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           EARTHWORK SLIPS AND SUBSIDENCES UPON PUBLIC WORKS:
               Their Causes, Prevention, and Reparation.
   _ESPECIALLY WRITTEN TO ASSIST THOSE ENGAGED IN THE CONSTRUCTION OR
                              MAINTENANCE_
                                   OF
  RAILWAYS, DOCKS, CANALS, ROADS, WATERWORKS, RIVER-BANKS, RECLAMATION
                    EMBANKMENTS, DRAINAGE WORKS, &c.


                                    BY

                   JOHN NEWMAN, _Assoc. M. Inst. C.E._

                                AUTHOR OF

 “NOTES ON CONCRETE AND WORKS IN CONCRETE;” “IRON CYLINDER BRIDGE PIERS;”
                     “QUEER SCENES OF RAILWAY LIFE.”

[Illustration]

                                LONDON:

                     E. & F. N. SPON, 125, STRAND,

                    NEW YORK: 12, CORTLANDT STREET.

                                 1890.

------------------------------------------------------------------------




                                PREFACE.


The absence of any but fragmentary information on EARTH-SLIPS AND
SUBSIDENCES UPON PUBLIC WORKS, one of the most annoying and expensive
occurrences in engineering construction, has prompted the author to
write this book as a vade-mecum for those in charge of such undertakings
as _Railways_, _Docks_, _Canals_, _Roads_, _Waterworks_, _River-banks_,
_Reclamation embankments_, _Drainage works_, &c., and also to fill,
however imperfectly, somewhat of an hiatus in engineering literature.

The theory of the lateral pressure of earthwork is not examined, as it
is well understood; the intention being to concisely describe the chief
causes of slips and subsidences in different earths and many points
requiring attention, to call to remembrance some soils especially
treacherous and unstable, and to name various preventive measures and
effectual remedies.

A reference to the table of contents and the index will demonstrate the
comprehensiveness of the subject, for it involves in the various
practical applications the science of geology, physical geography,
meteorology, the laws of pressure of earth, some chemical and botanical,
and other scientific knowledge.

It is scarcely necessary to observe that no exhaustive treatise is
herein attempted, for that would indeed be an Herculean task; but in
this volume the endeavour has been made to present reliable information,
the result of experience, research, considerable labour, and lengthened
observation.

                                                                   J. N.

 LONDON.
 _March, 1890_.




                               CONTENTS.


                               CHAPTER I.

                                                                  PAGES

 INTRODUCTION—GENERAL CONSIDERATIONS—ENUMERATION OF THE PRIMARY
   CAUSES OF SLIPS AND SUBSIDENCES IN CUTTINGS AND EMBANKMENTS,
   AND EARTHWORKS CONSTRUCTED TO CONTAIN OR EXCLUDE WATER—SOME
   DOMINANT PRINCIPLES TO BE REMEMBERED IN DETERMINING THE
   LOCATION OF EARTHWORKS                                           1–12

                               CHAPTER II.

 THE PROBABILITY OF A SLIP—TIME OF THE MOST FREQUENT
   OCCURRENCE—SOME CONDITIONS UNDER WHICH SLIPS AND SUBSIDENCES
   IN CUTTINGS AND EMBANKMENTS MAY BE EXPECTED IN DIFFERENT
   EARTHS, SUCH AS ROCK, CHALK, SAND, GRAVEL, CLAY, &C.,
   &C.—NOTES ON THE <DW72>s OF REPOSE                               13–49

                              CHAPTER III.

 THE GENERAL EFFECT OF A SLIP IN A CUTTING OR AN
   EMBANKMENT—ENUMERATION AND CONSIDERATION OF SOME PROTECTIVE
   AND REMEDIAL WORKS—TREATMENT OF THE SLIPPED EARTH               50–64

                               CHAPTER IV.

 NOTES ON THE PERCOLATION OF WATER—SYSTEMS OF DRAINAGE OF
   CUTTINGS AND EMBANKMENTS IN DIFFERENT KINDS OF EARTH AND
   UNDER DIVERSE CONDITIONS—THE CONSTRUCTION OF CULVERTS,
   PIPE-DRAINS, TRENCHES, DITCHES, AND CATCHWATER DRAINS           65–86

                               CHAPTER V.

 APPROXIMATE SAFE MAXIMUM LOAD UPON DIFFERENT EARTHS—NORMAL
   PRESSURE OF THE EARTH—THE SAFE MAXIMUM LOAD UPON DEPOSITED
   EARTH—APPROXIMATE SAFE MAXIMUM HEIGHT OF AN EMBANKMENT          87–97

                               CHAPTER VI.

 <DW72>s, GENERAL CONSIDERATIONS—TABLE SHOWING THE GENERAL RANGE
   OF <DW72>s—TABLE OF COEFFICIENTS OF FRICTION—NOTES ON THE
   COHESION OF EARTH—FORM OF A <DW72>—SOME CONDITIONS GOVERNING
   THE NECESSARY INCLINATION—WIDENING EARTHWORKS WITHIN THE
   ORIGINAL FENCES                                                98–114

                              CHAPTER VII.

 NOTES UPON THE PRESERVATION OF THE FOOT OF A <DW72>—VARIOUS
   METHODS OF COVERING AND SUPPORTING A <DW72>—PROTECTION FROM
   SNOW-DRIFTS—THE FORMATION WIDTH OF CUTTINGS AND
   EMBANKMENTS—THE DELETERIOUS EFFECTS OF VIBRATION              115–141

                              CHAPTER VIII.

 EARTHWORKS IN OR UPON SIDELONG GROUND—SOME INSECURE
   CONDITIONS—PRECAUTIONARY MEASURES—EMBANKMENTS UPON SOFT
   GROUND—EMBANKMENTS COMPOSED OF SOFT EARTH—THE PROMOTION OF
   STABILITY AND CONSOLIDATION                                   142–155

                               CHAPTER IX.

 THE DEPOSITION OF AN EMBANKMENT—PREPARATION OF THE GROUND UPON
   WHICH AN EMBANKMENT HAS TO BE DEPOSITED—METHODS OF
   PROCEDURE—CONSIDERATION OF SOME OF THE DIFFERENT SYSTEMS—THE
   EFFECT OF THE HEIGHT OF A TIP AND THE LENGTH OF A LEAD—THE
   STEAM NAVVY AND EMBANKMENTS                                   156–170

                               CHAPTER X.

 NOTES UPON THE LOCATION, PRESERVATION, AND PROTECTION OF SEA,
   ESTUARY, RECLAMATION, CANAL, AND RESERVOIR EMBANKMENTS OF
   EARTH CONSTRUCTED TO CONTAIN OR EXPEL WATER                   171–197

                               CHAPTER XI.

 NOTES UPON THE FAILURE OF DOCK AND OTHER WALLS FROM A FORWARD
   MOVEMENT OF THE EARTH FILLING OR BACKING—CONSIDERATION OF THE
   CAUSES OF SUCH ACTION AND SOME PREVENTIVE AND REMEDIAL
   MEASURES                                                      198–215

                              CHAPTER XII.

 NOTES UPON SLIPS OF EARTH, SUBSIDENCES, AND MOVEMENT IN
   FOUNDATIONS CAUSED BY “BOILS,” OR AN UPWARD RUSH OF WATER IN
   LOOSE EARTHS—CONSIDERATION OF SOME PRECAUTIONARY AND REMEDIAL
   OPERATIONS                                                    216–225




           EARTHWORK SLIPS AND SUBSIDENCES UPON PUBLIC WORKS.




                               CHAPTER I.

  INTRODUCTION—GENERAL CONSIDERATIONS—ENUMERATION OF THE PRIMARY CAUSES
    OF SLIPS AND SUBSIDENCES IN CUTTINGS AND EMBANKMENTS, AND EARTHWORKS
    CONSTRUCTED TO CONTAIN OR EXCLUDE WATER—SOME DOMINANT PRINCIPLES TO
    BE REMEMBERED IN DETERMINING THE LOCATION OF EARTHWORKS.


Earthslips and subsidences may be caused by the terrible power of an
earthquake or other dreaded subterranean destroying force, upheaving,
cracking, and shattering the earth’s crust and dealing death and havoc
in its awe-inspiring course. They may also originate from the untiring
efforts of the meanest rodents or the most minute crustaceous animals
burrowing passages for aqueous action, the chief agent of the
instability of the surface soils of the earth.

The ceaseless mutability of the created elements has been thus
magnificently described:—

            “For know, whatever was created needs
            To be sustain’d and fed; of elements
            The grosser feeds the purer, earth the sea,
            Earth and the sea feed air, the air those fires
            Ethereal, and as lowest first the Moon;
            Whence in her visage round those spots, unpurg’d
            Vapours not yet into her substance turn’d.
            Nor doth the Moon no nourishment exhale
            From her moist continent to higher orbs.
            The Sun, that light imparts to all, receives
            From all his alimental recompense
            In humid exhalations, and at even
            Sups with the ocean.”

It is the constant absence of peace and rest in the earth that produces
instability, however great, however small, for the disastrous landslips
that have occurred in Switzerland and other parts of Europe, in India,
and recently at Quebec, and in all regions of the world were caused by
the same disintegrating operations as those which generate an earth-slip
of comparative insignificance. In proceeding to a practical
consideration of earthslips and subsidences, it may be well to call
attention to the complexity of the subject, the character and conditions
of earth and the impairing elements being so very variable and numerous
that it is impossible to determine any rules even for a particular soil;
and, moreover, it is necessary to separately consider slips in cuttings
and those in embankments, as movement is somewhat differently created,
and it does not necessarily follow because earth stands well in a
cutting that it will do so in an embankment, or _vice versâ_.

It may be said every kind of earth will slip or weather under certain
conditions, even the hardest rock if superimposed upon an unstable
stratum; therefore, some of the main questions to be considered are:—

  I. THE PROBABILITY OF THE OCCURRENCE OF A SLIP.

  II. THE EFFECT OF A SLIP.

  III. SHOULD EVERY PRECAUTION BE TAKEN TO PREVENT A SLIP WHEN A
  CUTTING IS BEING EXCAVATED OR AN EMBANKMENT BEING DEPOSITED; OR IS
  IT BETTER TO REPAIR A SLIP AS IT HAPPENS?

It is obvious in railway cuttings and embankments a mere crumbling of
the surface may be disregarded, but in dock, canal, or any works
containing or expelling water, the smallest movement, crack, or aperture
must immediately receive due attention.

In order to effectually remedy a disease it is necessary to ascertain
its character. Many of the primary causes of slips in cuttings and
embankments are, therefore, here enumerated; but, of course, they are
not named in their order of importance, which cannot be established.


    HEADS OF THE CHIEF CAUSES OF SLIPS AND SUBSIDENCES IN CUTTINGS.

1. The want of uniformity of the earth, particularly as regards
percolation, cohesive power, and resistance to change by the action of
water or meteorological influences.

2. The temporary or permanent exposure of the earth to the effects of
the atmosphere, rain, frost, and snow.

3. The opening to the air and weather, &c., of thin seams of an unstable
character, which, when unsupported, gradually crumble away and cease to
support superimposed strata.

4. The tapping of springs.

5. The lower portion of a <DW72> being impaired or undermined through an
infiltration and flow of water.

6. The erosion of the <DW72>.

7. The earth having intermediate unstable seams.

8. The unprotected surface of a cutting in light soil being loosened and
blown away by a storm of wind, especially when it is accompanied by
rain.

9. The <DW72>s being honey-combed and disturbed by rodents, particularly
in clay soils, clay marls, and clay loams; and upon submerged earthwork,
and in certain districts in the tropics by a mollusk which will
penetrate and even destroy rocks.

10. From one portion of a cutting being more exposed than another to
disintegrating meteorological influences.

11. By the discharge of water from land drains following the old
drainage course, and by the localisation of the surface or land water
flow.

12. The improper or imperfect drainage of land outside a railway fence,
causing land water to accumulate in and discharge itself through the
<DW72>, thus disturbing the established equilibrium.

13. By an interference with the natural flow of any underground waters.

14. By allowing water to accumulate in the gullet, or upon the formation
during the process of the excavation of a cutting.

15. The local percolation of water through the <DW72>s of a cutting from
the defective construction, wrong location, or permeability of the
surface of a drain upon the cess.

16. An accumulation of water caused by the unevenness of the <DW72>s.

17. The acceleration and inducement of a flow through the <DW72> of any
water contained in land outside a railway fence, and consequent
incitement to the land-water to exude.

18. Vibration.

19. Insufficient flatness of a <DW72> either at the time of excavation or
after exposure to meteorological influences.

20. The strain upon the face from lumps of earth being allowed to remain
upon a <DW72> during the construction of the works, or the gullet being
excavated for a considerable distance in advance; the cohesion of the
soil being thereby unduly and unequally strained.

21. By overweighting.

22. By unequal loading.

23. The establishment of spoil banks upon the cess, or the additional
loading of the ground near and outside a railway fence, in soft soils
having practically no cohesion or tenacity.

24. The excavation removed destroying the continuity of support,
especially in soils partaking of a semi-fluid character.

25. The want of uniformity of the covering of a <DW72> causing unequal
percolation or exudation of water.

26. The neglect to fill up, or otherwise remedy, cracks or fissures in
the <DW72>s or cess.

27. By artificial or irregular consolidation either of the formation or
<DW72>s superinducing movement and weathering in any portion not so
compacted.

28. From an accumulation of water behind a retaining wall at the foot of
a <DW72>, resulting in the stability of the wall being overcome by
pressure.

29. By unequal pressure upon the foundations of a retaining wall at the
foot of a <DW72> caused by lateral over-pressure tilting it, or by its
unequal settlement.

30. In sidelong ground, by the removal of support against the action of
sliding, which, without artificial aid, may not be arrested until the
<DW72> of a cutting on the higher side approaches the steepest
inclination of the face of the hill.

31. By blasting laminated rock dipping at a considerable angle towards a
cutting in the side of a hill; the result sometimes being that a cavity
is made depriving the upper beds of support and causing them to
overhang, and a mass extending to the top surface of the hill to slip
along the unsupported stratum.

The first ten “heads of the chief causes of slips in cuttings” might be
classed as NATURAL, _i.e._ produced or effected by nature and,
therefore, beyond the power of man to entirely prevent; the remaining
heads as ARTIFICIAL, and therefore, in some degree to be prevented,
unless obviously the result of the unavoidable exigencies of
construction.


   HEADS OF THE CHIEF CAUSES OF SLIPS AND SUBSIDENCES IN EMBANKMENTS.

1. The percolation of surface water into the toe and under an embankment
upon the original surface of the ground, and also downwards through the
formation.

2. Unequal percolation of water through the formation or the <DW72>s.

3. The surface of the ground upon which an embankment is tipped
inclining in one direction, or falling on each side from the centre.

4. The effects of rain, frost, snow, and the atmosphere on the deposited
earth.

5. By a crumbling of the lower portion of a <DW72>.

6. By a hurricane or extreme wind force, especially when accompanied by
rain and the location is that of a narrow, steep valley, blowing away or
dissipating the top and the surface of an uncovered embankment.

7. By a <DW72> becoming honey-combed by rodents, and in some few
countries by an embankment in a river or the sea being bored and
disturbed by crustacea.

8. Insufficient <DW72> for permanent stability at the time of or after
deposition.

9. The want of adhesion between the surface of the ground upon which an
embankment is tipped and the deposited material.

10. By the accumulation at the foot of an embankment of boulders or
lumps having no cohesion, and no adhesion to the surface of the ground
upon which they are deposited.

11. The weight being too great upon the ground upon which an embankment
rests.

12. By unequal loading.

13. An accumulation of water, caused by the unevenness of the surface of
an embankment, or by the ground not being prepared so as to prevent a
lodgment of water.

14. By obstructing the established discharge of land-water or by
attempting to divert the natural flow of underground waters.

15. The localisation of the surface drainage.

16. Water percolating into a benching trench, made to receive the toe of
a <DW72>, thereby impairing the cohesion of the soil and reducing its
weight-carrying capacity and stability.

17. Vibration.

18. The different nature and state of the earth tipped into an
embankment and the consequent localisation of water in the more pervious
soil, causing unequal settlement, subsidence and movement.

19. An embankment being tipped of material in a different state of
dryness, moistness, hardness, softness, or in a frozen condition.

20. The size and character of the earth, as excavated in the cuttings;
for instance, whether picked and shovelled soil, or lumps of excavation
simply barred away and deposited in small masses with earth approaching
a state of dirt or mud.

21. Overpressure upon the material forming an embankment.

22. The different conditions of the weather, when an embankment is
tipped, causing portions to become dry, wet, or frozen.

23. The lead or distance from a cutting to the place of deposition being
of considerable length.

24. The earth being loosened from vibration and concussion during
transit in the wagons, and in the process of deposition, thus causing it
to be non-homogeneous.

25. By the earth being tipped with greater impetus at one part than at
another place.

26. An embankment not being tipped to its full width as it progresses,
whether in one or more wagon roads.

27. First tipping the central portion of an embankment, and completing
the width and <DW72> by side deposition after some time has elapsed.

28. Tipping the contents of earth wagons from a considerable height,
thereby loosening and separating the soil, causing the larger and
heavier material to be near the foot of a <DW72> and in lumps, and an
embankment to have interstices and be temporarily or permanently
unstable.

29. Irregular consolidation, artificial or otherwise.

30. Unequal exposure, particularly in embankments upon sidelong ground.

31. Insufficient width of the formation, especially in high and exposed
embankments.

32. The junction of two embankments tipped from cuttings in different
kinds of earth.

33. No time being allowed for subsidence or consolidation before the
deposited earth is subject to varying loads and vibration.

34. By allowing water to collect upon the formation and to form channels
down the <DW72>s.

35. The neglect to fill, or otherwise remedy, cracks or fissures.

36. The want of uniformity of the covering of the <DW72>s or top of an
embankment causing unequal percolation of water.

37. By a retaining wall at the toe of a <DW72> preventing the discharge
of water that has percolated through the formation and the <DW72>.

38. By an abnormal increase of the load upon the foundation of a wall
caused by lateral thrust and tilting forward, or fracture of the
footings or the concrete bed.

The first seven heads of “the chief causes of slips in embankments”
might be classed as NATURAL, _i.e._, produced by nature, and, therefore,
beyond the power of man to entirely prevent; the remainder as
ARTIFICIAL, and, therefore, more or less to be prevented.

In the case of earthworks made to contain or exclude water for the
purposes of docks, canals, waterworks, reclamation of land, irrigation
or drainage, &c., may be added, without reference to their
construction:—

1. Leakage along a discharge culvert, sluice, or tunnel in an
embankment, or through the earthwork.

2. Erosion of the land <DW72> or backing of a retaining wall by waves, or
spray falling thereon and necessarily passing over the top of an
embankment.

3. From abrasion and damage, caused by vessels or barges rubbing or
colliding against a <DW72>.

4. From erosion caused by wave action produced by the passage of boats
or ships propelled by machinery; or by wind waves.

5. Variation in the water level, causing unequal pressure.

6. In the case of a reclamation embankment, it being closed from the
ends, and not by raising in layers, from the ground level.

7. Variation of the submerged area, and consequent change in the degree
of exposure to deteriorating influences.

                  *       *       *       *       *

To sum up, the principal causes of slips in earthwork may be stated to
be air, water, frost and thaw, over-pressure, and vibration; the chief
agent both in cuttings and embankments being water, which forces forward
the surface of the <DW72>s and destroys the cohesion of the soil, and
impairs its frictional resistance until the earth is unable to sustain
the weight upon it; vibration aiding and completing the movement, as it
not only tends to loosen the soil, but may disturb the equilibrium of
earthwork which is almost moving, and only requires a slight shock to
set it in motion: in fact, vibration is frequently the complementary
agency that causes a slip, and is obviously felt most in loose soils;
but if there should be fissures in earth of a tenacious character, or
boulders in clay to disconnect it, the effect of vibration will be more
serious in the latter case, as whole masses of earth may become
detached, instead of an equal settlement proceeding as with soils, such
as sand and gravel, which may become consolidated by shaking, owing to
wedging of the particles, should the <DW72>s be sufficiently flat to
prevent lateral movement; but it may detach portions of the <DW72>s in
soil having little or no cohesion, and thus initiate a slip.

In the following chapters the chief causes of slips in cuttings and
embankments are considered, together with others bearing upon a solution
of the subject, which is so interwoven that it is impracticable to
preserve a successive order, but an endeavour has been made to
separately indicate the cause and some remedies that may be adopted: but
before proceeding to particularise, it may be well to name a few
dominant principles of the alignment of public works, which if duly
regarded may tend to prevent slips of serious importance.

Consequent upon financial and other causes, an engineer is usually
required to so quickly prepare the necessary parliamentary plans and
sections of public works, more particularly for railways, that it is
beyond the power of the most experienced to set out in a few hours the
best line of railway, &c., across a country, giving due consideration to
the parliamentary, constructional, economical working, district and
through traffic, and financial requirements of the undertaking. There
are, however, a few points which he may be able to regard respecting the
stability of earthworks, some of which are now enumerated.

1. Avoid cuttings or embankments in drift soil in or upon the side of a
hill.

2. Avoid all damming back or flow of the natural drainage waters, or
heaping of snow by the erection of an embankment, especially in
mountainous, hilly, or sidelong ground, and in an undrained district.

3. When any excavation is in the side of a hill, observe the natural
configuration of the ground in the wettest part, and remember that the
<DW72> of a cutting may not stand unless at the same inclination, or the
toe of the <DW72> is supported by a massive retaining wall and extensive
draining, and that any disturbance may cause it to require a flatter
inclination.

4. Avoid river or stream diversions in earth of a very porous character;
and should an embankment have to be erected near to a deep river having
a steep bank, locate the line a sufficient distance from the edge that
the <DW72> of the river bank may be flattened when required, as an
extraordinary flood may cause it to be unstable and to fall in, and in
order to restore it to a condition of stability, it may be necessary to
widen the river and reduce the angle of inclination of its banks.

5. In treacherous earth do not locate a railway close to a road, except
at a station, as if the line be placed above the road, a slip upon the
railway may result in a slip upon the road; and should the line be below
a road, the extra weight or vibration may cause the road to follow the
railway and act, as it were, in unison with it.

6. In treacherous soil, where practicable, have stations nearly upon the
surface of the natural ground.

7. Remember that upon one side of even the narrowest gorge or valley the
earth may be much more solid than upon the other.

8. In exposed situations in a hilly country ascertain upon which side
snow remains the longer, note which receives the greater amount of
sunshine, and is the wetter and more covered with trees and vegetation.
In a hill or mountain, the side to leeward of the prevailing winds
almost invariably receives the greater rainfall.

9. In mountainous or hilly districts it may be advantageous to place a
railway or road at a high level upon the sunny side of a hill or valley,
as obviously it dries quicker; snow does not accumulate with the same
facility, unless it happens to be exposed to the direction of the
prevailing storms; the sunny side may be practically clear of snow, the
shady almost impassable; but there is one drawback to the sunny side,
namely—the more frequent occurrence of snow-slips, which may or may not
be serious in extent. On the whole, experience seems to show that the
wooded side of a valley is the best to select—sometimes one side is bare
and the other wooded—unless there are special reasons to the contrary.
In the winter season in certain districts abroad, for instance, in parts
of Afghanistan and the adjacent mountain passes, the days are sometimes
as hot as the summer of European countries, but at night the thermometer
may fall below freezing-point, hence the value of tree-protection. It is
obvious that in such climates the soil is peculiarly liable to
disintegrating forces, and likely to slip, unless of a solid character,
and that upon one side earthworks may be stable, and upon the other
treacherous.

10. In many countries it may be advisable to adopt a valley in
preference to a hill-side line, especially if the district is free from
floods, or if the waters flowing down the side of the hills are
considerable and suddenly appear, and there is a river and ample means
available of controlling the hill-side torrents and conducting them to
the river. If not, and the line must be on the mountain side, it may be
advisable, in exposed places where water rapidly accumulates and becomes
a torrent, to adopt the system of short tunnels round the hill spurs, in
preference to deep cuttings, drainage, and <DW72> protection works, and
to place the railway or road at the highest level, so as to be free from
the influence of floods.

11. Bear in mind that in high mountainous districts the drift deposit is
generally torrential alluvium.

12. Avoid as much as possible high embanked approaches to a river
bridge, especially when a deep river, which frequently changes its
course, is in a flat country.

13. Consider if the simple erection of an embankment may in time cause
its destruction, by the arrest or attempted diversion of the usual flow
of the land waters.

14. In treacherous soils, on the side of a cliff facing the sea,
determine whether it is preferable to erect timber trestles at its base
instead of a solid embankment, or to place the line in a tunnel. The
trestles can either be erected upon sills, resting on the ground and on
short piles well secured from movement, or on piles driven some distance
into the ground. The system may also be adopted if the ground be of a
yielding character.

15. It has been noticed in some mountainous districts that the clouds
break against the highest main ranges, discharge themselves on the
smaller ranges, and generally do not reach the inner ranges which rise
on the high table-lands; therefore, consider whether by locating a
railway or road near the latter, there is much less probability of a
slip in the earthworks and less provision required for surface and flood
waters.

16. The configuration of a district through which a railway or road must
be aligned, may be such that its location becomes one more based upon
placing it on soil which is less bad or treacherous, than upon firm or
stable ground. This is especially the case in hilly countries contiguous
to the sea or large rivers. It may be optional to construct the works
upon low or valley ground upon the side of a mountain or hill, or close
to the sea shore or a river bank, which may require continuous defence
works to protect it from waves and erosion; or on table-land which,
however, if impervious and retentive of moisture may act as a catchment
reservoir between hills, and cause the ground to be always in a damp
state.

The character of the soil, the magnitude, and especially the average
height of the embankments, or the depth of the cuttings, the easy
drainage and discharge of the rainfall, and an economically constructed,
maintained, and worked line are the chief conditions to inseparably bear
in mind in determining the location.




                              CHAPTER II.

  THE PROBABILITY OF A SLIP—TIME OF THE MOST FREQUENT OCCURRENCE—SOME
    CONDITIONS UNDER WHICH SLIPS AND SUBSIDENCES IN CUTTINGS AND
    EMBANKMENTS MAY BE EXPECTED IN DIFFERENT EARTHS, SUCH AS ROCK,
    CHALK, SAND, GRAVEL, CLAY, &C., &C.,—NOTES ON THE <DW72>s OF REPOSE.


It is of importance to know when serious slips are most likely to happen
and under what conditions they are probable, for the process of
disintegration may commence immediately the earth is excavated, and be
very gradual, although the soil may remain stable for many months, or
even a year or two, because the earth has not had time to be affected to
the point of instability.

The history of recorded slips appears to indicate that the most serious
movements of earth and those most difficult to remedy occur in the
following soils.

DRIFT EARTH upon rock in sidelong ground.

CHALK SOILS, as witness the slips in the early part of 1877 in the
cuttings near Folkestone, and the more recent on the Calais-Boulogne
Railway, and that in an embankment of chalk at Binham’s Wood, near
Balcombe, in October 1853, when in a length of about 200 yards some
70,000 cubic yards of earth slipped towards a valley. Probably this is
one of the most extensive recorded slips of a railway embankment of
chalk; however, in this case the traffic was not stopped, but only
delayed.

CLAY SOILS, especially the yellow clay; illustrated by the notable slip
at New Cross, near London, when some 90,000 cubic yards of yellow clay
moved upon the smooth surface of a shaly clay bed and covered the
formation: also the brown, and boulder clay, and the lias clays, as
witness the well-known recorded slips in the Midland counties of
England, in which either aluminous or calcareous material may
preponderate.

There are few, if any, earths in which the cohesion, weight-sustaining
power and ability to resist the action of water and meteorological
influences are practically the same at all depths, the different
conditions, arrangement, and character in which they are found being
almost infinite, and there are earths which may become consolidated and
watertight if in a constantly moist and protected state, that when dry
and exposed will shrink, fissure, and soon become unstable.

Consequent upon cohesion, a cutting may stand for some time almost
vertically; nevertheless stability cannot be considered as solely
regulated by the cohesion of earth, for an embankment of gravel, sand,
or broken rock with a proper <DW72> and protected from erosion will
usually safely bear more load than an embankment of clay, although the
former material may be said to have no cohesion; but the lateral thrust
of dry, firm sand is known to be small, provided the sand is not
disturbed; also no earth can be said to be immovable under every
condition, but consideration of the soils particularly liable to
disturbance or mutation is, under ordinary circumstances, the main
question to be determined.

With few exceptions the exterior or faces of cuttings and embankments
will, at certain times, become impaired or soddened by the infiltration
of water. In cuttings there is the additional danger, owing to the
geological formation, of the excavation reaching the depth at which
water is generally found in the locality, and it is therefore advisable
to ascertain this level, and also to decide whether the ground must be
excavated below it, as necessarily there will be a downward flow, and
the <DW72>s and formation will consequently have to sustain a pressure
due to the difference between the normal level of the water-bearing
stratum in the neighbourhood and that of any depth beneath it. In such a
case, in addition to the usual softening and loosening aqueous action,
there is the particular insecurity of the formation and <DW72>s being
undermined and eroded by springs: also in pervious soil in a drained
district a cutting will be found to be comparatively dry to about the
level of the bottom of the existing contiguous drains, but below that
depth water will be present, probably in considerable quantity. Land
drains also frequently cause slips, as they localise the flow of the
surface or underground waters, and when in excavating a cutting they are
intercepted, the discharge should be led away from the <DW72>s; but
difficulty may be encountered in effecting this, as water will usually
follow its original course, and it may be impossible to entirely divert
the direction of the flow, and the only thing to do may be to gently
conduct the water down the <DW72> by means of pipes, rubble, burnt brick,
gravel surface drains, or timber ducts.

An important question to determine is, when are slips in earthwork most
likely to occur.

In Europe they are most frequent in the autumn and winter months; but no
rule can be established, nor is it reasonable to conclude, because any
earthwork has remained stable during the usual period when slips may be
expected, that, therefore, none will happen, for the heaviest rain may
descend at an unusual season, and as moisture is the chief cause of the
instability of all earths, it is rather to the quantity of the rainfall
at any time than to the fixed seasons that attention should be directed.

Spring being the driest season in England and autumn the wettest,
October and November being the months of heaviest rainfall, slips are
more probable in the latter than the former season; but the first heavy
and continuous rainfall after a period of estival drought is that
particularly to be feared, or the first rainy weather after a dry period
irrespective of the season of the year; but serious slips may not occur
for many days or until the expiration of even a month or two after such
rainfall, as the ground waters require time before they percolate to or
reach the site of a cutting, and, therefore, all danger may be thought
to be past when it is steadily approaching. The autumnal rains have to
replace the moisture that has evaporated during the summer, and this may
not, and usually does not if it slowly proceeds, produce instability in
earthwork; but immediately the rainfall approaches or becomes in excess
of the power of the natural absorption of the soil, the rain must flow
away, for the earth being fully charged cannot contain it, the surface
becomes wet or the mass soaked, according to the degree of the
permeability of the soil, and the quantity of rain necessary to produce
saturation; therefore, the state of the earth that induces a slip is
that most desirable to know; this cannot be absolutely established in
every case, for it depends upon so many influences, and obviously varies
according to the character of the earth, the varieties and conditions of
which are practically infinite.

In countries that have dry and wet seasons, which cause the earth to
become parched and then to be rapidly saturated, mere surface waters to
become streams, and rivers torrents, slips are probable soon after the
commencement of the rainy season.

When frost follows rain or a fall of snow, and the latter has descended
upon a frozen surface and a thaw sets in, particularly if it be
accompanied by a warm wind causing it to be very rapid in action, the
earth is severely tried, for the frozen water in the ground becomes
suddenly liberated, while the surface is in a state of saturation.
Probably the worst event that can occur for causing floods is when a
sudden and rapid thaw follows a heavy snowfall upon frozen earth, as
then the snow will melt, and water cannot gently percolate the earth, as
the surface will be in a more or less frozen and impermeable condition,
and the snow-water consequently must flow away.

Should any excessive or violent rainfall succeed a period during which
the heat of the sun has caused fissures in the surface of the earth,
allowing water to enter, the state of the soil is favourable to
movement. Land has also become unstable in mountainous countries because
a district has been deforested, or tree-protection much reduced,
movement of the earth usually happening after the first heavy rains or
thaw succeeding frost or snow.

It has also been noticed that when an earth has become completely
saturated or water-charged, a sudden fall of the barometer to a low
pressure will liberate the pent up water which the soil cannot contain
and cause it to burst out, the equilibrium having been so delicate.
Under such circumstances slips are nearly sure to ensue, and to be
serious from their sudden action.

Extensive slips in earthwork seldom occur during the excavation, or a
short time after the completion of a cutting; on the other hand,
movement in an embankment frequently happens during deposition. In the
case of an embankment, time may cause the earth to become consolidated,
but in a cutting the disintegrating and disturbing forces, and the
combined action of air and water percolating until they force forward
the earth, are usually gradual in their operation, and often require a
year or two to cause a state of instability; in fact, the history of
slips, with a few exceptions, in soils whose condition is very readily
changed by water, indicates that serious movement in cuttings does not
generally occur until a cycle or two of the seasons has elapsed, during
which period meteorological influences, aided by vibration and other
deteriorating operations, are slowly and regularly proceeding, until at
length such a change in the general condition is caused that a slip
happens, apparently from some sudden agency, whereas the stability of
the earth has been gradually and surely wasting away for a long time;
hence the importance of continual careful observation in cuttings even
of moderate depth in doubtful soil.

In canals and works of a similar character constructed to contain water,
if any movement or slip of earthwork takes place, it usually occurs
within a short time of the water being admitted, and generally within a
few months and seldom after so long a period as a year, the ground in a
short time becoming consolidated, being exempt from severe vibration and
many of the disturbing agencies present in railway cuttings and
embankments.

In endeavouring to ascertain the probability of a slip occurring, not
only should the superficial strata be considered, but also the original
formation of the country; for instance, drift-soil, which is generally
met with upon the surface of sloping rocks, may consist of various
earths intermixed in endless variety, and in every conceivable shape,
and is not necessarily produced by a weathering of the rock upon which
it lies, for it may have been brought from a distance. In any case,
drift-soil is the result of decomposition and disintegration, and from
its nature is unreliable and ever subject to change, to slip, and to
subside, and so are most of the glacial deposits and moraine found in
mountainous countries; and whenever the contour of a district is
irregular and has numerous clefts, soft and marshy places, valleys and
hills, earthworks will require to be protected against slips; also,
should a cutting be at the base of a cliff or hill, it will probably
have to be excavated in drift deposit and, perhaps, in silt if below the
water-level of adjacent sea or river, and the ground dips towards the
natural outfall of the land-waters. Such drift-soil may be alternately
dry and charged with water from the rocks above, especially if they are
much fissured and water-bearing and permit easy percolation of water,
and must always be in a state of mutability.


                                 ROCK.

With regard to slips in rock, or earth generally classed as rock, the
unstratified or igneous rocks, although they are sometimes traversed by
mineral veins and <DW18>s, are the less likely to slip; but rocks liable
to surface decomposition and disintegration, such as some varieties of
basalt and clay-slate, which latter by atmospheric and aqueous action
will partly return to its original state of being fine mud, thrown down
from the metamorphic rocks, may change their condition and are likely to
slip; and also limestone rock, which however resists the eroding action
of water better than sandstone, may become separated by frost although
its surface soon dries.

Simply knowing the general character of a rock without ascertaining the
proportion, state of the different particles of which it is composed,
and whether any metamorphic action has taken place, is not necessarily a
reliable guide to its stability. In districts situated at a high level,
rocks are usually less permeable than in low-lying lands, and the
surface discharge is greater and quicker because of the increased
rainfall, and less absorption and retention of water.

It should be noticed whether there are dips in the surface of rock, as
they often contain unreliable material, such as pockets and pot-holes of
clay, sand, mud, silt and detritus; and movement may be expected if it
be carelessly tipped with the rock into an embankment. Rocks which
oppose vegetation are usually hard and weather-resisting, and the faults
and fissures local; but it is not so much the equal weathering of the
face of rocks that is to be feared, as the presence and interspersion of
seams, breaks and fissures, and it should always be borne in mind that
the condition of a rock varies considerably—it may be sound in one
place, and be fissured, disintegrated, and quickly weather in others—and
that all laminated and fissile earths are liable to slip because of the
percolation of water down veins and crevices.

The durability of a rock may be approximately known by a careful
examination, commencing at the surface of the ground and proceeding
until it is reached, the thickness and character of the different top
soils being noted, and particularly whether the degradation is uniform;
but rock, such as some sandstone, which allows water to ooze, permeate,
or force a passage, is of doubtful stability. Weathering may be possible
only upon the surface or may gradually extend downwards, and as it can
hardly be called a slip, the point to ascertain is not so much that it
is sound and weather-resisting, as to know that there is no chance of
any portion becoming detached or sliding, through the cohesion of the
joints being impaired or destroyed by water, frost, or other agencies;
for in the case of rocks which show irregularities of stratification,
much cleavage, or are separated by upheaval, or have synclinal and
anticlinal folds, masses become detached along the line of cleavage and
independently of the normal stratification, therefore fissures or
faults, weak veins between masses of rock and crevices, or inclined beds
through which water may flow and always be present; the direction and
inclination of the dip of the strata, effects of weather upon the veins,
and to know the weight upon sloping ground which the rock will bear
without sliding down a hill are the main considerations; for rocks may
be distorted, upraised, contorted and tilted at every angle, and even
horizontal beds may repose upon the upturned edges of other strata.

An inclined water-bearing stratum between rock loosely bedded and
inclined towards a cutting, unless drained and supported, will probably
cause a slip consequent upon the action of water or frost; on the other
hand, veins may alone hold the masses together, and, therefore, when
they are affected the cementing medium is destroyed; however, inclined
water seams are a frequent cause of slips, for where any water-bearing
earth meets a closer and consequently less pervious stratum, damp
surfaces are produced, and an unstable condition; consequently, mixtures
of rock, clay, and sand, are usually troublesome. Also in a cutting in
sidelong ground if a stratified rock dips parallel, or nearly so, to the
<DW72> of a hill, slips are probable, as it may slide towards the
cutting. Similarly, in a cutting in drift or alluvial soil, or any that
will quickly weather, resting upon rock, especially should it have a
smooth bed inclining towards the formation, the superimposed earth will
usually be unstable, and even the act of penetrating the top stratum, or
the erection of a retaining wall or the weight of a small embankment
upon it, may cause it to move; and when motion has commenced it is
difficult to arrest it; and should water trickle upon the surface of the
rock, it may cause the upper stratum to slide; also when water flows or
remains upon rock having a superimposed bed of shale or clay, the top
stratum may not remain at rest even though the surface of the rock may
be nearly level and practically waterproof, and where rock beds overlie
shale which is liable to become softened by time and water and to
perish, particularly when the beds are twisted or contorted; as, for
instance, limestone or sandstone upon shale or marly-shale, the latter
becoming softened by the action of the atmosphere, water, or frost will
form a sliding medium upon which the rock may move, or should shale
overlie rock, as it frequently does, it may slide upon the hard surface.
All alternate beds of shale or any softer earth than the rock,
particularly broken shales when found mixed with sand and clay and the
lias shales, and rock should be regarded as treacherous and liable to
slip. Also some of the slate rocks, as they frequently have veins of
limestone, &c., and as the latter decomposes it mixes with the clay and
becomes of a marly character. Dark blue shale or indurated slaty clay is
sometimes difficult to excavate, but when exposed to atmospheric and
aqueous action it breaks into pieces and becomes little better than a
treacherous clay. The cohesion of shale becomes less as it approaches a
greasy clayey condition, and, therefore, one readily affected by water
or air, and it may then not stand at a steeper <DW72> than 3 to 1. Rock
and shale, which may stand at a steep inclination provided the beds are
horizontal, it has been found, do not permanently repose when they dip
towards a cutting until as flat a <DW72> as 2 to 1 is given; and where
clay and shale beds in cuttings are present, a <DW72> of 1½ to 1 has been
insufficient, and they have not been stable till an inclination of 2 to
1 has been adopted.

As cuttings in rock are frequently in the side of a hill, the dip of the
strata should be ascertained, and in the case of an unstratified rock,
it should be known whether it is fissured or lies upon a solid and firm
bed considerably below the level of a cutting, so that it may be
prevented from movement. It should also be ascertained if the top
stratum is a mere crust, such as a capping of conglomerate resting upon
clay-rock, through which water may burst and cause it to separate, and
sometimes the rock may be more solid in the valleys than upon the
hill-side because of greater diluvial action, and induration caused by
exposure.

The crystalline rocks are the least easily destroyed and are generally
rough and jagged. The science of geology shows that limestones,
sandstones and clays, were originally heaps of mud deposited, removed or
arranged by water; and that boulders are transplanted masses from the
parent rock, and are worn and rounded by mechanical attrition.
Consideration of the manner in which rocks have been formed affords a
fair indication of their stability in earthwork; for instance, many clay
rocks are reduced to a pasty condition by the action of water and air,
but with different results according to their nature, some requiring
blasting to excavate them. On the other hand, there are sandstones which
although soft in the quarry become hardened when exposed to the
atmosphere. A dock cut in red sandstone when exposed to the atmosphere
may slip and fail, but if the rock be protected from the weather or
constantly covered with water it may be reliable.

