the gray or white of marl. Plasticity is another
property by which clay can be distinguished from.marl. Wet clay
feels very sticky when tested between the thumb and fingers while
marl shows very little or no cohesive properties when tested in
this manner. There is also a difference in.the way marl and clay
are deposited relative to position. The lacustrian clays are
always found at the bottom.of the deposit and are usually thickest
in the deepest part of the swamp. marls, on the other hand, may
occur anywhere in the swamp profile with the purest samples coming

from the shallower portions of the swamp.

4.

Aside from color, prdbably the easiest way to distinguish
marl is by its texture, variations of which depend upon the mode
of formation. In all the deposits encountered in this study the
bulk of the marl was so fine grained that individual grains could
not be recognized by the unaided eye. However it always had a
decidedly "chalky" feel. In most cases some material with a
finely granular texture was present and could be recognized by
rubbing a small amount of marl between the thumb and fingers.

Some shell material was generally present and on close examination

the fine cylinders deposited by Chara usually could be found.

REVIEW 93 LITERATQRE

marl is described by C. A. Davis (6) as follows:

"marl, when dry and pure, is white or slightly cream colored,
nodular, coarsely granular to finely powdery, very loosely
coherent and effervescing freely with acids."

It is not the purpose of this paper to discuss the
geology of marl deposits, but as a matter of interest it may
be in order to quote a summary contained in a paper written.by
Dr. R. A. Smith, State Geologist. (5).

”The facts so far stated may be summarized as follows:
Spring or stream water, carrying lime carbonate in solution,
deposits it in lakes in the form.of marl, this deposition.being
caused by:

1. Escape of carbon dioxide, owing to decrease in pressure.

2. Supersaturation, owing to rise in temperature.

3. Abstraction of carbon dioxide by plants.

4. Freeing of oxygen by plants, resulting in the formation

of carbonates from bicarbonates.

5.

5. Direct abstraction and crystallization if lime
salts by Chara.
6. Abstraction of lime by molluscs and formation of
shell deposits."
No studies dealing directly or indirectly with the
supporting value of marl for highway or other embankments

have come to the attention of the writer.

EXPERIMENTAL

 

Much of the investigational'work on which this paper is
based has been carried on over a period of four years. The
field‘work has consisted mainly of sounding, boring, sketching,
collecting samples, making settlement studies, and obtaining
pictures. Follow up inspections have been.made to check the
behavior of pavements where surfacing has been laid. Soundings
have been.made by means of the Davis peat sampler. Borings were
made by means of a hydraulic drilling outfit. The laboratory work
has consisted of determining the moisture content and complete
analysis of a number of peat and marl samples.

Out of a large number of so-called "sink holes” where fills
have been.made, seven have been chosen for the particular infor-
mation that each may contribute to this study. Some of these
marl deposits show almost perfect support of the highway fill
while others have apparently afforded little support. This
difference in behavior reflects the effects of various peat and
clay impurities in the marl.

Each deposit is designated by a project number under which

heading the location, cross sections, records of work done and

results observed will be recorded and discussed.

6.

Project 063 - 21

This marl deposit lies about four miles south of Pontiac
on the Telegraph Road, Oakland County. It is surrounded by
hills of morainic origin which are composed of sand, gravel and
clay more or less segregated. The hills to the north, especially,
are very springy along the base and at one location furnishes
'water for an artificial lake which occupies part of the depression
in which this deposit lies.

The profile and cross sections (Figures 1, 2 and 3) show
that the marl is covered by a very thin layer of muck. Borings
also indicate that while the deposit varies greatly in depth it
is very uniform.in composition both vertically and horizontally.
Some aquatic peat has been deposited with the marl, mainly in the

deeper portion of the swamp at station 547/50.

063-21 Telegraph Rd. Sta 5&6 - 55M
Looking N. Marl deposit in foreground
Stokstad h—ae-33

 

Figure 1.

A longitudinal profile showing a deposit of marl
supporting a highway fill. Note the small extent to which

the fill and underlying muck has settled into the marl.

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Figllre 2.

A cross section taken at station 547/30 of the
profile shown in Figure 1.

Under modern construction procedures the muck
between the clay fill and marl would have been excavated.
The muck seems to be largely responsible for what fill

penetration has been obtained at this point.

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Figure 30

A cross section taken at station 550/30 of the
profile shown in Figure 1.