As cuttings are near the surface and seldom at greater depths than 100
feet, it is hardly possible to know the angle at which a rock dips or
whether there are faults and fissures in it, unless an examination is
made upon the site, and this notwithstanding the geological character
may be thoroughly understood. Local conditions may cause peculiarities
which no law can determine, and although at considerable depths, deeper
than railway or any works with the exception of well-sinking and mining
are likely to reach, the nature of the earth is accurately ascertained;
the surface soil may be in almost every conceivable variety, and also so
dislocated, denuded and rearranged, that usually horizontal strata may
be nearly vertical. Its character may be accurately known, but the lie
of the surface beds or dip of the upper strata, or the order of
supraposition cannot be invariably absolutely established; for instance,
when crevasses, fissures and veins are frequent in earth upheaved and
disintegrated by volcanic action, earthquakes and other disturbing
causes, as in parts of South America, Japan, and other eastern
countries, Italy, the Tyrol, Spain, &c., &c., slips of earthwork are to
be expected, and the soil is likely to be much inclined, full of faults
and probably water-bearing seams.

Under the comprehensive name of rock is usually included any earth from
the hardest mass to be found to that which will crumble in the hand, as
soft sandstone rock. The chief absorbent rocks with which engineers have
to do are the limestones, sandstones, chalk, and clay rocks. Rock may
also be simple or present the appearance of being homogeneous, or it may
be a mass of different substances, be flat bedded, have open or close
joints, and be what is called—

Solid rock.

Hard rock.

Dense, or compact, rock.

Loose rock.

Rock in loose layers.

Loose rock with cavities, caverns, and pot-holes of various earths.

Fissured rock.

Friable rock.

Indurated earth liable to be disintegrated by atmospheric influences.

Decomposed rock.

Rotten decomposed rock.

Or any mass of earth cemented together by a substance, weather-resisting
or not, requiring blasting or that can be excavated by means of bars and
picks.

The <DW72> of repose required may range from overhanging or vertical to
that of the earth of which it consists when disintegrated and dissolved;
therefore the angle of repose varies considerably, but the following
cardinal principles may be followed without fear under ordinary
circumstances and conditions.

Granite. Quartz, if not fissured, and when little mica is present in it,
and most of the igneous rocks,

                   Overhanging, vertical, TO ⅛ to 1.

Also porphyry, gneiss, trap, but their stability varies considerably.

Compact hard sandstone and limestone and other solid sedimentary rocks
producing stone sufficiently hard and weather-resisting that it can be
used in construction,

                       Perpendicular, TO ¼ to 1.

But, if non-weather-resisting,

                           ½ to 1 TO 1 to 1,

The <DW72> becoming flatter as the rock becomes softer and more easily
disintegrated.

Friable rock, consisting of hard particles,

                           ½ to 1 TO ¾ to 1.

Loose rock,

                           ¼ to 1 TO 1 to 1.

Soft shaly limestone and the argillaceous rocks may not be permanently
stable until the <DW72> is,

                           1½ to 1 TO 2 to 1.

Schistose rock is troublesome in earthwork, being fissile in structure
and deleteriously affected by rain and the atmosphere. On the Panama
canal works in the Culebra cutting, maximum depth 333 feet 6 inches,
numerous slips occurred, displaced the roads, and overturned the
excavators.

Mica-schist is variable and frequently has numerous water-bearing
fissures. Its hardness depends upon the quantity of quartz it contains;
when the proportion of mica is greater than the quartz it is soft and
very fissured and contains veins, sometimes of clay, often yielding a
considerable flow of water. Should the percentage of quartz be large it
becomes hard, holds little water, and is of a gneissose character.

As water is the chief disintegrating agent and cause of instability, it
may be well to mention that Professor Prestwich has stated that “hard
quartzites, slates and grits (Silurian), purple and grey shales, schists
and fissile sandstones with hard compact limestones and dolomites
(Devonian), rarely contain any _levels_ of water, and that it is only
encountered in fissures”; hence the importance of knowing the position
of the fissures, and taking the necessary precautions to promote
stability. Where rocks, especially if generally known as water-bearing,
crop out at a high angle, and are in well-defined beds, water may be
expected, as although it may not percolate vertically, it will along the
inclined beds. Sandstone and limestone bands in rock usually cause small
springs.

The stability of a sandstone for earthwork and purposes of construction
is dependent upon the material which cements or holds it together,
whether iron rust, lime, free silica, alumina, &c., &c., &c., its
quantity and condition, and the degree of hardness imparted when it was
formed, and the nature of the agglutinant; therefore the varieties and
degrees of fineness and hardness are numerous. Sandstones are generally
found to be laminated when hard; and bare of vegetation if pure and free
from marls; they contain and part with water in different proportions,
and sometimes have watertight bands crossing them, severing water
communication, which may cause earthworks to be of unequal stability.
The firmest and strongest are close-grained and fine in texture, the
weaker are coarse and gritty, and have a sandy appearance. They may be
white, yellow, green, black, red, grey, brown, or other colour, and
although of the same hue, their character may not be identical; for
instance, the red sandstone is hard and also very soft. Sandstone of a
greenish hue is generally hard, much fissured and full of water. When
firm, greensand may stand at a steep <DW72>, the surface being protected;
but it varies considerably, and may at one place be close and yet be
gradually deteriorated until it is of the character of fine loose sand.

Should it be found upon excavating sandstone that it is not upon its
natural bed, but distorted, upheaved, or vertical, it will probably
split and become detached under the destructive action of air and water.
In tropical climates it has been found that sandstones generally
dissolve and become disintegrated when used in damp foundations.
Limestone also varies much in character, and is treacherous, whether it
is hard or soft, when pockets of clay or sand are present and beds of
clay are contiguous. Percolated water having carbonic acid in it may
also soften or dissolve it. The softer kinds if in fragments as ballast,
or when deposited in an embankment, often become quickly disintegrated
by frost and the weather, as do sandstones.

Should any rock strata be vertically inclined instead of horizontal,
although it may be known in the latter case they are generally
watertight, fissures in the upheaved beds may become channels for the
passage of the subsiding or rising waters, and may cause saturation of
the soil over a considerable area and induce a flow through the <DW72>s
or the seat of an embankment. Upon such a site no reservoir, dock,
canal, or any earthen structure to hold water should be placed; but
although the nature of the ground may be fatal to the stability of such
an embankment, so long as the underground waters do not rise to the
level of the seat of a railway embankment or flood a cutting or burst
the <DW72>s, they may not seriously affect the stability; for, unless the
head level of supply is great, more danger maybe expected from downward
percolation saturating the ground upon which the embankment is placed
than from an upward flow. The insecurity of erecting a reservoir or
similar work upon such a site, in which water is brought into a district
in greater quantity than its natural flow, is obvious, as the earth may
gradually become saturated from the constant leakage down the upheaved
fissures, until it becomes in an unstable condition and finally slips
and subsides.


                                 CHALK.

As in most public works, with the except:on of tunnels, wells and mines,
the chalk with which an engineer has to deal is surface chalk, or the
top layers of that deposit known as the upper chalk, almost invariably
containing much more water than the lower chalk, although it rises
quicker in the lower beds, as it is under greater pressure, and which
vary in hardness, purity, and solidity and may have frequent fissures
and holes, with or without flints, and be anything from hard, compact
chalk rock to mere marly calcareous earth; considerable judgment is
required to successfully determine the <DW72> of stability and the
precautionary works that may be necessary to attain repose; for some of
the upper beds soon weather, and being soft, friable, and fissured are
permeable and liable to slip; in fact, the Oolitic series, as it
consists of alternating bands of limestones and clays and occasionally
sandstone, is frequently fissured and has loose joints and therefore
requires to be carefully treated.

The range of the <DW72> of permanent stability obviously depends upon the
nature of the chalk, whether it is denuded or covered or mere
loose-jointed strata, the effect ground and surface waters may have upon
it, and also the position of the beds, and whether a cutting or
embankment is on the side or the base of a hill, and consequently at the
place where it is likely to be in a wet condition.

The Needle-rocks in the Isle of Wight and Beachy Head may be mentioned
as familiar examples, showing that firm and comparatively pure chalk
will stand practically perpendicular, even when much exposed, if pure
and free from faults and homogeneous in texture; and in blocks with beds
inclined away from a cutting it will permanently stand

            Almost vertically TO ½ to 1, at a great height,

a slow regular crumbling of the surface or falling down of small
fragments, which seldom produce serious movement in such material, being
the only deleterious effect of weather influences.

As the chalk becomes broken and less evenly bedded,

                             about 1 to 1.

Loose, friable chalk in surface beds will often not permanently stand at
a less <DW72> than from

                           1 to 1 TO 1½ to 1,

according to the depth and degree of exposure. The most usual <DW72>s
being

                           ½ to 1 TO 1 to 1.

Impure wet chalk and marly chalk will require a <DW72> not less than

                                1½ to 1.

Much depends upon its freedom from faults, crevices, and pot-holes, as
they hold water, and the surrounding soil may fall away, for water
quickly passes in quantity through the fissures and crevices which are
generally numerous in the upper chalk, especially at the bottom of a bed
of flints which in consequence of their impermeability lessen the upward
flow; but flint beds in soft chalk are an advantage, as they act as
drains.

The affinity chalk has for water, which has been considered a reason for
the absence of important rivers in that formation, as water does not
flow away freely upon it, causes it to be readily affected by rain and
disintegrated from the effects of the expansive and contracting action
of frost and thaw; hence draining and covering the surface may be
important, but care must be taken not to interfere with natural springs.
This property of chalk, viz., its affinity for water, although a
disturbing cause in earthwork in that formation is of value for covering
or filling in open trenches, counterforts, or drains in _other_ soils,
as the chalk attracts water, and therefore dries the surface of other
earths.

Anything that localizes the percolation or flow of water, or helps to
make water seams, veins, fissures, and hollows, which are sometimes
filled with sandy gravel, loam, and detritus readily admitting water,
will tend to break the chalk into separate masses and cause it to become
loose and unstable by the action of rain, frost and thaw, and vibration.
Should flint beds occur in chalk, and they frequently do in the upper
beds if they are horizontal or nearly so, much more water may be
expected to flow along their bed, as it forms a water-passage, than when
they are in inclined or vertical seams. As chalk absorbs much water, but
does not readily exude it, although it may soon become dry upon the
surface after rain, it is advisable to lessen percolation in order to
prevent slips. It is known that the angle of friction of water in chalk
will affect the flow and that the discharge varies greatly according to
the character, fracture, and other conditions of the soil; for instance,
it has been proved that a hydrostatic pressure due to a gradient of
about 1 in 132 is required to enable water to pass through the chalk as
found at Dover, whereas in the Hertfordshire beds much less is required,
namely, that equal to a gradient of about 1 in 350 to 1 in 420. This is
named as showing, even when unfissured, the varying perviousness and
character of chalk, and that it cannot be treated as a material of even
approximate consistency of texture. The power of capillary attraction of
chalk has been proved to be great and the evaporation from the surface
practically unlimited. These properties and its known affinity for water
render it liable to constant change; also the particles of calcareous
soils being affected by moisture and to a certain extent soluble, water
will take up lime in them, and therefore they are treacherous earths and
liable to slip and subside.

Professor Ansted has shown that a cubic foot of the upper chalk when
dried will absorb 2½ gallons or 40 per cent. of its bulk of water; the
lower chalk 2 gallons, or 33 per cent. of its bulk; and that the pores
of a cubic foot of chalk are equal to 40 per cent. of the bulk, and are
therefore equivalent to the area of a pipe about 9 inches in diameter.

Ordinary drainage will not remove the water, hence chalk is a difficult
soil to treat successfully, and slips and subsidences may result in such
large areas as the surface of cuttings and embankments simply through
the difficulty of preventing it becoming saturated.

Another characteristic of chalk, which requires careful observation to
prevent slips, is that water does not generally issue through a mass, or
equally over a consider able area, but is discharged through fissures,
and crevices, and flint beds; hence one of the chief means of preventing
slips cannot be adopted, namely, to disallow a localization of the flow
of any water; therefore, the disturbing element of water seams is in
greater or less degree present in all chalk-earth that is not solid and
homogeneous in texture. The flow from such water-veins or seams should
not be interfered with, as any obstruction, and possibly diversion,
which is likely to fail, will only result in the spring saturating the
adjacent soil, and in its bursting out at another place. There is no
safe remedy but to gently lead away the water, for where springs occur,
either in chalk or rock, they will find the line of least resistance;
consequently the waters of percolation will tend to flow to one place,
and cause a spring.

Chalk is found in regularly stratified and separated masses, sometimes
caused by beds of flints, and although the position of the layers may
indicate their successive ages, age can hardly be taken as an absolute
indication of the increased stability of chalk in earthwork. When
overlaid with clay it is usually harder than when bare, probably owing
to pressure, non-exposure to atmospheric influences, and to the absorbed
water being of a different character, which has been proved by analyses.
It is especially advisable in chalk soils to know the head level of
water in the district, and to note if the bottom of a cutting is below
the usual water-bearing line in the open wells, which may not
necessarily be at the same depth; their average level being ascertained,
an idea can be formed of the probability of springs bursting out, and
according as the rainfall is excessive or not, so usually will be the
flow.

If chalk beds incline across a valley, and have an impervious stratum of
clay upon them, it has been found that the most water issues at or about
the point where the impervious seam first overlies the chalk, _i.e._, at
the edge of the basin, and the greater its depth, the less the flow;
therefore, should a cutting be located at a place where this stratum is
thinnest, more water from springs may be expected than at any point
where the impervious layer is thicker.

It is also well to remember that the line of water-flow is not
necessarily a horizontal plane, for it frequently follows the contour of
the chalk, and that the causes of surface irregularities of subterranean
water are unknown; but rain-water accumulating in chalk principally
rises and issues most rapidly along the bed lines; consequently the flow
along these must be gently discharged, or slips will occur; but chalk
uniform in character and of solid and close texture, without flints and
fissures, usually is not water-bearing, and will stand almost
vertically. As a rule the cohesion of the upper beds, if they are
homogeneous, is greater than the lower beds, although the mass may be
softer.

Should the drainage or natural outlet of the land waters of a chalk
district be obstructed or dammed back, from the quantity of water being
in excess of that the fissures or water seams in a chalk hill can
discharge, and the pent up waters be unable to escape, hydrostatic
pressure, in addition to a weakened condition of the chalk through
excess of moisture, will be caused, and extensive slips may be expected
along the escarpment, the displacement being gradual, the ground
separating and fissuring until at length it is pushed out by hydrostatic
pressure. Such a slip usually occurs in large masses, resembling a
fallen cliff, for the disturbing agent is all-powerful, and the area
affected very considerable, and particularly so if the chalk is
superimposed upon different soil, or harder ground, as then the whole
mass will probably move forward.

Although some approximate inclinations have been previously given, the
varieties of chalk are so numerous that no absolute <DW72>s of repose can
be named, for chalk or calcareous earth may be:—

Marble or crystalline limestone.

Ordinary limestone rock.

Hard, compact chalk rock.

Lower white chalk.

Upper white chalk.

Hard grey chalk.

Ordinary grey chalk.

Pure white chalk.

Friable white chalk.

Yellow, light and dark blue, soft chalk becoming of marly character.

Hard chalk marl.

Grey marly chalk.

Grey clayey chalk.

NOTE.—The preceding chalk marls contain so large a proportion of
argillaceous matter as to become almost clays so far as regards
treatment in earthworks. Many serious slips have occurred in chalk
soils, and their history indicates that the chief disturbing element was
water, whether held back over a large surface until the hydrostatic
pressure became too great for the <DW72>s to withstand it, or from its
bursting out in springs, and so separating and disintegrating masses of
the earth.

Near the entrances to tunnels slips appear to be most frequent in
cuttings in chalk. This would seem to lead to the belief that in places
where it is known the chalk soil is likely to be troublesome from
land-water and springs, it would be advantageous to prolong tunnels
beyond the economic depth of a cutting, and even to continue them until
such a depth as 40 feet is reached, to so arrange the gradients that
they drain the interior, and to provide a complete system of pipes and
drains, even if side galleries have to be driven to tap the water,
before it reaches the lining, to relieve the sides, crown, and invert of
a tunnel so that no water can pour down the roof or walls unless under
control.

In a tunnel so situated and liable to water-pressure, the thrust of the
soil will be very variable, and cannot be foreseen. At one place during
construction, the walls and lining may be finished without movement of
the earth, at another, the pressure maybe great and act unequally,
either upon the side walls or the arch. As a rule, at the entrances to
tunnels the pressure is greater upon the arch than the sides, for then
the whole of the wedge-shaped mass within the boundary of the angle of
repose of the soil is disturbed, and its cohesion impaired or destroyed,
and therefore it presses upon the arch, this pressure tending to
counteract the lateral pressure; but as the depth increases, the load
from this wedged-shaped mass becomes less upon the arch, although
generally greater than any lateral pressure, because the earth above is
not disturbed or impaired, consequent upon the depth of the hill being
greater and the cohesion and side-pressure of the earth tending to
support it, but the lateral pressure is increased because the normal
pressure of the soil due to the depth is augmented. It is this
disturbance of such friable soil as chalk at tunnel entrances, causing
the particles to be loose and separated, and in a state especially
disposed to percolation of water, that probably causes the earth to be
in a condition favourable to slips, and for them particularly to occur
at or about the entrances to tunnels. When, therefore, the depth of open
cutting at the entrances is reduced, any slip cannot be of the same
magnitude as it would be if it happened at a greater depth. The circular
or one closely approaching it would appear to be the best form for the
lining, where variable or great pressure, vertical or lateral, is to be
expected; for the pressure in a tunnel will always be unequal, and the
surface of the earth must be supported.

In some experiments to join substances by pressure it was found that
though great pressure forms chalk into hard blocks, the particles are
not firmly united, and that they separate along the surfaces of contact
of the original particles and not through them; these tests tend to show
that masses of chalk are usually in a state not indisposed to
separation. The same result occurred in similarly testing pulverised
sandstone.


                            SAND AND GRAVEL.

In fine sand-cuttings springs may be expected, and the earth become in a
semi-fluid state if there is water at a higher level to filter through
it; also in the case of all porous and open soils. Any drawing away of
the sand must be prevented, as it will induce a slip, and cause the
earth to become running sand, especially dangerous near buildings, for
its egress must be prevented, or subsidence will ensue, and serious
erosion. The excavation in such cases should be in as short lengths as
practicable, so that the surfaces are not unsupported, and walls and
structures should be quickly erected. The sands that are met with in
estuaries are frequently in such a condition, that a slight obstruction
to the tidal flow will cause movement, the equilibrium being easily
destroyed. Should there be a break in the continuity of a clay stratum,
overlying light loose soil, the latter will probably boil up, and in
determining the depth of a cutting, care should be taken that this
impervious stratum is not broken or injured.

Marl, clay and sand beds are likely to slip when they are superimposed,
and there are some districts in which sandy soil is so charged with
water that, unless the drainage of the <DW72>s and formation suffices to
drain for some distance the land outside a cutting, the sand will become
overcharged with moisture and will act as a fluid and slip, the lateral
support being removed by the act of excavation and its normal condition
altered. Being so delicately balanced the least additional disturbing
force, such as a spoil bank being tipped upon the surface, or the
inducement or acceleration of a flow of water, will set it in motion and
make it a quicksand. For instance, small sand islands have been removed
by making cuts in them from 15 to 20 feet in width, and by men shaking
bars, &c., inserted in the soil; the sand along the edge becomes loose,
falls, and the current sweeps it away. As an example of the
changeability of the condition of sand may be named that in sinking pits
by congelation in loose sand it has been found that the grains during
the freezing of the water, by means of tubes containing a freezing
mixture, were additionally separated about 5 to 7 per centum.

As the sand met with in public works is seldom in very deep beds, it has
not been subject to the steadying forces which many earths have
undergone, and it may have been constantly moving until its final
deposition, and therefore it is easily set in motion; and although sand
will subside less from a load after it is saturated with moisture, the
water in it trying to escape may cause it to slip upon an unsupported
surface such as a <DW72>.

Many experiments have shown that the power of absorption of sand
decreases with the fineness of the grain, and that sand when thoroughly
wet will contain water equal to about one-third to two-fifths of its
bulk, and that almost all this can be drained; hence its varying
condition and instability. If a well be sunk in sandstone and regularly
pumped it will drain the rock around for some distance, the drainage
space being conical, its vertex the bottom of the well, and its base the
surface, varying in extent according to the nature of the soil and depth
of well, showing the porous nature of sand.

The interstices of silicious sea-sand, when not compressed, have been
ascertained by Mr. J. Watt Sandeman, M. Inst. C.E., to amount to about
40 per cent. of the volume of sand. For coarse or fine sand, or a
mixture of the two, the interstices did not vary much. When it was
compressed by a rammer in water, its bulk could be reduced to the extent
of 12½ per cent. The interstices of broken red sandstone, varying in
size to that which would pass through an 8-inch ring, were found to be
36 per cent. of the whole volume, but as the stones were in contact 10
per cent, must be added, and if under water 15 per cent.

                                                            Per cent. of
                                                                the
                                                            interstices.

 Broken Welsh limestone to pass a 3-inch ring                   50·9

 Gravel, free of sand. Small pebbles to pieces gauged by a      33·6
   25-inch ring

 Welsh limestone and gravel as above mixed in equal             34·0
   proportions

 Mason’s shivers of Anglesey limestone, small gravel to         48·0
   pieces gauged by a 4-inch ring

 Runcorn red sandstone, large, varying in size from pieces      50·0
   to pass a 4-inch ring to an 8-inch ring

 Ditto, small, varying in size from sand to pieces gauged       34·0
   by a 4-inch ring

 The two preceding when mixed in equal proportions              36·0

The experiments clearly show the known great capability of subsidence in
sandy and open sandy gravel soils, their clear water space, and how
easily fine sand may, by a current of water, become running sand, and
their adaptability for ramming and consolidation by moisture. Tipped
sand when rammed will subside if saturated with water nearly as much as
it can be beaten down, which shows how greatly its bulk is affected by
water, and although its rapid consolidation is an advantage in
embankments, it is of importance that percolation should be equal.

The chief conditions of a safe foundation upon pure sand, namely, that
it cannot escape laterally or be undermined, are obviously not to be
attained in either cuttings or embankments, as the lateral support is
removed, and the <DW72>s are liable to be undermined and unequally
charged with water, and the influence of water on sandy soils is the
principal cause of their instability, for in excavating cuttings the
face will frequently stand at a very steep <DW72> if dry, but upon its
becoming saturated the sand may flow, and in the case of gravel and
sand, although the stones forming gravel do not change, the whole
subsides.

As gravel is found in various conditions, it may be well to classify it
as it is herein regarded.

Clean gravel is considered as that which nearly approaches the condition
of a pebbly beach. If an appreciable quantity of sand is present, it is
sandy gravel. If loam, or marl, or clay, it is loamy, marly, or clayey
gravel.

Gravel hills are large accumulations of water-worn rocks, and may have
boulders in them intermixed with the freshwater deposits of sands and
marls, and by means of natural cementing material between the particles
seem to be firmly set and to be so conglomerated as to appear to be in a
similar condition to weak concrete; but there is always a chance of the
matrix becoming dissolved, therefore it is advisable to test a mass by
the application of water and to expose it to the atmosphere before
relying upon its permanent stability, and with the view to determine
whether it is hard cemented gravel or not.

Gravel may be made more compact and will subside if water is pumped upon
it and allowed to filter through, and in making an artificial foundation
of gravel, it is not reliable without water percolation and
consolidation by ramming.

All earth consisting of particles having rounded surfaces is liable to
become loose, and upon weight being placed upon it the grains are
inclined to roll and become detached, but if they are angular fragments,
which seldom is the case, this tendency will be lessened, and the angle
of repose will be steeper.

With regard to the <DW72>s necessary in sand and gravel, the more
angular, rough, hard, and clean the particles, the steeper the
inclination.

Earth that can be properly called gravel seldom requires a flatter <DW72>
than 1½ to 1, and usually a less inclination is sufficient, but if loose
it will not stand vertically even for a depth of a few feet.

Solid indurated masses of gravel will stand perpendicularly and as rock.

If the gravel consists of quartz or sandstone boulders, or is very
coarse with stones of considerable size, or like a clean pebbly beach, 1
to 1 TO 1¼ to 1.

Ordinary clean gravel of uniform size at about 1 to 1.

Thoroughly compressed, hard, clean sand, about 1 to 1.

Looser sand and light gravel, 1¼ to 1 TO 1½ to 1.

Irregular beds of sand, gravel, clay, and fragments of rock, 1¼ to 1 TO
1½ to 1.

Sand mixed with vegetable matter, argillaceous or loamy sand, about 1½
to 1.

As the proportion of mould or clay in the sand becomes greater a flatter
<DW72> is necessary according to the nature of the earth with which it is
incorporated, the degree of wetness, and also the exposure of the
surface.

Clay loams require <DW72>s from 1½ to 1 TO 3 to 1, and shifting sand when
a current of water reaches it will become a quicksand, and not be stable
even when horizontal, but if drained and the toe is secured it will
usually stand at an inclination of from 3 to 1 TO 4 to 1. On the other
hand, an embankment of hard, clean, angular sand, rammed but left bare,
when exposed to tidal action with little wave disturbance, has reposed
at 2 to 1 TO 2½ to 1 <DW72>s.

Loamy soil and vegetable mould will, for any height not exceeding about
5 feet, stand nearly vertically for a reasonable time.


                                 CLAY.

With respect to cuttings and embankments in clay soils, perhaps no earth
is more affected by water and air, or more difficult to treat, as it
will expand if only exposed to the atmosphere and without contact with
water, 6 inches being no unusual dimension to allow for expansion in
tunnel-work. This property and its contraction upon drying alone make it
an earth particularly liable to slip and induce fissures and cracks
through which water can trickle, notwithstanding the surface of the clay
may be almost impermeable. If clay could always be kept dry or in its
natural condition it would be stable and free from slips; but this
cannot be effected, for water is held in suspension in clay for a
considerable period, its plastic nature preventing gravitation, and
evaporation is known to be a very slow process; and as the same clay
under different circumstances may stand nearly vertically or only at a
very flat <DW72>, its liability to constant change makes it very
treacherous, and it should be classed as a most deceptive earth of a
dangerously unstable and unsafe description, for it may be so hard as to
nearly turn a pick, and yet water and air will rapidly cause its
disintegration, but if weather influences can be prevented from reaching
it when in such a hard compact state it will afford a firm foundation.

London clay in its natural condition usually contains about 10 per cent.
of water. The more permeable the clay the more likely are slips to occur
and the face to become soft, loose and disintegrated, slimy beds being
thus produced which are difficult to prevent or remove; therefore a
covering of close grass turf, or layer of burnt ballast, ashes, or
chalk, upon any damp place or fissure after it has been filled is
advantageous.

Solid blue clay, which generally requires the use of the pick, of the
clays is, perhaps, the most stable, being almost impermeable if free
from delaceration; but yellow and most other clays are unequal in
texture, faults and breaks are frequently numerous, and water
penetrating converts the surfaces and the mass into a muddy and
semi-fluid condition resting only when horizontal, which has been
painfully experienced in the crushing in, during construction, of some
tunnels in the London district. The trickling of water down fissures
forms a slimy and easy-sliding surface most difficult to treat or
prevent, and so long as the natural contour of the ground does not offer
resistance to movement, a slip may extend for a long distance, either in
deep or shallow cuttings, and there may be considerable hydrostatic
pressure.

The disruptions, variableness of character, and existence of fissures
cause any but the most homogeneous clays to be treacherous and likely to
slip, particularly the yellow and any laminated clays, as they allow
water to enter by the veins which are usually frequent in the mass.
Yellow clay has a greater tendency to crack upon drying than blue clay
and does so much more quickly, hence its dangerous nature, and although
a mass may be only damp, fissures will enable water to penetrate and
reduce it to a state of instability; it is also not infrequently in a
plastic state, having fissures and cavities full of water.

It should, however, not be forgotten that in the endeavour to prevent
the deleterious effects of aqueous action upon clay soils that they may
be over-drained, so that they become too dry, as then the clay will
shrink, crack, and fissure; the chief aim should be to keep it always in
a sufficiently moist state so as to obviate the formation of cracks and
fissures, and at the same time cause it to be dry enough to be firm, and
never in a pasty or pulpy condition; in other words, to maintain its
natural state if one of stability, and prevent any excess of water
penetrating it or reaching its surface.

The lias clays are treacherous chiefly owing to the presence of much
calcareous matter, and therefore approach a marly state; heavy slips
have occurred in the has formation in the midland counties of England,
notwithstanding that a <DW72> was adopted which experience had shown
produced stability, namely 3 to 1. A slight variation in the composition
of this soil or an unfavourable position will cause a slip in such
treacherous earth.

Pure clay shrinks some 5 per cent. in drying, the contraction being less
as sand is present in it, for when it is mixed with twice its weight of
sand it is reduced to 3 per cent., and as impurities increase in clays
the less impervious they become. Most clays have silicious earth in
them, but if sand is present the clay is then more open, and water will
permeate and drain more freely; but mixtures of clay and sand may assume
a pulpy condition when impregnated with water, consequently it is always
advisable to test such earth. The varieties of sandy clay are many, and
all are usually more or less unstable. Among them may be named red clay
with sand and mica, blue sandy clay, sandy green clay, stiff red sandy
clay, the loamy clays of various hues, dark grey, red sandy, and black
clayey loams.

If clay could be kept in a moist state fissures would seldom occur. The
constant alternation of wetness and dryness creates the fissures, and
water completes the disintegration. There are a few clays which are
stable when kept in solid masses, as then only a small surface is
affected by air and water, but if they are loosened and broken up, as in
the process of excavation and deposition, they readily become in a muddy
condition. Any mud or silt which may be soft and readily pressed when
wet, but cakes and shrinks in to detached lumps when dry or upon being
exposed to the atmosphere, is a treacherous soil, as it will return to
its original state upon becoming wet. Clays or any soils that cake
should always be regarded with suspicion, as although having the
appearance of solidity and the possession of weather-resisting qualities
in their natural position, when disturbed, quickly become worthless for
earthwork purposes, and may stand in one situation almost as a soft
clay, and when disturbed and wet assume a horizontal surface. Such
ground may repose at a 4 to 1 TO 8 to 1 <DW72>, because its crust has
become caked or case-hardened, yet when it is broken it may become, upon
being exposed, simply fluid mud. To prevent clay soil weathering upon
the surface, a layer of gravel 1 foot or so in thickness has been placed
upon it, the idea being that it is not only a protection, but the weight
of the covering upon the clay will cause the water to be pressed out
from the soil into the gravel through which it can percolate to the
drains.

A crude test to indicate the probable character of a clay as regards its
stability in earthwork is to burn a piece of it and notice the colour.
If it becomes white or of a whitish tint, the clay is generally less
likely to slip than when it is of a reddish or yellowish tinge. Another
rough experiment can also be made. Get a piece of clay, place it in
water, and note the time taken and the depth to which the surface has
become saturated, and whether it is very slimy and will easily slide
down a slightly inclined plane; its tenacity may then be approximately
judged. Also by weighing, an idea of the amount of sand may be imagined;
the more sand there is in clay the lighter it will be, all other
conditions being identical. A comparison between two clays will enable
some opinion to be formed of their relative stability in earthwork,
though, of course, there are many other features to be considered. All
impure clays, such as shaly clay, sandy clay, loamy clay, and marly clay
require to be carefully treated, although they may be easier to manage
than yellow or brown clay.

When two retentive clay beds overlap or overlie, and have no
intermediate permeable stratum, they must be in a humid state, as is the
case in the Fen country, unless they are constantly drained; but serious
slips are not so likely to occur in them as when two masses of clay have
an interposing seam of sand or silt liable to be eroded by water falling
down fissures in the clay, which probably extend to considerable depths,
with the result that two slimy surfaces are formed and the clay slides.
Clay underlying gravel often contains numerous pockets and seams filled
with running sand, and should there be a permanent head of water the
discharge will be in large quantities and at a considerable velocity. A
cutting in wet sandy clay is generally treacherous and difficult to
manage.

As a clay bed near the surface of the ground is sometimes upheaved, if a
permeable stratum such as gravel or sand overlies it, the drainage of
water through or down the <DW72>s will be arrested, and the earth at the
back of the <DW72> will be constantly wet and may ultimately become
saturated through the damming back of the water; then a slip may be
expected.

All upheaved, dislocated, and twisted superficial beds of clay, which
will generally be of varying consistency and therefore settle unequally;
over or underlying seams of sand or gravel, are likely to slip and
subside, and their stability much depends upon whether or not the lie of
the beds obstructs the permeation of water. If the dip of the clay-beds
is towards the natural outfall, most probably an adjacent river, slips
are probable because of the creation of sliding surfaces and the
continuity of the beds being destroyed by a cutting and the consequent
loss of support.

Should permeable soil lie between the top stratum and a bed of clay,
water will accumulate upon the clay, make it slimy and cause a flow upon
the bed; for example, when a thin bed of vegetable earth rests upon
gravel, sand, or peat, and that upon clay, water will percolate, and
perhaps air, through the top soils, and may cause them to slip upon the
clay-bed. Also should a layer of clay overlie permeable strata, as clay
upon sand, or clay upon gravel, unless it is sufficiently thick and
solid to prevent infiltration, it may slide upon the permeable soil as
its lower surface becomes wet. When clay-hills have veins, water may
accumulate in them and flow, and if very dark yellow clay overlies light
yellow calcareous clay, which may rest upon hard blue clay, it is
obvious each stratum is somewhat differently affected by weather and
air, and therefore movement is to be expected. The edges of clay-hills
are always likely to slip, especially should they be in the form of
spurs.

Boulder-clay is seldom reliable, because, although it may be hard and
stand vertically in dry weather, in wet it swells, weathers quickly,
becomes soft and cakes upon drying. The stability of such soil is
governed not only by the nature of the clay, but by that of the boulders
and their effect upon the earth in which they are embedded, and much
depends upon the degree of changeableness upon exposure to air and
moisture of all the particles of which they are composed; hence
boulder-clay, although hard to excavate, may quickly dissolve. On the
contrary, it may occasionally be so hard that it seems to be solid rock,
and may even resist erosion and weathering as well as if it were rock;
but care must be taken to prevent indurated mud being mistaken for solid
clay-rock, and therefore it is advisable to test the soil with water.

Seams of silt, soft pasty soil, or soapy earth met with in clay, which
have become decomposed by atmospheric and aqueous action, are to be
feared, and the brown clay, especially when soft: red, or dark yellow
clays that break into laminæ and crumble upon exposure to the air, and
although tenacious in the flakes and when fresh-cut are loosely held
together in bulk, often have thin veins of sand in them; and when water
percolates it remains, and is very difficult to drain. It has also been
found that when minute non-adhesive particles of mica are present in
clay that it will become disintegrated by water, although it may be hard
to excavate. Some of the gault clays, although stable when dry, become
soapy when wet and are not easily managed, but the bluish grey gault is
usually tenacious and almost impermeable. The gault clays have little
sand in them but much calcareous matter, and, as a rule, they do not
swell and bulge like the London clays.

Some clays, when dry, appear to be stable and firm, though they are
often drift or dried-up mud simply requiring the influence of water and
the atmosphere to cause them to return to their original state; the
brown and boulder-clays are of this nature and are distinctly perishing,
and therefore treacherous clays.

As in clay and all retentive soils, water is always present, and as the
impervious nature of clay prevents water gravitating and being drained,
and as owing to wet seasons the permeable portion of the clay may
gradually become overcharged and be reduced to a muddy condition, slips
may occur years after a clay cutting has been excavated or an embankment
deposited. In clay embankments the greater weight upon the centre may
gradually press water towards the <DW72>s and cause them to slip; hence
the value of covering the formation in order to lessen percolation.
Cracks and fissures may be so produced in clay embankments, and the
danger is that they form sliding surfaces and cavities from the presence
of water, and gradually soften the interior until it fails from the
thrust of the earth and want of uniform support; therefore, clay earths
are more difficult to treat than granular soils, as local weakness is
the cause of failure, a mass may be sound, but a crack or fissure may
soon become large and pass through an embankment to the seat or the
<DW72>s. Although the filtration of still water may not cause an
embankment to slip as long as the water merely restores it to its normal
absorbing power, when that is exceeded the percolating water will be
dammed-up and cause hydrostatic pressure and a soddened surface, destroy
cohesion, and disintegrate the particles.

When clay is contained within the walls of a building, injurious action
and unequal settlement may arise, as the earth inside and outside may be
in a different condition; consequently in soils that expand and contract
there may be external or internal pressure according to the state of
dampness or dryness, consequent upon the ground outside being subject to
weather influences and the contained earth being comparatively free from
such operation.

Shale, whether black or brown, may become decomposed by water and be
softened by time, and is either loose or firm. If loose, it requires
protection, and the surface should not be exposed to the weather. The
presence of iron pyrites in shale has been found to be a cause of its
becoming treacherous when water has access to it, as the mass becomes
decomposed.

Marly soils are of various hues, red, blue, grey, and yellow, and
consist principally of clay and lime, and are usually called clay-marls
when clay preponderates, and marl-clays or chalk-marls when chalk is in
excess. They are dry to the touch and will effervesce with acids, the
presence of lime being thus made evident by the ebullition produced, and
some idea of the relative quantity may be judged by comparing results
with different lumps: they vary in character according as lime or clay
predominates.

Chalk-marl may act as an almost impermeable stratum and arrest the
percolation of water from more permeable soil, but it is liable to slip
because of fissures being present in it, which are common to most
calcareous earths; and when these crevices are bared in cuttings by the
ground being excavated, the flow from the previously-confined or
diverted springs is facilitated, and perhaps the harmless underground
passage of water is prevented, and consequently the earth may become
loosened and unstable owing to the changed condition.

Although marl may be so hard that it cannot be excavated by picks and
bars, but requires blasting, some varieties crumble and become soft
under weather influences, and the <DW72>s need protection, or a constant
trickling and wearing away of the surface will result. Grey marl
generally weathers quickly, and if there is much clay in it, it often
falls to pieces upon exposure to the air, and becomes broken and so
split into disjointed pieces as to admit water, and as it sometimes
contains a considerable quantity of sand it is soon reduced to an
unstable state, for marl-clay and sand beds are always likely to slip.
The variegated marls are treacherous, but red marl is usually stable,
still it must be lined in tunnels; and so are those that are impermeable
or closely approach that condition, but any marl in which the lime may
separate from the mass is unstable. All clay or marl soils that soon
work into “slurry” may be classed as treacherous, or any earth that
quickly becomes in a liquid state; for instance, some of the hard “pan”
soil met with in Canada melts away by the action of air, rain, snow and
frost, and becomes unmanageable and like blue paint, and will quickly
fill drains and run down the <DW72>s and cover the formation of a
cutting. Also the top black cotton soil found in India expands by
aqueous action, and contracts in drying as clay, and is of doubtful
stability.

As might be expected, the more argillaceous or clayey marls when exposed
to weather influences expand, contract, and act almost as clays,
becoming decomposed, disjointed and separated, and when superimposed
upon rock, especially if it be inclined, are very likely to slip, and
are treacherous and unstable soils, as they soon become in a muddy state
and have slimy surfaces, which, when resting upon any dipping bed, cause
them to be disposed to move upon the smallest disturbing element being
present or becoming increased, such as water or vibration. When a
comparatively permeable stratum overlies even hard marl, water will
penetrate to the latter earth and the superimposed layer will rest upon
an unstable bed, and therefore be likely to slip. Blue, or any marl when
found mixed with layers of small gravel and sandy clay is very
treacherous, as air and water cause it to swell and crumble, and it
becomes in a soft state requiring a very flat <DW72>. All clay marls that
swell when wet, and crack and fissure when dry, are unstable, as water
percolates to them, and should sand veins occur in marl, water may
trickle to a considerable depth and cause the ground to be in a loose
and doubtful condition below the formation or bottom of a cutting. Such
soil when tipped into an embankment is worse to treat than in a cutting,
as it will absorb and retain water so that it is practically impossible
to drain or extract it.

Professor Ansted has classed clay soils as under:—

When combined with 30 or 40 per cent. of sand they are CLAY LOAMS.

When combined with 40 to 70 per cent. of sand they are TRUE LOAMS and
LOAMY SOILS.

But not until they have 90 per cent. of sand in them are they SANDY
SOILS.

When combined with from 5 to 20 per cent. of lime, the soils become
MARLY.

But not until they have more than 20 per cent. of lime in them are they
CALCAREOUS SOILS.

With respect to the <DW72> of repose in clay earths, it may be anything
from 1 to 1 TO 12 to 1, and when the clay is mere dried mud and becomes
saturated it may not be at rest until it is horizontal.

In cuttings, strong compact clay, if not seriously impaired by air and
moisture, will stand at from,

                           1¼ to 1 TO 1 to 1.

Ordinary clay, such as the blue clay, with protected <DW72>s and proper
drainage, and firm boulder clay,

                             about 1½ to 1

Plastic clay from,

                           2 to 1 TO 3 to 1.

Lias clays of doubtful character,

                           3 to 1 TO 4 to 1.

Superficial beds of London clay,

                                3 to 1,

and not less for any weak clay.

In embankments, much depends upon the height, mode of tipping, state of
the soil when deposited, the protection afforded and uniform character
of the mass, the larger it is the more difficult it will be to drain.

Although firm clay may for a short time stand at nearly a vertical <DW72>
for any height of face not exceeding about 10 to 12 feet, few clays will
permanently stand at a less <DW72> than,

                     1½ to 1, for moderate heights,

although they may for a time do so at 1 to 1 in unsubmerged work, but if
the <DW72> is covered with water, as in a canal, and subject to wash or
wave action, however shallow the depth, it is seldom they repose at a
less inclination than 1½ to 1.

Should an embankment be more than about 30 feet in height

                            2 to 1, average.

Firm clay from,

              1½ to 1 TO 2½ to 1, according to the depth.

Plastic-clay, consequent upon the percolation and pressure of water in
cuttings, may stand at a steeper <DW72> in a surface protected
embankment, and if carefully tipped, it will repose at from

                           1½ to 1 TO 2 to 1,

but from hydrostatic pressure the same clay may require from 2 to 1 TO 3
to 1 <DW72>s in cuttings, and even an inclination of 5 to 1 has been
found to be necessary.

The varying <DW72>-system is referred to in Chapter VI., as also the
range of <DW72>s.

It is always well to bear in mind that in the case of clay, loamy or
marly soils, or any possessing soluble particles, the quantity of water
in them governs the required flatness of the <DW72>, and as it may be
variable, a clay that will repose at a certain angle may slip upon
receiving an additional amount of water, hence the importance of
drainage and protection. The cohesive strength of clay also varies
greatly; and as it is likely to be impaired, and, perhaps, destroyed by
water and other causes, it should be considered as of fluctuating value,
and therefore as generally unreliable.

The <DW72>s of repose required in river-banks have a wide range according
to the degree of exposure and opposition to the free flow of water, and
the protection given to the surface. In canals, and drainage-channels,
or ordinary rivers, they range from 1½ to 1, when protected, to 5 to 1;
but there are numerous small, shallow, and sluggish streams with almost
vertical banks. As the earth of river-banks is frequently of a clayey
nature the <DW72>s are referred to under the head of Clay; usually it is
mixed in character, and, therefore, the <DW72> of stability cannot be
determined from that of any particular and unalloyed soil. Towards the
mouth the land often consists of detritus liable to be washed away by a
stronger flood than that by which it was deposited; it may also be
eroded by constant or increased wave action. Ordinary clayey, loamy,
tenacious, or not easily moved, silt and sand river-banks, in a current
that will not erode them at moderate depths, if the face is protected,
will stand at an inclination of about 1½ to 1, when the channel is
freshly cut.

If not covered or protected at from 2 to 1 TO 3 to 1, but when in clay
soil of a doubtful character and non-homogeneous, or boulder-clay, about
4 to 1.

2 to 1 TO 3 to 1 is the most general <DW72>; but in marsh land, unless
the surface is protected, they may not permanently stand at 5 to 1.
Fascine-work may be the easiest and most convenient protection, or a
gravel or turf-covering may suffice, and should new channels have to be
created, the question to decide is, will it be cheaper to make the
<DW72>s sufficiently flat so that they can be left unprotected, or is it
preferable to have a steep inclination, such as 1½ to 1, and to
carefully cover and protect the surfaces, the probable cost of
maintenance of the protecting cover being duly considered?

As a rule in homogeneous earth, such as clay, underground excavation is
the most free from water, and therefore from slips; but the enormous
force clay possesses upon swelling—and this disturbance of the soil may
occur many times by the action of air and moisture—and its contraction
upon drying, cause tunnels in clay to be risky undertakings. The chief
precautions against failure are to allow plenty of space for the
expansion of the clay, reduce the uncovered lengths to the least
dimensions, have dry, yet hard and compressible, filling between the
arch and the walls and the clay, use the strongest bricks, or material
with great compressive strength for the lining, adopt a form giving as
equal support as possible in every direction, _i.e._, one closely
approaching the circular, leave plenty of weep-holes to prevent any
accumulation of water, and thoroughly drain and gently conduct to the
proper drainage channels all water as it exudes.




                              CHAPTER III.

  THE GENERAL EFFECT OF A SLIP IN A CUTTING OR AN
    EMBANKMENT.—ENUMERATION AND CONSIDERATION OF SOME PROTECTIVE AND
    REMEDIAL WORKS.—TREATMENT OF THE SLIPPED EARTH.


With regard to the effect of a slip the chief consideration is, will it
be dangerous and prevent traffic or the unrestrained use of the work? A
problem most difficult to solve. Upon railways experience seems to show
that slips of earthwork in cuttings of a depth exceeding about 10 to 15
feet are more to be feared as likely to interfere and stop the traffic
than slips in embankments, and particularly as, except on sidelong
ground, slips in embankments seldom occur in which the whole of the
formation is moved, or becomes too unstable for a slow train to pass
over, and a temporary road can usually be maintained by timber trestles
and baulks, or other usual means. When a slip happens in a cutting the
fallen earth may cover the formation, and it is certain that it can move
in no other direction. The permanent way may be entirely buried, and it
may be undesirable to excavate the slipped earth until other remedial
works have been completed, and therefore the traffic is stopped until
they are effected. In cuttings of little depth where a 3 or 4 to 1 <DW72>
assumed by a cutting originally excavated to, say, 1½ to 1 <DW72>s, will
not touch the ballast, the serious consequences of a slip are reduced to
a minimum, and may not interfere with the traffic, and can be remedied
by the road-men on the section; but not so in the case of embankments.
Consequently the depth of a cutting or height of an embankment must be
regarded as a governing condition apart from other considerations
hereinafter named.

The height or depth at which a slip in an embankment or cutting becomes
disastrous cannot be ascertained by any rule, but knowledge of the
flattest <DW72> at which any particular earth has remained stable in the
same state as the embankment or cutting under deliberation, will enable
a close approximation to be determined of the point to which a slip in a
cutting is likely to reach, and that to which an embankment will
subside. For instance, a cutting 15 feet in depth, having originally
<DW72>s of 1½ to 1, can assume practically 2 to 1 <DW72>s without covering
the rails, and, similarly, a 10-feet cutting, a slightly flatter
inclination than 2 to 1. Taking into consideration that for some little
depth from the surface a cutting, except in loose or treacherous soil,
will stand at a steeper <DW72> than 2 to 1, perhaps, on the whole, apart
from the formation of proper water-tables, an engineer is not justified
in making expensive provision in cuttings, even in doubtful soil, unless
upon an inclined bed towards the cutting, of a less depth than from 10
to 15 feet, as they can be more economically remedied after they occur,
and meteorological influences have shown the location of the unstable
portion. Nevertheless heavy slips have taken place even in cuttings of
such a moderate depth as about 10 feet, particularly in clay earths, and
it has been necessary to entirely suspend the traffic consequent upon a
continuous mass of earth of shallow depth moving forward upon an
unguentous stratum slightly inclined towards the formation, and
completely blocking up the cutting; but this was an exceptional case.

There are many cuttings in all parts of the world under very different
conditions of weather and climate, and in every conceivable variety of
earth, in which nothing has been done to prevent movement, with the
exception, perhaps, of a surface-drain inside the fence and a
water-table, self-formed or otherwise, near the foot of the <DW72>; and
there are many cuttings and embankments without any precautionary works.
Nevertheless they stand or require but little attention. This fact
naturally leads to the question: when ought any works to be executed
with the view of preventing movement in earthwork? Expenditure in
precautionary and preservative works, where they are not required, and
the serious consequences of a slip are reduced to a minimum, cannot be
defended; nor can the absence of such preventive measures in treacherous
earth or soil so placed as to induce instability, and where the effect
of a slip may be temporarily or permanently disastrous, notwithstanding
that economy in construction has now become the watch-word of
railway-extension; as then the expense of restoration and maintenance
will be very considerably increased and far exceed the comparatively
small cost of initial protection, for public traffic may be stopped and
injury caused to life and property.

The preceding and the following pages have been written in the hope that
they may afford some assistance in arriving at a correct decision, with
regard to the necessity of precautionary works, and with the view of
calling to remembrance many of the principal points to be considered in
order to remedy slips, a matter usually demanding prompt decision. With
respect to the measures that should be adopted to prevent slips, and the
works required when they have occurred, it would be a mistake to
generalize from any successful application of one method of reparation,
as it is necessary to consider each soil separately, and to discover the
reason of a slip; for an attempt to arrest the forward movement of a
large mass will be futile; the disturbing cause must be ascertained and
removed, or so lessened and controlled as to obviate further motion or
deterioration; sand or porous strata, which may emit water uniformly,
must be treated differently to earth which sets free water in a
particular place, as also the same soil if it should be in a dissimilar
condition. The object of all such works is to support, maintain, and
drain the earth and prevent any accumulation of water in the <DW72>s and
formation, so that movement is improbable; therefore, water flowing
towards the <DW72>s must be intercepted and led away before it has time
to percolate; and the method of discharging it must be governed by the
position and nature of the soil, the chief aim of draining operations
being to cause the earth to be always in its most consolidated
condition. Without obstruction to the drainage, a general preservative
is to cover the surface, and protect it against the deleterious effects
of rain, frost and thaw, particularly in the case of soils which
disintegrate rapidly under the influence of weather.

Some of the means that can be adopted to prevent slips and subsidences
in cuttings and embankments may be enumerated as follows.

1. Systematic drainage of a cutting, and the natural ground and
deposited earth in an embankment, so as to augment its weight sustaining
power and general stability.

2. A side ditch near to the foot of each <DW72>, and at the top of the
<DW72> adjacent to the fence line.

3. Catchwater drains upon the <DW72>s.

4. Wells, filled with broken filtering material, contiguous to the fence
line and connecting drains with them.

5. Open timber trenches, strutted at intervals, and acting as drains and
counterforts, at the toe of a <DW72>.

6. A channel for the discharge of any water issuing from an intercepted
field drain.

7. Tapping springs in the <DW72>s or formation of a cutting, or that
exist in the ground upon which an embankment has to be deposited.

8. The profile of the formation being made higher in the centre, so that
water will flow into the side drains or water-table and not remain, due
provision being made for its discharge.

9. Side drains being made before the excavation is commenced or
deposited.

10. No accumulation of water being allowed upon the ground upon which an
embankment has to be deposited.

11. Covering a <DW72> with rammed earth, burnt ballast, chalk, gravel,
ashes, or other protective material.

12. Turfing a <DW72>, or sowing it with grass seed.

13. Depositing layers of material, consolidated by ramming or otherwise,
upon a <DW72> at right angles or diagonally to the line of the foot of a
<DW72>.

14. By benching, or a terrace or cess upon a <DW72>.

15. Covering the toe of a <DW72> with stone pitching.

16. Dividing a <DW72> by trenches filled with stones or absorbent
material.

17. Weighting a <DW72> to counteract the pressure of the internal water,
and to restore the equilibrium.

18. A breast-high retaining wall at the toe of a <DW72>.

19. Covering part or the whole of a <DW72> with fascine mattresses or
brushwood, systematically laid in combination with gravel, stone, broken
bricks, ashes, &c.

20. Counterforts of gravel, chalk, burnt ballast, ashes, rubble, &c., at
the toe and upon a <DW72>.

21. A dry wall at the toe of the <DW72> of a stratum of unstable soil,
found above the formation level and superimposed upon rock or firm
earth.

22. Varying or increasing the flatness of a <DW72> towards the bottom of
a cutting or embankment.

23. In cuttings, by retaining walls, with or without overhead struts.

24. Systematic planting upon the cess and <DW72>s, trees, shrubs, or
bushes having deep wide-spreading roots.

25. The removal of any spoil bank that may have been tipped or cast out
near the top of the <DW72> of a cutting.

26. Removing the turf and all loose or decaying matter from the natural
ground before the earth is deposited.

27. Clearing away all snow and frozen soil before tipping or excavating,
and taking care that no frozen earth is deposited.

28. Forming the ground upon which an embankment has to be tipped, at an
inclination downward from the toe of a <DW72>, towards the centre, and
the construction of a dry drain along the centre line so as to cause
percolating water to flow away, or prevent it reaching the <DW72>s.

29. Benching the ground upon which an embankment has to be deposited.

30. Covering the ground upon which an embankment is to be tipped with a
hard permeable layer.

31. Trenches filled with stones or other hard permeable material across
the base of an embankment.

32. Covering the toe of the <DW72> of an embankment with sods or making a
counterfort of turf.

33. Running to spoil all saturated earth, and suspending operations for
a day or two after heavy and continuous rain or a fall of snow, or
frost.

34. Filling any large fissures as they appear.

35. Weighting the earth so as to condense it.

36. Increasing the area of the base of an embankment according to the
bearing power of the soil.

37. By the exclusion of all boulders, roots, turf, branches of trees, or
bushes in forming an embankment.

38. By aiding consolidation and preventing separation at the junction of
two embankments.

39. Tipping an embankment in such a way as to promote consolidation.

In subsequent chapters many protective and remedial measures are
specifically named. Here reference is made to the more general
principles. The purpose for which a cutting has been excavated, or an
embankment deposited must be taken into consideration in providing
protective works, for the surfaces may only be temporarily bared, as in
trenchwork for walls, or be partly covered with water, as in canals, and
entirely unsubmerged upon one side as in canal, reservoir, and
reclamation embankments; or be fully exposed to meteorological
influences as in railway and road cuttings and embankments. There can be
no stereotyped system of operations for treating a slip, but experience
indicates that a frequently successful initiatory method is to divide
the earth into small portions, and to proceed to equally consolidate
them. However, in the case of deep cuttings, especially when excavated
in the side of a hill, it may be necessary to drive a heading beneath
the formation and to connect it with a shaft upon the higher side, so as
to tap the water-bearing soil, and to convey the water away to prevent
it reaching the <DW72>s; this may be considered as a slip requiring an
exceptional remedy. Should a cutting be in moving ground or permeable
soil of doubtful stability, such a system of wells and covered
galleries, which are generally successful even in the worst soil, may be
required. The wells should, if possible, be sunk a few feet into an
impermeable stratum, their diameter being the least a man can excavate,
to any size required, and their distance apart, say, from 30 to 60 feet,
according to the quantity of water to be collected. They should be
connected by drifts. Smaller intermediate wells can be made between the
main wells. In order to be effectual such works must be carefully and
uniformly constructed, or an accumulation of water will arise. When a
slip is known to have occurred, simply from want of drainage, a
sufficient remedy may be the removal of the slipped earth and the
insertion of drains. An advantage of the loose counterfort system of
drainage as compared with rigid and fixed drains, is that open drains
will follow a slight subsidence of the earth, and yet maintain their
efficiency, but care must be taken that they do not become choked. In
shifting or doubtful soil all works should be quickly finished, and in
sidelong ground it is best to commence drainage operations on the valley
side so as to tap the water, as if they are begun on the hill-side they
may, until through drainage is effected, form channels for the
accumulation of water, and cause a slip. The repairs of a slip can be
commenced at several places simultaneously if at short distances apart,
such as 20 feet or so, and, as a rule, it is preferable in an embankment
that the work proceeds towards the centre, and not from the central
portion to the <DW72>s. It is advisable to make ditches or galleries in
short lengths, not only to disturb the ground as little as possible, but
also to ensure perfect supervision, as if the work is not carefully and
uniformly constructed, localization of water will ensue.

The extent of a slip will to some extent govern the remedy. Simple open
stone-filled drains, 2 to 4 feet in width, and 1 foot to 2 feet in
depth, extending from the base to the top, may be sufficient for shallow
cuttings or embankments, such as 10 to 15 feet, and larger and deeper
trenches above those depths or heights, and complete drainage of and
around the slipped earth, and division of it by means of drains and
pipes.

In countries where there is an excessive rainfall in a short time, it
has been found necessary to catch as much of the surface flood waters
and torrential streams as possible, and to reduce their velocity before
passing through an embankment or down a cutting, and to provide a pond
or “tumbling bay” at the base of a waterfall for such purpose, or to
erect dams, when the force is not too great, so as to arrest and lessen
the velocity of the flow. Without such precautions, flood waters will
erode the earth, and the beds become gradually deeper; and walls at the
toe, culverts, and dry stone filling across the whole width of an
embankment, and stone covering upon the <DW72>s where water issues or
flows may be required. Catchment reservoirs have also proved of use in
controlling the surface waters before they reach a cutting or
embankment, and in permitting them to be controlled.

Many of the chief causes of slips in embankments are enumerated in
Chapter I., &c. Some of the most important operations to prevent slips
in an embankment are to thoroughly drain its seat, prevent a flow upon
the surface of the original ground, percolation of drainage waters into
its lower part and filtration of rain-water at the crown, and to
generally protect the surface.

The stability of an embankment is not regulated by the cohesiveness of
the soil, as a sand or gravel embankment, or that formed of any material
whose particles are not deleteriously affected, will stand with a
sufficiently flat <DW72> if protected against erosion, and be more stable
than a clay or any embankment in which the particles are soluble and
soon impaired by water, however great their original tenacity. If any
part of an embankment has become saturated, the internal water must be
tapped and drained; as the lower surface portion is almost certain to be
the wetter, the drains should be made at the base, trenches filled with
open porous material upon the <DW72>s, and, perhaps, it may be necessary
to sink a few shallow wells. The <DW72>s and formation should be covered
so that when the excess of moisture is extracted from the mass it cannot
be replaced. Porous earth counterforts can be adopted, 6 to 10 feet in
width, placed at intervals depending upon the nature and condition of
the soil and height of an embankment, or a continuous bank of similar
material at the toe to support the embankment during the temporary
weakening from drainage operations. One of the worst cases that may have
to be treated in embankments is in clay or marl soils, when the central
portion has been first tipped in a wet state in the winter months, and
after an interval the embankment completed to its required width in a
frozen condition, or nearly so, or one in which the earth becomes frozen
when deposited.

In Russia it has been found that rain-water percolating into such an
embankment cannot drain away, but accumulates and finally bursts the
<DW72>s, and that water will exude from frozen soil when it thaws, a
considerable time elapsing before all the frozen earth has thawed; water
is thus, as it were, taken into the mass, which in all retentive soils
will be difficult to drain without turning over the earth; and it will
cause slimy surfaces and general instability. It will always be an
expensive operation to make such an embankment secure, and it cannot be
made as firm as one properly deposited. After subsidence has ceased, an
approved remedy in such a case is to cover the formation with an
impermeable layer, and to raise the embankment to the rail level with
sand, which is ultimately alone used for repairs, the <DW72>s being
carefully trimmed and sown.

Although not considered in the usual acceptation of the word as a slip,
the trickling of the surface soil is mentioned as it is a movement which
may, if allowed to proceed, cause a slip, and frequently necessitates
attention because of the soil becoming in a liquid condition and flowing
upon land beyond that acquired for any works, and also because it
obstructs and chokes drains. It may be expected when a thaw occurs after
severe frost, or heavy rain succeeds drought, or subsequent to a rapid
change of weather in any earth of a clayey or calcareous nature, as, for
instance, in clay marl and argillaceous chalk cuttings or embankments,
and if the configuration of the ground should be favourable to its
passage to land outside that purchased, such issue must be prevented by
protecting the <DW72>s by means of a covering, by draining, or by the
consolidation of the surface of the earth, which latter operation may be
difficult, or by the erection of a small mound near the fence line.

In ground containing salt or other solvents in appreciable quantity,
care should be taken that water does not reach it; if it should, the
soil immediately becomes damaged and subsides; also it is found that the
earth from which soda nitrate is manufactured in North Chili must be
kept perfectly dry to be secure as a foundation. All soils of a
salifiable character should be considered as likely to subside and slip.

In the salt-producing districts in England it is found that when the
brine, which is about 25 per cent. of the mass, is pumped up to the
surface to be made into white salt, the land will subside, as in effect
it is pumping up the underground supporting stratum or rock salt bed;
and when a river is contiguous or copious springs, the rock-salt will be
supplied with water to make it brine. The experience of those who have
had to maintain embankments in these districts indicates that so long as
subsidence is uniform embankments can be raised and maintained; but when
water penetrates into an old pit previously comparatively dry, unequal
and dangerous slips and subsidences may be expected, and on so large a
scale as to require much expenditure for restoration. If the settlement
is uniform, the easiest way is to simply raise an embankment; the rate
of sinking varies considerably, averaging, say, from 2 to 5 feet per
annum, and depending upon the amount of brine extracted and the
percolation of water, &c. It is obvious that embankments upon such land
require constant attention to prevent serious slips.

At the edge of a cliff or hill where loose rock exists and is joined by
clayey soil, but is sufficiently stable not to slip in a mass, it may be
necessary to have a cover shed over a railway or road to prevent
detached pieces of rock falling upon the surface, the <DW72>s from being
injured, and larger masses sloping down. Covering a <DW72> in such a case
is useless, but an open deep trench, specially constructed to catch
pieces of rock, may suffice.

Important questions to determine when a slip has occurred are:—

1. Should the whole or part of the earth that has slipped be removed?

2. How are the voids to be filled that have been caused by the slip?

3. Can the disturbed material be again used?

4. What protective measures should be adopted?

A thorough examination of the site of a slip and the slipped earth is
absolutely necessary before the most effectual and economical means of
restoration can be determined, for weakness or the presence of a
disturbing agent in the upper or lower portion of a cutting or
embankment may be the cause of movement. An embankment may be solid in
the mass and only portions may slip and subside, but then may become
unstable and require different treatment, or local restoration may alone
be necessary, and the slipped earth to be removed be small in quantity.
Extensive slips of the whole of an embankment usually occur from springs
in its seat or the existence of a flow of water upon the ground under
the base, producing a greasy surface. Should it happen that an
embankment of pervious soil is tipped upon impervious ground having a
depression resembling a basin, water will accumulate until it reaches
the level of discharge, and a serious slip may result. In such a case
the slipped earth must be removed and the water tapped and permanently
drained. The upper portion of an embankment may slip and the lower be
stable; if so, it is not so serious as when movement commences at the
toe and the <DW72> bulges outwards and the embankment subsides; in the
former case, provided the lower portion is not affected or its drainage
obstructed, it may not be necessary to remove the slipped earth, but it
is advisable to drain it, and any localization or lodgment of water
between the slipped mass and the firm part of an embankment must be
prevented, or the toe of the <DW72> will be made in an unstable
condition.

In cuttings in order to keep open the formation the whole of the slipped
earth may have to be excavated, but in embankments, so long as the soil
does not extend outside the fencing, its entire removal becomes
optional, and is unnecessary provided further movement be prevented, and
the soil drained; but in most treacherous earths, although a slip may be
arrested, it will generally be a place requiring constant watching, and
be one of doubtful stability. Earthwork slips require to be remedied as
soon as possible after they occur, not only to repair them and obviate
an interruption of traffic, but in order that the unslipped portions may
not be deleteriously affected and movement be induced.

When the earth is very soft, silty, and difficult to drain, the only
course may be to remove the slipped material, although it may not be
necessary to excavate all of it, as it may form a reservoir for the
accumulation of water, and is certain to be liable to disturbance from
the effects of weather; but in firmer soil a portion of the slipped
earth may be excavated, and be rammed in layers inclining at right
angles, or nearly so, to the surface of the <DW72>, and a drain can be
inserted at about the bottom of the line of the slip to prevent any
water that may percolate from the unslipped mass flowing into the rammed
earth or any counterfort so constructed; but counterforts may afford
insufficient support in very treacherous soil, and it may be necessary
to remove either the whole or a considerable part of a <DW72> and replace
it with the best available material watered and rammed: however, the
simple ramming of the earth and depositing it in inclined layers may not
be sufficient to ensure stability, and should it be found that the
slipped material is very soft and cannot be readily drained, it must be
excavated, and solid and firm earth put in its place.

When the base of a slip is level with the bottom of any side ditch that
may have existed before movement occurred, the drain should be below the
level of the ditch, or a flow of water may be induced at the seat which
will probably cause further unsettlement; and if a slip extends below
the bottom of a cutting it is necessary to remove the slipped earth as
far as the solid ground, and to fill the void with dry material of
sufficient weight to prevent the surface being uplifted, and to cause
solidity in order to avoid any movement of the toe of a <DW72>.

When the slipped soil is clay or shale it can be burnt _in situ_ down to
the solid ground, or upon an incombustible bed, and be converted into a
kind of brick rubbish and then be restored to its original place; but
this may be an expensive method, and it may be cheaper to procure firm
earth, nevertheless, should no other material be available it may be the
only economical means of repairing a slip. Before deciding whether clay
or shale shall be burned _in situ_ it may be advisable to test the
amount of ballast that can be made by, say, 1 ton or more of coal, and
the cost including every item of expenditure: 10 or 12 cubic yards of
ballast may be obtained for every ton of coal burnt, but this quantity
may be so reduced that the cost of burning may prohibit the use of such
a method for replacing the slipped earth when made into firm soil. It
much depends upon the quantity of water in the material, and also upon
the nature of the earth; for instance, burning becomes more difficult as
the amount of silica in the clay becomes greater, and the ballast is not
so good as the quantity of lime increases in the clay; therefore pure
clay makes the best burnt ballast. Should it be decided to burn the
slipped earth, it is necessary that it be placed upon firm ground, and
that it rests upon an open layer of stone or material that will not
kindle in order to obtain the necessary draught. The thickness of the
layers must be regulated by the degree of wetness of the soil, from 1 to
2 feet being required for thorough burning, and should layers of a less
thickness than 1 foot be required, the process of making the slipped
earth into burnt ballast will usually be too expensive, but of course
much depends upon the price of the coal upon the site. The burnt ballast
may cost anything from 1_s._ to 2_s._ 6_d._ a cubic yard; when the
latter price is reached, it may be cheaper to procure sound earth. If
the slipped earth approaches the condition of carbonaceous shale, black
or dark brown in colour, it may kindle easily; the more argillaceous
shales will require a little coal to convert them to burnt ballast, the
quantity increasing as they gradually become of a clayey character. Blue
clay, when thoroughly burnt, generally makes better ballast than most
other clays, but as a drain the ballast is not equal to clean gravel.

In considering whether it is only necessary to simply replace the dried
earth in its original position, it should be determined whether the
undisturbed portion of an embankment will support the weight when
unaided by counterforts with a foundation in solid ground at the toe of
the <DW72>, trenches and drains upon the <DW72>s, and perhaps a rough
stone bed below the seat of the slip acting as an open drain over part
or the whole of it. In any case provision must be made that there is no
localization of water between the original embankment and the filling or
the counterfort. In some soils, particularly those having seams of sand
or silt, the slipped earth frequently becomes displaced in layers, and
if allowed to remain, each bed will form a water seam upon which any
stratum can slide, and then the earth may not be at rest until the <DW72>
is very flat. The removal of the whole mass is the cheapest remedy. The
surface left bare by the slipped earth should be trimmed, and all
fissures in it be filled so as to prevent any accumulation or lodgment
of water, but the slipped earth should only be excavated in short
lengths, as it may render support and keep part of the face covered, and
it should be remembered that although the upper portion of the fallen
earth may be the drier it may not be the most stable.

The system of removing the slipped earth, erecting rough rubble walls at
intervals of 20 to 30 feet projecting as far as the face of the original
<DW72>, and then filling the intervening space with the material that has
slipped, when turned over and punned, has been successfully adopted. It
is advisable to cover with turf the replaced earth in the <DW72>, unless
some other protection is supplied. When any signs of movement afterwards
take place a few additional counterforts, which, may also be made to act
as drains, will generally restore the equilibrium. This system relies
upon preventing movement in earth by separating the masses of the
slipped soil, and draining and supporting them in detail. The
foundations of the counterforts must be in the solid ground and not
merely below the seat of the slip. It may be impossible to drain the
site of a slip or the soil that has moved without dividing it into
portions, the chief object being to thoroughly drain the site and the
slipped earth, so that it is practically encircled with drains and any
water prevented from collecting in or upon it.

When the land is of little value and a cutting is in a mountain or
hill-side, it may be advisable to assist an extensive slip, provided it
happens before any public works are opened for traffic; and to remove
the earth by loosening it by the action of a stream of water until it
slides away, as draining or supporting it may be insufficient. Under
such circumstances it is the best course to adopt, especially if a
stream of water can be readily diverted to it as the unstable soil is
finally disengaged.




                              CHAPTER IV.

  NOTES ON THE PERCOLATION OF WATER.—SYSTEMS OF DRAINAGE OF CUTTINGS AND
    EMBANKMENTS IN DIFFERENT KINDS OF EARTH AND UNDER DIVERSE
    CONDITIONS.—THE CONSTRUCTION OF CULVERTS, PIPE-DRAINS, TRENCHES,
    DITCHES, AND CATCHWATER DRAINS.


With respect to the percolation and drainage of water in cuttings and
embankments, in cuttings the chief consideration is to gently extract
and conduct the water so as to avoid any accumulation or localised flow
beneath the original surface of the ground in order to prevent the
surface water eroding the <DW72>s or collecting or forming a course,
saturating the ground outside them, and to ensure that the earth is not
more charged with water than when in its normal condition; for, as soon
as the state of absorption has reached that of dissolving or separating
the particles, however fine, aqueous action is likely to produce slips,
and a flow of water or vibration will supply the disturbing force
necessary to commence a movement. In embankments one of the chief
precautions is to obviate any flow of water upon or at a few feet
beneath the land upon which an embankment has to be deposited, as it
will disturb the feet of the <DW72>s and the base, reduce the adhesion to
and the friction of the tipped earth upon the ground and form a sliding
surface.

An accumulation of water upon the formation must be prevented, and, as
in the majority of cases a railway or road is not level, any collection
of water at the commencement of an incline or at a change of gradient
should be provided against, and especially any localisation of flow down
the <DW72>s from the formation; the main point being to keep a cutting or
embankment in a uniform state so that settlement is equable. By
carefully watching the effect of heavy rain upon the <DW72>s and the
formation, the places where water amasses can be traced, and means used
to restore the surface to the same condition as the other portions of a
cutting or embankment. As water is the chief cause of slips, the
friction and cohesion of earth being impaired and, perhaps, destroyed by
it, it is obvious that at the time percolation, which varies greatly
with the seasons, is at its maximum, _i.e._ when the earth becomes in a
damp or wet state, slips are to be most expected, and particularly soon
after the commencement of the wet season. It is known that upon the
thawing of a heavy fall of snow, and of quickly succeeding and separate
falls of snow, percolation is great; also after heavy and continuous
rains, especially if the strata dip towards a river, and in the case of
springs whose yield depends more upon percolation than the amount of
rainfall, a wet winter will cause an increased flow some time after,
when the earth may become saturated.

If it could be determined at what depth in any earth in any state
percolation, evaporation, and meteorological influences would cease, and
also their effects, rules could be deduced for guidance in draining
cuttings and embankments. The manner of the execution of ordinary
cuttings and embankments is so dissimilar to that of filter-beds of
waterworks, that the experiments made for such purposes are only of
comparative value for the former works, for the condition as well as the
character of the soil affects its permeability by water. For instance,
in cuttings, with the exception of some surface disturbance during the
process of excavation, the removal of vegetation or a covering, and the
exposure of the ground to the atmosphere, &c., the normal state of the
earth is not much altered; but in embankments different soils may be
intermingled in a manner almost unknown in nature, the varieties of
mixtures of earth being most numerous, and they may be in every
condition of compactness, dryness, and dampness amounting almost to
saturation, and in any case, therefore, percolation is temporarily or
permanently increased consequent upon the earth having been disturbed
and loosened.

The general principles of the percolation of water are here only briefly
referred to, as they particularly concern slips in earthwork: but
obviously the quantity of percolated water greatly affects the stability
of a <DW72>, for the surface water should not be guidelessly allowed to
soak into or be absorbed by the ground at the top, and so proceed
through and down the <DW72>s, as then the pent-up water tends to press
out the face which may be temporarily sun-dried. As in excavating
cuttings the surface is bared and vegetation removed from the soil,
water has easier access, and unless the ground when excavated is
immediately covered as before, its normal state is not preserved. One
point of considerable importance is to ascertain whether in any cutting
or embankment percolation is uniform and regular; some infiltration will
necessarily take place, as water will gravitate from the top to the
bottom and will find the easiest course or line of least resistance,
which may not be at the lowest level.

As the amount of the annual rainfall varies greatly according to the
country, and, even in England, considerably in a small area, the earth
will be more affected in one place than another; for instance, 48 to 50
inches is approximately the annual average rainfall upon the extreme
S.S.W. coast of England, being greatest at the highest level nearest the
sea and to leeward; it diminishes gradually from W. to E. to from 26 to
24 inches, the minimum of about 20 inches being in Essex. The
differences of quantity must therefore be regarded; but such rainfall is
as nothing compared with that of tropical lands, for the fall often
continues many hours, and yet equals and perhaps exceeds an inch per
hour. The heaviest fall and its usual time of appearance should be
ascertained, as earthworks may have to be constructed in a peculiar
district where the rainfall may be more than double that of the average
wettest district, and it will often be much greater at the foot or the
top of neighbouring hills than on a flat coast. Local information from
reliable sources is the best guide when confirmed by general knowledge.
In the tropics 100 to 200 inches in depth of rain instead of 20 to 30
inches has to be treated, and frequently half the total annual rainfall
in England comes down in twenty-four hours. It is almost superfluous to
name that the protective works which would be amply sufficient in one
country may be useless in another, simply because of the variation in
the amount of the rainfall and the capacity of different earths to
resist or invite the percolation of water.

Obviously percolation will vary considerably with the seasons, and a
succession of wet periods or a continuous downpour will increase the
quantity of infiltrating water; but the effect of a fall may not be
experienced until some time after it occurs, as in districts or rivers
that are fed with water from the thawing of snow upon surrounding or
distant hills water reaches the lower tracts of country in hot and
sunny, and therefore generally dry weather, when evaporation is the
greatest, and not in winter. Again, there is generally very little
rainfall over flat deserts, but an excess upon mountain ranges which may
surround a desert, and especially in tropical countries experience has
proved that storms and rainfall are often local and extend over a small
area, one district being more liable to such a visitation than another;
they are also, as usual, of irregular duration and severity.

The position of a river may also affect the percolation of water more
upon one side of a valley than another, for a river seldom has its
course in the centre of a vale, but is generally nearest to the steeper
and higher side of a hill. The configuration of a country governs to a
great extent the flow and quantity of the rainfall that sinks into the
earth, as in a hilly country and in impervious soil the water is quickly
discharged into an adjacent river, taking the easiest course. In a flat
country and pervious soil rain percolates the earth and saturates the
ground, or reappears in springs.

As by drainage the retentive power of the soil is not allowed free
operation, water rapidly flows into the drains instead of being chiefly
held by the earth and watercourses, and channels are sometimes created;
and where the rainfall is heavy or occurs in a comparatively short time
floods may be caused, although the soil when drained, and therefore in a
drier state, absorbs more water than when undrained and in a damp
condition, water will pass through it quicker, and the discharge is thus
increased in volume and velocity.

Earth may be in a damp state, either from mere surface percolation and
accumulation of water, or from springs which may never cease to flow; on
the contrary, in rainless districts, from the almost perpetual daily
drying power of the sun, the earth is sometimes found to be firmest and
hardest upon the top, and for a few feet below it, than at greater
depths. Separate masses of vegetation usually indicate damp places in a
bare country.

As rain flows more quickly from non-absorbent soil, such as rock, and
slowly permeable earth, as the clays, than from porous soil, the surface
discharge is greater; and unless the water is guided, pools are likely
to be formed and weak places created, especially if the ground dips
towards a cutting. It is well to remember that a cutting being excavated
upon the side of a hill or upon table-land may change the direction of
the flow of the drainage waters, and an embankment may obstruct and
interfere with them, and should the strata incline towards the
excavation, it obviously favours a discharge of water into it.

If water permeates the soil or trickles down through fissures or veins,
it will continue to do so until an impervious layer is reached, when it
will be deflected and may become a current; therefore, whenever a
permeable stratum overlies an impermeable, and the impermeable earth
inclines, an increased flow may be expected, as also near the junction
of tributary waters with streams or rivers.

In a drained district, water will not usually be encountered in large
quantities until a depth is reached below the level of general drainage,
_i.e._, about the invert of the nearest drains or sewers, especially in
porous soils, but in the case of a pervious subsoil, such as sand or
gravel, or if the tides rise in an adjacent river or the sea to the
level of any foundations or above it, more water may percolate over the
site or drainage area than has time to flow away between tides, the
water will then rise, and systematic pumping becomes a necessity, unless
the volume of the ingressing waters can be sufficiently reduced by the
deposition of an impervious layer upon or in the river-bed or sea-shore,
or by sheet-piling or other means, or the flow confined, which may be a
risky operation in loose soil, depending upon its resistance to scour.

In clay soils, so far as slips are concerned, the action especially to
be feared is the trickling of water down fissures which may extend to
depths below the bottom in cuttings and create slimy surfaces,
disconnecting masses of earth, and finally offering a ready means of
movement, which swelling of the clay or vibration may complete. The
experiments of Mr. Baldwin Latham, M. Inst. C.E., on the absorption and
retention of water by clay soils, gave the following results:—The
stiffest clays retained the greatest quantity of water. Clay soils can
absorb and retain from 40 to 60 per cent. of water by weight. Marly
clays hold less water than the pure clays. In the case of loamy soils,
the percentage of water retained varied from 35 to 60 per cent. by
weight, the mixture of sand and clay, therefore, limited the amount of
water which it would naturally hold.

As in chalk soils fissures occur, the percolation of water and the
effects of the atmosphere through the pores causes movement, and even
crevices and breaks in rocks are not to be disregarded with impunity, as
they are channels of disintegration.

Most earths when dry attract water, but if they are regularly irrigated,
they require less moisture, depending upon the nature of the earth, and
<DW72> and relative level of the land. All soils when broken, as in
embankments, absorb more water than when in an unbroken state, as in
cuttings; for instance, it has been found by experiment that clayey and
retentive earths will absorb about 7 per cent. more water, and light
porous soils about 6 per centum. Of course, the increment varies. Even
wet retentive soil, if handled, becomes considerably less impervious to
moisture.

Mr. Evans, F.R.S., has proved by experiment that percolation through
pure chalk is much greater than through ordinary top soil consisting of
gravel, loam, and mould, both being covered with turf, and that in
winter the average proportions of percolation are as about 1 for soil to
1·5 for chalk; in summer 1 for soil to 2·6 for chalk. The depth also to
which chalk will allow a passage of water is some 60 per cent. more than
ordinary top soil.

Rain will percolate through chalk or any open soil until it meets an
impervious stratum, or to that place which is in a state of saturation,
when the water must either flow away or the level of saturation must
gradually rise. This causes rivulets to burst out in places after heavy
rain, when the water has had time to percolate, and the rainfall has
exceeded the average, but such springs will cease when the local excess
has terminated. However, in cuttings it is the flow from fissures that
is to be feared, and their size may indicate the quantity of water that
may be expected to issue from them. It seems to be generally agreed that
the supply of water from chalk is derived from rain, which percolates
through innumerable fissures, and that in all rocks, whether limestone,
sandstone, granite, sand, or clay, it is by means of the fissures,
seams, and veins that the supply of water is obtained from rain, and
springs created.

With regard to the percolation of water through sand, it may always be
expected to be very considerable, and the soil may under certain
conditions become water-charged. Mr. Greaves, M. Inst. C.E., has shown
by experiments that the average percolation through ordinary top soil is
only about one-third of that of sand, but the evaporation from a surface
of ordinary soil was about four times more than from a similar surface
of sand, and also the amount of percolation in ordinary top earth was
small on the whole, and, perhaps, the percolation through ordinary
ground would be about 25 per cent. of the rainfall, but 80 per cent. in
average sand.

Experiments have also shown that the absorbent capacity of sand
decreases regularly according to the fineness of the grain, and that
“some sandy soils will not absorb more than 20 per cent., but sandy soil
containing peat, as moorland, as much as 80 per cent., both computed by
weight.”

The quantity of water absorbed by loamy soil will vary considerably
according as clay or sand preponderates in the mass. Earth may become so
mixed with coarse or fine sand that, when saturated, it approaches the
condition of a quicksand.

The general effect of percolation has been briefly described as follows.
Upon water entering the pores of an earth it displaces the air or liquid
previously present, forcing the former upwards into the atmosphere, and
the latter downwards.

Having briefly referred to the percolation of water in cuttings and
embankments, the drainage is now considered. It must be either
precautionary, _i.e._, to prevent a slip, or remedial, _i.e._, to drain
a slip.

The aim of any draining operations to prevent slips in earthwork is to
search for the source of water discharge, to tap and gently conduct it
away and prevent it reaching, accumulating, percolating, or being
confined within the <DW72> of a cutting, which it may then reduce to a
pulpy condition; its free effluxion being most important, as also the
lessening of the percolation of rain and surface-waters. The drainage of
cuttings or embankments may consist of wells, culverts, closed or open
channels, pipes, and tile drains of every reasonable and economical
form, and may be placed in various positions. To describe them and the
different systems of draining is to open up a subject requiring several
volumes; here the endeavour is made to indicate whether elaborate or
ordinary drainage is required, or mere water-tables and surface drains,
and care in the process of excavation and deposition, protection of the
<DW72>s, and in giving them sufficient inclination to prevent movement.
If possible and time allows, the drainage in treacherous soils should
always be commenced before the main excavation, and, in any case,
simultaneously.

Rock and solid impermeable earth may merely require to be surface
drained, but all treacherous and porous soil, deep draining; and
granular soils, which usually exude water from the whole mass, demand
different treatment to those earths which discharge water at particular
places; but it may be most difficult to drain a mixed soil, such as
sandy loam and silt. With the exception of a counterfort and drain at
the foot of a <DW72>, and an impermeable catchwater drain upon the <DW72>s
and top drains, to prevent and lessen surface percolation, the best
method to adopt in earth of this description may be to sink wells at
intervals to intercept the flow or percolation of any ground waters; to
attempt to drain or draw out the water in the soil will end in
comparative failure. To reduce the volume of the percolating waters is
the object to be attained, and then evaporation, vibration, which tends
to shake down water, and time may gradually convert the earth to the
desired drier condition. The wells can be filled with broken stone or
coarse gravel to support them, and prevent their closing.