Note again the efficiency with'which.marl supports
highway embankments. There does not seem.to be much
difference in the amount of penetration at the two loc-

ations illustrated by figures 2 and 5.

 

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7.

When the original survey was made at this location
ordinary rod soundings indicated soft unstable foundation
conditions. It was assumed that the peat visible on the
surface extended the entire depth of the soundings, con-
sequently plans were prepared for sinking the fill and
displacing the peat by the use of dynamite. The construction
Operations of filling and blasting were carried on in July
and August, 1928. Field engineers were somewhat puzzled to
find that in spite of their efforts they obtained very little
settlement of the fill into the soft underlying material. A
soil study was therefore made. The results Obtained are
illustrated by figures 1, 2 and 3. This project was the first
to emphasize the extent to which marls would support highway
embankments.

The pavement has been in place at this location for
four years with very little apparent settlement. There is
a slight dip between stations 546/t0 and 548 that reaches a
maximum.of about six inches. This dip is not sudden, however,
and the average driver does not notice it.

Some observations made while studying this deposit are:

l. The aquatic peat present has been deposited below

the marl and is located about 16 feet beneath the
surface.

2. marl that is relatively free from organic impurities

is capable of supporting a highway fill.

8.

5. Dynamite charges left cavities in the marl and fill
into which water drained from the fill surface.

4. Very little settlement has resulted on this deposit
despite the fact that no adequate surcharge* was used

to compact the marl.

*When an embankment is built especially high in order
to compact underlying peat or marl, the portion of
he fill that rests above the final grade line is

referred to as surcharge.

9.

Project 063 - 22

This deposit is located about one mile north of Ortonville
on M-15. The poor alignment on the old gravel road was corrected
at this location and necessitated a 25 foot out immediately south
of the swamp. This cut extends thru uniform.sand and gravel
(Bellefontaine sandy loam) and is of particular interest because
of the very large number of lime concretions found below the
weathered portion of the soil. This observation helps to explain
the unusual centerline profile of the deposit illustrated by

figure 4.

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The gravelly hill at station 560 to 564 evidently has
been the source of both moisture and lime as proven by the fact
that the marl deposit is thickest and purest next to the hill.
A.bench swamp has also deveIOped above the marl and up the hillside

“which could only take place under quite uniform.seepage.

Figure 4.

A profile view showing adjoining cut and fill
sections. The surface peat was excavated six feet deep
before placing the sand fill. The sand influence between
station 568 and 569 undoubtedly helped to support the fill
thru the area of aquatic peat in that part of the swamp.
The main stabilizing influence throughout the deposit,

however, is marl.

 

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10.

The marl in this deposit was very soft and watery when
investigations were first started. 30 soft, in fact, that the
Davis peat sampler would slowLy sink into it without the
application of pressure (Station 566/50)*. It was with consider-
able interest, therefore, that the behavior of this material was
watched to learn if so soft a marl would flow or compact when
subjected to the weight of a heavy sand fill. An examination
of this location after the fill was in place indicated that there
had been practically no latteral flow in the marl and that it had

become compacted.

M‘—

O: - Earth of Orto:ville 3t". F.L to "71 :3.
1?.11/12. Gen. View of highWry over marl degos'
from high sandy hill.

 

 

 

The original study of the location at station 568/50 failed
to reveal any very pronounced marl influence. After the fill was
in place, however, and the material had become compacted a strong
marl influence made its appearance. This phenomenon is probably

explained as follows:

*50 feet beyond station 566 in figure 4.

11.

As the load or fill is applied to the marly peat, water
is squeezed out of the material causing a much greater shrinkage
in the volume of the peat than in the volume of the marl. The
marl influence would, therefore, appear much stronger after than
before compaction.

The fill across this swamp was placed during the fall of
1929 and the concrete surfacing was built the following summer.
Considerable attempt was made to force the fill to settle thru
the marl to solid bottom. The following is a quotation from.the
Engineer’s weekly construction report for the period between
October 17 and October 31, 1929:

"The contractor is dynamiting the fill from.station 565
to 570 after the second loading. As result of the first loading
and dynamiting the fill settled from 6 to 12 feet. As soon as
the second dynamiting is complete the fill will be brought back
to surcharge grade and settlement observations taken.”