It is an advantage to prevent the percolation of water into soil that
will not readily part with it, such as the clay earths, as it may be
economically impossible to drain or restore the earth to its normal
condition, and should the strata be upheaved, intermixed, and of a
permeable and impermeable character, a scientific application of
drainage can alone succeed. When the source of the water is ascertained,
it can be seen whether a complete system of drainage is necessary over
the whole of a cutting or only a portion of the <DW72>s. Dampness and the
egression of water may be merely local; if so, by boring a hole and
inserting a drain into a <DW72> to tap the flow it may be cured, the
surface being made dry by a layer of ashes or other absorbent material.
Pipes or tile drains may be sufficient when springs exist, or the flow
of water is local, and in loose soils it is especially advisable to
provide openings for cleaning any covered drains. Brickwork, masonry,
concrete, pipes, or other rigid drains, may not be suitable for ground
likely to unequally subside, as they will probably crack or leak, and
loose-jointed pipes or over-lapping tile drains may be required. In
treacherous clay soils surface longitudinal and transverse drains will
most probably be insufficient, and deep draining of the mass be
necessary, also the ground upon which earth is deposited will require to
be drained and a layer of rubble stone placed upon it, a cutting or
embankment being divided into small drainage areas by deep open dry
stone trenches.

Water may not sufficiently percolate into a hill, either because of its
surface being covered with vegetation, or the soil being of an
impervious nature. It may then flow down the <DW72> of a cutting which
will probably be bare and unprotected. To prevent slips the discharge
must be carefully controlled and led away, particularly when the
formation is drift soil upon rock, or the earth will be liable to
saturation and degradation; also to prevent a flow of water under its
seat, and upon the natural ground, should an embankment be deposited
upon it.

When a <DW72> upon the hill-side of a cutting is of considerable length
and steepness, it is advisable to bench it and divide it into a series
of terraces and short <DW72>s, and to provide catchwater drains, with
impermeable surfaces so as to prevent any surface water attaining a high
velocity, and scouring power. All surface water upon the side of a hill
should be controlled, and catchwater drains may suffice to do this.

Should an impervious stratum be upheaved so as to make a reservoir wall
for water under the seat of an embankment, it is useless to
surface-drain the valley side of it in sidelong ground, as it will not
affect the waters that trickle down the hill, which will be dammed up to
the top level of the impervious stratum, and may saturate the seat of an
embankment and cause a slip. In such a case through drainage must be
created from the hill to the valley, and the impervious upheaved cap
must be pierced so as not to interfere with the passage of water.

In countries where there is a certain dry and rainy season, the
necessary provision required for drainage must not be computed from the
visible effects of the rainfall soon after the wet season has commenced,
but the maximum flood may be discerned when the earth has absorbed or
retains the moisture evaporated during the dry season, and becomes
water-charged. In the tropics or exceptionally wet districts the only
effectual method of draining may be to divide the area into small
portions, as the rainfall may be so great, sudden, and continuous that
unless it naturally flows into a channel, which should not be diverted
or its course be materially altered, it will be impossible to control
the waters. In an exceptional situation where a railway must be located
in a ravine and close to a river, and the material of which an
embankment is made is compact earth or the ground firm, it may be
advisable to allow the overflow waters of a river, or the flow of
surface water towards it, when the extreme flood level is known, to
gently pass over a line of railway, it being kept at such a level as not
to impede free working, and to ensure that any back water is not
prevented from escaping. If not, an embankment may slip and require
extensive and frequent bridges, culverts, or drainage channels in order
to provide sufficient waterway, and to attain permanent stability of the
embankment.

In all cases it is necessary to determine the depth to which the drains
must be placed to be effectual, and their position, extent and number,
and it should be remembered that the fewer there are the greater will be
the velocity and discharge; also if many small drains are inserted the
soil may stand, but if only one or two are made the surface may succumb
to the erosive action of the flowing waters. The provision of a
water-table or the mere surface drainage of a cutting, or the seat of an
embankment may be of little use, as the superimposed soil may slide upon
a stratum, and unless this bed is thoroughly drained rain may quickly
destroy the equilibrium. Of course, in the case of a slip, the drains to
be effectual must be placed below its level and down to the layer upon
which movement has occurred, especially in clay and retentive and
impervious earths, for instance, surface drainage in yellow clay is
almost useless.

Should the source be known from which the water issues the drainage may
be local, and if a spring be unsealed it may be necessary to insert
pipes in the <DW72>, for until the spring is tapped and guided no system
of drains may be effectual.

By inserting a stand-pipe over a spring, the height to which the water
will rise will approximately show the head-level of the supply. If
possible, this should be ascertained, as it may happen that the water
can be drained by gravitation in pipes without much excavation being
required in the <DW72>s or formation; but care should be taken that no
water is allowed to settle or accumulate for the purpose of its being
conducted away unless upon a protected surface.

With regard to catchwater drains upon the cess at the top of the <DW72>s,
they should be cut before the excavation is commenced; and it is
important to remember that instead of their affording protection by
guiding the surface waters, which would otherwise proceed towards the
<DW72>s, they may increase the percolation by localizing the water and
allowing it to accumulate and find its way to the <DW72>; and in sidelong
ground it may, therefore, be necessary to protect their valley more than
their uphill side, as the surface water will impinge against it; but
when they are practically impervious and gently direct the surface water
they are advantageous, and in permeable soil, unless they are so
constructed as to be impervious, perhaps it is better to have none. They
should be as reasonably distant from the top of the <DW72> as is
convenient without weakening the foundations of the posts supporting any
fencing, and in order to quickly discharge the water and lessen the
chance of their becoming choked by detritus or ice, they should have
considerable inclination. As the adoption of even a moderate fall in the
drains may erode the side ditches and cause water to percolate to the
<DW72>s and make a water-seam, it may be necessary to protect the bottom,
and as the depth of the side drains in order to be effectual may be
considerable, according to the character of the soil, the sides may also
require to be covered and supported. In cuttings in many soils
sufficient stones can be picked out to cover the surfaces of the side
drains, and they can be roughly packed, the smaller stones being rammed
into the interstices between the larger, which will gradually become
filled; also a covering of brushwood, rammed earth, or puddled clay can
be used, or other expedient which occasion may suggest. The inclination
must not be steeper than the natural or protected bed can bear without
the water scouring it, and yet should be sufficient to prevent any
deposit or choking, and the drains should be cleared regularly, and
especially in the autumn in England or before the wet season commences,
and all depressions in which water can accumulate should be levelled in
order to assist easy discharge. Small open drains become choked somewhat
easily, and it is therefore advisable to make them according to the
nature of the soil, situation, and requirements not less than 1 foot 6
inches to 3 feet in width at the top and 1 foot at bottom; they may be
from 1 foot to 3 feet in depth. Care should be taken that the bends are
not too abrupt or the water may make its own course. A gentle curve
considerably increases the flow. The angle of a bend should be as easy
as possible, and not exceed 26° or 2 to 1.

In sandy and loose soils, if unprotected, open drains may be difficult
to maintain even when filled with broken stone, and covered or pipe
drains be necessary, and those loosely filled with stones or <DW19>s may
not succeed; in any case no run of the sand must be allowed, and it is
advisable to rapidly construct them. In peaty soils, from subsidence of
the ground consequent upon draining, the drains often become choked. The
depth of a drain in the formation may require to be deeper than
elsewhere, as at the toe of the <DW72>, the weakest part, the water will
generally be most abundant.

Upon railways, the advantage of thorough drainage of the formation as
regards the stability of the permanent way and reduction of the cost of
repairs is proverbial, but here is only named in its relation to the
prevention and the reparation of slips.

When field drains are intercepted in the <DW72>s, drain pipes or timber
ducts should be joined to them and be connected with the general
drainage of a cutting. Draining the <DW72>s, providing outlets for the
water, and also support to the earth can be effected by means of a
counterfort of permeable material at the toe of the <DW72>, with its
foundation a few feet below formation level, with open drains at right
angles or obliquely to it extending from the foe to the top of the
<DW72>.[1] These open drains and trenches can be filled with stones,
gravel, hard chalk, ashes, brushwood and gravel, broken bricks, burnt
clay or other suitable material; and a simple covering of picked ashes,
&c., over a moist place in a clay cutting of little depth may be
sufficient. The distance apart of such trenches in clay cuttings
generally ranges between 10 and 33 feet; their location must be governed
by the consideration that they exist in order to prevent a localization
of water in the <DW72>s: their width is usually from 2 feet to 8 feet,
and most frequently 4 to 6 feet, and the depth from 1 foot 6 inches to 3
feet and upwards, below the surface of the <DW72>, but in very wet
embankments a width from 6 to 10 feet and of such a depth as the soil
will allow without extensive support. If the earth has not slipped, and
it should be found that the ground is wet for from 6 to 8 feet or so
beneath the surface, and the depth of the trench is made about half that
of the wetted soil, it is sufficient to collect the water, but if it has
slipped most probably such drains will not be effectual until carried
down below the seat of movement. At the foot of a <DW72> these drains
should be connected with longitudinal channels parallel to the formation
to gently convey the water to the nearest outlet. The location, distance
apart, depth, width, and direction of the trenches must be governed by
the nature of the soil, the depth of a cutting or height of an
embankment, the area of the surface to be drained, the quantity of water
in it, the presence of water-seams and weak places, and by other minor
considerations.

Footnote 1:

  _Vide_ Chap. VI., pp. 111, 112.

With respect to the material with which the trenches should be filled, a
uniform substance having considerable power of absorption, and but few
particles between the interstices, is to be preferred, as the trickling
of water and vibration causes the smaller material to fall towards the
bottom of the trench, which, therefore, may become partly choked, and
free drainage be interrupted at the toe of the <DW72>, the most
vulnerable place. As sand is always present in unwashed gravel, it will
gradually flow or fall to the base of the trench and will prevent equal
drainage, but properly burnt clay, being a more uniform and fragmentary
substance, is better than sandy gravel, as it is dry and porous; but
much depends upon it being well burnt or it may weather. Ashes and chalk
are excellent collectors of water and are usually of an even character,
but ashes are better than chalk, as the latter material, unless very
hard, is liable to become disintegrated by the action of the atmosphere,
rain, and frost. The difficulty with respect to ashes is to obtain them
in sufficient quantity, free from dust, and of the requisite size. When
weight is required as well as drainage, burnt clay, gravel, or chalk is
to be preferred to ashes. Burnt clay, although burned upon the site, is
generally a more expensive material than gravel, but the amount of
moisture in the clay will principally determine the quantity of fuel
necessary to burn it, and therefore the cost. If shale is present, by
thoroughly igniting it the expense of burning may be nearly reduced to
that of lighting and turning over, as it will usually burn unaided. All
trenches should drain into pipes placed below the formation or into open
drains at a sufficient distance from the toe of a <DW72> as not to
deleteriously affect it, in order that the water may be controlled and
gently conveyed to an outlet.

The chief objection to open drains is that all excavated trenches or
inserted drains in the <DW72>s destroy the cohesion of the earth and aid
in detaching portions of the surface. If the cohesion and adhesion of
the soil were the same under every condition, this would be a cogent
reason against the system, but, as in earthwork, every degree of
moisture from dampness to saturation may be attained, the cohesive power
is a very variable quantity, apart from the effects of vibration; and
also open drains undoubtedly do cause a <DW72> to be drier, and moderate
local humidity, and therefore increase the cohesion and general
stability of the part drained; the only fear being that from inattention
they may become choked; then they are dangerous, as they will
permanently collect and retain water instead of temporarily retaining
and gently guiding it. A careful consideration of the circumstances may
much reduce this objection by indicating whether it is advisable to have
only a few deep, or several small surface drains. Provided proper
precautions are taken, experience indicates that filled-in trenches in
the <DW72>s are generally successful, and certainly are simpler and
cheaper than a retaining wall at the toe of a <DW72>. In pervious soil it
may be economically impossible to drain the <DW72>s unless they are
divided into sections, and should the material in the trenches be
well-packed and pressed down, it may even increase the friction between
the separated portions.

In connection with the drainage of cuttings may be named that excavation
should not be allowed to be cast upon the cess unless some distance from
the edge of a <DW72>, and only temporarily for purposes of ballasting and
metalling; as such spoil-banks increase the load and localize the water
to be drained.

A more complete system of drainage may be necessary than those
previously named, consisting of a combination of wells, open, or holding
filtering material; pipe-drains or filled-in trenches, wells with a pipe
leading to a catchwater drain, &c., or other usual methods of land
drainage. For instance, it may be discovered that water issues from a
spring outside the fence or cutting; if so, in order to drain the <DW72>s
it may be necessary to sink a well to a stratum below the formation
level so as to tap the spring, thereby preventing an exudation of water
upon the <DW72>; this is a better plan than drawing the water into the
<DW72> and then draining it.

When pervious earth overlies an impervious stratum, _i.e._, gravel or
sand upon clay, rough-filled wells at intervals inside the fence
extending 3 or 4 feet into the clay, with an outlet drain, may be
required to prevent a flow of water upon the clay and a wetted surface
upon which the gravel can slide; and it may be necessary to have a cess
on the <DW72> between the top of the clay and the bottom of the gravel or
sand, with a catchwater drain upon it, particularly in a cutting in
sidelong ground.

Should the soil be silty sand, or be charged with water, consequent upon
the formation of the country, it may be impossible to drain a cutting
without a complete system of wells, catchwater drains and pipes, and
even then it may be difficult to separate the water from the earth. In
building a drain-shaft it should be remembered that it may not only be
subject to a compressive strain, but also to transverse strain and
flexure from different pressures of the earth at various depths,
especially when the soil is not the same throughout, and unequally damp.

When “boils” occur in sand-cuttings, perhaps the cheapest expedient is
to place a shaft over the boil, weight the bottom sufficiently to
prevent a movement of the sand, but to allow the water to escape, and
make a discharge outlet after having ascertained its head level: _vide_
Chapter XII. On no account should a spring be stopped, as such action
will result in its diversion to some other place; but the water flowing
from it should be guided and discharged. Weighting may arrest a slip in
any sandy soil, also clay or any impervious material placed upon the
sand, or sinking a well outside a cutting to a depth of some 5 feet
below the bottom may effect a remedy by abstracting the surplus water,
but care must be taken not to disturb the sand.

Slips in embankments frequently occur from the percolation of water
through the formation to the <DW72>s, and so to the toe, the lower
portions become disintegrated by moisture and the effects of weather,
and cause the upper parts to slide or move. To lessen percolation and to
prevent an accumulation of water upon the formation, it is usual for its
centre to be raised a few inches above the level of the top of the
<DW72>. This is undoubtedly a good practice, as it also tends to drain
the ballast, but it may be nullified in time if the entire width of the
formation be not covered with an impermeable layer or with ballast; for
when an unprotected space remains between the toe of the <DW72> of the
ballast and the top of the <DW72> of an embankment, water is liable to
percolate through the cess and cause a <DW72> to become wet and unstable;
particularly so if the ballast is broken rock and has side walls instead
of <DW72>s, as then a depression will probably be made by the platelayers
or signalmen walking upon the cess. In all cases where the material is
treacherous or likely to slip, it is advisable to cover the top of
embankments of considerable height throughout their width with ballast
or some impervious soil, provided the permanent way is also properly
drained. This is the simplest precaution to take respecting the
preservation of the formation level or summit of an embankment. All
grass, dirt, and refuse should be regularly removed from it and anything
that obstructs free drainage. The nature of the ballast also affects the
evenness of the surface of the formation, as if it consists of broken
rock, the equal and regular packing of the sleepers is not so easily
effected as with gravel ballast; the sleepers are frequently not
uniformly supported throughout their length, the pressure upon the
formation is localized, depressions are formed and water collected, and
slips and subsidences in soils of a treacherous nature may be induced
from this cause, as the equilibrium is soon disturbed. The formation
should be so drained and constructed that water cannot percolate to or
cause the surface to become soft and work up into or through the
ballast, or a state of unsettlement will be produced by water soaking
through the ballast to an embankment, and so saturating part of it and
forcing out the upper portion of a <DW72>. In all close granular ballast
cross channels should be made to lead away the surface water. Transverse
open tile-drains may be required leading to an impervious channel. Water
has been known to percolate through a considerable depth of ballast when
added to restore a sunken embankment, even through as much as 7 to 10
feet when two falling gradients induced a flow of the surface waters to
one place. In certain situations it may be necessary should an
embankment be of clay or treacherous soil when wet, to cover the
formation with an impervious stratum to prevent percolation to the
embankment, and to thoroughly and separately drain the ballast placed
upon it.

At the base of an embankment a ditch should be cut upon the higher side,
or both sides, as near as convenient to the fence. When in addition to
the interception of any surface waters by an embankment the ground is
very retentive of moisture, it may be necessary to drain the seat; with
this object trenches can be excavated at intervals at right angles or
obliquely to the centre line of the embankment, and be filled with some
hard filtering substance, such as stone or gravel, so as to effect and
control the discharge of the waters. Should this be too expensive a
method to adopt, and always provided the surface waters are prevented
from flowing or trickling into the base of an embankment, the ground
might be excavated so as to equally incline downwards towards the
centre, the level at that point being 1 foot to 2 feet below the toe of
the <DW72> on each side, according to the width of the base of the
embankment; a small trench being cut in the centre and filled with
stones, and covered at the top with brushwood or hurdles or other
provision necessary to ensure it being permanently an effectual water
channel, with occasional or other drains to lead the water to the
nearest culvert or side ditch. When it is found that water passes over
the surface of firm soil upon which an embankment is deposited, the
water must be intercepted and led away; and should an embankment be of
retentive earth, in order to tap the water that has flowed and
percolated into it, and to restore the earth to its normal condition and
prevent slips and subsidences, it may be necessary to sink shafts to a
depth of a few feet below the seat of an embankment until the mass is
drained.

With regard to culverts, a settlement or slip of an embankment over a
culvert may unequally strain, fracture, and displace portions of it, and
therefore interrupt the flow of the drainage waters, which may then
reach the seat of an embankment and cause it to be in a dangerous
condition. They are usually necessarily placed at the deepest point of
an embankment, and consequently the most difficult to make repairs. In
such a situation they should be built sufficiently large to allow of the
easy passage of a man, in order that due inspection may be made, and be
constructed of materials of a durable character. Should a naturally firm
bank exist on one or both sides of a stream, it should be stripped of
all plant growth and decaying matter, and be preserved in order to form
a natural wall to relieve a culvert from side pressure, but firm or hard
material must be inserted between the back of the wall and the face of
the stream bank so as to support the wall against the pressure it
receives from the arch. This leads to a consideration of the best form
of culvert. In clay soils, and those which exert pressure from
expansion, especially if the culvert is surrounded by clay earth, the
circular is generally considered to be the best form, and this has been
proved to be so in tunnels in similar soil, with splayed wing-walls to
assist and guide the flow and help to keep a clear entrance. In granular
soils, such as dry sand or gravel, the earth acts differently and more
in accordance with the angle of repose theory of pressure, therefore the
strain upon the arch would be the greatest, and its thrust must be
counterbalanced at the sides, the strain upon the invert being probably
very little and due to the tendency to an overturning movement of either
of the straight walls. However, in culverts as in tunnels, it is
impossible to say the exact amount or direction of the strain, although
it may be approximately computed.

Should it be necessary to erect a culvert upon soft ground, as much of
it as practicable should be excavated and a concrete foundation be
placed thereon; it is also advisable to allow an extra length to that
required by the calculated <DW72>.

A culvert should have an invert unless upon a hard rock bed, and care
should be taken that there shall be no leakage at the springing of the
inverted arch or under it, or beneath the sidewalls at the level of the
surface of a flat stone drain or below it.

The banks of a stream or watercourse should be inspected occasionally,
especially on the up-stream side of a culvert, in order to note whether
they are stable or crumbling away, as then the course of the stream may
be widened or diverted, and so erode the toe of an embankment and cause
a slip of earth. Splayed wing-walls are a protection against such a
danger besides aiding the flow of water through them, and they also
lessen the chance of a damming back of the water and undermining, as
they increase the discharge; for instance, a splay of 53° has been found
to increase the flow about 25 per centum. The surface of the material of
which a culvert is constructed should be as smooth as practicable, so as
to reduce the friction of water flowing past it, which, in the case of
unplaned timber, cast and wrought ironwork, ashlar masonry, brickwork,
and concrete, is about the same, but is some 30 per cent. more when the
surface consists of rubble masonry.

When an embankment crosses a narrow valley, in which no watercourse
exists, instead of a culvert, a bed of loose stones has been placed upon
the ground under the whole area of the seat of an embankment at its
greatest depth, a proper fall and bed being given to it.

The toe of the <DW72> on the up-stream side should be protected from any
wash, and the stone layer be carried a few feet beyond the foot of the
<DW72> on the lower side.

The following general principles it is well to remember in designing
culverts.

When a culvert is of uniform section, which is almost invariably the
case, it should have the same inclination throughout.

Avoid, or ease, all bends as much as possible.

Have splayed wing-walls.

Make provision against undermining by scour or percolation of water.

Have smooth and even surfaces so as to reduce the friction and increase
the discharge.

Have an arched invert to a culvert, and a flat bed stone to all small
surface drains, with complete connection to the side walls.

In some countries having a severe climate, or in high mountainous
districts where the soil is rock and a heavy discharge of flood-waters
occurs, instead of placing a culvert and gathering the waters at or
about the level of the toe of an embankment, in deep hillsides or
ravines an unlined tunnel is made under the embankment in the rock, thus
avoiding a masonry or brickwork structure, which could only be set in
the summer months, and preventing the waters touching the seat of an
embankment and promoting a slip.

When the level of a rivulet allows, and the waters are simply surface
discharge, the system has been used of making two open channels, one
upon each side of a steep valley, thus retaining the waters, allowing
the adoption of two short span open culverts and two channels instead of
one large culvert at the deepest place, and saving expense, the original
bed of watercourse being filled with the surplus excavation. The
embankment consisting of broken rock or hard granular soil, any little
percolation of water along the old bed will not deleteriously affect it,
but will find a passage.




                               CHAPTER V.

  APPROXIMATE SAFE MAXIMUM LOAD UPON DIFFERENT EARTHS.—NORMAL
    PRESSURE OF THE EARTH.—THE SAFE MAXIMUM LOAD UPON DEPOSITED
    EARTH.—APPROXIMATE SAFE MAXIMUM HEIGHT OF AN EMBANKMENT.


There is no limit to the depth of a cutting except a due regard to
economical construction, provided the <DW72>s are sufficiently flat, and
the lateral and upward fluid pressure in the <DW72>, and formation and
quantity of water not too great for the stability of the earth; but, in
the case of embankments, the load upon the ground and the deposited
material in great measure restricts the height, or necessitates an
embankment being gradually spread out, so as to enlarge the bearing area
as the weight is increased.

The following values of the safe maximum compressive load have been
compiled from actual practice, but are, of course, only intended as a
guide to the safe load for foundations excavated in ground not
artificially deposited. The condition of the earth in each case should
be considered, and in works of magnitude it is advisable to make
experiments extending as long as practicable, and for at least a month,
and it is false economy not to carefully ascertain the character,
condition and other circumstances of a foundation destined to support
any part of a structure, a failure of which may result in serious
consequences; and it should be borne in mind that a continuous surface
possesses greater sustaining power than the same area in detached
portions, as the adhesion of the sides is not destroyed; similarly, the
load that a tenacious earth will support upon a small area is somewhat
greater than over a large area, because the lateral surfaces are
relatively larger in proportion to the area, and, therefore, the effect
of cohesion is proportionately greater; but in loose soils it is not so,
for cohesion exists but in name, and the ground around would be upheaved
upon an excessive load being superimposed. In testing the weight any
earth will support, it is not so much the first settlement, provided it
is not excessive, that it is desirous to know, but whether after the
first settlement it ceases or the earth, as it were, reacts and
rebounds, which it may do in firm ground to the extent of one-eighth to
half an inch. If so, the ground is not overloaded.

After ascertaining by experiment the pressure any earth will bear over a
given area, the object should be to make the soil neither drier nor
wetter than that of its natural state when experimenting, and it should
be maintained in that condition. In testing the weight which a soft
earth will support, some days should be allowed for the sinking of the
test platform, and such subsidence should be ascertained periodically by
careful levels. A month is not too long for a reliable and complete
test, as many soft soils continue to yield. In soft clay soils
considerable depression often proceeds for weeks after a load has been
applied, but except in peculiar earths such settlement will ultimately
be imperceptible, and will practically cease. A considerable margin of
stability should in all cases be allowed. Although it may not be
absolutely necessary to experiment when the nature of the ground is well
known, wherever stability is of great importance, the cost of a
practical experiment being so small, there is no sufficient reason why
an actual test of the sustaining power of the soil should not be made in
the majority of instances, for there are many earths whose friction and
cohesiveness can alone be depended upon for resistance to displacement.
In such cases the initial pressure upon the earth should not be much
exceeded.

                   Description of Earth.                    Approximate
                                                            Safe Maximum
                                                            Load in Tons
                                                             per Square
                                                               Foot.

 Bog, morass, quicksand, peat moss, marsh-land, silt         0 to 0·20

 Slake and mud, hard peat turf                               0 to 0·25

 Soft wet pasty or muddy clay, and marsh clay               0·25 to 0·33

 Alluvial deposits of moderate depths in river beds, &c.    0·20 to 0·35

 NOTE.—When the river bed is rocky and the deposit firm
 they may safely support 0·75 ton, but not more.

 Diluvial clay beds of rivers                               0·35 to 1·00

 Alluvial earth, loams and loamy soil (clay and 40 to 70
   per cent. of sand), and clay loams (clay and about 30    0·75 to 1·50
   per cent. of sand)

 Damp clay                                                  1·50 to 2·00

 Loose sand in shifting river bed, the safe load increasing 2·50 to 3·00
   with depth

 Upheaved and intermixed beds of different sound clays          3·00

 Silty sand of uniform and firm character in a river bed    3·50 to 4·00
   secure from scour, and at depths below 25 feet

 Solid clay mixed with very fine sand                           4·00

 NOTE.—Equal drainage and condition is especially necessary
 in the case of clays, as moisture may reduce them from
 their greatest to their least bearing capacity. When found
 equally and thoroughly mixed with sand and gravel their
 supporting power is usually increased.

 Sound yellow clay containing only the normal quantity of   4·00 to 6·00
   water

 Solid blue clay, marl and indurated marl, and firm boulder 5·00 to 8·00
   gravel and sand

 Soft chalk, impure and argillaceous                        1·00 to 1·50

 Hard white chalk                                           2·50 to 4·00

 Ordinary superficial sand beds                             2·50 to 4·00

 Firm sand in estuaries, bays, &c.                          4·50 to 5·00

 NOTE.—The Dutch engineers consider the safe load upon firm
 clean sand as 5½ tons per square foot

 Very firm, compact sand foundations at a considerable      6·00 to 7·00
   depth, not less than 20 feet, and compact sandy gravel

 NOTE.—The sustaining power of sand increases as it
 approaches a homogeneous gravelly state.

 Firm shale, protected from the weather, and clean gravel   6·00 to 8·00

 Compact gravel                                             7·00 to 9·00

 NOTE.—The relative bearing powers of gravel may be thus
 described:—

 1. Compact gravel. 2. Clean gravel. 3. Sandy gravel. 4.
 Clayey or loamy gravel.

 Sound, clean, homogeneous Thames gravel has been weighted
 with 14 tons per square foot at a depth of only 3 to 5
 feet below the surface, and presented no indication of
 failure. This gravel was similar to that of a clean pebbly
 beach.

In loose non-cohesive earths the load may be increased, when the depth
is considerable, as the soil has been subject to a greater normal
pressure due to the weight of the soil upon it at any depth; but it is
not advisable to consider such increase of bearing power of the soil,
unless at any depth it is found that the normal pressure augments the
bearing power and makes the earth more dense, which may be approximately
ascertained by experiment. In such event the load upon the base can be
increased by the weight of the normal pressure removed. Supposing 5 tons
per square foot was known to be the safe load upon the surface of the
ground, and at any depth it was found that the normal pressure of the
soil was 2 tons; 5 + 2 = 7 tons placed at that depth would equal 5 tons
at the surface. In the worst case, when the loose earth is of great
depth, and it is certain that it cannot be tapped or disturbed at the
depth at which it is decided to place the foundations of a structure,
provided the load is not more than the normal pressure, it is not
probable that it will subside or slip, as no additional weight is
imposed.

In foundation and general work, rocks are usually not loaded with a
greater weight than from 8 to 18 tons per square foot, according to the
character of the rock. As the crushing strength has been principally
ascertained from cubes, and not from prisms, rectangular blocks, or
irregularly shaped pieces, and as the resistance of rocks to transverse
strain or breaking across is considerably less than the compressive
strength, and varies greatly and not always according to the crushing
resistance of the material, from 8 to 20 tons per square foot is a
prudent limit for the safe load, and should not be exceeded unless under
exceptional circumstances; as unequal bearing may greatly intensify the
strain, and irregularity in the texture may reduce the resisting powers
to that of the weakest part. Sandstone rock that can be crumbled in the
hand should not be loaded with more than 1½ to 1¾ ton per square foot,
or it will probably begin to flake and disintegrate. The strength of
sandstone varies very greatly, and in experiments it has been found that
when fine close grained, it supported before being crushed five times
the weight that very coarse gritty sandstone, having a sandy appearance,
would sustain; the respective crushing pressures per square foot being
362 and 67 tons.

Reference to authorities on the resistance of stones to crushing,
tension and transverse strain, will give the approximate safe load per
square foot; but in foundations, _i.e._, upon the rock in its natural
location, it should not exceed one-tenth of the ultimate resistance, and
the compressive strength should not alone be taken as a guide to the
safe load, but the resistance of the rock to tensional and transverse
strain should be considered. The value given for crumbling sandstone is
for the softest material that can be called rock, and is merely stated
to show that although some earths may be generally classed as rocks
their bearing power may be limited. The safe load upon an artificial
rubble mound foundation depends upon its character, and firmness and
solidity when deposited, and upon that of the ground on which it is
placed. No general values can be named, although it may be classed as
clean or compact gravel.

In a cutting, by excavation, the normal pressure of the earth, which
varies with the depth and weight of the soil, is removed.

Let

  D = the depth in feet of a cutting from the original surface of the
        ground,

  W = the weight of a cubic foot of earth in decimals of a ton,

  P = the normal pressure in tons per square foot at any given depth,

        Then                     P = D × W.

On the other hand, in the case of an embankment the normal load upon the
earth is not affected, but an additional weight is superimposed;
consequently, to prevent slips or subsidence from overweighting, there
is a limit to the height of an embankment, apart from economical
considerations of its deposition. The problem to determine is,
therefore, the limit of the height to which an embankment may be
deposited without exceeding the safe load that the natural ground will
permanently sustain. The safe load upon the earth of which an embankment
is composed is referred to in due course.

Let

  S = the safe load in tons per square foot upon the original ground or
        earth not artificially deposited.

  H = the theoretical limiting height in feet of an embankment.

  W = the weight in tons of a cubic foot of the deposited earth.

NOTE.—When the earth is of a mixed character, the safe load should be
that of the weakest soil.

The condition of equilibrium is that the height is not greater than the
safe load divided by the weight of the ground, and is consequently given
by the expression—

                                H = S/W.

In order to prevent a reference to other books, a table is appended of
the approximate weights of different earths in their ordinary condition,
compiled from the best authorities.

The weights are those of solid rock, therefore, when it is deposited
they will be lighter according to the volume of the interstices.

 ───────────────────────────────────────┬───────────────────────────────
             Name of Earth.             │            Weight.
 ───────────────────────────────────────┼───────────────┬───────────────
                                        │ Decimals of a │     Tons.
                                        │     Ton.      │  Cubic Yard.
                                        │  Cubic Foot.  │
 ───────────────────────────────────────┼───────────────┼───────────────
 Basalt, solid                          │     0·083     │           2·25
 Bath stone, solid                      │     0·052     │           1·40
 Chalk, damp to wet, loose to close     │0·056 to 0·074 │   1·50 to 2·00
 Clay                                   │0·054 to 0·059 │   1·45 to 1·60
 Flint, solid                           │     0·074     │           2·00
 Granite                                │     0·078     │           2·10
 Gravel and shingle                     │0·046 to 0·055 │   1·25 to 1·50
 Limestone. Lias to compact mountain    │0·067 to 0·078 │   1·81 to 2·10
 Marl                                   │0·044 to 0·052 │   1·20 to 1·40
 Mud, at surface                        │     0·044     │           1·20
 Mud, at about 15 feet in depth         │     0·048     │           1·30
 Peat, hard, and top mould              │     0·036     │           0·98
 Portland stone, solid                  │     0·065     │           1·75
 Quartz, solid                          │     0·076     │           2·05
 Sand, dry river                        │     0·041     │           1·10
 Sand, damp and shaken                  │     0·055     │           1·50
 Sandstone, solid                       │0·063 to 0·072 │   1·70 to 1·95
 Shale                                  │     0·074     │           2·00
 Slate, solid                           │     0·080     │           2·15
 Trap, solid                            │     0·078     │           2·10
 ───────────────────────────────────────┴───────────────┴───────────────

In determining the safe load upon deposited earth it is well to remember
that:

1. Excavated earth cannot be restored in bulk to its original condition.

2. When the earth is simply deposited from a tip head, it cannot be
immediately consolidated by the act of deposition.

3. Until subsidence may, for all practical purposes, be considered at an
end, no deposited earth can be regarded as stable; but a mere uniform
weathering of the surface, which cannot be prevented when the exterior
is uncovered, will generally not cause instability of the mass.

4. Upon most public works the earth in an embankment is exposed in thin
layers.

5. The earth is loaded, in the great majority of cases, soon after it is
deposited and before it has settled or become consolidated, and is also
subject to vibration from earth waggons, locomotives, &c.

6. The comparative dry or wet state of the deposited earth and its power
of resistance to meteorological deterioration. _Vide_ also Chapter IX.

Taking into consideration these and other deteriorating influences, the
problem to be solved is, what deduction must be made from the safe load
upon unexcavated earth in foundations, in order to know the safe
sustaining power of the same earth when deposited in an embankment? Much
depends upon the liability of the soil to become saturated or in a
damper state than that in which it is known to be stable. For this
reason the height of embankments in clay soils, which are so
deleteriously affected by the weather, is generally made as little as
possible. Of course, temporarily an embankment will stand with a greater
pressure, _i.e._, at a greater height than the safe height, and,
provided no lateral movement took place, an embankment would be stable
until the earth was nearly crushed; but permanent stability and freedom
from slips and subsidence is the object to be attained, and everything
must be subject to local conditions, such as the amount of rainfall, the
situation, the care exercised during deposition, the protection given to
the surface, and the general drainage, and these must always govern the
application of any general rule. It is, therefore, necessary to divide
earths into two kinds, namely:—granular and non-granular; the former is
assumed to have particles, for purposes of earthwork, insoluble in
water, the latter to be liable to be dissolved by aqueous action, or to
be so affected by it as to lessen the stability. It is impracticable to
determine by a formula the permanent safe maximum height of an
embankment; the values named are, however, an approximately reliable
indication of the height, and are based upon the assumption that the
<DW72>s are sufficiently flat to be stable, and that the embankments are
deposited in the ordinary way, the width of the formation or top being
not less than about 15 feet. It is seldom economical to make an
embankment more than 70 to 90 feet in height, except for short lengths,
and where deep cuttings cannot be avoided, and it becomes a question of
tipping spoil banks or main embankments, or the foundations for a
viaduct are known to be of a treacherous and doubtful character. The
heights named have been calculated under the worst conditions, _i.e._,
that any weight upon the formation will be directly communicated to the
base as in the case of a column, and not through the cross-section of an
embankment, and over the whole area of the base; however, there is
always the danger that the central portion may subside, as the weight
upon it is the greatest, and that the <DW72>s may be disturbed and
pressed out, especially in soft or soluble earth likely to be quickly
affected by moisture. The soil is considered to have no reliable
cohesion.

In this country the limits of general practice for the height of
embankments when unaided by retaining walls or other support, but with
the <DW72>s soiled, covered with grass, and only externally drained, has
been as follows:—

 Surface soils, about 20 to 30 feet.
 Boulder clay from 25 to 30 feet.
 Yellow, or ordinary clay, 30 to 40 feet.
 Ditto, ditto, in cuttings, 60 to 65 feet.
 Chalk, 30 to 40 feet.
 Gravel and sand, about 60 feet.
 Ditto, in cuttings, 80 feet.

These have, however, been exceeded in many instances, especially upon
the lower side of an embankment upon sidelong ground. Probably the
highest artificial embankments unsupported by walls or any protective
works, are quarry and mining-tips, and ballast-heaps. These have been
cast out in all weathers, and allowed to assume any <DW72> or shape, and
to a height as great as 100 to 120 feet, and have remained stable,
although usually in an exposed situation, but almost free from
vibration.

In Chapter VI. a railway embankment 90 feet in height, in treacherous
clay-soil is instanced, and there are many embankments of various earths
from 70 to 90 feet in height on the centre line, but a railway
embankment exceeding 100 feet in height on the centre line is rare,
although the height from the toe of the <DW72> to the formation level in
sidelong ground may be frequently exceeded. A short and very high
embankment may stand where one of considerable length would slip,
consequent upon variations in the character and condition of the earth,
the bearing capacity of the ground, the state of the weather, the flow
of the surface water, general homogeneousness, the configuration of the
ground, and other deteriorating influences; but draining, careful
deposition, and a judicious adoption of the varying <DW72> system, and
other precautionary works, will conduce to stability. Unless in
exceptional circumstances, it is advisable to avoid very high
embankments, as a slip of earthwork seldom gives much prevenient notice,
and the works of reparation can scarcely be effected by any means than
manual labour. The quantity of earth to be treated may be so large that
before the remedial works can be completed a wet season may arrest
operations and cause additional movement and subsidence of the earth.

                            GRANULAR EARTHS.

         Description of Earth Embankment.            Approximate safe
                                                     permanent maximum
                                                   height in feet, of an
                                                   embankment in earth,
                                                       conditions as
                                                        described.
                                                           Feet.

 Indurated compact gravel, cementing material               120
   imperishable. Clean ballast

 Clean gravel, unwashed                                     110

 Sharp compact clean sand                                   100

 Firm, clean, angular, large-grained sand                   90

 Ordinary nodular sand, slightly loamy                   60 to 70

 Loamy sand                                              50 to 55

  NOTE.—Clean fragmentary rock of uniform size, carefully tipped,
  would stand permanently at any height within reasonable approach to
  the safe compressive load; but in deposited earth, as in cuttings,
  in addition to the contingency that the natural ground at the base
  may not be able to bear the strain, the effect of water pressure
  must be considered as it may become of sufficient force to cause the
  face of the <DW72>s to become loose and finally separate and slip. At
  a height of only 50 feet clear head, the pressure would be about 22
  lbs. per square inch; therefore, it is not so much the weight the
  deposited earth will bear as the effects of water upon the earth,
  and the water pressure that have to be considered.

                              OTHER EARTHS.

         Description of Earth Embankment.            Approximate safe
                                                     permanent maximum
                                                   height in feet, of an
                                                   embankment in earth,
                                                       conditions as
                                                        described.
                                                           Feet.

 Peat moss, marsh earth, consolidated mud, silt,          0 to 7
   hard peat turf

 Alluvial soil obtained from a river bed                  5 to 8

 NOTE.—When the river bed is rocky and the deposit
   firm, the height may be increased to 15 feet.

 Soft wet pasty clay, and marsh clay, moist and           5 to 6
   difficult to drain

 Diluvial clay soil of river beds, according to
   its uniform character, degree of firmness and          6 to 20
   hardness

 Alluvial soil. Loam and loamy earth. (Clay and 40
   to 70 per cent. of sand.) Clay loams (clay and        15 to 30
   about 30 per cent. of sand)

 Damp clay soil. Equably damp, that can be drained       25 to 30
   and will partly drain itself

  NOTE.—The earths named will generally have their bearing power
  increased by careful deposition in an embankment, for the act of
  equal separation of the mass will cause a decrease in the quantity
  of water contained in them: and they will be relieved of the
  water-pressure to which they were liable in their natural position.
  On the contrary, when carelessly tipped they may be deteriorated.
  _Vide_ Chapter IX.

In the case of all earths that are readily impaired by water, it is the
degree of permanent uniform dryness or wetness that governs the safe
height of an embankment; for even the surface of the most impervious
clay will be liable to become in a muddy state, although in the mass it
may be dry or in a condition conducive to stability. Almost all
aluminous or calcareous earths hold or retain water in varying quantity,
and as in embankments this may constantly change, no safe permanent
height of an embankment in such soils can be established. The most solid
impermeable clay when separated into small pieces and impregnated with
water to any quantity above that it normally contains, will have its
bearing power and general stability reduced, until, when saturated, it
becomes as mud. Impure and argillaceous chalk, marly clay, marl, and
shale, are all more or less weakened by aqueous action, and their safe
permanent height may be anything not exceeding the crushing strength of
the earth, with a due allowance for the deteriorating influences of
weather, vibration, and internal water-pressure.

In this chapter reference has been made to certain limits of the safe
height of embankments; but were these to be adopted as _the_ maximum
safe height in each earth it would be an indefensible edict, for by the
adoption of the required precautionary measures named in the several
chapters of this book the height can be considerably increased, and what
is more, has been much exceeded with impunity in numerous instances. The
inclination that any earth assumes, after being exposed to the weather a
sufficient time for it to be affected by it, will afford a good
indication of the safe load it will support. As the <DW72> of repose
becomes flatter, the bearing power of the soil in an embankment will be
reduced, all the deteriorating influences being identical.

For the best information “On the actual lateral pressure of earthwork,”
_vide_ the paper by Sir B. Baker, M. Council Inst. C.E., Minutes of
Proceedings of the Institution of Civil Engineers, London, vol. lxv.,
part iii.




                              CHAPTER VI.

  <DW72>s, GENERAL CONSIDERATIONS.—TABLE SHOWING THE USUAL RANGE OF
    <DW72>s.—TABLE OF COEFFICIENTS OF FRICTION.—NOTES ON THE COHESION OF
    EARTH.—FORM OF A <DW72>.—SOME CONDITIONS GOVERNING THE NECESSARY
    INCLINATION.—WIDENING EARTHWORKS WITHIN THE ORIGINAL FENCES.