The method used in dynamiting at this location consisted
of placing 4O sticks of explosives 2 to 3 feet below the bottom
of the fill, 5 feet right and left of centerline, and every 10
feet longitudinally. This means that each time the swamp was
dynamited 400 pounds of explosives were used per 100 feet of
roadway. Before any filling or blasting was done, however, the
surface peat was excavated 44 feet wide and 6 feet deep. The
uniform compaction of the marl was greatly facilitated by this
excavation which removed the mat of living roots as well as a

large amount of fairly well preserved wood.

12.

After two years of service the pavement over this
deposit has not become appreciably warped. The only noticeable
settlement is located at station 567. This settlement, however,

is not serious enough to be apparent to the average driver.

13.

Project 059 - 2h
The third deposit of marl and peat to be considered is
located on trunkline M-lh.about one half mile north of Sheridan
in Montcalm.County. The original road across the swamp was built
of sawdust and slabs. When this road began to fail another cor-
duroy road was built and as this deteriorated and traffic demands
increased the logs were covered more and more deeply with land

and gravel.

 

 

 

The profile study (Figure 5) shows two points in the
swamp that evidently gave former road builders considerable
trouble. Note the amount of corduroy, boulders and fill
material at stations 5&9 to 551 and 556 to 558. At the time
the profile study was made the fill at station 5MB to 551 was
settling at a rate that demanded constant maintenance. The
interesting feature about this profile study is the relation-
ships that exist between the troublesome sections of the road

and the marl areas of the stump. The old gravel road never

 

11059-24. 3—8-28.
Ste 563 ~ Sounding in sink hole

 

 

 

 

 

 

 

 

Figure 5.

.A longitudinal profile showing one-half mile of
highway construction across a swampcaf varying depth
and composition. Note the supporting value of marl as
compared to that of peat and marly peat. The old fill,
corduroy, and surface were excavated before any new fill

was placed.

 

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Figure 60

A cross section taken at station 5h6+00 of the
profile shown by figure 5. The supporting value of

marl is again illustrated by this section.

  

 

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settled to firm bottom.

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displacement. Note the influence of the marl at the

left on fill penetration.

              

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15.

Very little action was obtained. Practically all the additional
settlement occurred at the two points where the marl influence
is the weakest, namely, stations 5&8 to 552 and 55b to 559.
Figures 6, 7 and 8 show in detail the relative supporting value
of‘marl, peat and a mixture of the two materials.
The pavement across this swamp was constructed during
the summer of 1931 and to date no settlement is apparent to
the casual observer.
Some facts observed in studying this location:
1. The best marl is located in the shallower
portions of the swamp.
2. No amount of dynamiting or jetting would cause
the good marl to move out from.below the new
embankment.
3. The old road had been giving trouble from the
first over the two short sections of the swamp
in which there was no, or very little, marl
influence. The most troublesome spot was located

at station 550.

16.

Project 059-27

The twin deposit of marl, peat and clay considered in
the following few pages is located on Trunk Line M-lb.about
three miles south of Sheridan in.Montcalm County.

The upland soils to the north of this deposit are largely
sand and gravel, while the soils to the south seem.to consist
of several feet of till clay underlain by sand and gravel. Both
of these soil conditions permit a springy condition at the base
of slopes as is shown by the accompanying photographs. The marl
found in this deposit undoubtedly has its source in the waters
seeping from.the uplands surrounding the swamp.

The first glance at the sketches of this deposit
(Figures 9, 10, 11 and 12) would lead one to suspect that the
supporting value of marl is very low or no better than that
of peat. The reason for including this swamp in the study is
to show the influence of a soft lake deposited clay on the sup-
porting value of overlying materials. It had been observed on
several locations that this soft lacustrian clay accelerates
the movement of peat under load and sometimes even causes the
highway embankments to assume unusual cross sections. In other
words, this clay acts as a lubricant and is efficient enough
in this respect to permit marl to move laterally when subjected
to unusual pressure from above. See Figure 12.

A study of the swamp profile reveals the fact that,

here again, the better marl has been deposited in the shallower

 

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Figure 9

A longitudinal profile showing highway construction
across a twin deposit of peat, marl and laoustrian clay.
The heavy dashed line indicates the depth to which the new
fill penetrated. Note that the marl is almost completely

displaced. For explanation see pages 16 and 17.

 

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Figure 100

A cross section taken at station 528+50 of the
profile shown in figure 9. The marl influence in the
aquatic peat is enough to prevent lateral flow in the

lower portion of the clay fill.