With regard to the inclination and the form of a <DW72>, and the
prevention of slips in earthwork, in any slip the surface must be
affected; therefore, to determine the <DW72> of permanent stability of
any earth, whether in a cutting or an embankment, is of great
importance. An unnecessarily flat <DW72> is not only a monetary waste but
may be a cause of instability, for it exposes a larger surface to
deterioration by the weather. By what means is a correct decision to be
attained? Experience has shown that certain earths under known
conditions will repose at particular inclinations; however, to
empirically assume that any earth will always stand under any
circumstances is clearly imprudent and untenable. As a guide, a table of
<DW72>s for earths is valuable, but consideration of the consequences of
movement, and the distinctive features of each case should govern a
decision.

Should the earth be treacherous and require a flat <DW72>, it may be
advisable to reduce the quantity of excavation by the erection of a
retaining wall, not only to effect a saving in expenditure, but also to
permanently support the soil, and prevent instability.

An inspection of neighbouring quarries and the waste tips, sand or
gravel pits, hills and cliffs, cuttings and embankments for roads, river
banks, &c., will afford an indication of any local peculiarities caused
by the climate or otherwise; and a comparison of the natural <DW72>s
assumed when the soil has to withstand vibration, and when not so
disturbed, will enable a judgment to be formed of its deleterious effect
upon the earth; but above all, an examination of the cuttings and
embankments passing through or upon the same geological formation.
Reliable evidence can be so obtained upon which the <DW72> of permanent
repose can be determined according to the dictates of science and
experience, but the probable consequences of instability will demand a
due regard to provision against contingent deteriorating influences
which may almost destroy cohesion and render it necessary to rely solely
upon frictional resistance, the remaining resisting power against
movement of the earth, except in solid rock, which may stand with an
overhanging or vertical face, whereas mud and quicksand may not be in a
state of rest even when horizontal.

The following table of <DW72>s for different earths has been carefully
compiled to indicate the probable permanent <DW72>, but it should not be
separately considered from the other chapters in this book, as
circumstances modify even a considerable range of inclinations; for
instance, earths that will be stable at a certain <DW72> in temperate
climates will require a much flatter <DW72> in tropical or very cold
countries. Those named are more especially for artificially deposited or
embanked earths subject to vibration, and, therefore, in cuttings the
<DW72> might be steeper, although not so in aluminous soils or those in
which the particles become decomposed upon exposure. In Chapter II.,
under the head of each kind of earth, the approximate <DW72>s of repose
are more exactly named, as they would occupy too much space in a table.
When not mentioned in Chapter II. the <DW72> is given.

GENERAL NOTE.—The <DW72>s must be flatter according to the amount of
water in the same soil or to which it may be subject, the depth of a
cutting and height of an embankment, and the presence of all other
disturbing influences. _Vide_ Chapter V. for the safe maximum depth of
cuttings or height of embankments.


               TABLE SHOWING THE GENERAL RANGE OF <DW72>s.

               Description of Earth.                    Inclination.

 Peat moss, marsh earth, consolidated mud, silt,    Horizontal to 4 to 1
   hard peat turf, when loaded

 Alluvial soil                                        2 to 1 TO 3 to 1

 Ditto.                                    When wet     about 4 to 1

 Soft wet pasty clay in superficial beds              3 to 1 TO 4 to 1

 Diluvial firm clay of river beds                     2 to 1 TO 3 to 1

 Alluvial soil. Loam and loamy earth. (Clay and 40   1½ to 1 TO 2 to 1
   to 70 per cent. of sand)

 Ditto. Clay loams. (Clay and about 30 per cent. of
   sand)

 Ditto.                      When wet and crumbling   3 to 1 TO 4 to 1

 Damp clay soil                                            3 to 1

 Upheaved and intermixed beds of different sound      2 to 1 TO 3 to 1
   clays

 Solid clay mixed with very fine sand                      2 to 1

 Sound yellow clay containing only the normal
   quantity of water, the surfaces covered after      2 to 1 TO 3 to 1
   deposition

 Brown laminated clay, quickly affected by
   weather:—

                                    Surface covered        6 to 1

                                    Surface exposed       12 to 1

 Solid blue and firm clays, marl and indurated       1½ to 1 TO 2 to 1
   marl, and boulders imbedded in sand and gravel

 Soft chalk, impure and argillaceous                 1½ to 1 TO 2 to 1

 Ditto.                                 In cuttings   ½ to 1 TO 1 to 1

 Hard white chalk, having greater density than the   1 to 1 TO 1¼ to 1
   preceding.

 Ditto.                                 In cuttings Nearly vertical TO ½
                                                            to 1

 Ashes                                                     1 to 1

 Very fine dry sand                                  1½ to 1 TO 2 to 1

 Firm sand, surface not completely protected         1¼ to 1 TO 1½ to 1

 Firm sand in embankments, surface protected by     2 to 1 (least) TO 3
   fascine mattresses, as in Holland; and exposed           to 1
   to moderate sea

 Ditto, on land side.                                 1½ to 1 (least)

 Firm shale, surfaces covered                         ½ to 1 TO 1 to 1

 NOTE.—When the shale is greasy and becomes
 unguentous upon being exposed to the weather, it
 must be considered as a clay.

 Clean gravel and dry shingle                       1¼ to 1 (dry) TO 1½
                                                         to 1 (wet)

 Ordinary clean coarse sea beach, 3 to 1 at top,
 graduating according to the depth, size, range,
 set of the tide, and exposure, to 5 to 1 TO 8 to 1
 at moderate depths, and at the base to 20 to 1 TO
 30 to 1, the curve of the <DW72> being parabolic if
 the waves alone disturb it. The angle of repose
 will be less as the size of the particles become
 smaller, and between high water and a few feet
 below low-water mark will seldom be less, if not
 sheltered, than 4 to 1 to 6 to 1; but coarse firm
 sand that has become consolidated will often stand
 at a steeper inclination than a mass of rolling
 stones, however hard they may be.

 Compact gravel                                            1 to 1

 Ordinary road metalling, moderate height            1 to 1 (clean), TO
                                                    1¼ to 1 (stacked, as
                                                       excavated from
                                                           road.)

 Large concrete blocks. Sheltered position and
   carefully                        deposited.             ½ to 1
   Harbour side

 Large concrete blocks. Exposed site and carefully         1 to 1
   deposited

 Rubble mound. Sheltered position                    1¼ to 1 TO 1½ to 1
                                                      (harbour side.)

 Rubble mound. Exposed to sea                       2½ to 1 (sea <DW72>.)

  NOTE.—If an exposed coast, the rubble may require from 4 to 1 to 7
  to 1 <DW72>, depending upon its size, the currents, depth, and
  “fetch” of the sea, and solidity of the mass.

The usual <DW72>s adopted for cuttings and embankments may be said to
range from 1 to 1 for firm earth, having particles not seriously
affected by water or weather, to 4 to 1, and the most frequent, 1 to 1
TO 1½ to 1 in cuttings and 1½ to 1 in embankments.

With respect to the chief organ of stability in earths other than rock,
namely, the frictional resistance; friction during motion is generally
considered to be less than the force necessary to overcome it when at
rest, and undoubtedly this is the case when the surfaces are similar,
and are smooth and hard and not easily impressed, as iron, granite,
concrete, and metals generally; but when they are comparatively soft and
incapable of resisting indentation at any pressure that they may have to
bear, the difference between the coefficient of friction during motion
and that at the commencement of motion or of repose will not be so
marked, for other resistances may come into action not due _solely_ to
surface friction of the mass. A surface may become indented or roughened
thus offering opposition to motion not existing at the commencement of
movement, and particularly so in any earth of a mixed character
possessing hard particles, such as boulders, or sand in clay. On the
other hand, in the case of hard rock, solid clay, or other homogeneous
earth, the difference between friction during motion and that of
friction at rest may be reliably determined.

In soils of a granular or gritty nature small particles become detached
during motion, and by pressure occupy or become wedged into any cavities
upon the surfaces, and therefore offer resistance which is not _alone_
due to friction of a mass upon a like mass. From this cause friction
during motion may seemingly even become greater than during rest, but
with material consisting of rounded particles that will not wedge, the
friction upon a sliding surface may be lessened by reason of the grains
revolving.

In deducing a <DW72> of repose for earth, the lowest value of frictional
resistance, whether during motion or at rest, should be taken, and
always as if the surfaces were wet. The coefficients of friction, F,
during motion usually range between 0·25 to 1·10, and the <DW72> of
repose, S to 1, is consequently found by the expression—

                                S = 1/F,

therefore, S would equal to 1/0·25 to 1/1·10 = 4 to 1 TO 0·91 to 1, say,
1 to 1.

This is the required inclination to prevent movement provided no
pressure is exerted upon the surface, and not taking into consideration
the disturbing and weakening effects of vibration and all other
deteriorating influences, such as the variable degree of moisture of the
soil, the irregularity of its character, the destruction of the
continuity of the surface by trenches or drains in a <DW72>, the effect
of gravity to detach a mass, the process of excavation or deposition,
and the expansion and contraction of soils of an argillaceous nature.
When any earth becomes suddenly water-charged or deteriorated by any of
the agencies previously and subsequently mentioned, movement may be
expected, and it should be remembered that in the same soil the
resisting powers to disintegration frequently vary, consequent upon
inequality in the quantity of moisture, the roughness, evenness,
smoothness, compactness, looseness, the degree of fineness of the earth,
and also the manner in which strain is applied.

Friction upon a dry surface is almost invariably greater than that upon
a wetted surface, and is so beyond all question upon any plane
lubricated with an unguent. The disturbing and enfeebling effect of
water may be judged from a careful analysis of many reliable experiments
to ascertain the frictional resistance in the case of the same material
in a dry and in a wet state on an unplaned surface of cast iron and on
timber piles. It shows the following results in addition to those given
in the table of coefficients of friction of earth upon earth in the next
page.

The surface friction of masonry or brickwork upon dry clay is reduced by
from 25 to 30 per cent. when the clay is wet.

The frictional resistance of an unplaned surface of cast iron upon wet
sand is about 16 per cent. less than the resistance upon the same
material when dry. In the case of timber piles, it is about 12 per cent.
less, and about 40 per cent. less in sandy clay and gravelly clay soil.

In sandy gravel the difference in the resistances is small, being only
from 5 to 10 per cent. less when the earth is wet.

Sand has about 20 per cent. more friction than sandy gravel, both
materials being in a wet state; and below a depth of from 10 to 15 feet,
the frictional resistance increases little in gravelly sand and gravelly
soils.

In lieu of a sufficient example under similar conditions and
circumstances, the most reliable method to ascertain the <DW72> of repose
of any earth is that of S, the <DW72> of repose, to 1, = 1/F, any
cohesion of the soil being disregarded and considered as a margin of
stability liable to be much impaired; and, therefore, except in a mass,
it is prudent to look upon it as non-existent in the whole of a <DW72>;
and when motion has commenced, as even a means of accelerating movement
by causing lumps to become displaced instead of mere particles.

The following coefficients of friction during motion are here given in
confirmation of the frictional resistance of an earth being an indicator
of its <DW72> of repose.

They have been tabulated from different authorities, are the average
results of practical experiments, and have been compared with the
inclination of <DW72>s actually assumed under the ordinary conditions of
work.

 ───────────────────────────────────────┬────────────┬──────────────────
    Description of Earth or Material.   │Coefficient │  Corresponding
            Earth upon Earth.           │of Friction │      <DW72>.
                                        │   during   │  S TO 1 = 1/F.
                                        │ Motion—F.  │
 ───────────────────────────────────────┼────────────┼──────────────────
 Damp vegetable or loamy earth          │0·50 to 0·67│2 to 1 TO 1½ to 1
 Clean dry shingle or ballast, nearly   │0·75 to 0·80│1⅓ to 1 TO 1¼ to 1
   without sand                         │            │
 Clean wet shingle or ballast, nearly   │    0·67    │     1¼ to 1
   without sand                         │            │
 Shingle or ballast with ordinary       │    0·80    │     1¼ to 1
   quantity of sand                     │            │
 NOTE.—The presence of sand in gravel   │            │
 increases the frictional resistance    │            │
 because it makes it gritty.            │            │
 Excavated hard road metalling, cast    │    0·80    │     1¼ to 1
   into a mound                         │            │
 Fine dry sand                          │    0·75    │     1⅓ to 1
 Hard clay, slightly damp               │    0·67    │     1½ to 1
 Hard clay, damp to wet                 │0·40 to 0·50│2½ to 1 TO 2 to 1
 Damp lias, yellow, and most upheaved   │0·25 to 0·33│ 4 to 1 TO 3 to 1
   clays in superficial beds            │            │
 Wet rubble on wet rubble, ordinary size│0·67 to 0·80│1½ to 1 TO 1¼ to 1
   and character                        │            │
 Do., do., when the surfaces are unclean│    0·67    │     1½ to 1
 Do., do., Large to very large size.    │0·80 to 1·0 │1¼ to 1 TO 1 to 1
   Surfaces clean                       │            │
 NOTE.—All rubble carefully deposited.  │            │
 Rough-faced granite on gravel and sand,│    0·54    │    1·85 to 1
   both dry                             │            │
 Rough-faced granite on gravel and sand,│    0·48    │    2·09 to 1
   both wet                             │            │
 Rough-faced granite on sand, both dry. │    0·70    │     1½ to 1
 Rough-faced granite on sand, both wet  │    0·53    │    1·88 to 1
                                        │            │
     CONSTRUCTED MATERIAL ON EARTH.     │            │
                                        │            │
 Rubble masonry, or brickwork on clay,  │    0·50    │      2 to 1
   dry                                  │            │
 Rubble masonry, or brickwork on clay,  │    0·33    │      3 to 1
   wet                                  │            │
                                        │            │
 NOTE.—_Vide_ Chapter II.               │            │
 ───────────────────────────────────────┴────────────┴──────────────────

Friction is the chief cause of stability in granular soils and those
readily affected by moisture which have for practical purposes no
immutable cohesion. In few earths are both cohesion and friction of
considerable and reliable value, one or the other quickly becoming
impaired or destroyed. Movement is caused by such various means that
each earth must be separately considered, and also the circumstances
under which it is placed. The particles of the earth may be dissolved by
water and become in a muddy state, or they may be considered insoluble
as in clean sand and gravel, although in compact sand or gravel the
cementing material may crack and weather. Provided it was certain any
earth would always remain as originally formed, a condition which it is
impossible to guarantee in work, the cohesion and frictional resistance
being known, the correct <DW72> could be mathematically determined, but
as all earths are subject to varying deteriorating influences, such a
deduction is only valuable as a guide for reasonable inference. Cohesion
may be more quickly impaired by certain action than friction, and _vice
versâ_. Probably, of all soils, that to be most distrusted is one that
expands and contracts, such as clay earth, which although possessing
considerable cohesion may become upon drying a mere congregation of
disconnected lumps ready to move upon the return of wet weather, thus
its considerable power of cohesion may practically be one of the chief
causes of a slip. On the contrary, clean sand, although devoid of
cohesion, will not crack or have a greasy surface, but the particles may
be washed away.

To ascertain that any earth is uniformly affected throughout the mass,
and to prevent or provide against deteriorating influences is the chief
aim. It is useless to declare any earth possesses considerable cohesion
when the power can be quickly dissipated by ordinary atmospheric action
and even become a cause of movement, and to rely for permanent stability
upon such property. In ordinary earths, not rock, it will generally be
found that cohesion is small or insignificant in soil having a
coefficient of friction of some moment, and the reverse. In most earths
friction, although it is affected in a greater degree by vibration, has
to be relied upon, and not cohesion, as the latter is variable and may
exist almost unimpaired in a lump, which nevertheless may become
detached because of fissures. The coefficients of friction of different
earths are also better known than the cohesion; but how easily even
friction is impaired may be gathered from the sudden manner in which
bridge cylinders will sink after having hung for days by surface
friction, or been held by the transitory expansion of clay. Mr. Wilfrid
Airy, B.A., in a series of experiments on the cohesion of earth, found
that in strong brick loam it is about 168 lbs. per square foot, in
compact clay and gravel it may reach 800 lbs. per square foot of
section, and in clean sand it is practically nihil.

In rock the <DW72> of repose depends whether the earth is unstratified or
stratified; and if stratified, upon the dip of the strata and their
resistance to the effects of the weather. A vertical face may be stable
in unstratified or stratified rock, provided in the latter case it does
not dip towards a cutting; or the requisite <DW72> may range from ¼ to 1
to such an inclination that the cohesion and friction, which vary
greatly, are sufficient to prevent movement. In sidelong ground should
the rock dip parallel to the surface the hill <DW72> may require to be
flat, whereas the valley <DW72> may stand vertically.

Although, perhaps, in many instances the <DW72>s of cuttings and
embankments have been arbitrarily fixed, it may be said, on the whole,
no very serious interruptions to traffic have been caused from the _sole
want of sufficient initial flatness of a slope_, as that will soon
become known. In determining the inclination it is not the angle at
which the earth will stand at the time of excavation or deposition, and
for a few months after that is required to be ascertained, but that
which will _permanently_ suffice to prevent movement. It is well known
that almost all freshly cut soil stands nearly vertically for a small
depth for a few days in ordinary weather but then begins to crumble and
finally break away.

What then will be the <DW72> of permanent stability? This chiefly depends
upon the degree of exposure, the effects of the weather, water, and
vibration upon the soil, and the depth or height of a cutting or
embankment.

Each earth requires to be duly considered; for instance, gravel and sand
are pieces of rock, however small, and for earthwork purposes the
particles may be regarded as insoluble in water; nevertheless in the
case of sand, should it be charged with water, it may be necessary to
treat it as a fluid, the same as mud, although water does not change the
particles; however, slips in cuttings and embankments in sandy or
gravelly soils are not usually caused by their becoming gradually
saturated throughout their mass, but by a flow of water which creates
water seams: the stability, therefore, is dependent upon equal
percolation and drainage and protection of the surface; and the <DW72>
that should be given to a sand cutting is also governed by the quantity
of water it will have to hold, and whether the sand is pure or loamy.
The depth of a cutting in sand has a considerable influence upon the
<DW72> of stability, for frequently sand is in a dry state in the upper
portion of a cutting, but beneath it is wet, and partakes more of a
silty character, and therefore may stand at a steeper inclination in the
upper part, but require a flat <DW72> in the lower portion. The same
conditions are found in all soils, and the sides of a cutting vary, one
may be comparatively compact and free from water, the other in a wet
state and disintegrated. They will not permanently repose at the same
angle, the <DW72> varying according to the degree of dryness, size, and
uniformity of the particles. In all earths in which cohesion is liable
to be quickly destroyed, a straight <DW72> is the best as having an even
surface, which prevents the formation of depressions and causes the
water to drain away, and also offers the least surface to the weather.
In all earth such as shingle, gravel, or sand, consisting of pieces of
rock or rubble, or having round particles, it is important to remember
that any surface disturbance may cause serious movement, particularly
should it commence at the bottom of a <DW72>, as then the revolving
action may not cease until a flatter inclination is produced by material
rolling from the top and not reposing until it nearly reaches the base.
The quantity of moisture is the chief governing condition of the <DW72>
of repose in clay soils, and it should not be forgotten that this may
vary considerably. Clay when only slightly moist may stand at a 1 to 1
or 1½ to 1 <DW72>, but as it gradually becomes in a wet state will
require a flatter inclination, and may not be at rest until the <DW72> is
at least 3 to 1, and it is not safe to rely upon a steeper <DW72> than 3
to 1 in the case of almost any surface clay beds liable to become
charged with water, and even 4 to 1, should the excavation be on the
side of a clay hill and near houses, or the ground be loaded; but clay
having some powers of cohesion which usually are greater as the clay is
harder, is not so quickly disintegrated as in the case of more porous
soil, and the form of the <DW72> it assumes is not a straight line; that
most usually approached by sand or gravel or a granular soil consisting
of particles of the same character, although the lower part of the <DW72>
may be flattened consequent upon the erosion of the finer particles
which crumble and become deposited at the base.

As a rule, the greater the cohesion of the soil the more curved is its
natural <DW72>, the greatest pressure being at the base where the
inclination is flatter, and is steeper towards the top, as the ground
may be held together by cohesion at a vertical face. The harder and
looser the particles the straighter will be the <DW72>, and if the ground
gradually increases in firmness it will usually be nearly straight; but
if the contrary condition exists, the natural <DW72> will be flatter
towards the base although nearly vertical for a few feet from the top.

As a proof how quickly clay becomes less stable and loses its cohesive
power with the usual quantity of moisture in it, when first tipped it
may assume a <DW72> of 1 to 1 TO 1½ to 1, but upon exposure to the
weather, which causes the lumps to waste away and the clay to swell from
moisture and other agencies, the firmest clay in cuttings and
embankments may be said to be unstable until a <DW72> of at least 1½ to 1
is reached in moderate depths, and 2 to 1 TO 3 to 1 in high embankments
or deep cuttings. In all earths the chief cause of movement of earth is
water, and the main questions to be decided are so far as regards the
inclination of the <DW72>.

1. Should the surfaces of a cutting be drained and protected and be
excavated to a comparatively steep <DW72>; or,

2. Should they be left undrained and uncovered and be excavated to a
flat <DW72>. Provided a cutting can be readily drained and covered and
there is no probability of any sudden or permanent increase of moisture,
perhaps the first method is the more economical; but much depends upon
the quantity of water held by the earth in its normal state, whether it
is of the same character throughout, and the depth of a cutting. Should
the beds be upheaved or intermixed, then a flat <DW72> is necessary and
no covering except a wall may make it stable at a steep <DW72>, and, for
instance, should clay be always in a semi-saturated condition, 3 to 1 is
the least <DW72> at which it will permanently stand, and it will usually
require a more moderate inclination. A medium course to adopt is that of
varying the inclination of the <DW72>s, the steepest, of course, being at
the top and the flattest towards the toe; this is in accordance with the
laws of pressure and a mathematical investigation of the theoretically
correct <DW72>, which nearly corresponds with the actual <DW72> a high
embankment will assume when allowed to weather and settle: for by
varying the inclination of the <DW72> the latter becomes practically a
curved line and approximates to that of the curve of equilibrium. In
almost all slips the surface from which the fallen mass has become
detached is curved, the upper part being concave and the lower slightly
convex, the outline being caused from the upper portion falling, the
lower receiving it and being pressed outwards; however, it may happen
that the lower part of a <DW72> has remained intact, and only the upper
slipped and become deposited upon it.

The varying <DW72> system has recently been adopted by Mr. Francis Fox,
M. Inst. C.E., upon the Scarborough and Whitby Railway, where an
embankment about 90 feet in height in treacherous clay had <DW72>s of 1½
to 1 for the upper 30 feet in height, 2 to 1 for the middle 30 feet, and
3 to 1 for the bottom 30 feet. Formation width 28 feet. A calculation of
the insistent weight per square foot, without a train, at stated heights
gives the following results; taking the weight of the earth at 0·055 of
a ton a cubic foot, or 1½ ton a cubic yard, and assuming the worst case,
that of the earth for the width of the formation, viz., 28 feet, to act
simply as a column 1 foot square and the load as not being distributed
over the area of the entire base at any point.

  At the base of the upper 30 feet, 1½ to 1 <DW72>s, it would be about
  1·65 ton per square foot.

  At the base of the middle 30 feet, 2 to 1 <DW72>s, it would be about
  3·30 tons per square foot.

  At the base of the lower 30 feet, 3 to 1 <DW72>s, it would be about
  4·95 tons per square foot.

If the weight of 1 foot lineal of the embankment is taken and considered
as equally distributed over the whole area of the base at the 30 feet
divisions, the strain per square foot would be as follows:

  At the base of the upper 30 feet, 1½ to 1 <DW72>s, about 1 ton per
  square foot.

  At the base of the middle 30 feet, 2 to 1 <DW72>s, about 1¾ ton per
  square foot.

  At the base of the lower 30 feet, 3 to 1 <DW72>s, about 2¼ tons per
  square foot.

  NOTE.—The actual strain is probably approximate to a mean between
  the two values, and is nearer the latter than the former.

There is no reason why the varying <DW72> system should not be adopted in
embankments of clay or soil having considerable powers of cohesion, as
the expense of trimming the <DW72>s is very little more than making them
to a straight line. To trim a <DW72> to an elliptical, parabolic, or
cycloidal curve would be a needless refinement requiring a template;
moreover, the surface is better when it consists of straight lines,
provided that at the junction of any two inclinations the point of
meeting is sufficiently rounded to prevent a lodgment of water. In
cuttings in non-weathering tenacious soil the upper part might be left
at a steep <DW72> for 5 or 6 feet from the surface of the ground.

It is evident that the depth of a cutting or the height of an embankment
affects the stability of the <DW72>s, but some soils are so weak that an
embankment of even little height will not be at rest until the toe of
the <DW72> is supported. If the <DW72>s were not pressed out the earth in
the central portion of an embankment would stand at any weight less than
that which would crush it when in its weakest condition; therefore, as
the load increases downwards it is a logical deduction that the <DW72>
should be flatter as it approaches the base. In slips the form generally
assumed in soils having considerable cohesive power nearly approaches
that of a parabolic curve, which shows that a straight <DW72> is not the
correct one in tenacious soil, and theory confirms it.

In the case of cuttings of considerable depth, apart from the question
of the best form of <DW72>, in order to lessen the velocity of the
surface water and the extent of a slip, and cause supported weight upon
the <DW72>s, they can be divided by broad terraces or benchings, about 6
feet in width, and at vertical distances of 15 to 20 feet, upon which
can be impermeable catchwater drains. It is important not to allow a
flow in a straight line or nearly so, as the velocity of the water may
erode the <DW72>. If the nature of the earth and its resistance to
erosion will allow, the benches or steps should be abrupt, in order to
cause the greatest resistance and deviation from a direct discharge. The
<DW72>s of the catchwater drains may require to be covered in a flood
district or one having a heavy rain or snowfall.—_Vide_ Chapter IV.

In excavating a cutting in soil likely to slip, care should be taken
that the surfaces are not strained by lumps being left upon them which
are only retained by reason of the cohesion of the earth, as they will
cause weak places less able to bear any pressure brought upon the <DW72>s
through the sides being deprived of continuity of support. Therefore, in
such cases, the <DW72>s should always be rough trimmed as quickly as
possible after the gullet has been excavated. Also when the <DW72> of a
cutting is furrowed so that its surface consists of separate and
unsupported masses of earth clinging to it, continuity of support is
destroyed and the earth is more exposed to meteorological dissipation;
and in non-cohesive soils such as sandy or gravelly earth, in which
especially a straight and uncut surface is of importance, movement is
incited. Therefore, when it is found necessary to insert open trenches
in a <DW72>, they should be at right angles to its foot, and the inserted
material should be well packed so as to support the sides and to
interfere as little as possible with the <DW72>. Even in clay soils or
any having considerable cohesion, trenches _diagonally or transversely_
cut in the surface are generally inexpedient as disturbing and
destroying the continuity of support of the surface and increasing its
exposure to the action of the weather; and although they may be
temporarily effectual as drains, such division of the inclined face
cannot but induce a disunited condition which will at once be apparent
should the trench become choked and it miscarry as a drain; and a
temporary failure may so destroy the existing delicate equilibrium as to
cause movement. Such trenches should be regarded with suspicion, as any
stability caused by their draining or conducting away water may be
effected at the cost of continuity of support, the deterioration of the
resistance of the soil to weather, and the impairment of its frictional
and cohesive properties. If placed upon a <DW72> at right angles to the
formation the preceding objections are removed.

It may become necessary to excavate or trim a <DW72> to a steeper
inclination than that which would otherwise be adopted and is considered
to be its angle of repose, in order to widen a railway between the
fences, or enlarge a station. Then, pre-eminently the question of the
effects of a slip demand attention. The great majority of railway
stations are located prior to the commencement of, or as the works
progress, but additional accommodation which, for reasons of economy
must proceed _pari passu_ with the development of a district, is usually
required some time after a railway has been opened for public traffic,
and it may be imperatively necessary to confine the works within the
boundaries of the land originally purchased. Consideration of the
several chapters in this book will recall to the mind the chief points
to be regarded. Fortunately, stations are seldom placed in deep cuttings
or upon high embankments; but frequently when a station is opened,
houses will be erected around it, thus causing any movement of the
ground to be of serious moment and dangerous. Assuming the railway must
be widened within the original fences, the position of the toe of the
<DW72> is fixed, and also that of the top of the <DW72>. The questions
then in the case of a cutting are principally:—

1. Will the <DW72> be too precipitous for the earth to stand at one
inclination?

2. Can it be made sufficiently steep for 5 or 6 feet from the top to
obtain an inclination for the lower portion at which it will have
permanent stability?

3. Can the earth be made to repose if the face is evenly protected under
circumstances 1 and 2?

4. Is it necessary to erect a retaining wall to a distance a few feet
from the original surface of the ground?

5. If a wall be necessary, what should be its lowest height consistent
with the stability of the unsupported inclined earth above it?

Provided there is no appreciable superincumbent weight to be borne
nearer than 10 feet from the top of the <DW72>, and that the foundations
of a building are at a considerable depth in the ground, and the surface
and back drainage waters properly controlled, no retaining wall may be
required, assuming the original inclination under ordinary conditions to
be proved to be the permanent <DW72> of stability; but should the
distance of the face of a building from the toe of the <DW72> after
widening be insufficient to allow of the original <DW72> being adopted, a
retaining wall will be necessary, its height being chiefly governed by
the proximity of any building, and the necessity of nearly maintaining
the originally established steepest <DW72> of repose in the case of any
unsupported earth. The advantage of a sufficient cess in such a case is
that it makes provision against deterioration of the surface, and causes
an imaginary <DW72> of the same inclination as the original <DW72> to be
contained within the space between the face of the building and that of
the retaining wall at formation level. In sandy or loose soil if any
buildings or wells near the site show signs of cracking, the excavation
should at once be stopped to see what preventive measures are requisite,
and pumping water out of a trench may be dangerous. Any retaining wall
in such a position should be erected in short lengths, so that the earth
and foundations are exposed to the weather as little as practicable.




                              CHAPTER VII.

  NOTES UPON THE PRESERVATION OF THE FOOT OF A <DW72>.—VARIOUS METHODS OF
    COVERING AND SUPPORTING A <DW72>.—PROTECTION FROM SNOW-DRIFTS.—THE
    FORMATION WIDTH OF CUTTINGS AND EMBANKMENTS.—THE DELETERIOUS EFFECTS
    OF VIBRATION.


The protection of the toe of a <DW72> is of importance, as it is usually
the most vulnerable and the weakest part. When the earth is of the same
character, the quantity of water is usually greater at the lowest level
than above it, and the stability of the soil in its vicinity is
therefore lessened. In clay soils this softening action at the base may
cause a slip and probably can only be prevented by reducing the
percolation by surface drainage, which has been referred to in Chapter
IV.; the matter under consideration being the counteraction of movement
in the toe by other means than draining, although combined with it, such
as by—

1. An impervious retaining wall with a pervious backing of ashes, gravel
or sand, and ample weep-holes, at the foot of a <DW72>, which, by
preference, should be of Portland cement concrete, a more homogeneous
material than brickwork or masonry, as it has no joints, and is
particularly to be preferred for retaining walls in clay soils, as it
approaches in a greater degree the condition of air-tightness and that
of equal resistance.

2. By a pervious wall or counterfort of gravel, burnt ballast, hard
chalk, rubble, strutted timber framework, or a covering of other firm
material.

In both the preceding cases, to ensure stability and to prevent any
protective works being pushed forward, the foundations must be below the
formation or ground level. To lessen sliding action the foundation
should incline at right angles to the face, and should have a batter
either for the whole width or for a distance not less than about
one-third to one-half of the bottom thickness in the case of low
retaining walls. A wall having a steep batter upon each face, and
therefore a wide base as compared with its area, causes the centre of
gravity to be at a greater distance from the exposed face, and therefore
the resistance to overturning is increased; but care must be taken that
it does not slide forward. A foundation for such a wall upon clay or
tenacious soil is to be preferred, provided there is no upheaval of the
ground in front, but it should not be upon a thin stratum, or the latter
may slide upon another.

In towns, or where land is of considerable value, the two sides of a
cutting can be made to support each other, and one of the following
principal methods may be adopted.

1. An invert under the line.

2. A heavy flat platform, arched on plan or solid throughout, under the
permanent way or formation, to prevent a forward movement of the toe.

3. Overhead arches and iron struts at intervals to resist and reduce the
pressure upon a wall.

In such a situation, should a tunnel or covered way be not required, any
subsidence of the earth may cause the destruction of valuable property,
and the erection of a retaining wall be imperatively necessary from a
due consideration of prudential construction, and altogether regardless
of the character or condition of the earth or its liability to become
water-charged. In order to prevent movement of the earth different forms
of support may be required. In some cases, owing to excessive pressure,
a counterforted wall with an invert under the permanent way may be
essential, or the invert may be flat and be arched on plan, thus
supporting the toe of a retaining wall between the intervals, in
combination with a vertical or inclined pilaster and a front counterfort
system, and in addition flat overhead struts of iron or other material
between the walls acting as an auxiliary support above the required
traffic space may have to be adopted where the walls have to sustain
considerable thrust, the thickness of the retaining wall being thus
reduced; or a simple retaining wall may be sufficient. A non-jointed
material as Portland cement concrete of equal character is to be
preferred to a mass consisting of hard materials yet incapable of
possessing a joint equal to their strength or durability.

With regard to the protection of the toe or lower portion, of a <DW72> by
means of a retaining wall, it may be the only effectual support in one
case, and not succeed in an exposed country without a complete system of
open or closed drains, and then its adoption may be superfluous. In the
following few paragraphs an endeavour is made to indicate some
situations in which retaining walls have or have not been completely
successful when erected for such purpose.

First, it is most important that ample provision be made for draining
the back of the walls, for if the egression of the surface waters be
obstructed, they must accumulate and cause hydrostatic pressure, soften
the lower portion of the earth, thereby failing to partly effect one of
the objects of their erection, and cease to protect the surface; the
probable result being that the wall is pushed forward, broken up, or
overturned. The drainage must be regulated by the quantity and velocity
of the flow, and ample weep-holes should be provided to prevent an
accumulation of water at the back. In damp soil there should be one to
about every three or four superficial yards, and an outlet at each wet
place, or a wall may not stand. The wall should be backed with a
filtering medium such as coarse gravel, hard ashes, ballast, and no
retentive earth should be used. In clay earths a retaining wall should
always have a dry porous backing, as it not only reduces any pressure
due to a head of water, but also allows of the earth swelling without
affecting the stability of the wall, as it probably would if the clay
rested against the back of the wall.

Retaining or breast walls are particularly useful in loose soil having
no cohesion, _i.e._, those of a sandy character or consisting of very
small grains, and which upon saturation by water or by the action of its
flow become in an unstable state or one of actual movement; in such, a
case not only is it requisite to protect the surface of a <DW72>, but
support at the toe is indispensable. In cohesive soil, such as clay or
clay marls, surface protection, combined with systematic and thorough
drainage, may be all that is required to make a <DW72> stable, and the
erection of an impervious or solid high wall be unnecessary, always
provided the earth cannot slide from being superimposed upon an inclined
stratum. In fact, retaining walls in retentive soil have been found to
induce a slip, because they neither drain the earth nor prevent the
additional impregnation of water, and they have consequently been
destroyed.

In countries where floods or very heavy and sudden rainfall, frost and
snow quickly succeed, masonry or dry stone retaining walls at the foot
of a <DW72> soon become impaired, and require constant supervision and
careful maintenance, and cannot be considered as economically or
generally effectual; and should the earth settle, as they are
comparatively solid they will not follow any subsidence of the surface;
therefore cracks occur and water accumulates in the hollows, the <DW72>
has no longer uniform support, a localization of the egression of water
is caused, owing to the fissures in the wall inducing a flow, and the
wall becomes a cause of a slip instead of a protection against movement.
Should such a wall bulge after it has been restored to the condition of
being a continuous support, its forward movement may be arrested by the
erection of counterforts with an inclined face in front from 10 to 30
feet apart according as weak places exist, having joints at right angles
to the batter; and this is, perhaps, the cheapest and quickest remedy,
but the <DW72> must be carefully drained and the number of weep-holes be
increased.

In order not to obstruct, but induce the through drainage of water,
retaining walls to prevent slips have been erected, consisting of arches
turned upon piers, the intervening space being dry walling which allows
a free flow of water, the idea being to afford the necessary support
without interfering with the drainage. In some cases, as it tends to
condense the soil, weighting the toe of the <DW72> may prevent movement,
and on the side of a hill weight and mass, apart from <DW72> protection
or drainage, must be provided to arrest a slip or prevent further
movement, either by means of a continuous wall, or by the addition of
frequent counterforts, 5 or 6 feet in width, to an existing wall, if
space permits, the back and front having a considerable batter: the
centre of gravity of such a mass being low and the base large,
overturning is improbable. Forward movement can be also guarded against
by deep foundations, and as the earth will rest on the inside they can
have a flatly inclined base sloping towards the cutting, as it will tend
to prevent overturning, the depth of the foundations at the face being
two or three times that at the back. Such a structure can hardly be
called a wall, being really an extensive and massive concrete toe.

Perhaps generally the most economical and secure way of preventing
movement is to erect a low Portland cement concrete wall at the toe of a
<DW72> with a considerable batter; or to cut a trench at formation level
outside the line of the <DW72>, and to shore it by means of old sleepers
strutted at intervals when better and durable material cannot be readily
obtained.

The chief object of a protection at the toe in clay soils is to prevent
the bottom of a <DW72> being softened by a lodgment of water, or fissured
by heat or drought; this may be effected without a wall; but in the case
of sand or fine granular earth cuttings liable to become quicksand,
support at the base is absolutely necessary, and the best way to prevent
movement may be to erect a breast retaining wall at the toe a few feet
in height, say 3 to 5 feet, the backing being of dry porous material
such as ashes, coarse gravel, or broken stone, increasing according to
the depth or height of the earthwork and quantity of water, the
thickness being more than sufficient to contain the drainage waters, and
not less than 1 foot 6 inches, in order that it may act as a filter and
drain the <DW72>, &c., so as to lessen the percolation of water.
Sheet-piling and a backing of rubble acting as a drain 2 or 3 feet
square, or a strutted timber duct, both made out of old sleepers, have
been used with this object in quicksand where water rapidly percolated
to and accumulated at the base. Instability of the toe may also be
prevented by covering it with layers of gravel, but one of the reasons
that may cause a gravel counterfort to fail in loose porous soil is that
sand or mould may be washed through the interstices in the stones
forming the gravel; hence a more impermeable covering is to be
recommended in such a case.

A toe of rammed coarse gravel or broken stone may supply the required
support in the case of coarse and fine sand, when the latter is alone
movable. Experiments have shown that sand rammed in layers of about 5
inches and earth mould 2 inches in thickness give the best results. The
less the weight is increased by ramming the more solid the original
earth. Brushwood or fascine work weighted with gravel, stone or broken
bricks, and stone pitching can also be used for sandy soils, but a
filtering layer must cover the sand, or the latter will be eroded.
Counterforts of well-rammed natural earth may be sufficient provided the
soil is firm and is made compact and uniform in texture. In otherwise
stable soil, when it is known that a sand vein is the cause of a slip
because of water percolating through it, it should be raked out as
deeply as practicable if not too large, and the space be filled with
stones, coarse gravel, or dry material forming an open drain for the
water to issue without a flow of sand, thereby preventing any
accumulation. When a stratum of shifting sand overlies beds of
conglomerate and gravelly or clayey sand it will be necessary to support
the lower portion of its <DW72> by a wall. The wettest places in a <DW72>
should be noted and the surface be turfed or covered, and should the
depth of the unstable sand exceed 5 or 6 feet, narrow benchings can be
made 2 or 3 feet in width at every 5 or 6 feet of vertical height to
divide the flow of water and prevent it following a continuous course.
It also sometimes happens that two treacherous earths have a stratum of
stable soil between them such as rock; in that event it is advisable to
leave a cess between the bottom of the <DW72> of the upper stratum of
unstable soil and the underlying rock, so as to allow of weighting or
other works to resist movement of the toe.

With respect to the adoption of open surface rubble drains upon the
<DW72>s, in Chapter IV., page 78, special reference is made to them as
drains, and in Chapter VI., pages 111, 112, an objection is examined;
but they are generally effective if cut at right angles to the formation
and not diagonally or transversely. When a slip is repaired by replacing
the slipped earth when dried and rammed between such drains, it should
be determined whether it would be better to cover the <DW72> or increase
the number of drainage channels. A simpler remedy is the insertion of a
dry rubble lining on the surface of the original ground upon which a
slip has occurred, and the restoration of the <DW72> by means of firm
earth or rammed and dried slipped soil; but the system of rammed earth
counterforts, although it has succeeded when effected during the dry
season, the earth being wetted sufficiently to make it cohesive by
ramming, will not succeed in wet or winter weather, as the soil cannot
then be consolidated by ramming operations, for it will be overcharged
with water from the effects of rain, frost, or snow. Fair or summer
weather is required to ensure success.

Should it be considered advisable, in addition to the erection of rammed
earth counterforts to a height of from one-third to one-half of that of
an embankment, a porous layer or wall of broken stone can be inserted
between the slipped material, which is not touched, so that the waters
can filter away through it and the <DW72> be restored; and the
counterfort have a channel at its base, in order to prevent a lodgment
of water, to drain the slipped earth and the embankment, and to prevent
the counterfort becoming saturated. This method may be insufficient in
any but comparatively firm soil, and it may be necessary to make a
trench at the toe of the <DW72> having its base 2 or 3 feet below the
seat of the slip or firm ground, it being filled with rock chippings,
shingle, gravel, burnt ballast, broken bricks, ashes, coarse clean sand,
or other material having equable frictional stability and particles that
may for earthwork purposes be considered as insoluble in water, and
therefore that form stable masses and yet act as drains; and to drain
the <DW72>s by trenches varying in width according to the position and
depth of cutting, the depth of a trench may be little or have to be such
that it extends to the solid ground through the slip, or about 50 to 75
per cent. of its depth, which must be determined in each case, may be
sufficient. Such dry stone counterforts may be required at distances
from centre to centre of 15 to 66 feet, and are sometimes placed in the
same right line and even through an embankment, and are connected with a
drain sufficiently deep to prevent any lodgment of water at the centre
of the base of the embankment or near the foot of a <DW72>.

With regard to covering a <DW72> of a cutting or embankment, its
principal use is to lessen deterioration from meteorological action, to
keep the ground underneath in an equable condition, to reduce
percolation and make it uniform, to diminish the danger arising from
cracks and fissures caused by heat, evaporation, or drought, to prevent
the erosion of the surface by a flow of water or the production of
unctuous surfaces, and yet not interfere with effectual drainage.

It is known that percolation is decreased by vegetation, and that it is
less through turf than bare ground, but varies greatly according to the
kind of covering, the season of the year, the regular or irregular
distribution of the rainfall, and other causes. If the surface has to be
covered with vegetation it should be close, uniform, and vigorous
throughout the whole year, and nothing fulfils these conditions as well
as grass or turf. The protecting value of turfing earthwork may be
judged from an inspection of fortifications in which steep <DW72>s, deep
ditches, and perfect maintenance are a necessity. As a consequence of
the binding and shielding of the earth by the roots of grasses and
plants, and their protection of the surface, the <DW72>s stand at a
steeper inclination than they otherwise would, and the system of
clinching the exposed faces of the parapets of earthwork with a layer of
sods laid header and stretcher is found to be a great support.

In earth possessing considerable cohesion, such as the clays, provided
the covering is uniform, grass having comparatively deep roots is not a
particular advantage, but the closeness of the growth of the plant and
the unimpaired maintenance of a complete cover is of importance, and the
earth should be disturbed as little as possible so as to prevent any
particles comprising the soil becoming disintegrated and dissolved. When
it is considered advisable to adopt a covering of grass, plants, shrubs,
or trees, it should be remembered that some grasses, such as the
couch-grass, are injurious to other plants. To equally cover a <DW72>
with sods of turf they should be cut to a regular form and depth of
about 6 inches, and be firmly pressed into their places so as to produce
an even smooth surface. A steep <DW72> or any less than 1 to 1, if of
considerable depth, will not give a sufficiently flat surface for grass
to properly grow upon it.

In sandy and gravelly ground, as the particles may be considered
insoluble in water and as possessing no cohesion, grass, if it will
grow, having deep roots is to be preferred, even if passing through any
earth that has been placed upon a <DW72>, in order to counteract the want
of cohesion by a greater hold in the soil and any peeling of the turf or
tufts forming or becoming detached, rolling down and leaving an unbared
surface. Bent-grass will usually grow on most sandy soils, and a shrub
known on the north-east coast of England as the sea buckthorn also
rapidly vegetates, but marine grasses must be used in ground impregnated
with brackish or sea water. To prevent light sand from being scattered
by the wind or washed away a species of rush (Bot. _Ammophila
arundinacea_) has been used in Holland and England, and is found to
flourish in dry soils, and as it has spreading roots which often grow to
a length of 20 feet or more it binds the grains of sand. Experience in
Holland has shown that grass upon sea embankments does not grow well or
flourish at a steeper <DW72> than about 6 to 1.

In countries where wind storms occur, or the soil is of so light a
character that the passage of a train at considerable speed raises the
earth and moves it as dust, a covering of fine grass indigenous to the
country has been found to be a protection and necessary to economical
maintenance. Planting the white basket willow, or withy, has been
recommended as a means of preventing slips in loose soil, as the roots
form a network and bind the earth and cover the surface with shrub
growth. In damp ground the cuttings need not be planted as deeply as in
dry earth, but of course they will not flourish in all soils. Osiers
have also been adopted with good results in damp places.

Embankments of blown or drift sand, easily moved by the wind, have also
been protected and maintained by branches of trees laid horizontally.
They were placed in regular courses alternately with a stratum of sand,
the ends projecting over and down the <DW72>s, which were sown with
indigenous plants that it is known will flourish upon it. Great
difficulty had been experienced in maintaining the embankment until its
surface was so shielded. Sandy dunes have also been prevented from
slipping and being eroded and destroyed by the sea and wind by reducing
them to the same line, level, and <DW72>, by filling all openings or
depressions, or, if curved, by trimming them to a regular exterior and
the largest radius, and by a covering of fascine work in the exposed
places, and in any less exposed situation by planting them with grasses
that will grow upon such soil, the object being to remove all local
obstruction to wind or wave force and cause equable resistance and
protection. In France, the drifting of blown sea-sand into cuttings,
which not only may interfere with the free traffic but also be a
destructive agent to the rolling stock, has been prevented by planting
pine trees upon the cess.

In embankments in loose soil and across valleys, especially if they are
narrow and deep, repeated gusts of wind which have their maximum effect
upon a flat surface at right angles to it, will produce a hammering
action upon the windward side, and when the velocity is very great, upon
the leeward portion there may even be a partial vacuum created by the
wind rushing over the top of an embankment. An actual maximum momentary
pressure of wind of 80 lbs. per square foot was registered at the
Liverpool Observatory in 1869, equal to a hammering action of 0·55 lb.
per square inch. It is here referred to in order to show that in exposed
valleys the surface of all embankments of light soil should be covered
so that the particles cannot be blown away at the top or from the
<DW72>s, for a force of 80 lbs. per square foot nearly equals the weight
of a cubic foot of dry open sand which cannot be taken as weighing much
more than 90 to 100 lbs.

If seed be sown upon a <DW72> it is evident that it should be of uniform
kind in order to create a general equable condition, and the growth of
all rank vegetation should be prevented, for an unevenly protected or
covered surface will promote a localization of disturbing agencies, and
especially in treacherous ground when it has been covered, neither the
surface nor the turf should be allowed to be broken.

In ordinary cases where slips may be expected, soiling with mould or top
dressing, and sowing the <DW72>s may be sufficient, and turfing in others
of small extent; but in retentive soluble soil, a filtering layer under
the turf may be required, so as to prevent spreading, particularly near
the toe of a <DW72>; however, in mountainous or hilly districts,
experience seems to indicate that it is advisable to allow earthwork to
become consolidated by the natural effect of rain and atmosphere before
finally trimming or covering the <DW72>s: on the contrary it may be
advisable, especially in treacherous ground, to trim and cover with
mould, sow, turf, plant, or cover the <DW72>s as soon as possible after
they are excavated or deposited, in order to protect soluble soil from
rain, frost, or snowstorms consequent upon the wet season being near. Of
course, when experience shows that slips are improbable, the <DW72>s can
remain bare and simply be trimmed, and a covering of grass be left to
time to effect, and this is now the frequent practice. Should settlement
be expected or be unavoidable, the face protection can be so made that
it will not be disturbed or broken. In such a case a short, straight
<DW72> with a flat inclined berm or cess, the length of the <DW72> being
divided into three or four short continuous straight portions, has been
adopted with success. Should sowing or planting the <DW72>s be considered
as too slow in producing a covering, experiments can be made by mixing
available soils, or with one earth; and by exposing the mixture or earth
to the deteriorating weather influences it will have to resist, the best
protective covering to be readily obtained can be discovered.

Respecting the planting of saplings or shrubs, laws have been enacted to
compel the planting of saplings and trees upon certain lands as a
protection against landslips, and it seems to be generally acknowledged
that trees, particularly when in plantations, are a protection, as they
not only absorb moisture and bind the earth with their roots, but also
lessen any flow of water down the steep sides of a cutting or
embankment; and instances have been recorded in which trees have been
shown to preserve the alluvial banks of rivers, as when they were felled
the sides were eroded, or weakened, probably by the increase of moisture
and exposure, with the result that the channel became widened. The
systematic planting of live slips of poplar or willow has been found to
effectually protect soft banks of rivers, washed by the stream, against
weathering and erosion. Also in treacherous clay marly-soils, in which
slips of earth were numerous, acacia trees have afforded a good
protection, as their widely spreading roots conduced to hold the soil
together, and their foliage and branches gently regulated and lessened
the effects of rain and prevented quick infiltration into the earth.
However, care must be taken that the roots do not open or strain the
surface of the ground by force of the wind or otherwise, and increase
and localize percolation; but they tend to prevent cracking and
fissuring of the surface in clay and argillaceous earth, and form a
protection against the effects of the sun’s rays and drought.
Quick-growing trees should be selected having large and deep roots and
abundant foliage, especially in non-cohesive earths. Acacia and birch
trees appear to give satisfactory results. Unless in exceptional
situations, such as to protect a cutting from drifts of snow, or where
from local experience they are proved to act upon the earth as a
holdfast, it is questionable whether the indiscriminate and
non-systematic planting of saplings or bushes is not more likely to aid
disruption than promote stability, and, as a rule, other and less
expensive means of protecting a <DW72> are to be preferred unless a
uniform covering by trees or shrubs is practicable, whether over a small
or large unstable area. Isolated trees should not be allowed within the
fences of a cutting, although if just outside the toe of the <DW72> of an
embankment the roots may serve as a buttress, and therefore be
beneficial. Although in some <DW18> embankments in North Europe no trees
or plants are allowed to grow upon them, so that any deterioration of
the mass maybe clearly and quickly apparent; in Holland the defensive
covering varies according to the character of the earth, fascines,
wattling, sodding, a gravel coating, benching at the top of a <DW72> and
planting it with reeds to protect an embankment from erosion and wash
caused by traffic; pitching, plank facing, and sheet planking at the
toe, when the ground is very soft, have all been used with success. On
silty land willows generally grow rapidly, and when planted a little
distance from the toe of the land <DW72> in enclosure embankments they
are found to protect the ground. In some situations it may be necessary
to protect an embankment against boring by burrowing animals or
crustacea. Clay and clay loams are soils especially liable to be
burrowed. Usually as the quantity of sand increases, the boring
decreases; a coating of hard ashes may afford the required protection:
however, in the case of crustacea, local experience alone can indicate
the best protection, probably nothing less than stone pitching may
suffice, but as a general rule in this country, no precautions are
necessary; in warmer regions it may be otherwise.

With reference to fissures in a <DW72> which tend to produce slips as
they allow water to trickle down them, which must either be absorbed by
the earth or find an outlet; a slippery surface is thus created and the
tenacity and continuity of the soil impaired or destroyed; separation
also takes place in non-homogeneous earths such as boulder clay and in
embankments formed of rock and earth tipped together. It is practically
impossible to fill or pun every fissure that may appear in a cutting or
an embankment, but as there are generally places where slips are more
probable than others, it may be advantageous in treacherous soils to
adopt a regular system of filling the fissures, especially before the
wet season commences.

Coverings can also be made of a thin coating of burnt ballast, hard
chalk, or gravel, which will reduce the number of cracks or crevices, or
a mattress of fascine work can be used at the toe of the <DW72> in
submerged work, but care should be taken that the mattresses overlap and
that there are no open places between them, or, instead of being a
protection they will then be a source of danger by conducting water
between the joints; for this reason, as with any other material having
loose openings, it is advisable to use them over a continuous surface so
that percolation may be uniform and not simply for weak places or for
the purpose of repairing a slip in an earth embankment. The chief aim in
fascine work is to thoroughly bind the work together so that it is of
equal strength in all directions, and a little time after construction
should be allowed before deposition in order that the material may
settle, as an even surface is important. The most durable material
should be used in making a fascine covering, willow being the best, or
it may require constant renewing. Alder, aspen, and the best available
brushwood are also employed, and straw and ordinary matting for shallow
embankments, say up to 8 feet in height, which lasts only six to twelve
months. The best time for cutting should be locally ascertained, and
when they commence to deteriorate after being hewn, generally from three
months to a year, depending upon the season in which they are cut, &c.,
&c. In England, thorn switches have been used in lengths of 5 to 6 feet,
tied up with tarred rope in bundles having a diameter of about 1 foot,
every endeavour being made to bind and interweave them. Care must be
taken that the mattresses are well loaded or they will float; the
loading should commence at the centre, and be equally continued in all
directions, as that has been found to be the best method; they should be
made to sink evenly if they have to be lowered through water, and they
must be prevented from curling up at the edges. The props which fix them
must not be too close to the border, or near the centre, as then the
extremities will be torn away or bent upwards. The system of fascine
work may be very useful for protecting sandy and soft foundations in
such situations, to prevent slips in the <DW72>s of an embankment and in
providing a firm bed, and also for making training banks, groynes, and
spurs, for correcting and directing a current in a desired channel, and
to secure freedom from slips in a river-bank. Depending upon the degree
of looseness of the sand or sandy bed, loaded fascine mattresses will
assume a <DW72> of from 1 to 1 TO 5 to 1 if allowed to sink in the bed,
and after they have settled and reached the angle of repose which the
action of water will effect; the large number of structures standing
upon them for many years in considerable depths of water proves, when
they are properly made, that they are to be trusted in comparatively
unexposed situations.

A covering of stone pitching may be necessary, but in unsubmerged work
it has some disadvantages for, having joints, it allows unequal
penetration of water through them and impedes the equal discharge of
water from the earth, although its weight is a recommendation as it
opposes and may balance a pressure of water behind the <DW72>. However,
unless it is bedded upon a layer of soil of equal permeability, such as
gravel laid upon a nearly impermeable bed of clay, which should always
be mixed with sand to prevent it fissuring and bursting by heat or
water, so as to convey the water that has percolated and also that which
exudes through the <DW72>; it may cause a localization of the flow, and,
except in peculiar cases and provided the <DW72>s are covered, there is
no occasion for pitching if merely used to prevent slips and not
erosion, as obviously weight and a secure protection may be obtained by
other means and at less expense. For the protection of the <DW72>s of
rivers or canals or submerged work the case is different, as then
pitching prevents erosion and may be the only secure preservative in
exposed situations, although generally the most expensive. The pitching
should rest upon a bed of permeable material, and this layer should have
a power of suction and distribution more than equal to the quantity of
water that may penetrate the joints of the pitching; there should be a
bed of impermeable material next to the soil, and in exceptional cases
even two to carry off any water that has percolated, so as to obviate
any lodgment of water, due provision being made for the land drainage
discharge.

Sir James Brunlees, Past-President Inst. C.E., found by experiment that
at a <DW72> of 2 to 1 pitching has the greatest resistance to extraction,
_i.e._, it requires a greater effort to extract a brick at that <DW72>.
Taking the <DW72> of 2 to 1 as unity, the relative resistances were found
to be as follows:—

                           1 to 1 <DW72> 0·71
                           2 to 1 <DW72> 1·00
                           3 to 1 <DW72> 0·97
                           4 to 1 <DW72> 0·66

The resistances at 2 to 1 and 3 to 1 are practically the same.

Should it be determined to pitch the lower part only of a <DW72>, in
order to prevent slips, the pitching must continue to such a height that
a flow of water down the <DW72> is impossible, or it may become detached.
If the pitching is not rough squared on the joints, but of various
forms, it is preferable that the face having the largest area be laid
downwards, smaller stones being carefully wedged in between the
interstices. Any defective execution is usually followed by a falling of
the stones, and should this happen the surface will be broken and
erosion and slips will ensue. In laying the stones they should be so
placed that if a few become removed those above or upon the sides will
not be disturbed, and in loose soil no pitching should be laid until an
embankment has had time to settle and consolidate, which the necessities
of rapid execution may prevent, for however even the pitching may be
when first laid, it will settle and become more or less uneven in such
soil as sand or estuary slake, and every effort should be made to leave
no hole or exposed surface, but to cause a continuous close covering.
Fascine mattresses may have to be used in such a situation, as they will
follow the contour of the <DW72>. Should the <DW72> be subject to
considerable wave action, smooth surfaces offering the least frictional
resistance, obviously aid the travel of a wave, which is undesirable,
and provided the embankment is sufficiently strong a rougher surface is
to be desired. Projecting stakes tend to subdivide a wave.

Should pitching be required to be placed partly upon the face of a
cutting and partly upon the <DW72> of an embankment, as in the case of a
canal upon sidelong ground, care must be taken that it does not settle
unequally, and provision should be made by setting it upon a pervious
layer, so that any damming back of drainage waters may be prevented. The
weight of pitching upon a <DW72> affords a counter-pressure to that of
any water in the <DW72>s which may be trying to emerge. Chalk rubble,
also hard chalk, or gravel has been used in lieu of stone pitching for
protecting <DW72>s against erosion.

With the exception of retaining walls, the preceding may be considered
as the principal means, used separately or in reasonable combination,
for covering the surface of a <DW72> in a cutting or an embankment.

A frequent cause of instability of the <DW72>s in countries having severe
winters is the melting of unequal masses of snow, the result of drifts,
and also from the thawing of a considerable snowfall. The chief
preventive measures against snowdrifts and consequent protection to the
<DW72>s, although not a covering, may be stated to be as follows:—

1. Locate the line in a naturally sheltered position, which it is most
improbable can be done throughout its length.

2. Adopt tunnels, covered or sheltered galleries where the district is
subject to avalanches or snow-slips.

3. Prevent drifts by permanent or portable screens such as earth mounds,
trees, hedges, fences, &c.

4. Obstruct drifts by having deep trenches some distance from the top of
the <DW72>s.

5. Avoid cuttings as much as possible, and make the line upon an
embankment of such a height as to be above the depth of the drift snow
in similar situations.

6. Construct the embankments from side cutting, instead of cutting, so
that the trenches may catch the snow before it reaches the railway.

7. Make the <DW72> much flatter than its angle of repose.

8. Increase the width of the formation so as to lessen the depth of a
drift, and to enable a snow-plough to more readily discharge its
excavation.

With regard to the preventive measures enumerated.

No. 1.—As a rule this can only be practised to a limited extent
consequent upon traffic requirements and the configuration of the
country.

No. 2.—Shelter-galleries are found to be generally effectual, but
obviously are expensive; they may, however, be the only means to adopt,
as any obstruction to a snow-slip is avoided. The <DW72> of the top of a
covered or shelter-gallery should not be steeper than that of the hill,
so as to offer no impediment to the free passage of the snow.

No. 3.—Experience has proved that permanent screens are to be preferred
to portable shields, and that ultimately they are the more economical.
The excavated material, either from a cutting, drains or fence-ditches,
is generally used for the earth mounds so as to save expense; their
height, which is often from 7 to 10 feet, of course is governed by the
greatest depth of the snowfall, degree of exposure and usual direction
of storms, wind, and drift. Should these vary much, in an open air line
it may be impracticable to entirely shut out or prevent drifts, but the
protective works will lessen drifting and may reduce it to manageable
proportions.

A simple earth dam is seldom sufficient, owing to the impelling power of
the wind upon the snow-flakes and the considerable height at which it
acts; therefore, fencing has been fixed in the top of the mound, or
trees and shrubs planted, also old sleepers have been successful when
simply closely driven into the surface of the original ground. A screen,
consisting of one or more rows of trees or shrubs placed at a little
distance from the top of the <DW72> of a cutting, is that most generally
preferred. It is made either double or single, as may be thought
necessary. In Germany, hedges of fir trees similar to Christmas trees
have been found to afford excellent protection. In France, pine trees
planted upon the cess have effectually prevented serious snowdrifts.

In sloping ground, mounds or dams, screens, plantations of trees and
hedges in very exposed places have been insufficient to prevent some
drifting and accumulation of snow in a cutting, and a mound or fence has
consequently been erected upon the plateau at the top of the hill a
sufficiently safe distance from its face that snow-slips, which might be
increased into avalanches, were prevented from reaching the <DW72>s or
formation. A drain should be cut upon the higher side of such a hill-dam
or fence so as to carry away the snow-water upon a thaw, and prevent the
earth becoming in an unstable condition.

No. 4.—This system is generally used when an earth mound is also adopted
and it has to be deposited from side cutting. The trench, of course,
should be on the side of the mound farthest from the main cutting. As a
snow-catcher it is successful, especially in shallow embankments, for it
not only retains snow that would otherwise heap, but drains an
embankment.

No. 5.—This depends upon the configuration of the country, but as
cuttings act as traps to catch snow, if possible they should be avoided;
and particularly when of little depth, as it is found they quickly
become choked, and want as much protection as deeper excavations, and
from being more exposed to the cold air, the snow in them becomes caked
and frozen, and requires breaking up before it can be removed.
Embankments of a height a little above the ground, and the greatest
depth of the uniform snowfall of the country, are to be preferred.

No. 6.—Generally approved, as not only affording an advanced
catch-trench, but because it acts as a permanent drain.

No. 7.—This is a controverted system. Some engineers object to it as
facilitating the deposition of snowdrifts; others approve, upon the
ground that by flattening the <DW72>s the snow can drift freely and will
fall equally upon the formation. The balance of experienced opinion
seems to be rather against the adoption of flattened <DW72>s, unless they
are made very flat, such as from 4 to 1 TO 10 to 1, at which latter
<DW72> snow it is found does not usually accumulate but passes on
depositing only its general depth: and additional means of protection
are afforded, and appears to indicate that the unaided system is only
well adapted for countries in which winds of great force are generated,
such as the “blizzards” of North America.

No. 8.—It is found that increased width of the formation of a cutting is
an advantage, as it <DW44>s choking, facilitates clearing operations,
and provides room for shovelling snow from the permanent way, whether
effected by a snow-plough or by manual labour.

With regard to the formation width, _i.e._, the width of the bottom of a
cutting or the top of an embankment, and the prevention of slips in
earthwork, ample breadth is necessary in cuttings for the purposes of
drainage, although less in a rock cutting than in that of ordinary soil,
and the extent of the top of an embankment has some influence in the
promotion of stability. The required width of the formation must be
principally regulated by the character of the earth, the amount and
suddenness of the rainfall, the height of an embankment or depth of a
cutting, the degree of exposure, the exigencies of the traffic, and the
required drainage. In wet cuttings the formation should be wider than in
dry earth, and the side ditches should be made larger, especially when
there is a steep gradient in a long cutting, in order to keep the
formation and the permanent way in as dry a state as possible and aid
traction, for the coefficient of friction of the wheels of a locomotive
will then be greater than when the rails are damp and greasy. In cold
climates the width of the formation is often increased so as to lessen
the depth of snowdrifts, and to enable a snow-plough or men to more
readily deposit the excavated snow and clear the track, as has been
referred to in the immediately preceding pages; and in severe climates
in wet places ample width in cuttings is found necessary, as drains
frequently have to be cut in them as deep as 4 to 5 feet to afford a
free flow for and to prevent an accumulation of water. In temperate
climates the width can be much reduced. When the formation is narrow the
simple percolation of water through the <DW72>s of an embankment, unaided
by any aqueous action caused by fissures, may gradually saturate the
mass, and as the wider the formation the larger the cross-sectional area
of an embankment, it follows that increased resisting power to
deterioration is obtained by widening the formation, as there is more
earth to absorb the water.

A train upon the permanent way will make a force act downwards until it
meets with sufficient resistance to cause reaction. The direction of the
resolution of these forces is towards a <DW72>, therefore, the farther
the surface of a <DW72> is from the line of action and reaction, the
greater is its distance from the disturbing force and the lateral
resistance it receives from the mass. In the case of a solid rock
foundation and a homogeneous embankment in the same state of
consolidation throughout its mass, the direction of the forces might be
accurately delineated, but as such a uniformly homogeneous and equable
condition seldom exists in railway embankments, it cannot be absolutely
said that the forces act throughout upon certain lines; however, it is
advisable to ascertain the probable direction of the forces.

The allowance for lateral settlement should be liberal and be regulated
by the nature of the earth, the height of an embankment, and other local
conditions of situation and rainfall that affect earth, many of which
are named in other chapters. It will vary greatly, and may be anything,
from 5 per cent. to 100 per cent. additional width of formation. An
addition of from 5 to 10 per cent. of the height of an embankment is
usually sufficient, but in clay sand and such soils an embankment may be
slowly washed away by rain until it has shrunk to half its required
width. As an embankment settles or weathers the width of the formation
should be maintained without having to steepen the <DW72>, widen the top,
or erect a wall upon the formation in order to hold the added earth. The
additional formation width of embankments is also a provision against
the effects which the “lurching” of an engine may cause by its weight
temporarily acting upon one rail, and the pressure to be in the 4 feet
8½ inches gauge at a distance of about 2 feet 6 inches from the centre
of the permanent way. For some distance upon each side of the point of
junction of two high tip heads the top width should be increased, _vide_
Chap. IX., and in sidelong ground it is advisable to widen an embankment
more on the upper side than the lower, as slips seldom occur upon the
higher side; and in the case of railways, should the lower <DW72> move,
the rails can be placed towards the hill, and perhaps away from the
slipped portion of the embankment.

With respect to the deteriorating influence of vibration as regards the
<DW72> of a cutting or embankment, it is well established that vibration
will cause movement in a retaining wall which would otherwise be stable,
and that soils possessing considerable powers of cohesion are not so
easily affected by vibration as those of a looser character consisting
of particles having more or less rounded surfaces; but the action of
water may produce seams in such earths as clay, and create a smooth
greasy sliding surface upon which any reposing mass may but require the
least disturbing force, on the principle that the least impact is
sufficient to impart motion to the largest body; such as a man walking
upon it or the tread of an animal, to unbalance the delicate state of
equilibrium. This action may be gradual, continuous, and increasing, as
the earth will always be subject to changes of weather. On the contrary,
vibration in soils having particles insoluble in water, provided water
does not dissolve any cementing material between them, may cause them to
equally settle and become firmer by being pressed together than if they
were not subject to such operation, and should the particles wedge by
shaking and the <DW72>s be sufficiently flat, vibratory motion may, under
these circumstances, tend to consolidate certain earths in an
embankment; but not so in the <DW72>s of a cutting which vibration must
disturb by reason of it agitating and loosening the surface and making
it less dense. For instance, in sandy soils the surface friction on a
cylinder, when sinking operations are not being prosecuted and when the
material is being raised from the interior, is different; the latter
resistance being from 20 to 25 per cent. less than the former,
consequent upon the disturbance, and although fine, soft drift sand
usually presents greater frictional resistance than firm sand, it
obviously cannot be taken as equal to that of firm sand, as it is
quickly dissipated.

The conditions of earth being so very diverse no rules can be deduced,
for even the effects of such stupendous force as that of earthquake
vibrations vary according to the nature of the ground, however, the
weakening effects of vibration are undoubtedly very considerable. It is
known that the lateral thrust of earth is thereby much augmented, and,
therefore, that the strain upon the frictional resistance and the
cohesion of the earth is increased; and experiments have shown that when
a wall is nearly strained to the point of overturning, slight vibration
will quickly destroy the equilibrium, thus demonstrating that it adds to
the lateral pressure. An analysis of some reliable experiments proves
this increase to usually range from 10 to 60 per cent., but it is
evident that the practical effect of any increase may be very much
greater than a mere computation of the increment, for it may supply the
additional strain, however small, necessary to initiate a movement,
hence the danger.

As collateral testimony to the important effects of vibration may be
mentioned:—

A comparison of the coefficients of friction during motion and those at
the commencement of movement or of repose.

The existence of a nearly vertical face generally assumed, when unshaken
by artificial means, in the bared top earth in a quarry, shallow well,
gravel or sand pit, pond, and even a river-bank or a cliff, which
experience has proved could not be maintained when subject to vibration.

The fact that timber piles, which are chiefly supported by the
frictional resistance of their surfaces, will not sustain a rolling,
_i.e._, a vibratory, load equal to that of a fixed load, and also that
the method of driving in soils easily disturbed, such as sand, is also
considered as reducing the safe load according to the percussive action
and frequent vibration caused by a pile-driver, whether worked by steam,
hand, or by means of an explosive substance. As further proof may be
named that in pile-driving, especially in open soil, piles continually
driven penetrate the earth considerably quicker and easier than if
driven at intervals, as the latter system allows the soil to settle
round them and the loosening and friction destroying effects of
vibration are lessened.

The experiments made by Mr. J. A. Longridge, M. Inst. C.E., for Mr. G.
R. Stephenson, Past-President Inst. C.E., in Morecambe Bay, England,
showed that by vibration the bearing power of driven timber piles was
reduced to one-fourth or one-fifth of that when subject to a steady
non-vibratory load.

Its deleterious effect on the structure of such a solid substance as
iron, &c., particularly when it is loaded beyond its elastic limit.

It is generally agreed that a substance is broken sooner when a load is
intermittingly imposed than when the same load is permanently placed
upon a structure.

The experiments of Professor Stokes, 1849; M. Phillips, 1855; M.
Renaudot, 1861; M. Bresse, 1866; and recently of Dr. Winkler and others,
show that the increase of the intensity of strain consequent upon the
dynamic effect of a suddenly-applied moving load may be as much as 33
per cent. more than that of the computed statical pressure.

The fact that in masonry piers of considerable height and small
dimensions, as in piers of viaducts, the vibration caused by trains
loosens the brickwork or masonry and necessitates frequent repairs.

The theory that the particles of all solid bodies may be in a state of
continuous vibration and motion, though there may be no means of
rendering their motion visible, has not been refuted by deductive
reasoning; but, on the other hand, it is in accord with the theory that
“motion communicates itself among material bodies, and is never lost;
when it appears to be so, it in fact only passes from the moving body
into other bodies which are at rest, or are endued with a less velocity,
and at length it becomes insensible in consequence of its enormous
diffusion. In fact, motion can only be destroyed by motion; resistances
and friction disperse it, but do not destroy it.”

The laws of statics and dynamics are well established, and are fully
described in many admirable works upon mechanical philosophy; so far as
the subject of this book is concerned that which is required to be
answered is the question. Have the deleterious effects of vibration upon
earthwork in various conditions been determined so as to be of practical
value?

Not by experiment upon a large scale, nor is it probable that they will
be; but they have been deduced from experience, reasonable inference,
and experiments on a small scale, as has been before mentioned.

The effect of vibration is usually more marked in cuttings than in
embankments, although it may nearly approach when they are of little
depth or height: because a train in a cutting is contained within the
area excavated, whereas in an embankment it is without the area
deposited. In a cutting vibration commences upon the formation level and
the toe of the <DW72>s, the latter the most vulnerable parts and those
most strained. In an embankment it proceeds through the formation to the
base and the toes of the <DW72>s which are necessarily the most distant.
On the other hand, the material in an embankment is generally in a
looser and lighter condition, and therefore more inclined to move and to
suffer from vibration. It may also be greater upon one side consequent
upon the “lurching” of the engine and carriages.

Obviously, vibration is increased with the speed and weight of a train;
probably a short, heavy train travelling at high speed causes a more
deleterious effect than a long heavy train travelling at a slow speed:
also the higher an embankment or the deeper a cutting the greater the
area of the cross section. Assume a train weighs 100 tons, and the
weight of the earth is 112 lbs a cubic foot, or 0·05 of a ton; it might
be considered that the effects of vibration would be less as the areas
increased. Consider the formation to be 18 feet in width and the <DW72>s
1½ to 1, the respective areas of cross section would be as follows:—

 ───────────┬───────────────────────┬───────────┬───────────┬───────────
   Height.  │         Area.         │ Weight of │ Weight of │ Ratio of
    Feet.   │                       │    the    │the Train. │the Weight
            │                       │Embankment.│   Tons.   │ of 1 Foot
            │                       │ Tons per  │           │ Lineal of
            │                       │  Lineal   │           │    an
            │                       │   Foot.   │           │Embankment
            │                       │           │           │  to the
            │                       │           │           │ Weight of
            │                       │           │           │the Train.
 ───────────┼───────────────────────┼───────────┼───────────┼───────────
            │Square  Lineal   Ton.  │           │           │
            │ Feet.   Foot.         │           │           │
     10     │  330 ×   1 ×   0·05 = │       16·5│    100    │0·165 to 1
     20     │  960 ×   1 ×   0·05 = │       48·0│    100    │0·480 to 1
     30     │1,890 ×   1 ×   0·05 = │       94·5│    100    │0·945 to 1
     40     │3,120 ×   1 ×   0·05 = │      156·0│    100    │1·560 to 1
     50     │4,650 ×   1 ×   0·05 = │      232·5│    100    │2·325 to 1
     60     │6,480 ×   1 ×   0·05 = │      324·0│    100    │3·240 to 1
 ───────────┴───────────────────────┴───────────┴───────────┴───────────

  NOTE.—For the purpose of a comparison of ratios it is not necessary
  to consider the length of the train.

A simple inspection of the above ratios would lead to a supposition that
the effects of vibration would be no less than 3·210/0·165 = 19·6 times
greater in a 10 feet than in a 60 feet embankment. Merely comparing the
weight of a train with that of an embankment, and assuming that the
results of vibration at the same rate of speed are so governed is
incorrect, for the effect of vibration at the formation level is not
regulated by the height of an embankment or the depth of a cutting. The
weight of a train may bear a very small relation to that of the quantity
of earth slipped, yet the soil may have gradually become in such a state
of delicate equilibrium that at last the least vibration will destroy
it, even a little of the top soil falling upon the <DW72>; and it
frequently occurs that a slip commences by the detachment of a few small
lumps and increases until it becomes of serious dimensions; therefore,
the area of a cutting or embankment cannot necessarily be considered as
reducing vibration although the source of disturbance may be more
distant; but, of course, the heavier the mass the greater the weight and
speed required to cause the whole to vibrate.

Lighthouses and such exposed works being constantly subject to
vibration, the experience gained through their behaviour may be
considered as indicating the direction in which the stability of
structures in analogous situations has to be sought. It is generally
agreed that it favours weight and bulk, as they are unchangeable, and
shows that although the form, execution, and the material may be
perfect, a light fabric will gradually be deteriorated by constant
tremor and vibratory motion, at length culminating in the loosening and
separation of the parts.

Except from actual experiment in each case, it is impossible to
determine the greatest weight of and the speed at which a train should
be allowed to travel so as to prevent any deleterious effect from
vibration, and the circumstances are so various that a practical rule
cannot be deduced, except by assuming conditions from experience alone,
which would so modify a formula as to make it show any desired result,
and cause it to be regarded as too complaisant to be trusted. Perhaps
the best test of the effects of vibration that any earthworks can
receive is when a temporary railway is laid upon the formation or cess
for the carriage of materials, and in a lesser degree a steam excavator,
as the weight and vibratory action may show the weak places in a
cutting, or so shake portions of an embankment that should the earth be
unstable a slip will soon occur.




                             CHAPTER VIII.

  EARTHWORKS IN OR UPON SIDELONG GROUND.—SOME INSECURE
    CONDITIONS.—PRECAUTIONARY MEASURES.—EMBANKMENTS UPON SOFT
    GROUND.—EMBANKMENTS COMPOSED OF SOFT EARTH.—THE PROMOTION OF
    STABILITY AND CONSOLIDATION.


With regard to earthworks in or upon sidelong ground, the configuration
of the surface conduces to a movement of the hill-<DW72> of a cutting,
and the centre of gravity of an embankment is not in the middle, and in
a narrow embankment may be outside the central portion, the tendency,
therefore, is for the <DW72> of an embankment on the upper or hill-side
to assume a steeper inclination than that on the lower, as the earth is
tipped against the inclined ground until the point is reached where a
perpendicular erected upon the surface of the ground cuts the top of the
inside <DW72>. This <DW72>, if protected from weathering, might be allowed
to stand at the inclination at which it remains when tipped, and be
simply trimmed and covered; but the toe of the <DW72> on the lower or
valley side is especially likely to slip, and therefore, every
precaution should be taken to prevent movement. A retaining wall is a
certain protection, benching the ground, weighting the foot of the
<DW72>, dividing it into benches about 10 to 15 feet apart, varying in
width from 5 feet and increasing according to the depth; the benches
having sufficient inclination to prevent an accumulation of water;
counterforting the <DW72>s in dry and mild weather with simple earth
counterforts 5 to 12 feet in width at intervals, and in length about
twice their height with a reasonable <DW72>, the height being about half
that of the embankment; a dry retaining wall may also be erected in
temperate climates and in a comparatively unexposed situation: are all
precautionary measures that can be adopted. But in the case of a cutting
in drift or permeable soil upon rock or an impermeable surface liable to
become wet, which not infrequently occurs, the conditions of equilibrium
may easily be destroyed, and the <DW72> upon the higher side may not
stand at a less inclination than that of the hill. Obviously this <DW72>
cannot be obtained either in cuttings or embankments, therefore,
provided the drift is of considerable depth and treacherous, means must
be taken to prevent movement, and drains should be inserted so as to
make the earth capable of standing at a steeper inclination than it
naturally assumes; and in order to drain the ground at the seat of an
embankment, a trench on the valley side filled with stones or supported
by other means acting as a wall and drain can be made. Every precaution
should be taken to prevent any accumulation of water in earthworks in
sidelong ground, and to gently control them, and to promote this object
it is well that lateral outlets be opposite to each other so as to
afford through drainage and an unobstructed flow.

As drift soil upon the inclined surface of a rock may be held by
friction, the least change may impair it sufficiently to cause movement,
therefore it is advisable to have a narrow gullet or heading excavated
in short lengths, followed _pari passu_ with protective works, whether a
retaining wall or not, so that the earth is weakened as little as
possible by exposure and deprivation of its usual support; and there are
many places in which, unless the system of excavating in short lengths
be adopted, failure and slips must result.

In sidelong ground the formation is frequently partly in cutting and
partly in embankment, if so, and the drain is impermeable and can be
thoroughly relied upon, it may be advisable to make the formation
incline towards the hill, so as to drain it, lessen, and perhaps prevent
percolation into the semi-embankment or under its seat, for the soil
being loosened by the process of excavation and deposition is in the
mass more porous than in a cutting.

The chief aim of all drainage operations for the preservation of
earthworks in sidelong ground is to prevent the hill waters guidelessly
flowing into, upon, or under them, their accumulation, or any
obstruction to their easy discharge; and to attain this object it is
necessary to know the location of the sources of the supply, the
quantity, and other particulars, _vide_ Chap. IV. A proper system of
drains must therefore be made upon the hill-side to gather and gently
guide the waters, to lead them by channels across the formation and
discharge them outside it, care being taken to protect and line the
surface of the drains so that no leakage occurs or any erosion of the
face. In countries where the rainfall is excessive or sudden at certain
places or entirely, it may be sufficient to protect the <DW72>s so as to
allow of a flow over them, and particularly upon the valley <DW72> of an
embankment, and in a lesser degree upon the hill-<DW72> of a cutting.

When the configuration of the country allows, it is advisable to avoid
cuttings, and particularly embankments, in or upon drift soil lying upon
an inclined surface of rock or impermeable soil, because it can so
easily be disturbed, become unstable, and of the difficulty of restoring
it to a state of equilibrium; in fact, this may be impossible, as
vibration may cause it to move. In such a case the only means of
preventing a slip is by erecting a wall at the toe of the <DW72>, and as
it is necessary that the foundations be in the rock beneath the surface
earth, the simple operation of excavating may impel the drift down the
hill. Also should an embankment be required upon drift soil its weight
may be sufficient to cause the mass to slide and a diversion of a
railway may be imperative, for the cost of a retaining wall, because of
its height and the great pressure it would have to sustain, or be built
to sustain, would prohibit the adoption of such a remedy. Therefore, an
embankment is more to be feared than a cutting in such earth. Making
benchings in the rock below the drift to resist movement of an
embankment will most probably be impracticable, and the soil may be in
such a delicate condition that a shock or very little additional weight
may make it slip, and when once it has moved, its stability may not be
permanently restored. Such a case may be considered as one of the worst
that can be encountered, and certainly the simple removal of detached
masses of rock that may slide upon the formation is easier to effect
than to treat drift soil upon an inclined rock bed.

It is always well to remember that in sidelong ground a hill may be
reposing at the steepest <DW72> of stability, and when the earth is rock
it may dip in the direction of a cutting or be imposed upon a perishable
stratum, such as porous or inferior shale. Support upon the valley side
is then absolutely necessary to restore its normal equilibrium, and
every care should be taken to prevent water reaching the embankment or
trickling under its base, and to control all water that may permeate
through fissures in the rock face, especially should it be loosely
bedded. Earthworks in such positions require to be regularly watched.

In forming an embankment upon sidelong ground every means should be
adopted to increase the friction between the tipped material and the
soil; consequently all turf or herbage should be removed in order that
the embankment may be upon the bare earth, care being taken that no
loose top mould or turf is deposited, but only the firm soil. It may be
advisable to only tip earth excavated from the solid hill-side, and not
top soil such as that obtained from side cutting, and unless in rock or
firm soil to avoid partly side cutting and embankment.

Should an embankment have to be tipped upon rock, care must be taken to
prevent the surface water flowing under its base, and to counteract
sliding movement the ground should be benched and a drain made on the
higher side; also in a deep cutting the <DW72> or face should be stepped,
or have a cess at about mid-height, or where desirable, to lessen the
effect of the trickling of the surface water and to prevent a flow in a
direct line, which might make the velocity of any leakage waters
dangerous, especially after a rapid thaw. On a mid-cess a catchwater
drain should be cut to intercept the surface water, which may not
percolate but flow upon the <DW72>, and, unless diverted and conducted to
an outlet, may saturate or erode the bottom.

Before a cutting in drift soil upon the side of a hill can be drained,
it may be necessary to sink a shaft upon the higher side some distance
from the <DW72> and construct a complete series of drains under the
formation. Also should an embankment in sidelong ground be near to a
river, the exposed river-bank face must be protected, and in any case,
when a pier of a bridge has to be placed close to the edge of a rock,
the face of the earth should be preserved by a substantial Portland
cement concrete covering in order to prevent disintegration culminating
in a slip or subsidence.