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Figure 110

A cross section taken at station 352+OO of the
profile illustrated by figure 9. The marl has been only

partially displaced in this shallower portion of the swamp.

 

 

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Figure 12.

A cross section at station 33h+oo of the profile
sketch, figure 9. The marl has been completely displaced
on centerline. The lubricating influence of the blue

clay seems to have facilitated lateral flow in the marl.

 

 

 

 

 

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17.

portions of the swamp. The aquatic peat between stations
327+50 and 528+50 does not contain enough.marl to support the
fill on centerline, but it does contain enough to prevent the
complete displacement of the peat at the sides. A clay fill
displacing pure peat over lacustrian clay would tend to dis-
place all the peat, much of the underlying clay, and often
spread out to unusual widths on the bottom. In other words,
the marly aquatic peat, shown in figure 10, offers enough
resistance to flow so as to confine the embankment even tho
it does not completely support it.

The marl displacement, shown by figure 12, is very un-
usual. It can be accounted for only by the combined effect of
the clay fill and the soft clay layer between the marl and the
sand bottom. A wet clay fill has a tendency to flow laterally.
As stated before, the underlying lacustrian clay aids this
tendency by acting as a lubricant.

The rebuilding of the road across this swamp was started
during February, 1932. The swamp was excavated and backfilled
from.station 336 to 3h2+50 and surcharged and dynamited from
327+30 to 336. The heavy dashed line on the profile shows the
depth to which the new fill penetrated the swamp. The section
between stations 327 and 330 was blasted after the original
filling was completed in order to obtain more thorough displace-
ment of the marly peat. Very little additional settlement was

obtained, however.

18.

The pavement across this swamp was opened to traffic
August, 1932. To date the only settlement apparent is loc-
ated at station 328+75. It is of interest to note that this
settlement has occurred in the deepest part of the swamp where
the fill rests directly on the underlying lacustrian clay. No
settlement has occurred from station 327+50 to 328+OO where
there is a maximmn of 12 feet of marly aquatic peat below

the fill.

__~‘

06"27 Sheridan 3. Sta 327—3uo CLS 2-1-3;
adjoining deposits - one is marl and the
other peat.

 

 

 

 

19.

Project 0111-37

The next swamp considered is one-half mile long and is
located on the new West Belt Road of Grand Rapids about 1% miles
south of the intersection with M-SO. The swamp is timbered to
a considerable extent with elm and maple. The soil survey of
Kent County classifies the swamp area as Carlisle Muck, and the
surrounding mineral soils as Plainfield, Coloma and Bellefontaine.
Here again is a high-lime swamp surrounded by sandy upland soils.

The work of constructing a satisfactory grade across this
swamp was accomplished in two stages. Most of the work was done
between March 1 and November 8, 1929. On this contract the fill
was placed 1.]. feet above plan grade and 32 feet wide. Next the
"sink hole” was blasted using 260 pounds of dynamite per station
and then reloaded.

Borings taken to study peat displacement after construction
work was completed indicated that considerable soft material still
remained below the fill. It was decided that another attempt
would be made to more completely displace underlying unstable
peat and marl. In order to give a clear picture of the work
performed, and results obtained, the Project Engineer's weekly
construction reports will be quoted.

"12-10-31. First overload complete. (Overload consists

of building fill 5 feet above grade).
Started driving pipe for blasting.
12917-31. Settlement of from 2 to 6 feet obtained on

blasting.

Figure 13

A profile view of a highway embankment across one-half
mile of swamp. Centerline soundings on which this profile
is based would indicate that practically all of the marl and

peat has been displaced. The influence of the marl is best

shown by figures 1h and 15.

 

 

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in this deposit is only strong enough to partially

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20.

12-31-31 First blasting complete. Drag line excavating

trench along sides of fill to provide space

for peat displacement.

Second loading and blasting to follow soon.
l-7b32 Peat excavation complete by end of week.

Second overload started.

2-19-32 Second overload complete. Second blasting

started.

2526-32 Second blasting complete, Settlement of from

3 to h.feet obtained.

3-hp32 Started third overload. Considerable settle-

ment obtained because of additional fill weight.

3-16-32 Third overload complete.

A925-32 Surcharge removal in progress.

5—20-32 Surcharge removed. Grade raised one foot to

provide for waste peat.