In setting out a line of railway or a canal care should be taken to
avoid, if practicable, either cuttings or embankments in soil resting
upon inclined rock, as slips are almost sure to occur. However, should
it be unavoidable, their depth and height should be reduced to a minimum
and, if possible, the formation be raised until the bare rock crops out,
and this can frequently be effected within the limits of deviation. Also
deep cuttings in clay or earth, having particles soon affected by
weather, should be avoided, but they may be necessary; and should any
have to be located upon a sharp curve, it is advisable to excavate the
projecting spur on the convex side of the curve more than that required
to obtain the formation width, as it is peculiarly exposed, and
therefore more likely to slip. When cuttings are upon the escarpment of
a clay hill the <DW72> upon the valley side need not be so flat as that
against the hill. An inclination of 3 or 4 to 1 may be necessary upon
the hill-side, whereas a 1½ to 1 <DW72> may be sufficient upon the other.
When a slip may involve the destruction or injury of any adjacent
buildings, the best plan is to erect a retaining wall at the foot of a
<DW72>, not less than about one-fourth of the height of an embankment or
the depth of a cutting, ample provision being made for drainage and the
expansion of the earth. It is a sure protection and support, and the
consequences of a slip may be most serious in such a position. The
protection of the <DW72> and a breast wall may, however, be alone
necessary upon the valley-side.

The construction of embankments upon soft soil is here referred to so
far as regards lateral movement, or where vertical settlement causes
such action by drawing asunder. Whenever the surface of the ground
bulges or upheaves upon earth being tipped upon it or pressure applied,
it shows that the disturbing harbingers of instability are in action and
that its sustaining power has been reached, its surface ruptured, and
any more soil placed thereon will only sink and displace the earth until
it meets the solid ground beneath, or the material becomes sufficiently
compressed and dense for it to sustain the load; such a condition of
unrest generally proceeds from over-pressure and will loosen the soil,
increase percolation, and aid disintegration. When it is known that
soft, peaty, muddy, or silty earth overlies level solid ground, and it
is certain it cannot escape, and can only be condensed by weighting
until it will permanently bear the strain required, it can be built
upon; although should there be more pressure at one place than another,
or the character of the soil vary, in certain places be swampy and in
others dry, the surrounding ground will probably rise where the weight
is the least; therefore, increased bearing area of an embankment maybe
necessary until the sustaining power of the earth is not exceeded, or
slips and subsidences will occur, for the weight of an embankment in
such a situation cannot be diminished by retaining walls, as stable
foundations are not to be obtained. It is obvious the width of the
formation cannot be reduced and therefore the only way of lessening the
load upon the base per square foot, assuming the embankment to act as a
mass, and of distributing its weight, is by flattening the <DW72> and
making a platform under the seat of an embankment. All earths, however,
that are not hard rock subside upon being weighted, and in the case of
tenacious clay soils, upon a considerable load being applied over a
small area, a trifling contiguous uplifting of the ground will generally
be noticed. If such rise of the soil does not exceed about one-sixth of
the settlement of the clay under the load it may be disregarded as not
likely to cause a slip or serious lateral movement.

When the foundation consists of a firm stratum of gravel, sand, or solid
earth overlying soft soil such as quicksand or silt, _i.e._, mud and
sand; or alluvial deposit, care must be taken that the latter is not
forced up at a weak place by the additional weight of an embankment, and
the firm stratum undermined, as then it will sink, fissure, and be
unsafe. Any disturbance of the bed or water of an estuary or lake other
than by the tides, currents, or wind is an indication that the earth
beneath the firm soil is overloaded, and that subsidences and slips will
ensue.

Before determining upon the necessary precautions that must be taken,
the deposits should be thoroughly examined and tests made of the amount
of soluble and insoluble material in a certain mass, as although the
earth may have the appearance of being mud, it may contain a
preponderating proportion of insoluble particles of sand, and its
character may hardly be that of mud or silt. When a marsh rests upon
clay it usually requires only reasonable care, but if upon mud or loose
sand it may always be in a more or less unstable condition.

The chief means of consolidation in the construction of embankments of
soft soil upon soft ground may be stated to be as follows:—

1. Draining, which must be deep, and should be effected before the earth
embankment is deposited.

2. Weighting the ground outside the <DW72>s with firm material so as to
consolidate the soil by intermixture with it.

3. The formation of terraces of earth, and by allowing the ground to
subside until movement is arrested, but there may be a porous seam of
harder soil, such as gravel, under the soft ground, then care must be
taken not to dam back the flow of the underground waters by the
subsidence of the added earth or the whole embankment may slide, become
softened and finally be swept away; therefore, through drainage must be
maintained under an embankment.

4. Making the load as light as possible consistent with due
consolidation.

5. Constructing an embankment in equal and regular layers of ashes or
other dry, light, stable soil, and by drying the earth to be deposited
by separation, wind, sun, or by burning.

To prevent slips in such situations, draining, although causing
subsidence, should be executed as long as possible before the embankment
is tipped, is more effectual and certain in its action than any system
of lessening the load or of counterweighting the soil, which may thereby
temporarily be brought to rest but afterwards give way; and any damming
back of water may cause additional sinking, and change the condition of
the earth from a state of dampness to that of saturation. It may be easy
to calculate the weight per square foot that will have to be sustained
by the ground from an embankment and the heaviest train, but to make the
necessary allowance for the effects of vibration is not so readily
computed. The ground can be weighted to ascertain the limit of its
sustaining power. The test should extend for a period of several weeks
to be thoroughly reliable, which time can seldom be afforded upon works;
therefore a considerable excess of sustaining power over the load should
be allowed.

In draining the site of an embankment in peat soil, it is advisable
first to ascertain the depth to which trenches can be cut without the
sides falling in. It generally varies from about 1 foot 6 inches to 3
feet. As the ground becomes firmer the drains can be deepened if
required. The width should not be less than 2 feet 6 inches to 3 feet.
Cross drains can be cut at every 20 to 40 feet according to the state of
the soil. Peat usually drains freely at the surface when its level is
not at or below the water-bearing line of the country. A successful
method of thoroughly draining the surface of peat moorland is to first
make a drain about 1 foot 6 inches in width and the depth of an ordinary
spade, and leave it for a time until the top soil to that depth becomes
firmer, then repeat the operation until a depth of 3 feet is obtained,
the sides being excavated to a perpendicular face, the top turf being
carefully cut and stacked upon the surface to dry. Along the centre of
the bottom of the trench a small cut is made about 1 foot in depth and 6
inches in width, leaving a 6-inch ledge upon each side, then the dry
stacked turf 1 foot 6 inches in width previously excavated, is placed
upon the ledge, the grass downwards and the layers reversed in rotation
to the order in which they were excavated. This system in moss peat land
is cheaper and better than tile or rough stone drains, as they often
settle unequally. The underneath drain will not close up provided the
excavated turf is carefully deposited, and water will not disintegrate
the peat. These drains should be cut about 20 feet apart.

A more extensive system may be necessary, and a comparatively large area
may be required to be drained in order to obtain a firm foundation and
to prevent breaking away of the ground. In such event the first drain on
each side parallel to an embankment should be at a distance from the
centre line of the formation at least equal to the bottom width of an
embankment, and as deep as the soil will allow, so as to drain the land
within the fences. A cut should also be made outside the fencing at a
distance of not less than 10 feet from the inside drain, to catch the
surface waters and prevent their flowing upon the enclosed land. Cross
drains may be required at intervals of from 15 to 50 feet according to
the character and depth of the bog. The sides of the open drains may
require to be supported. Branches of trees and rough fascine work laid
in them have been used to an extent so as not to interfere with the
flow; and when a spoil or fence bank has to be deposited it should be
made a reasonable distance from the drains or they may become closed.

Every effort should be directed to make the drainage of the same degree
throughout the area; it is therefore necessary to know whether the water
can be discharged into a channel or adjacent river, or if the bottom of
the drains will be above the general water-discharge level of the
district so as to prevent the ground being in the condition of a sponge
always full of water and becoming a floating mass. When the peat soil is
of little depth and rests upon sand or clay, drainage can be effected by
side drains reaching to the underlying stratum, and the drains can be
open and be filled with gravel to prevent the sides falling or the
bottom rising. Few serious slips will take place in bog-land when the
precautionary works named in this chapter are more or less executed;
subsidence is then the chief difficulty. It cannot be entirely
prevented, but it may be lessened. It is frequently very considerable,
depending principally upon the depth, situation, and character of the
deposit and the proportion of water in it. Deep bog-lands upon being
drained have subsided as much as 4 to 5 feet the first year, and 10 to
12 feet the second, and in the worst situations they will continue to
subside until the earth is sufficiently compact to support the insistent
weight, and they have sunk as much as 30 feet before the ground became
consolidated. Burnt ballast, fine gravel, or sandy gravel, is to be
preferred as ballast upon peat embankments, as affording an even coating
and tending to consolidate the earth, whereas broken rock ballast breaks
up the surface, as the pieces are not uniform in size and are
fragmentary. The cost of maintenance on bog or marsh-land is sure to be
heavy for two or three years, but then the road will generally have
become firm. The chief points in maintenance are to cause equal loading
and to promote thorough drainage. Baulks laid under the sleepers, or the
longitudinal system of permanent way, is not advantageous in soft soil,
and even should a longitudinal bearer be placed upon the cross sleepers
the road is difficult to lift or pack, and less timber will be required
by a reduction of the distance between the cross sleepers. The rail
joints should also be stiffened so as to make the depth of the
undulations consequent upon the passage of a train as regular as
possible, and the number of the sleepers can be increased with this
object.

The sustaining power of peat moss, and peat which is sometimes found
under a bed of gravel and upon a substratum of clay or marl; and
bog-land varies greatly. As a rule high bog-land will bear the greater
weight. The only reliable method of ascertaining its sustaining
capabilities is by an actual test, and such experiments are the more
requisite in unreliable soils such as mud and slake, alluvial deposits,
peat and bog-land. It is known that some mossy peat and bog-land will
not even resist the weight of a stone of ordinary size, but will upheave
and shake upon very little pressure being applied. By draining and other
consolidating operations such land may be rendered capable of sustaining
a load if the weight be spread over a considerable area upon a platform
of poles, timber, or fascine work, as it then as it were, floats upon
the surface; but piling is not successful, as the piles disunite the
particles, destroy the continuity of the layers and make a passage for
water. The elasticity of bog-land is manifest even when a road-bed has
become sufficiently firm and even-bearing for traffic, by the agitation
of the water in any adjoining drains.

In low bog-land, peat-moss, or peat-land, it is important to ascertain
whether the deposit extends to a considerable depth, as in Holland it
has been found that some marshes simply rest upon a bed of water, being
nothing but floating peat moss, although having as great a thickness as
20 feet. It has also been noticed that marsh-lands often rest upon peat
mosses with a small layer or film of loam upon them, and that they are
floating masses, although the water upon which they float may not be
deep; its depth may be known by the insertion of a bar or boring-tool,
for when it sinks suddenly it has probably reached the water, and until
its downward movement stops it shows that water exists.

Peat bogs consist of decomposed mosses, grasses, aquatic plants, and
mud. In mountainous districts when they are superimposed upon hard or
non-weathering rock, such as quartz, they have little thickness; if upon
clay rock, or any that decomposes under weather influences, they are
usually of considerable depth. As a rule, the greater the specific
gravity of peat, the firmer it is and also the darker. The top layers
are generally the most fibrous and the driest, although spongy and
containing vegetable matter, and are of a light brown colour, and of
less specific gravity than the next deposit, which is of a darker brown
tint, and is denser and more decomposed; the peat then becomes brown
black or black in hue and approaches a coaly condition. Compact turf
usually contains little water, but should it be of a mossy nature it is
generally saturated. Wet bog, peat, or moorland may contain as much as
80 per cent. of water, and any soil having so large a proportion must
necessarily subside and change upon being thoroughly and regularly
drained, and have its bearing power increased in a ratio approximate to
the percentage of water in it before draining and that after such
operation has been effected, other conditions being similar. The depth
and character of the top layers will indicate the best method of
procedure, and whether it is advisable to excavate them and deposit an
embankment upon the lower and firmer bed.

In Holland, where the peat is superimposed upon sandy soil, in order to
prevent slips in embankments it is found advisable to excavate a trench
about 15 to 20 feet in width and as wide as the formation width of a
railway or road, until it reaches the subsoil, and to fill it with sand;
and when an embankment has to be formed of very porous earth, to make a
trench at the toe of each <DW72>, and to fill it with sand so as to act
as a counterfort. Peat and sand have been found to laterally spread the
most, clay and sand less, and therefore the latter soil stands at a
steeper <DW72>.

On the South Austrian system of railways marsh-land has been made firm,
and malaria-fever almost annihilated by depositing ashes over the earth.
When they are mixed with the bog or swamp deposit, it is found that they
cause it to become fertile.

Peaty soils and peat bogs, which latter it should always be remembered
may be almost floating upon water and have a surface layer of vegetation
and moss, must be differently treated to other soft soils, and thorough
drainage may be economically impossible in deep deposits. In such a
situation, as the peat is alone capable of bearing the pressure, it
should not be disturbed or the particles disunited, for the continuity
of the layers will then be destroyed, and probably cause an upward flow
or other passage of water upon pressure being applied. This state is
frequently met with where inland waters have existed, as in that case
the peat moss covering has sunk, the depression depending upon the depth
of the peat underneath it and the distance at which the firm ground is
reached. It is, therefore, advisable to ascertain this, as then some
idea of the probable subsidence may be known.

The system of a platform of poles, hurdles, or fascine-work is well
known, and has been proved to be effectual in preventing any dangerous
lateral or vertical movement. Sand, fine gravel, ashes, or other binding
material, spread over the surface of peat consolidates it and assists in
preventing movement, and it is well if such a covering extends for some
distance in front and at the sides of an embankment to keep the ground
from rising. Upon soft soil, a thick layer of clean sand, well wetted
and consolidated, 5 feet or more in depth, has been used in lieu of
piles for forming a bed upon which to deposit a Portland cement concrete
foundation to receive heavy masonry piers of a bridge, and at much less
expense and with greater expedition, and no slip or subsidence of the
ground has occurred.

It is obvious the earth should be deposited in even layers, similarly to
the general method of closing reclamation embankments from the bottom
upwards; staging is, therefore, necessary for the waggons to run upon
and discharge their contents, but piles should not be driven, as they
disturb and upheave the earth and do not consolidate any soil. A
successful system of depositing embankments of bog or peat earth is to
thoroughly cut up, pun, and tread down the soil in order that it may not
shrink in cakes. If an embankment subsides and must be raised, only
light earth or material should be used. “Forming” or embankments of
little height are usually made from the drain excavation, and when more
earth is required the outer ditches are widened and deepened so that the
fenced-in land is made as firm as possible upon which a railway or a
road has to be maintained.

Fascine mattresses, to prevent slips and subsidence in an embankment in
very soft ground, such as loose sand, are to be recommended, and
experienced engineers have expressed their belief that they are the best
means of procuring a firm foundation and securing it from scour in loose
sandy and soft deposits; and their employment may become necessary when
the earth is very wet, and the contour of the district renders effective
drainage or consolidation of the soil difficult or impracticable. Should
the ground after drainage be only damp, brushwood, or heather, so laid
as to offer the firmest and most even bed may be sufficient; and if sand
can be used with it, it is very advantageous; but the fascine or a more
solid method of distributing weight may have to be adopted. Fascines
should be laid over the whole base of an embankment and extend some
little distance upon each side, beyond the toe of the <DW72>, and be made
stronger according to the load they have to support, which, of course,
increases towards the centre of an embankment, where it is greatest, in
order to prevent their breaking apart and becoming detached.

In peaty soils an embankment should be formed of light dry materials, be
spread out, have equal bearing, and be of as little height as possible,
and all hollows and depressions should be carefully filled. The worst
state of peaty or bog soils upon which an embankment has to be tipped is
when they are no better than a floating mass.

Where a stratum of sound firm soil, such as gravel, lies upon a soft bed
of great depth, by increasing the bearing area upon the firm earth and
not interfering with it, a stable foundation for an embankment may be
obtained. In such a case a cutting should be avoided, for if care be
taken not to impair or injure the firm top layer it may stand without
serious subsidence, but under other conditions it would be unstable, and
when a soft stratum is affected and its natural condition altered, it
may be very difficult to restore it to a state of permanent equilibrium
in consequence of it being in almost a constant state of mutation.




                              CHAPTER IX.

  THE DEPOSITION OF AN EMBANKMENT.—PREPARATION OF THE GROUND UPON
    WHICH AN EMBANKMENT HAS TO BE DEPOSITED.—METHODS OF
    PROCEDURE.—CONSIDERATION OF SOME OF THE DIFFERENT SYSTEMS.—THE
    EFFECT OF THE HEIGHT OF A TIP AND THE LENGTH OF A LEAD.—THE STEAM
    NAVVY AND EMBANKMENTS.


With regard to the deposition of an embankment, one of the chief objects
to be accomplished is to make it homogeneous and prevent the formation
of solid layers, which may become detached along the line of
stratification from less compact strata. Careless and intermittent
tipping conducted in dry and wet weather and with different kinds of
earth, probably in various conditions, will cause slips and subsidences;
as also any local disturbance of the soil, which is always more porous
and absorbent of water than when in its natural unexcavated state,
although it may be free from water-pressure which may exist in a
cutting: and particularly so when fresh-tipped, as then the pressure and
strain upon it is at the maximum, its tendency to unstableness gradually
decreasing as it becomes consolidated. In hard granular soils this is
almost certainly the case, but consequent upon percolation of water into
a mass deposited in a dry state that expands; it may not be so in
aluminous or other earth having particles affected by moisture, for an
additional or an unequal load after a settlement may cause further
movement and irregular density. In countries where the ground becomes
caked or parched during the dry season, the change to a wet or saturated
condition affects them much more than in variable climates, as they are
then generally in a moist state.

It is easy to decree that no embankment shall be made of any earth of a
treacherous character, if the circumstances are known to conduce to
instability, and to rigidly specify what shall be done and what shall
not be done, but the exigencies of an undertaking may cause such
stipulations to be impracticable. For instance, it may be found that no
other earth may be available except that which is proscribed. No one
with a knowledge of earthwork would desire to erect an embankment of
considerable height of yellow or sandy clay, or excavate a deep cutting
in such soil unless a considerable allowance be made to provide against
contingencies; nevertheless, it has to be done, and will have to be
done. The precisianism and delicate refinement of a specification
replete with good intentions has, therefore, very frequently to be toned
down in order to allow of the execution of work.

It is obvious the care that is bestowed upon a reservoir embankment,
such as the damping, punning, rolling, mixing of the material, and
raising it in layers, is not necessary in a railway or ordinary
embankment; however, certain precautions should be observed and may be
effected at a small cost, and it is well to remember that errors of
construction will cause undue strain upon particular parts. A fruitful
cause of a slip or subsidence in an embankment is the variation of the
character and condition of the tipped earth. It seldom happens that the
soil of a cutting of considerable extent is the same throughout in
character and condition; and the earth in an embankment tipped at one
end may be different to that deposited at the other, and therefore the
point of contact of the two earths will probably be troublesome. When a
seam of unstable soil occurs in a clay cutting, it should not be tipped
but be run to spoil. Such layers are usually of small extent, yet in an
embankment they may cause portions to run in rainy or frosty weather.

Side cuttings are a protection against slips in embankments when they
are sufficiently far from the toe of the <DW72>, as they form drainage
channels, but the excavation being top soil is loose and porous,
therefore, when the lower portion of an embankment is made from side
cutting and the upper from a cutting, the firm material may be at the
top and the more open earth at the base; consequently, if an embankment
in soil of a doubtful character must be partly constructed from side
cutting and partly from cutting, especial care is required in forming it
so as to prevent slips and subsidence, and also, in excavating any
ground for such purposes, it is advisable not to interfere with any
ditches, or join them, as by concentration a stream may be created. In
countries where land is of little value, contractor’s plant expensive,
not to be obtained in the district, and carriage costly, embankments in
most cases can be more cheaply and quickly deposited from side cutting
than cutting, the excavation from the latter being run to spoil instead
of tipped by waggons into the embankment, therefore, their erection by
such means becomes imperative for reasons of economy.

In depositing embankments it is well to remember that experience has
proved that materials uniform in size and homogeneous in character form
the most compact and impenetrable masses. The great stability of
breakwaters formed of materials of uniform size and the firmness of
macadamized roads are proofs of this. The same rule applies to soils. It
is the separation of the larger bodies from the smaller that causes a
want of cohesiveness and weight-sustaining power.

To prevent embankments of little height as in “forming,” spreading,
slipping or weathering, as they are usually constructed from side
cutting and loose top soil, the sods over the site of the side cutting
should be removed and a turf wall be made of them on each side of the
formation, the excavation being deposited within them, when it will
settle equally and become consolidated, the wall preventing it spreading
and also saving expense in maintenance.

In an embankment of soft earth that weathers quickly, the tipped
material should be allowed to take its natural <DW72>, and then every
effort should be made to prevent its equilibrium being destroyed.

Where heavy and sudden rainfall occurs the edges of the formation have
been purposely tipped and maintained from 6 to 12 inches above the
height of the centre, in order to prevent during construction gutters or
eroded channels being formed upon the <DW72>s, the central portion being
drained and the water led away. However, aqueous action may not
deleteriously affect earth when tipped into an embankment
notwithstanding that the soil cannot be made in the same state as before
excavation, and that deposited material is more open and subject to
percolation than the solid unexcavated earth; on the other hand,
although the percolation and degree of exposure to the atmosphere are
greater, in some soils this may tend to drain and render them harder and
more stable. In fact, special circumstances may alter the general
behaviour of any earth, but the material forming an embankment should be
regarded as in the same condition as if it had been exposed to
meteorological influences, and it should be remembered that in railway,
dock, or canal works the deposited earth is seldom uniform throughout,
it being either soft at one place and hard at another, or intermixed in
a manner unknown in nature, and that exceptionally difficult cases may
occur which can hardly be treated by any particular method of procedure
or even in the way which experience has proved to be effectual in
several instances in similar soils under apparently like conditions.

The system of tipping has some influence upon the stability of an
embankment and the prevention of slips and subsidences.

The first operation is the preparation of the ground upon which an
embankment will be deposited. Solid hillocks or firm mounds that in any
way tend to arrest motion should not be removed, but vegetable or bush
growth should be destroyed, and where slips and subsidences are likely
to occur, turf and all soft soapy matter should be stripped so that the
deposited earth rests upon a sound stratum. In the <DW18> countries of
North West Europe, before an embankment is deposited, care is taken to
remove all trees and roots so as to effect a thorough connection between
the ground and the earth forming the embankment.

It is well if the ground be ploughed, raked, or harrowed, so as to offer
a rough and similar surface to the tipped material, and also to obviate
any arrest of the percolation of water, which upon reaching a turf or
smooth or less permeable surface, may form a water seam at the foot of
an embankment. It may not be necessary to strip the turf for the full
width of the base of an embankment, but only for some 20 feet from the
toe of the <DW72> on each side. As the earth is bared it should be
covered in order not to expose it to the weather, for should the surface
be coated with mud, water will accumulate, as it cannot drain away or
evaporate as quickly as when the ground at the seat is laid bare; and
also if the top soil be mere dust moisture will convert it into mud.
When the surface of the ground is inclined it can be benched or bared,
and it is open to question whether baring and harrowing the surface is
not a better practice than benching, as it gives uniform support and
increases friction and prevents a sliding surface, and is generally a
quicker and cheaper method to adopt as the soil need not be so prepared
for a greater depth than 6 to 9 inches. Benching may be the better
system to adopt, in loose and non-cohesive earths which require support
to prevent rolling, but it must be carefully made with the necessary
<DW72>s and inclination of cess to prevent a localization of water, or
the ledges may slip and carry away the material deposited upon them. The
ground at the seat of an embankment can also be prepared by ploughing
over it and removing the disturbed earth with a scraper.

The drainage of the ground is most important in order that water cannot
reach the seat of an embankment. Many systems are referred to in Chapter
IV., and others are herein named. A complete system of drains may be
necessary, but much depends upon the character and sound condition of
the earth and whether the <DW72>s and formation are protected. Simply
covering the whole area of the seat, or that upon which the base of the
<DW72>s rests, with broken stone obtained from the cuttings may suffice,
the stone being so deposited that water flows from the centre to the
sides, with a rough drain here and there, or central, diagonal, and
lateral drains may be required; but the pressure of the deposited earth
frequently causes land springs to issue in the seat of an embankment,
the existence of which was not conjectured, hence the effect of tipping
should be watched.

Slips and subsidences are induced in embankments by the material being
deposited when the soil is dry, and in every state of humidity from
dampness to saturation; consequently the earth settles unequally, is
denser in parts, and a stratification is caused as if it were composed
of dissimilar earths. Should any soil be deposited in the same condition
throughout, and be punned or rammed in layers, it becomes as near its
original texture as is possible to quickly attain; but in depositing
railway embankments, which cannot be punned or rammed, the perfect
incorporation of any soil is not effected by the simple operation of
tipping from a spurn head, and stratification of earth is
disadvantageous, inasmuch as the layers may not be homogeneous, and in
railway embankments are, with a few exceptions, in a different state
owing to changes in the character of the soil, the effects of weather,
mode of excavation, and in a lesser degree the height and length of the
lead or distance from the cutting to the tip; the stratification,
therefore, becomes varied and irregular, and depressions are formed
which may hold water, and none should be permitted to accumulate in or
upon a freshly tipped embankment, for then it is in its most permeable
condition, and in retentive soil especially the existence of a wet place
may cause it to become so deteriorated that it cannot be made stable
without being drained, and when the earth is liable to become
alternately very wet and dry, every means must be taken to lessen the
deleterious effects.

Provided an embankment is tipped of one kind of earth, although it will
be in a more open state than the solid unexcavated ground, the <DW72>s
given to it are flatter than the angle of repose, the weight brought
upon it does not exceed the safe load, that it is deposited upon level
ground in regular and equal particles and the soil of ordinary
character, there is no reason that it should slip or subside unequally
if it be not undermined by aqueous action. Under these conditions
settlement would be equal, or nearly so, and as all deep embankments
must necessarily subside from about 10 to 40 per centum, and in extreme
cases one-half, the object to be gained is to cause the settlement to be
even and regular towards the centre. Benching the ground so as to
prevent a movement of the toe, does not aid equal settlement nor keep
the portion of an embankment above the level of the ground from
spreading, except from the resistance offered by the cohesion and
friction of the soil; whereas, if the ground <DW72>s inwards towards the
centre the earth has a tendency to rest and come together, and therefore
not to slip upon the <DW72>s. This system is subsequently referred to.

All saturated or wet earth should, if practicable, be run to spoil, but
it is not easily effected, as it cannot well be filled into one waggon
of a set, for it may be present throughout the whole surface of a
cutting, nor in variable weather can operations be conveniently
suspended until the exposed faces of a cutting are dry, but means are
generally available by which any serious deterioration may be lessened.

No turf, mould, mud, peat-moss, soft pasty earth, frozen soil, or snow,
should be deposited in an embankment, but only firm earth; and no solid
lumps of large size intermixed with shovelled material unless they are
broken up and trimmed when tipped, as the absorption of water will be
greater in the earth having the smaller particles; and should it happen
that several waggon-loads of such material are tipped and are succeeded
by others containing large lumps, an embankment cannot be a homogeneous
mass, but will consist of more or less consolidated portions in a
comparatively dry state, and others which are less impervious and
therefore more subject to the effects of water and settlement. All snow
or frozen soil or muddy earth should be cleared away from the spurn
head, and if it can be avoided no material should be tipped in bad
weather.

With respect to the loosening of the soil by the process of tipping,
taking into consideration that railway embankments are almost invariably
formed in masses of 2, 3, or 4 cubic yards, according to the capacity of
a waggon, it is obvious almost the whole bulk has been disturbed, and
that the condition of the solid earth in a cutting is not maintained,
for the soil in addition to being unbound by the process of excavation,
casting into waggons, and shaking during transition, is ejected with
force down the <DW72> of the tip, the impetus having to be dispersed. It
is certain the size of earth waggons cannot conveniently be much
increased, and that little would be gained if a cubic yard or two were
added to their contents; and that the higher an embankment the greater
the velocity of the soil down the <DW72> of the tip and the loosening
action which causes the earth to be lighter and to take a flatter <DW72>
than when deposited in layers from a moderate height, also the greater
the length of the lead, the greater the vibration and agitation. In the
case of certain soils the particles of which become soft or dissolved
when in a wet state, such as sandy clay, loamy soil, and some varieties
of clay, _vide_ Chapter II., the effect of a long lead or even a short
one will be that the more solid portion of the contents of a waggon will
settle, leaving the loose or mud at the top, and when a waggon is tipped
the loose top “slurry” will roll down the tip almost as a fluid and
proceed beyond the spurn head, thus making a wet sliding surface, the
bottom toil frequently remaining in the waggons and requiring to be
excavated from it. Nothing can be done in such a case but wait until the
earth has had time to dry, or preferably the wet mud should be run to
spoil. In fact a long lead, especially when aided by deposition from a
considerable height, will cause friable soil possessing particles
readily impaired or dissolved in water to become dust when in a dry
state, or mud if saturated.

The gradients and leads chiefly determine the manner in which earthwork
can be economically executed, and are, in great measure, governed by the
configuration and roads of the country; therefore, it will usually
happen that the length of the lead cannot be reduced, and the only
resource is to lessen the height of the tip, and, consequently, the
momentum of the earth down the <DW72>, and to reduce the inclination of
the temporary road at the tip head to that sufficient to cause the
contents of a waggon to be freely ejected and no more. This cannot be
effected at the same cost as depositing an embankment to the full
height, although in the case of an uphill lead a down gradient upon
which the waggons will run freely by force of gravity can be made from
the commencement of a cutting to the required width, the embankment
being raised to its desired height without extra expense but assuming
the case of an embankment 60 feet in height, and that in order to make
it as dense and firm as possible it has to be tipped in three heights
averaging 20 feet, it involves the laying, maintaining, and removal of
three temporary roads instead of one, and cannot be erected without
extra expenditure. The large majority of railway embankments have been
deposited to the full height and width, and they stand; although the
effect of tipping loose soil upon loose soil, which has not had time to
consolidate, is at each addition to cause a movement of the surface. It
is obvious the higher the tip the greater the disturbance, but it may be
said in firm and hard granular earth, if always dry, this unbinding,
although temporarily a disturbing element, may really tend to produce
ultimate homogeneity and stability; on the other hand, in tipping dry
clay from a considerable height it often separates and becomes loose and
mere dust.

In an embankment of moderate height the day’s excavation from a cutting
will increase its length several yards, and the material from each set
of waggons will only be exposed to the weather for a short time. On the
contrary, in a high embankment, the effect of the deposition of the
contents of a set of waggons upon the tip head is hardly perceptible,
and is, until the toe of the <DW72> is approached, the superimposition of
a thin layer of earth which a shower of rain can convert into mud or
cause to be in a soft or disunited condition, especially in the case of
soils having easily soluble particles. The deteriorating influence of
high deposition may be judged from the closing of an embankment of
considerable height, as it is often a tedious and somewhat anxious
undertaking, as might be expected from excavated, shaken, and loosened
earth being deposited upon soil in a similar condition, instead of upon
the solid ground like the other portions of an embankment. Also water
frequently percolates and trickles down the approaching <DW72>s, and
penetrates them and loosens the soil, whereas if one tip is proceeding,
any surface waters may flow away upon the <DW72> and the solid ground,
and the earth has time to become in a similar state throughout. To
lessen these disintegrating effects, if it can be done without
interfering with the due progress of the works, it is well to allow one
tip end to consolidate for some time, and to complete the closure of the
embankment solely from the other, suitable means being adopted to effect
a firm junction. Should closing from a single tip head be impracticable,
the earth from the meeting point of the toe of the <DW72>s of the tip
heads should be similar in character and be deposited in the same
condition; in any case additional care should be taken to adopt every
reasonable precaution to secure equal consolidation. As evidence of the
dissipation of earth at and near to the junction of two high tip heads
may be stated that they require more material to close them than would
appear to be necessary from a computation based upon measurements taken
from cross sections. In non-granular earths few cases will occur in
which high tipping is an advantage; one of the few is when loose rock
and firm earth are deposited, then the rock having larger particles, and
consequently being heavier, will roll to the foot of the tip before the
smaller material, and so form a broken stone seat for the embankment. In
granular earths, such as gravel or sand, the height of a tip head is not
a matter requiring much careful attention, as the particles are not
deleteriously affected by water. When they are of nearly equal size, an
embankment will settle equally, but in gravelly sand the stone will
separate to some extent during transit and the process of deposition
will be at the base; a varying <DW72> may then be assumed, and it may
here be named that it is known when sand is differently deposited,
although its appearance is unaltered, it will exert dissimilar thrusts.
An embankment of little height may be deposited in bad weather without
slipping or subsidence, but when a high embankment is similarly tipped
the surface of the earth is in an unfit state, and operations should be
suspended for a few days.

With regard to the systems of tipping and the prevention of slips, as a
general rule an embankment should be deposited to the full width, for if
it be not erected at one operation the earth may be of a different
character in diverse conditions, and will be more exposed to the
vicissitudes of weather; and in wide embankments, should the system be
adopted of tipping two outer roads and one central road, the three tips
should equally proceed in order that the earth may be in a similar state
and be subject to equal exposure; or weathered surfaces will be created
down which water will more easily percolate than through the solid mass.
In the three tip system the two sides have a tendency to lean towards
each other, and cause the greatest pressure to be upon the inner
material during construction, and therefore the embankment is supposed
to be more consolidated and less likely to slip; but, unless the
conditions are exactly similar, the advantage of this arrangement is
more fanciful than real, for should the inside <DW72>s of the outer roads
meet first, the earth deposited from the centre tip has not an equal
distance to descend and, therefore, the mass has not been tipped from
the same height, the looser material, temporarily or permanently, being
upon the outer tips and the denser in the centre; whereas the <DW72>s,
being the most exposed, should be the more compact, and when they settle
towards the centre without an outward movement at the foot, so much the
better for the stability of the embankment. The pressure upon the seat
is more regular when it is deposited to the full width, as weight is
then not irregularly added, probably after some settlement. Instead of
dividing the tips into two outer roads and one central road, and in that
way endeavouring to obtain permanent stability, it is better to diminish
the height the earth has to be cast, and to deposit it as far as
practicable in lifts, and to the full width. In treacherous soils such
as some of the clays, embankments that would not stand at a depth of 30
feet have been permanently stable when the seat was drained, and they
were tipped in lifts of 15 to 20 feet in soft clay, and 20 to 25 feet in
firmer clay, at double the height at which they previously slipped.

This method involves the expense of moving the temporary roads, but
allows more time for subsidence, and the mass of an embankment is not so
exposed to the weather; however, in a dry season, an embankment can
often be tipped to the full height, whereas in wet or changeable weather
it would not stand if so deposited, and two lifts may be required. Care
should be taken that the width is always sufficient to receive the top
lift. It is more in the direction of equally reducing the height the
material has to be tipped, especially in treacherous soils, that
solidity is to be attained, than in an attempt to consolidate earth by
endeavouring to cause it to fall together by deposition from two or more
separate parallel roads at the same level.

Many slips and failures of embankments have been caused by the central
portion being deposited of one material, such as clay, and the <DW72>s
afterwards made of a different earth, as rock. The latter will then slip
upon the greasy surface of the clay, the porous nature of the broken
rock readily admitting water and air. In fact, a more flagrant example
of effecting that which on no account should be done is not easy to
imagine. In treacherous soil the system of tipping an embankment wider
than that required from considerations of lateral and vertical
settlement, and allowing it to stand at a steeper <DW72> than its
permanent angle of repose, and paring down the top unnecessary width is
not to be commended, as the earth is then strained, and the lower
portion is in the looser condition and the toe the weakest part:
however, in the construction of a single line of railway with a narrow
formation width, it is very convenient as affording room for roads for
loaded and empty waggons, and in any soils other than aluminous and
calcareous earths it may be done with impunity, provided all slimy and
slippery surfaces are removed. No side tipping should be allowed in
depositing a new embankment, and any addition of soil to a <DW72> should
be avoided as much as practicable, although in trimming some filling may
be necessary, but the <DW72>s should be rough trimmed by the bank-head
men as the earth is deposited so as to prevent hollows and depressions,
form a comparatively even and regular surface, cause the mass to be
equally exposed to the weather, and prevent any lodgment of water. The
form a tip head naturally assumes will afford some indication of the
stability, for should it be regular and approach a semicircular shape it
shows the earth is of a comparatively uniform character and is subsiding
equally. When it is uneven and jagged, with streaks down the tip, it
indicates unevenness of soil and condition.

Circumstances arise which necessitate a departure from any generally
approved method, for frequently an embankment must be widened to provide
for increased traffic, and tipping upon a consolidated surface must be
effected. Chapter VIII. and this refer to such a condition of work. It
sometimes occurs when a slip has taken place that only a narrow tip can
be adopted, as the soil may not temporarily be able to bear the weight
of a larger mass unless equally diffused; then there is no other
reasonable course to pursue than to complete an embankment to the
required width and <DW72>s by dry side-filling, such as ashes, broken
bricks, or other absorbent firm material regularly and carefully
deposited. In order to prevent slips and subsidence and increase
friction, when an embankment must be widened by tipping upon its side,
the existing <DW72> should be stripped of all turf or covering, but only
so as to leave no uncovered surface exposed to the weather; and the
bared earth should be made to present an even surface. When the <DW72> is
benched, care should be taken that the benchings do not localise water,
and that it cannot percolate down the face of the old bank at its point
of junction with the new; also in tipping an embankment upon sidelong
ground or upon the <DW72> of an old bank, the seat should be bared,
particularly on the lower side, as the earth meets with no resistance
from the ground except from friction; but upon the upper side, the
material being tipped partly against the hill has a less distance to
travel, and, therefore, the upper or lesser <DW72> is not so loose as the
lower or longer <DW72>, which latter is the more likely to admit water,
and requires a flatter inclination than the denser portion of the
embankment. In the absence of other protective works, it is advisable to
form on the lower side an earth wall or counterfort covered with turf at
the toe of the <DW72> in advance of the tip, and to make it of the
hardest and largest material deposited and with a foundation upon bared
soil, as it is the part most liable to injury. This is a simple
precaution against slips, and will save its cost in lessening the
expense of repairing and trimming the <DW72>s.

As the steam navvy or excavator has now become necessary plant upon most
large public works, and greatly accelerates the speed at which cuttings
can be executed, always provided the excavation is not of a treacherous
nature, and is in such quantity that if not so used it would have to be
run to spoil, many narrow valleys in the near future will probably be
wholly or nearly closed with an earthen embankment, thereby effecting an
important saving of time and expense; or the number of spans of a
viaduct will be lessened, and only made sufficient to cross a road or
allow the required waterway for a river or the discharge of any drainage
or surface waters. The tendency, therefore, will be to increase the
height of embankments of earth; and in countries where the first cost of
an iron, masonry, or brickwork viaduct is too great, and the use of
timber rendered necessary, earth embankments, except in treacherous soil
or upon soft ground, are to be preferred to wooden pile and trestle
bridges or culverts, whose average life in America, which probably now
possesses as many as all other countries, is from eight to ten years,
and that of timber truss bridges nine to eleven years.

In addition to other recommendations, the steam navvy usually excavates
the earth in small pieces of nearly uniform size, and as it will perform
the work of many men it may be most useful in treacherous soil, as it
may enable a cutting to be excavated in dry weather and be protected
before the commencement of the wet season. The <DW72>s should be
excavated in such earth as soon as possible after the gullet has been
removed so as to prevent a slip, and it may be necessary to
close-sleeper or consolidate the ground in order that the weight of the
machine can be supported upon soft ground.




                               CHAPTER X.

  NOTES UPON THE LOCATION, PRESERVATION, AND PROTECTION OF SEA, ESTUARY,
    RECLAMATION, CANAL, AND RESERVOIR EMBANKMENTS OF EARTH CONSTRUCTED
    TO CONTAIN OR EXPEL WATER.


In the first place, care should be taken in determining the site of an
embankment across an estuary that there shall be no concentration or
alteration of the general direction of the currents, or scouring action
will be created; for the erosive and other deleterious effects of wave
action upon a shore are influenced by the angle at which they are
impelled against it. A prudent course to adopt is to carefully preserve
the usual channels by means of bridges, particularly in ground of a
loose character, such as is usually found in partly landlocked waters;
for if the velocity is increased, the earth which has been deposited by
the original current being reduced or impeded resulting in the suspended
matter in the water falling to the bottom, will be subject to a force
that will again disturb and cause it to return to its previous
suspensory condition; and any disturbance of the normal currents may
destroy the equilibrium of stability and alter the flow, and when they
are affected it may be most difficult to restore them to their original
state, for water will always endeavour to obtain the easiest channel.

It is essential to know the heaviest flood discharge of any river that
may flow into an estuary, the greatest depth and velocity of the river,
the normal and flood channels, their sectional area and direction, and
the extent and shape of the catchment area, so as to establish the
required opening to give the natural waterway; for it is important not
to interfere with the tidal capacity of an estuary or the volume or flow
of any upland waters into the sea, as a navigable channel may become
filled with silt, especially when the shore is flat or sandbanks exist;
and upon a sandy coast an embankment across an estuary with openings for
a navigable channel will probably cause it to become difficult to
navigate and, perhaps, impossible, without constant dredging and other
works of maintenance, as an embankment may obstruct and deflect the
currents and prevent them carrying away the suspended matter. An open
viaduct instead of an embankment is almost always to be preferred, and
may be necessary; for the power of a current to scour or move particles
is greatly augmented by a small increase of the velocity, and the earth
may be in such a delicately balanced condition that any increase of
scouring action may destroy the seat of an embankment.