7-11-32 Highway paved and open to traffic."

When.the filling operations were complete for the second
time, borings were taken again by means of a hydraulic drilling
outfit to determine the position of the new fill. These borings
showed that peat displacement was incomplete in spite of all
efforts to displace it. These borings also showed that since
the peat had become compacted a fairly strong marl influence
had made its appearance. Again compaction of the peat and loss
of water in the compacted.material resulted in a change in.the
volume differential between the peat and marl. In other words,
the marl occupied a larger percentage of the volume after

compaction than before compaction.

21.

After discovering the presence of'marl in the peat no
attempts were made to widen the fill at the bottom. A check-
up on the behavior of the road to date indicates that absolute
stability had been reached before surfacing was placed. Much
of this stability is undoubtedly due to the time factor involved.
Grading over this swamp took place over a period of two years
during which time the swamp was blasted three times and the
surcharge brought back up to surcharge grade five times. This
tremendous amount of work, excellent fill material (sand), and
ample time for settlement have combined to produce an unusually

stable grade.

 

 

 

 

22.

Project 030-19

The new highway grade between Hillsdale and Osseo crosses
a small swamp located about two miles southeast of Hillsdale
between Baw'Beese Lake and Boot Lake. The surrounding upland
soils are sandy and gravelly, consisting mainly of the Hillsdale,
Bellefontaine, Plainfield and Fox Series.

The marl content of this swamp seemed small at the time
the survey was made. In fact, it was thought the construction
procedure would not be seriously affected by it. The road plans
were consequently set up for total excavation from.station 156
to l§9+h0 and from.station 1hl+70 to 1h2+50. The balance of the
swamp was to be surcharged and blasted. The swamp at station
137 proved to be too deep to excavate, consequently the con-
struction procedure was changed. The new plan called for
excavation 8 feet deep and 2h feet wide throughout the entire
swamp; then loading to 5 feet above grade to compact or displace
the marl and aquatic peat below the 8 foot depth.

Excavation thru this swamp was started.May 28, 1951 and
the filling was completed by the middle of June of the same
season. No surfacing has been placed on this grade up to this
time. It is expected, however, that the finished road will
prove to be stable. There are two important factors combined
in the construction across this swamp that usually result in
an excellent finished job. These factors are (1) the use of

a sand and gravel fill material and (2) ample time for proper

settlement.

23.

Figures 16 and 17 are sketches showing a profile and
cross section of the highway embankment and its relation to

the underlying peat and marl.

 

 

 

 

 

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214.

Project 039-?

The new highway crosses this swamp just off the east end
of Sugarloaf Lake about three miles north of the Village of
Schoolcraft in Kalamazoo County. The swamp at this crossing is
almost 3000 feet wide, has a maximum.depth of about 56 feet,
consists principally of marl, and is part of a long chain of
lakes and swamps. The mineral soil uplands surrounding this
area belong to the Fox, Plainfield and'Warsaw Series.

The thin.mat of surface peat over the marl in this deposit
ranges from.6 inches in thickness thru the central portion to a
maximum of about 5 feet near the edges of the swamp. The surface
of the marl remains at a fairly constant elevation, whereas the
elevation of the peat surface increases as the edges of the
swamp are approached. This change in surface elevation is also
reflected in the type of vegetation growing on the peat.

The principal reason for locating the highway across
this swamp was to elimdnate two railroad crossings and two
right angle turns. A prelimdnary study of the swamp was made
during the winter of 1930 and 1931. By this time considerable
knowledge had been gained regarding the value of marl as a sup-
porting material. When it was found that the swamp consisted
largely of‘marl, it was decided to study the deposit in detail
to see if the marl.might be of such quality as to pr0per1y support
a road bed. Preliminary soundings were obtained during march,
1931. Three different lines were studied before accepting the

final highway location. The first line included 5300 feet of

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

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25.

swamp, ranged in depth from.h.to 12 feet, and contained no marl.
The line chosen included only 2800 feet of swamp, but had a
maximum depth of 36 feet of which 6 inches to 5 feet was peat.

Grading operations thru the swamp were started in
February, 1932, and were completed to surcharge grade by August,
1932. The procedure followed is illustrated by figure 18. Sand
and gravel obtained from special borrow pits at each end of the
swamp fill was used as fill material. During the course of con-
struction gradual settlement took place at all times, more
rapidly at first, but gradually slowed up as the marl became
compacted. At times, certain sections settled faster than others,
but there were no sudden breaks causing the fill to disappear
below'water, such as characterizes filling operations over swamps
consisting of peat alone.

Figures 19 and 20 are cross sections taken after settle-
ment had stopped and before the surcharge was removed. Figure
21 is a longitudinal profile study showing the position of the
fill at the highway centerline. The shaded profile near the
top of figure 21 shows graphically the fill settlement that has
taken place during the three months period between August 27
and November 30, 1932. The maximum.sett1ement during that time
was 0.70 feet which occurred at station 68. Note, however, the
uniformity of the settlement.

By November 30 the settlement had practically stopped.

It was decided to remove the surcharge immediately in order

that the finished cross section.might have ample time to arrive

Figure 18.

This figure is a detail showing the construction
procedure used in grading across the swamp. The amount

of fill needed was underestimated by about 19 percent.

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: EXCAVATING SURFACE PEAT, BACKFILLING TRENCH,
AND COMPACTING MARL AND AQUATIC PEAT.

/ From are 537* 70 2’0 3‘0. 6/»‘60 fhe 50/7603 060/ #5
7o be exooyar'ed fo rhe w/a’z’h ,Jnd/cafea’ /n fhe 3ker‘ch
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baa/(fined ana ."daded wn‘h Sound earfh ofher fhon
, do or o/xf it) fne he/ bf and wxa’fh ma’lcar‘ed 1n fhe
_/ o/refch for 5archarae oad/nrz. The fl/h’n and /oaa’/'n
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q U ' t ‘ L 3/“:ch for a @7091 ofnof /eoo fhan nx'nerzeabyo ano’ShO/Y
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Hf m ”70/33/70 , Surfacv'na Confroal‘or.
The excovafed [veaf shah be d/o ooed of In fhe area
oefween the 5am. or e Load}, a a fhe 5wam DI/C‘heo
DETAIL SHOWIN METHOD OF or berneen fine 5 ’I’C/‘ZN’QG .190 '[n and fhe ff W fines
EXCAVATION AND LOADlNG SWAMP Line/"e no a’ir'Cheo are aimed for: na’ sha// be uniform
STA 53+7O Td‘) STA- 8' + 80 abreaa and eye/ed 50 a: 2‘0 d‘a/n nar'ura/ly away from 8

 

 

 

 

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at a new equilibrium before construction is started on the
concrete pavement. The pavement must be in place by July 1,
193%

During the process of construction samples were collected
of the marl to study its uniformity. Table 1 shows the results
of analyses performed according to the outline accompanying the
table. There are a few things of interest to be learned from a
study of Table 1. For instance, note the relationship that
exists between the Ca003 content and the field classification
of the sample as listed under Field Netes. ‘When the CaC03 percent
falls below 90 the sample is usually classified as peat. The
samples classified as marl with only a slight peat influence
range in CaC03 content from.92 to 96 percent. The material des-
cribed as compact aquatic peat occurring near the bottom of the
deposit proved to contain from 7 to 39 percent clay as well as
a considerable amount of CaCO3. The organic content of the
samples collected ranged from 0.1 to 9.0 percent and.mineral
content ranged from 91.0 to 99.9 percent. These figures are
not a true index of the importance of the organic influence in
the marl. See page 2 for the discussion of this subject.

A special attempt was also made on this swamp to determine
what had happened to the marl over which the highway embankment
had been built. Numerous samples for moisture tests were taken.
It was assumed that some information regarding the relative comp-
action of the marl below and beyond the fill could be gained by
studying the moisture content of samples taken to form a cross

section. Figures 22 and 23 show'the results at the two sections

studied in this manner.

PROCEDURE
FOR m ANALYSIS 03' SAMPLES

Dry sample at 105'0 to 110°C until
the water is removed.

Pulverize sample taking care not to break
the mineral particles.

002 determination Loss on ignition at
(Lharshall's 900'0 will be 002
improved Scheibler's evolved from carbonates
Calcimeter) and organic matter.

\ / 1

Organic matter obtained
by subtracting 002
evolved by acids from
loss on ignition }

 

Wash sample thru 270
mesh sieve ( .053 mm

opening) .
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mm 2m
Sand Soluble salts
such as Ca (E)?
plus c ay and silt.

 

TABLE NO. 1

LABORATORY ANALYSIS or MARL SAMPLES PROJECT 039-7

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Depth Loss on % 9 Composition of Mineral Field Notes Taken
.Station .Sampled ignition 002 Organic Mineral % 0a 003 8 Sand 393120? Silt When Samples Were Collected
55 8.5-11.0 28.95 26.29 2.71 97.29 58.96 15.00 23.80 Sample of peat. Sandinfluence.
57 3.7-9.5 99.65 91.70 2.95 97.05 93.50 Trace 3.55 Marl with peat influence.
7.0-8.0 93.05 92.70 0.35 99.65 97.00 0.0 2.65 Aquatic peat, strong marl inf1ueaee
11.0-12.0 93.30 92.96 0.89 99.16 96.00 1.9 1.76 a..§‘..a.;.1"’
15.0-16.0 91.8 91.3 0.5 99.5 92.0 _- 0.3 7.21 9 9 9
19.0-20.0 92.0 90.1 1.9 98.1 89.6 1.9 7.1 9 n n
23.0-29.0 93.0 92.6 0.9 99.6 95.0 1.9 3.2 Fair marl. Sma11 percent peat
27.0-28.0 99.2 91.2 3.0 97.0 92.0 0.5 9.5 u 9 u ’1 n «
31.0-32.0 93.8 91.5 2.3 97.7 92.7 0.9 9.6 9 n n u a
39.5-36.0 39.9 38.5 0.9 99.1 85.7 0.5 12.9 Marly aquatic peat.
59 3.5-9.5 99.6 92.2 2.9 97.6 99.2 0.9 3.0 a... with some peat.
7.0-8.0 95.0 92.0 3.0 97.0 93.7 0.2 9.1 u 9 n u
11.0-12.0 93.9 91.9 1.5 98.5 93.5 0.5 9.5 n n n u
15.0-16.0 99.5 93.0 1.5 98.5 95.8 0.1 2.6 9 u u u
19.0-20.0 93.0 92.9 0.1 99.9 95.6 0.5 3.8 u u u u
23.0-29.0 93.0 38.1 9.9 95.1 85.0 0.6 9.5 Aquatic peat with some marl
27.0-28.0 91.5 37.9 9.1 95.9 83.5 0.8 11.6 n n v m n
59 30.0-31.0 19.5 19.6 9.9 95.1 32.6 23.1 39.9 Hard aquatic peat.
63 1.0-1.8 95.7 92.9 3.3 96.7 99.5 1.0 1.2 aura... of deposit
3.5-9.5 95.9 3917 5.7 99.3 88.5 0.5 5.3 Marl and surface peat.
7.0-8.0 99.8 92.0 2.8 97.2 93.7 0.1 3.9 Marl and some peat.
11.0-12.0 95.8 90.5 5.3 99.7 90.5 0.2 9.0 N n u n
15.0-16.0 96.1 38.6 7.5 92.5 86.2 0.1 6.2 Aquatic peat with some marl.
19.0-20.0 95.9 37.9 8.5 91.5 83.5 0.2 7.8 n n u u u
23.0—29.0 39.2 38.0 1.2 98.8 89.6 1.0 13.2 Compact aquatic peat.
fin 27.0-28.0 92.0 90.8 1.2 98.8 91.0 0.5 7.3 " u n
30.0 6.8 5.0 1.8 98.2 11.9 86.8 0.0 Bottom
67 3.5-9.5 96.2 38.8 7.9 92.6 86.5 0.3 5.8 Peaty Marl.
7.0-8.0 95.6 39.1 6.5 93.5 87.2 0.2 6.1 u 9
11.0-12.0 96.0 90.3 5.7 99.3 89.8 0.3 9.2 " "
15.0-16.0 96.9 39.2 7.7 92.3 87.5 0.2 9.6 Aquatic peat and some marl.)
18.5-20.0 95.3 36.3 9.0 91.0 81.0 0.5 9.5 .. u n u n

J

 

 

 

 

 

 

 

 

 

 

 

 

27.

The first set of samples was collected at station 60+00
(Figure 22). To obtain marl below the fill, holes were first
put thru the sand by means of a hydraulic drill; then the
samples were collected with the Davis peat sampler. Subsequent
moisture tests indicated that water from the drilling equipment
had affected the moisture content of the marl immediately below
the fill. In order to check this indication another hole was
bored on centerline by means of angers, and samples were collected.
The moisture content of the sample imnediately below the fill
proved to be 85.8 percent instead of 123 percent as showm by
the sample collected when the hydraulic drill was used. The
other two check samples on centerline coincided approximately
with the original samples.

The percentage of water in the first 10 feet of mrl,
immediately below the fill, suffered a reduction of about
117 percent (from an average of 161% to about 85%.) The moisture
content of the more compact marl near the bottom does not seem
to have been affected by the highwayembankment.

At station 7S+00 (Figure 23) an interesting contract is
shown in the difference between the moisture percentages of the
peat and marl. This peat was excavated before placing any fill
material. In collecting marl samples below the fill for moisture
tests at this station, the holes thru the fill were bored by hand
in order to avoid the error made at station 60. The marl im-
mediately below the fill at this location has had its moisture

content reduced from about 914 percent to 76 percent. This is

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28.

a loss of only 19 percent. (In arriving at these figures the
abnormal reading of 197.0 at the left of the fill was dis-
regarded.) Here again the weight of the fill does not seem
to have affected the moisture content of the marl near the

bottom of the deposit.

1.

2.

S.

6.

7.

CONCLUSIONS
Good.marl will support a highway embankment with approx-
imately 25 percent compaction of the marl. In other words,
the fill will penetrate the marl to about 25 percent of the
thickness of the marl. See the preceding table.
The disturbing effects of excavating machines in removing
peat lying on top of the marl causes a loss as high as
50 percent of the marl in shallow deposits.
Highway fills will penetrate a marly peat as high as
90 percent of the thickness of the deposit on centerline.
The marl influence will show its effects, however, in sup-
porting the fill at the sides, thus saving a considerable
amount of fill material. See figure 15.
Deposits of soft lacustrian clay below'marl may have a very
detrimental influence on the bearing value of the overlying
marl, because they permit the latter to flow when subjected
to heavy loading.
The moisture content of the marl does not have an influence
on the supporting powers of the marl, but it does affect
the volume change that occurs in marl subjected to loads.
Explosives may be justified to speed up compaction of marl
on a rush project. There is a tendency, however, to blow
"shell holes" which do not immediately fill.
Time allowed for settling is an important factor except in
comparatively shallow deposits (up to about 10 feet). A
project such as shown by figure 21 should rest from.l to 2

years under surcharge grade before surfacing is placed.

3o.

8. The supporting value of marl is due to a possible
combination of four factors:

a. Internal friction due to the more or less
granular structure of the marl.

b. The volume weight of marl is considerably
greater than that of peat.

0. Water moves thru the marl quite freely which
permits the marl to compact as the load is
being applied.

d. There is enough cohesion in a marl body to
exert a considerable influence on its bearing
value.

9. Fill penetration in marl or marly peat.

Percentages based on original depth of marl

 

 

Material Percent penetration
iii-2. Average Max .
Good marl (shallow) 8 37 80*
(deep) 10 25 L2
Marl with some peat 2O 30 L6
Peat with some marl 56 77 91

The figures given in this table summarize the information
on penetration shown by the profiles and cross sections contained
in this report.

In excavating peat from the surface of the marl some of the
latter may be removed with the peat. This accounts for part of
the loss of the marl. Excavating equipment also has a tendency to
disturb the marl and cause it to flow ahead of the backfill as the
latter is being placed.

* This figure represents penetration plus loss of marl.

l.

2.

5.
6.

31.

REFEREKCES

Bergquist, S.G., Musselman, H.H., and Millar, C.E.
Marl -- Its formation, excavation, and use. Bulletin 22h,
Agricultural Experiment Station, Michigan State College.

McCool,‘M.M. and Harmer, Paul M. The muck Soils of
Michigan. Bulletin 136. Agricultural Experiment Station,
Michigan State College.

Lyon and Buckman. The Nature and Properties of Soils.

Dachnowski, A. Peat Marshes. Geological Survey of Ohio.
Bulletin 160

Smith, R.A. Origin of Marl Deposits. (Unpublished)

Davis, C.A. A contribution to the natural history of
marl. Vol. 8, pt. 3, Reports, Michigan Geological

Survey, pp. 65-103. 1903.

Lane, A.C. List of marl localities and portland-cement
malls in.Michigan. Vol. 8, pt. 3, Reports Michigan
Geological Survey, pp. 22h-3h2. 1903.