To prevent leakage and scour of the base of an embankment near a river
resting upon loose soil, curtain walls are sometimes inserted upon both
sides extending to a considerable depth, thereby affording security
against an embankment merely resting upon a mound which may gradually
erode, with the result that it must finally slip and be destroyed; and
it may happen, unless the foundations are carried down into impervious
soil, that water may escape underneath and undermine it; such action is
obstructed by carrying the <DW72>s a few feet below the ground so as to
prevent through surface percolation.

As a rule, an embankment across an estuary with one or two openings in
it is to be avoided, and it should be most carefully considered whether
it will not be better to expend a larger sum and erect a pile viaduct
which will not interfere with the currents or channels and only require
ordinary precautions to be taken against erosion, instead of depositing
an embankment with openings at the channels and the necessary protective
works which may consist of pitching the <DW72>s, covering them with
fascines, mattress work, or sods, erecting short or long, low or high,
groynes, as the former may be ineffectual in causing a deposit or a
shoal in front of the toe of the <DW72> and in preventing scour, for in
loose silty and sandy soil of considerable depth and not sufficiently
firm to resist erosion, they will probably fail by reason of the space
between them being washed away; and a complete covering of the foreshore
may be requisite, or a protecting apron of homogeneous impermeable soil,
and continuous training walls to prevent the creation of shoals: all of
which protective works will constantly need to be repaired, and the
failure of any one may cause not only an embankment to give way but the
remaining preservative works. Undoubtedly there are many estuaries upon
which if an embankment even with many openings for channels had been
deposited, it would have failed, the soil being in such a tender state
that the least additional weight upon the surface would destroy the
equilibrium. Also interference with the littoral currents is a risky
operation in any but a hard rock bed as regards the foundations, quite
apart from injury to navigable channels. When there are numerous
ditches, creeks, or channels crossing the line of a proposed estuary
embankment of variable stability, especially should hills be near and
the earth be so porous as to be saturated every tide, without doubt the
safer plan is to erect a low viaduct, as the old waterways will be an
endless source of trouble should the ground be anything but firm clay,
and interference with the currents will not be preventable, as either
their velocity will be increased or decreased, the result being scour or
fresh deposits which will affect the channels; and such alteration may
change the direction of the motion of the waters, which must be
prevented in front of an estuary embankment; or waves will be created by
the water travelling and rushing over shoals, for the even configuration
of the bottom is a wave lessener, and should there be a deep channel
near an estuary embankment severe wave action may be created. The piers
or piles of such a viaduct should be cylindrical, thus offering no flat
surface for the waves to break against, and yet temporarily to divide
them without serious shock to a structure. When of very considerable
length, a projecting embankment deposited upon a flat shore of a tidal
estuary has caused a heaping up of the water on one side at low tide,
and therefore it is unequally strained. This was found to be the case
with an estuary embankment on the Scheldt, 2½ miles in length.

The form of the <DW72> has also to be considered, but all the principles
that determine the best profile in each case of a pier or breakwater do
not necessarily apply to an embankment in an estuary. The recoil of the
waves washing away the ground in front and at the toe is particularly to
be guarded against, and the action of spray or a broken mass of water
falling upon the formation, as also the direct action of the waves. A
concave form should not be adopted throughout, as waves roll up until
they approach the top portion, when they turn over and fall upon the
flatter portion and often breach it, but when the face is straight,
excepting for a few feet at the toe, the waves are diffused in
travelling up, although they proceed to a higher point upon a flat <DW72>
than a steep one, and the recoil is greatly diminished, but with the
view of avoiding direct wave action, when the ground is inclined in
front of a sea or estuary embankment, it is well to curve the lower part
of the <DW72> and to make it cycloidal to the surface of the ground and
the <DW72> for a little distance, so as to reduce obstruction to a
minimum. The method of making a level terrace or stepping the <DW72>
instead of a curved face has the advantage of checking the rising of the
sea up the face, altering its direction and acting as a wave-breaker,
and also combines these effects with giving as large an area of the base
as can be obtained by a curved face, and in bringing the centre of
gravity of the cross section of the embankment nearer to the seat, but
the face must be securely protected. The width of the cess should
increase according to the degree of exposure. If an embankment consists
of earth the <DW72> of the cess should be from 6 to 10 to 1, or the
system is better avoided and a continuous face adopted.

Short groynes will often protect the toe of an embankment and prevent
any longitudinal current undermining it. As a rule, in a tidal estuary
the cost of protecting the <DW72>s is considerable, and more above
low-water level than below it. In adopting groynes formed of single or
double rows of piles, in order to prevent erosion of the toe and a slip
and subsidence in an estuary or sea embankment, the littoral currents
must be considered before determining their direction and position, the
object of their erection being to prevent the waves, and especially the
prevailing waves, from scouring the shore, and also to cause a general
deposition of shingle, and, therefore, they are usually placed at an
angle to the set of the waves, so as to cause the latter to be diffused.
The angle will vary; the best guide is to examine the effects of any
that may be erected in a similar position to that to be built. An angle
of 50° to 70° with the foreshore, in a leeward direction is frequently
adopted, and with respect to the distance apart, this depends
principally upon the direction of the current and prevailing wind,
contour of the shore, degree of exposure, and the length of the groynes.
When the whole of an open coast has to be protected, no natural defence
existing, the line of the prevailing set of the current and wind on a
straight shore can be set off at the end of a groyne, and before the
point at which it meets the foreshore another can be erected. They are
generally successful when properly placed, and are most frequently
straight; if not, they have a concave face to the direction of maximum
eroding force; a convex must be avoided, as it will not permanently
retain the deposits; their practical effect being that the breach is
heaped up or retained upon the prevailing wind, set of current, or
wind-wave side to a height of some feet above the leeward side,
therefore, a groyne should be so constructed that planks can be added to
it as required. They have been proved to prevent the formation of bars
when judiciously located, but their success greatly depends upon their
proper position and direction, or in loose soils such as sand they may
cause a deposit upon the windward and prevailing current side, but an
erosion and falling away upon the other; and when placed in front of a
reclamation embankment upon shifting sand until the ground at the back
of the embankment becomes dry by the tidal waters being excluded, or the
surface is impermeably coated, they may be of comparatively little use
to prevent a slip or movement of the shore; for as the tide recedes
below the level of the toe of the <DW72>, a seaward flow of the tidal and
land waters will be created in very porous soil under the seat of an
embankment, and may continue until the tide returns and rises to the
level of the ground, thus causing the shore to be constantly changing
place and permanently established accumulation impossible. Short
transverse spurs have been adopted to lessen this action but their
effect is hardly noticeable. As failure of a groyne will probably cause
erosion of the foot of an embankment and a slip, a cheap and effective
means, attested by the experience of nearly half a century, of
preserving the timber from the attacks of most marine worms may here be
named. It consists in scorching the piles, thus preventing fermentation
of the sap, and immediately tarring them: also in placing the wood in
the opposite direction to that in which it grew; the latter operation
has been found to increase the durability 50 per cent., the reason, it
is believed, being that the capillary tubes in the trees are so adjusted
as to oppose the rising of moisture when the wood is inverted.

In excavating for an enclosure embankment, the earth should not be
disturbed nearer than is economically necessary, and a cess should be
left of about 40 to 50 feet in loose permeable soil, the width being
governed by the character of the earth, the depth of the excavation, and
the height of the embankment. Should dredging have to be executed near
an embankment, a considerable distance should be left between the toe of
the <DW72> and the line of operations. Before commencing an estuary or
enclosure embankment, it is advisable to notice whether a deposit is
left upon the shore by the incoming tide, and to ascertain whether it
forms in some degree a protective covering, for if this should be the
case, any increase of the velocity of the flowing water which might be
caused by dredging or a concentration of the littoral currents should be
avoided, or the tidal matter in a state of suspension will not gradually
sink to the ground. The tidal deposit, although the earth forming the
embankment should not be tipped upon it, may also be of importance as
tending to prevent or lessen any percolation of water through the
foreshore and under the seat of an embankment; for instance, on the
Nile, the deposited slime is found to make a practically watertight
covering on the loose sand. Mr. Thomas Stevenson has also stated that,
according to the depth below the surface of low water that mud reposes,
may be approximately judged the force of wave disturbance and degree of
exposure; the less the depth, the less the power possessed by the waves.

In the case of treacherous soil which circumstances compelled to be
partly used in a reclamation embankment of moderate height, but which it
was found would gradually become firm by compression, rough sheet piles
with a plank at top have been inserted, giving the outline of the
finished <DW72> of the material to be afterwards tipped upon it, the
piles and planking not being removed, and, therefore, affording the
required temporary support before the earth became consolidated and
stable by compression and time.

In Chapter IX. the deposition of embankments is referred to as it
affects slips and subsidences in earthwork, but in an enclosure
embankment an additional precaution is particularly necessary, namely,
that immediately tipping from the ends increases the velocity of the
flow of the outgoing or incoming tidal water through the opening, and
consequently augments its scouring action; its deposition from a spurn
head should be abandoned, and the embankment be uniformly raised from
the base. The employment of cofferdams, piling and planking for
effecting a closure is now generally discarded in favour of the
horizontal system of equally raising the height of an embankment from
its base; and is even to be preferred to fascines, unless the latter are
merely used to distribute the weight over the base, to protect the
surface of a <DW72>, or form a shield against scour either temporarily or
permanently.

In previous chapters the protection of a <DW72> is examined; here some
reference is made to the particular preservation of the <DW72>s of an
estuary or reclamation embankment.

When the protection afforded is not uniform care must be taken that
although it makes one part secure it does not weaken another. In the
case of river-banks in a soil that is in a delicate state of
equilibrium, it may occur that soon after one portion has been
protected, another is being scoured, whereas previously it was stable;
therefore, to prevent localization of the erosive action, whether on the
foreshore of an estuary, reclamation, or a river-bank, and consequent
slips and subsidences, the covering should extend over a considerable
length. In a sheltered position simply sodding the <DW72>s may be
effectual. Some other means of protection are a hard chalk or gravel
counterfort founded a few feet below the ground at the toe of an
embankment, and a covering of similar chalk or gravel upon the <DW72>,
should the soil be favourable. When an embankment of earth in an estuary
or river is of firm soil and only requires to be made proof against wave
action, stones may be simply deposited evenly upon a <DW72> and so that
they will not be washed out, and pitching be not required, as the rough
face will tend to break up the waves; but where a simple covering is
adopted, whether close or comparatively loose, the <DW72> should be
straight, as a concave form causing a recoil of the waves will in time
damage or separate the face shield. A coating of clay about 2 feet in
thickness, upon a <DW72> with stakes driven into it, and large bushy
boughs of trees fixed thereon with the tops downwards, is frequently
used in India as a protective cover to a crumbling bank of a river, and
to training spurs erected to prevent erosion and slips. Mattresses,
fascine or wattled work, besides being expensive, will slide down a
<DW72> unless well secured to it, and therefore a constant strain is
produced as in all stake-held coverings; it has also been observed by
the experienced that although so largely and successfully used in
Holland and on its coast, there is very little ground swell on the Dutch
shores, and that in a very exposed situation, or where heavy ground
swells exist, they may not answer, and may become disintegrated by the
much greater weight and force of the sea; and this, notwithstanding the
surface breakers of thin water and little mass broken up by the wind may
produce more visible agitation.

To prevent a river-bank slipping, and also to maintain a channel in a
muddy river, half-tide longitudinal training walls made of wattled work
or fascines have been used, so as to cause the deposition of the
suspended matter in the tidal water and to gradually restore the
impaired <DW72> and secure it from crumbling into the river. The stones
brought down by heavy floods have also been used to maintain a river
channel and protect its banks from slipping, the interstices gradually
becoming filled with mud deposited by the water when the floods subside.

When sudden and unexpected scour of the <DW72> or bed near an estuary
embankment upon soft soil has to be immediately arrested to prevent a
slip, gunny bags filled with sand afford a ready means of repairing any
cavities, the interstices between the bags usually being filled rapidly.
Material should be added as required and any concentration of the
erosive currents should be avoided.

The required height has to be determined of an embankment in an estuary
or the sea to prevent any flow over it or waves falling upon the inner
<DW72>; 4 to 5 feet above the highest water mark appears to be adopted in
the lower reaches of the Thames and unexposed estuaries in England. In
Holland 10 to 15 feet, depending upon the degree of exposure. It is of
paramount importance to prevent any waves washing over the top, as
damage and, perhaps, a breach may be caused thereby. The height of the
highest known wave must therefore be ascertained.

Should the shore be sandy and loose, a characteristic of estuarine
accumulations, although its usual bed may be preserved in any storm,
when an embankment is erected the rapid and ceaseless process of wasting
of the sand and loose soil by the recoil of the waves from the face may
in time lay bare the toe of a steep <DW72> and undermine it; for it has
been found where the foundation was sand and a rubble mound, which
should be so constructed that its interstices become filled in order to
make it more solid and stable, was placed upon it, and the
superstructure upon the mound, that the sea being resisted by a vertical
wall recoiled and made the soil a quicksand, although the sand would be
stable at its natural <DW72> in still water. Obviously the less the
action of the waves is impeded, the less the looseness of the sand.
Experiments have shown that a <DW72> of 1 to 1 will reflect waves, on a
flatter <DW72> they are broken. In such situations light structures,
offering little resistance to the action of the waves and not causing an
impediment to the current, should be adopted in preference to a massive
or solid erection; but when an embankment is necessary, it should have a
long sloping mound or foreshore upon which the waves will gradually
become lessened and dispersed, the desired object being to prevent deep
water close to the work. When a railway or road follows the shore,
instead of erecting a retaining wall to protect an embankment, a
preferable plan to adopt may be to have open trestle-work offering the
least possible obstruction, and when the formation is at the base of a
cliff of variable and doubtful soil it is the best construction, as the
cliff is not touched, and slips and subsidences are avoided. Should the
deposition of an artificial beach be considered necessary for the
preservation of the foot of a cliff in addition to the trestle road,
experience seems to indicate that the contour affording the most
protection is one in which the <DW72> has a flat terrace or cess at not
above three-fourths of the vertical height, another short <DW72>, and a
nearly horizontal space some distance from the foot of the cliff; but a
storm will straighten the face, and it may be impossible to economically
maintain it; however, should such a <DW72> be assumed it should not be
disturbed. _Vide_ Chapter VI. for information respecting <DW72>s. When a
sea or an estuary retaining wall is necessary in order to prevent the
slipping of an embankment consisting of loose soil, an inner dwarf wall
at the edge of the formation upon the land side should be erected so as
to hold the embankment in a box, and not allow any spray or water
passing over the retaining wall to erode the inner portion.

Deep water is generally required close to the work in railway piers or
jetties to enable vessels to get alongside; a heavy and monolithic wall
must consequently be erected; however, in the case of loose soil, the
vertical system simply should not be used unless the foundation is
thoroughly protected and below the reach or effect of wave action, and
no re-entering or right angles should exist, as they increase the action
of the waves. When a rubble mound is cast in and a vertical structure
placed thereon, great care must be taken that there are no holes, except
the natural interstices between the stones, and that they have a firm
foundation and sink equally, or the random mound may give way and the
superstructure will then necessarily follow.

[Illustration: DATA.—Sand embankment: Width of formation, 30 ft.;
inclination of the <DW72>s, 3 to 1; height of embankment from the surface
of the ground, 30 ft.; depth of water, 20 ft.; height of wave, 5 ft.]

As an illustration of the deleterious effects of the recoil of waves may
be mentioned that a high vertical wall with a parapet has been found to
endanger the toe, but when the parapet has been removed in order to
allow the head of the waves to leap over the top of the work, the
structure remained stable. To prevent the recoil of the sea and the
scooping away of the base and the foreshore in much exposed situations,
and consequent slips and subsidences, breakwaters which simply act as
wave screens, and not as wind screens, are sometimes kept a little below
high-water mark so that the heads of the waves may have free action,
although their onward motion is prevented. On the contrary, light open
work, such as a lattice screen, although it may somewhat lessen wave
action, does not prevent it passing through.

The principal causes of the failure of vertical walls when placed upon
an easily eroded foundation are by the scouring action of the recoiling
waves, therefore their magnitude should be reduced to the lowest limit:
by the impounded air driving out particles of the structure: by waves
travelling upon the top, therefore their forward motion should be
deflected and rendered vertical: by the hammering action of the mass
caused by its being alternately quickly submerged and unsubmerged; the
practical effect being that the foundation is intermittingly released of
a portion of the load and then fully strained, therefore the height of
the waves should be reduced as much as possible. Respecting the action
of falling water, experiments were recently made in India, which proved
that “the greatest intensity of pressure does not exceed that due to a
column of water of a height equal to the fall;” the greatest intensity
of pressure being always fractionally under the hydrostatic head.

As an illustration of the constant change of the load upon the
foundations of an embankment in tidal waters, the following calculations
have been made.

The weight of a cubic foot of sea water is taken as 0·028 ton.

The weight of a cubic foot of sand is here taken as 0·056 ton.

A. The weight of a lineal foot of the embankment when unsubmerged equals
201·60 tons, computed as follows:—

                                                 Cubic
                                                  ft.
 The central portion   30 ft. × 30 ft. × 1 ft. =   900
 The two inclined      90 ft. × 30 ft. × 1 ft. = 2,700
   portions
                                                 —————  Ton.     Tons.
                                  Cubic contents 3,600 × 0·056 = 201·60.

B. At high water the weight of the embankment is reduced by the weight
of the water displaced, which equals 84 tons, calculated as under.

The submerged contents of the embankment are—

                                                        Cubic
                                                         ft.
 The central portion          30 ft. × 20 ft. × 1 ft. =   600
 The two inclined portions  2/30 ft. × 20 ft. × 1 ft. = 1,200
                              60 ft. × 20 ft. × 1 ft. = 1,200
                                                        —————  Ton.   Tons.
                                         Cubic contents 3,000 × 0·028 = 84.

From this must be deducted the weight of the water resting upon the two
<DW72>s, which equals 33·60 tons—

                                   Cubic ft.    Ton.    Tons.
           60 ft. x 20 ft. X 1 ft.   = 1,200 X 0·028 = 33·60.

C. Thus the insistent load at high water upon the whole area of the
foundation is reduced by

                       Tons.      Tons.
                    84 – 33·60    50·40
                    —————————— = —————— = 0·25 = ¼.
                      201·60     201·60

D. At high water a vertical pressure is imposed upon the ground beyond
the toe of the <DW72> due to the 20 feet head of water—

       20 ft. × 1 ft. × 1 ft. × 0·028 = 0·56 ton per square foot.

This latter weight and element of stability tends to prevent movement of
the ground, and also the toe of the <DW72>, but is entirely removed at
low water when the insistent pressure at the foot of the embankment is
the greatest.

For the purposes of illustrating the varying load upon the surface of
the ground caused by a rise and fall of a tide, it will be sufficient to
take one <DW72> of the embankment.

E. The weight of a lineal foot of one <DW72>, if unsubmerged =

                                    Cubic ft. Ton.   Tons.
            90 ft. × 15 ft. × 1 ft. = 1,350 x 0·056 = 75·60.

F. The weight of water resting upon the <DW72> per lineal foot at high
tide =

                                    Cubic ft. Ton.   Tons.
            60 ft. × 10 ft. × 1 ft.  = 600 ×  0·028 = 16·80.

G. The weight of the water displaced by a lineal foot of the submerged
portion of one <DW72> of the embankment at high tide =

           Unsubmerged portion of one <DW72> Cubic ft. Ton.   Tons.
   1,350 –     (30 ft. × 5 ft. × 1 ft.)     = 1,200 × 0·028 = 33·60.

H. The area of the base of the <DW72> per lineal foot =

                     90 ft. × 1 ft. = 90 square ft.

I. Therefore the insistent pressure upon the surface of the ground at
the base of one <DW72> at low water, when the bed is presumed to be dry,
is,

                    E
                 75·60
                 ————— = 0·84 of a ton per square foot.
                  90
                    H

J. At high water it is

                     E      F        G
                 (75·60 + 16·80) – 33·60   58·80
                 ——————————————————————— = ————— = 0·65
                           90               90
                            H

of a ton per square foot, or 22·60 per cent. less.

It has been shown that the vertical pressure of the water upon the
ground beyond the <DW72> is 0·56 ton per square foot at high tide, _vide_
D., therefore the weight upon the seat of the <DW72> is only in excess of
the normal weight of the water upon the ground beyond the <DW72>,

                        J     D
                      0·65 – 0·56 = 0·09 of a ton.

An inspection of the diagram shows that the flotation power of the whole
of the shaded portion of the <DW72> is balanced by the weight of water
resting upon the whole of it, the areas of the triangles being similar;
and that the portion W. of the <DW72> is that which loses weight by
immersion.

Calculating the pressures at low and high water upon the base of the
portion W., the relative vertical pressures would be—

                                 AT LOW WATER.
                                   Cubic ft.
       30 ft. ×  5 ft. × 1 ft. =      150
       30 ft. × 20 ft. × 1 ft. =      600
                                      ———
                                      750      × 0·056 = 42 tons.

K. The area of the base = 30 ft. × 1 ft. = 30 square ft., consequently
the pressure upon it =

                   42/30 = 1·40 ton per square foot.

                   AND AT HIGH WATER.

L. The unsubmerged portion =

                                     Cubic ft. Ton.   Tons.
            30 ft. × 5 ft. × 1 ft. =   150 ×   0·056 =  8·40

The submerged portion =

30 ft. × 20 ft. × 1 ft. = 600 × (0·056 – 0·028) = 16·80/25·20

                                 25·20
     Consequently the pressure = ————— = 0·84 ton per square foot,
                                  30
                                   K

a difference of 0·56 ton per square foot, or 40 per cent. less load.

M. And upon the base of the central portion—

                             AT LOW WATER.

                                     Cubic ft. Ton.   Tons.
           30 ft. × 30 ft. × 1 ft. =   900 ×   0·056 = 50·40.

                                      50·40
 The pressure is, therefore, equal to ————— = 1·68 ton per square foot.
                                       30
                                        K

                             AT HIGH WATER.

N. The unsubmerged portion =

                                     Cubic ft. Ton.   Tons.
           30 ft. × 10 ft. × 1 ft. =   300 ×   0·056 = 16·80

The submerged portion =

          30 ft. × 20 ft. × 1 ft. = 600 × 0·028 = 16·80/33·60

                                 33·60
     Consequently the pressure = ————— = 1·12 ton per square foot;
                                  30
                                   K

also a difference of 0·56 ton per square foot, or 33 per cent. less
load.

The difference in weight, assuming a wave of 5 feet in height, measured
downwards from high water level, to simultaneously roll against the
embankment upon both <DW72>s and completely recoil, would be equivalent
to the displacement of 5 feet depth of water for a strip =

 (30 ft. + 30 ft. + 30 ft.) + (45 ft. + 30 ft. + 45 ft.)
 ——————————————————————————————————————————————————————— = 105 ft. in
                                                           width.
                            2

The cubic contents per lineal foot are—

                105 ft. × 1 ft. × 5 feet = 525 cubic ft.

O. The flotation power =

                525 cubic ft. × 0·028 ton = 14·70 tons.

For the purposes of this calculation, this weight is taken as if it were
spread over the whole area of the seat of the embankment at a depth of
15 feet from the top =

      45 ft. + 30 ft. + 45 ft. = 120 ft. × 1 ft. = 120 square ft.

The vertical pressure per square foot therefore =

                   14·70/120 = 0·123 ton = 275 lbs.,

which is equivalent to a hammering action upon the foundations of
275/144 = say, 2 lbs. per square inch occurring each time the 5 feet
waves recoil.

The weight, 1·05 ton upon each <DW72>, of the water upon that portion of
the <DW72> which is alternately submerged and unsubmerged is not
considered.

This wave action may, and generally will, happen upon one side only of
an embankment owing to the direction of the wind, the current, and the
“fetch” of the water. In that event the lateral pressure upon the
embankment will also constantly change, and there will be a varying
horizontal force from the 5 feet in height wave and its percussive
action upon the <DW72> tending to produce unequal strain and movement.

The object of the preceding calculations is to show _the variation of
pressures_ an embankment in an estuary or a tidal river has to sustain
in addition to those of an ordinary embankment upon dry land, and its
especial liability to slip and subside; and also to demonstrate that the
vertical and necessarily the horizontal pressures may be in a perpetual
state of mutation and vary considerably, and that the vertical pressure
of the water outside an enclosure embankment may reach a point when the
water may be forced upward upon the land side. Usually, subsidence is
greatest in the wet seasons and at the time of the lowest tides.

In choosing between two materials for submerged work practically equal
in other respects, the heavier should be preferred, as by reason of its
own weight it has greater power to resist the action of the waves and
scour, and the decrease of its specific gravity by the weight of the
bulk of water displaced is relatively not so large.

With respect to the earthwork of canals and embankments constructed to
hold water, each chapter of this book contains information relating to
the promotion of the stability of the soil, and it is not here intended
to refer to the most approved methods of construction, but only to name
some points requiring attention.

A barge or ordinary ship canal is usually placed at a shallow depth in
the ground and meanders through a district, avoiding deep cuttings and
heavy embankments, such an undertaking as the Suez, or the Panama, ship
canals being altogether exceptional undertakings; and also the
Manchester Ship Canal. Some of the most treacherous soils are named in
Chapter II., but probably the worst earth in which a canal can be made
is peat-bog land; the method of procedure is then different to that
required in making a railway or a road, and in such soil the
construction of a canal should be avoided, as it necessitates most
experienced and skilful treatment and extensive drainage, which causes
subsidence; difficult maintenance to preserve the channel and retain the
water of navigation, control the drainage waters, and keep unimpaired
the towing-path, which must be firmly covered throughout. Fine sand is
also an unfavourable soil as it so readily becomes a quicksand, but
almost all other earths usually met with can be so protected that
failure should be an improbable contingency, except when the cuttings
are of extraordinary depth, as on the Panama Canal; the chief danger
being when there is considerable diversity, irregularity, fissuring,
looseness, and upheaval of the soil, for varieties of almost every
surface earth may be encountered, each with its own characteristics and
behaviour when dry or water-charged, and requiring great attention,
especially at the joints, and not a few separate treatment, not only of
the soil but of the same earth in a cutting and in an embankment.

It sometimes happens that there is not enough clayey earth to form a
canal bank, but if the whole of the excavation, except the mere surface
earth, is used there is sufficient, and that it must be employed for
reasons of economical construction. In such a case the clayey earth
should be deposited upon the water side, and the gravelly or sandy soil
on the land side and as a towing-path covering, great care being
exercised that no stratification of the earth takes place, or it may
separate, and water seams be created. The bottom and <DW72>s of a canal
embankment must be covered with an impervious layer, puddle or concrete
being most frequently used for the bottom, and puddle or a coating of
well rammed vegetable soil sown closely with grass seeds for the <DW72>s,
or stone pitching in a wide canal liable to wash: also in loose or
doubtful soil. In canal cuttings when the water is drawn off the
counter-thrust against the <DW72>s is removed, and unless this is
maintained the earth, if in a delicate or loosened condition, may slip,
as a flow may be caused of previously dammed up waters. Prior to any
works being commenced upon a canal embankment it is advisable to
strengthen it for a distance of not less than about 60 feet in length on
each side of a proposed railway bridge or other structure, particularly
when it will be subject to vibration.

Water will soon find a weak place in any earthwork and, certainly, when
an engineer can maintain heavy earthworks in treacherous soils in canal
construction, where part of one <DW72> is submerged in an embankment and
the other dry, and in a cutting part wet and part dry, he should be able
to do so in any analogous situation, making due provision for vibration,
the chief disturbing agency canals are not subject to, but which is so
potent in its effect upon railway earthwork.

Canal and reservoir embankments are so similar as regards the stability
of earthwork that they are here considered under one head. The object of
a canal, reservoir, or river embankment is in a desired position to hold
water without leakage, subsidence, or deterioration of the earth, or
other works connected with the general construction. In dock, canal, or
any earthworks made for the purpose of containing or expelling water, it
is obvious the position is entirely dissimilar to that of railway works:
for whereas a slip or a subsidence in an embankment upon railway work
may be of slight moment and give comparatively little trouble or
anxiety, any movement in earthwork constructed for the purposes named is
of grave importance, as it may mean the destruction of the work, loss of
life and property, not only upon the site but also in the surrounding
district. No leakage or marked weeping of such an embankment should be
disregarded, as unless arrested it will gradually deteriorate the earth
until the equilibrium becomes so affected that the embankment fails. As
a rule, upon railway works, serious slips, except in very unstable soil,
such as drift earth, or those quickly decomposed by atmospheric
influences, seldom occur, _vide_ Chapter II., until a year or two has
elapsed, the process of disintegration from water being necessarily
slower in its action, the material having an opportunity to return to
its normal condition, and the surface being more equally exposed. In
earthwork for hydraulic purposes, although not subject to frequent and
sudden vibration, the <DW72>s being unequally exposed and part generally
either permanently or temporarily submerged or alternately wet and dry,
and the top and land side unsubmerged and fully open to the action of
the weather, percolation cannot be equal and regular upon its surfaces,
and slips and subsidences therefore usually occur within a short time,
varying from a few weeks to a few months; and after about a year or a
cycle of seasons they are not frequent, unless the inherent design and
construction of an embankment is faulty, permitting leakage through the
submerged <DW72> or bottom, pools of water to collect upon the top, and
the bank to become fissured and unequally wet or dry. Especial care
should be exercised to ensure a complete and impermeable connection with
the earth upon which it is placed.

In embankments to contain or expel water time should always be allowed
for an embankment to consolidate before the admission of the water, but
in the case of a cutting the presence of the navigation water as soon
after construction as practicable may be an advantage, depending upon
the nature of the earth in each case; as it may protect the submerged
portions of the <DW72>s from the deteriorating effects of being in a
constantly changing degree of dryness and wetness, and shield them from
the sun and drying winds. Except under peculiar circumstances the
unstable places will be known in a few months, and provided a canal is
properly constructed, it will not cause much trouble after six months or
a year from earthwork movement if the embankments and cuttings receive
ordinary attention, as the navigation water will quickly indicate the
unconsolidated places. In clay, clay marls, clay loams, and where loamy
soil is intermixed with permeable and water-bearing strata, movement of
the earth in canals will speedily occur unless proper precautions have
been taken in the construction, as they are seldom homogeneous.

Earthworks to contain or expel water should be made proof against even
improbable deterioration and accident, and in proportion as the soil is
less solid and firm it should be consolidated by ramming or other means,
or be covered and protected to prevent it cracking, and only firm and
binding material should be used in canal embankments or those holding or
expelling water in order to prevent slips and subsidences. Chapter II.
treats of some conditions under which slips and subsidences may be
expected. No precaution should be omitted that will render the work
solid and uniform, and nothing should be left to chance. The location is
of great importance, for the earth may vary in stability within a very
short distance, not only in character but as regards the superimposition
of the strata. Upheaved and distorted beds should be avoided, and all
loose and fissured earths, especially rock or other soils having more or
less vertical seams: for all embankments constructed upon fissured soils
are sure to cause anxiety and trouble, and will always be liable to
become in a dangerous state from an excessive rainfall. Impermeable
horizontally deposited earth of considerable thickness is that to be
desired, or firm ground that cannot slide upon another stratum or be
affected by any artificially brought addition to the percolating waters
consequent upon the construction of waterworks. Having carefully
selected a site, which for waterworks purposes must almost invariably be
upon high ground and may have to be upon the top cap soil of a hill and
be peculiarly exposed, the next step to guard against a slip or a
subsidence is to prepare the foundations so that no leakage or trickling
of water can undermine or gradually deteriorate the seat of the
embankment; and, therefore, a thorough connection between the deposited
embankment and the ground must be established and the whole be prevented
from movement.

The selection of the best available earth is one requiring careful
consideration, and it may be necessary to experiment to test the
capability of the soil to be made watertight by compression or other
comparatively inexpensive means. In some cases none may be obtainable;
if so, the only course to pursue may be to consolidate the earth as much
as possible, and protect it with an impermeable homogeneous and durable
covering, and one that experience has shown can be trusted to equally
resist percolation. The whole practice of stable earth dam construction
is comprised in the employment of homogeneous, fine, and tenacious earth
uniformly deposited in thin layers, gently watered sufficiently to aid
ramming and consolidation, rolled, pressed, or trodden down by the
passage of carts, men, or animals, and in its due surface protection.
Heavy rolling is to be preferred, for it is more effective than ramming,
as may be judged by the greater compression; the thickness of the layers
and the weight being so regulated that it compresses the earth to its
state of maximum solidity, and does not pulverize it, as the compression
is more uniform, and irregularly compact masses are not created, which
not only destroy uniformity of condition of the mass, but cause seams
and veins and destroy homogeneity. After rolling, the compressed layer
should be gently watered, as the weight of the roller will have made the
top crust drier than the lower portion, unless it has been made into too
moist a state. The thickness of the layers should not exceed, when the
soil is to be heavy steam-rolled, about 6 inches in earth, and 4 inches
in clay soils; they may be compressed to about four-fifths to two-thirds
of their normal thickness, the degree of compression to ensure maximum
solidity indicating the openness of the original earth. In sand, the
layers when simply wetted and rammed with an ordinary rammer, should be
about 4 to 5 inches in thickness, and ordinary earth about 2 inches. The
volume of the sand will be reduced from 10 to 15 per cent. Simple
ramming of sand will only reduce it about 6 to about 9 per cent., and
water about 4 to 6 per cent., making the total compression as before
stated, the quantity of water used being some 20 per cent. of the volume
of the sand. Embankments of moderate height have been made of sand when
no other earth was available, except clay loamy soil in comparatively
small quantities, the surface of the embankment being worked by thin
bars, and the loam being incorporated with the sand and made to fill its
interstices, surface protection being thus afforded, and all the usual
means to promote consolidation being adopted. Wet earth well mixed with
a grout of quicklime has also been used to make a firm embankment of
little height. Clay is not a good material to use unless it is
incorporated with a considerable percentage of sand to prevent fissures
and to lessen expansion. Many prefer the sand to be in the proportion of
about two-thirds of the mass, only one-third being clay; the soil being
then a loam, and cannot be classed as a clay.

There is much diversity of opinion as to the relative value of a central
puddle wall or protection of the <DW72> and toe. Such a wall is placed in
the centre, not only to give support to an earth embankment and prevent
any through leakage, but also to keep the puddle in a uniformly moist
condition, and therefore to prevent it fissuring and cracking from
exposure to the sun or air. In an embankment erected upon an earth
foundation it may be advantageous and warrant the expense, but when the
embankment of earth is placed upon rock it should not be erected, for it
is impossible to make a watertight joint between rock and clay puddle,
and should it be placed in a rock trench leakage will not be prevented
by it, and water will accumulate when it does not at once pass through
the seat of an embankment until the surface of its base becomes
softened, and the whole mass almost worthless either as a means of
support or of prevention of through percolation; and, moreover, there is
the danger that the clay will draw away from the sides of the rock. What
is wanted is, as it were, to insert as far as the top of an embankment
an artificial rock having a thorough connection with the foundation,
consequently a Portland cement concrete wall should be adopted in such a
case and not one consisting of clay puddle. Two great advantages of a
Portland cement concrete central support over that of a clay puddle wall
are that it does not settle and the weight is evenly distributed,
whereas a puddle wall in subsiding may draw away from the earth of the
embankment and cause cavities and cracks and consequent leakage. The
chief consideration is to produce an embankment having impermeability,
solidity, and homogeneity, and a thorough connection at the foundations;
and as the central puddle wall system rarely does so, and usually only
under circumstances which would probably hardly warrant the expense of
its adoption, it is in a state of obsolescence; and should central wall
support be necessary, which may not infrequently be the case, Portland
cement concrete is being adopted in its place, a solid and durable
material being used instead of one varying in shape and size, according
to its state of dryness or wetness, liable to fissure, and incapable of
being permanently and firmly joined to any material. This system may be
described as one of arresting the percolation of water in the interior
of an embankment; but the great aim is to prevent any percolation into
the mass, as when once a passage is made the water will escape along the
line of least resistance, and a fissure become a cavity, a cavity a
breach.

The protection of the <DW72> and toe has for its object the prevention of
any percolation into the mass, and it may effect all that is requisite,
but its efficiency and completeness much depends upon the preparation
and deposition of the layers during the construction of an embankment,
and also the time that can be allowed for consolidation, so as to
prevent any cracking or fissuring of the face covering from settlement
of the embankment. It is obvious in the case of a reservoir embankment
or a <DW72> alternately submerged and unsubmerged, that an exposed clay
puddle covering cannot be used, as heat or the sun’s rays will cause it
to crack, although if constantly wet it would succeed. A puddled clay
covering with a broken stone bed placed upon it to receive dry or
mortar-set stone pitching has been frequently adopted; a simple cement
concrete facing about 6 to 12 inches in thickness, depending upon the
depth of the water and the nature of the soil, or in conjunction with an
asphalt coating of ordinary thickness. In the two latter cases care must
be taken that they do not separate from the embankment either from the
force of pent-up water, frost, or shrinking of the earth embankment.

As any perforation of the surface must be prevented, in certain
districts the covering should be capable of resisting the attacks of
rodents and crustacea, and, therefore, a stone pitched or concrete
covered <DW72> is necessary, or the puddle towards the surface must be
well incorporated with small stones or ashes or other tough material. In
European countries the effects of the burrowing of rats may be
insignificant, but in warmer climates, as, for instance, on the coast of
Coromandel and in some parts of Bengal, where rats may measure as much
as 2 feet in length, their attacks are not to be disregarded with
impunity.

The causes of failure of water-containing embankments afford an
indication of the direction in which especial care should be exercised
in their construction. Assuming a reservoir embankment to be of the
necessary form and bulk, and to be properly constructed, the principal
causes of failure are as follows:—

1. Leakage along the line of a culvert or pipe passing through the lower
portion of an embankment.

2. Leakage under the seat of an embankment.

3. Water overflowing the top and eroding the land <DW72> and so
destroying the equilibrium.

4. Bursting of springs over the site. _Vide_ Chapter XII. on “boils” in
loose soils.

With regard to the first, the most frequent cause of the failure of a
water enclosure embankment; the culvert or outlet passages have been
rendered unnecessary by conducting the waters in a tunnel passage under
the seat of the embankment and without interfering with it; but this
method is expensive. One of the causes of failure is the weight of the
embankment owing to unequal settlement producing a breach in a culvert,
the probable result of insecure foundations or want of a firm concrete
base to the culvert to evenly distribute the weight; or it being placed
upon clay puddle, which should never be done; or the embankment being
constructed without due care. All culverts should be sufficiently large
for a man to easily pass through and should be equally watertight within
and without, for a leakage from the culvert to the bank is equally
dangerous, and means should be provided so that it can be closed in
short lengths. Reports on the temporary failures of reservoir
embankments almost invariably state, failure occurred from water
penetrating between the puddle and the culvert, from water percolating
between the rock foundation and the central puddle wall, or the
embankment gave way as water issued through interstices in it caused by
settlement of the masonry outlet passage.

Careless construction has often been shown by inspection to be the
reason of so many embankments yielding along the line of the culvert;
but when the latter is properly designed and built it seldom causes a
temporary failure of a well-made reservoir embankment. Respecting the
second cause of failure, it generally proceeds from want of care in
thoroughly binding an embankment to the solid ground and protecting the
toe; by “boils” in the foundations; or by a porous earth seam, such as
fine sand, existing under the stratum upon which the embankment is
erected becoming a quicksand on flowing water reaching it.

In connection with the third, it may be said that it is not a frequent
cause of failure, as provision is almost always made to prevent it, but
it may occur in a reservoir embankment from extraordinary circumstances,
or in a much less degree from sufficiently high waves being generated
upon a lake or impounding reservoir that the top of the bank may be
loosened, and the water dash over it and erode the land <DW72>, and
convert it into a kind of tail-race; tarpaulins have been temporarily
laid upon the surface on an emergency to protect a soft place, also sand
bags and planking to prevent an overflow. In an embankment erected for
such a purpose the top width is more severely strained, consequent upon
the greater exposure, than in a reservoir embankment, and the height
must be sufficient to prevent water passing over it.

With reference to the fourth cause of failure, “boils” in loose soil and
the bursting of springs are referred to in Chapter XII.

When a reservoir is emptied the weight of the water on its bottom is
removed, but the load from the embankment is the same, and should the
ground be soft the embankment may subside towards the reservoir and the
bed be uplifted; hence it may be advisable not to draw off the water
unless the bottom is weighted or movement prevented.

Due regard of the different causes of failure herein enumerated and care
in construction, will reduce to a minimum the probability of a slip or a
subsidence in an earth embankment erected to contain or expel water.

The temporary or permanent diversion of rivers or streams being so often
necessary in public works, a few paragraphs are here devoted to it so
far as regards earthslips and subsidences. If it be possible when the
soil is very porous and incapable of retaining water, it is advisable
not to divert a river.

Some of the most vulnerable places in a newly-formed river-bank are:

The ends that join it to the old bank or to the land, to which it should
be thoroughly connected.

The toe of the <DW72> and seat, which should be tied into the bed of the
river or be well protected by making the <DW72> flat towards the base.

Any abrupt bends or angles should always be avoided as they increase
erosive action.

The wind and water line which requires especial protection.

Provided these points are remembered and the usual precautions taken in
forming a river-bank to make it thoroughly sound and homogeneous, a slip
or subsidence of serious moment is improbable.

In order to protect the sandy bed of a river and to prevent the banks
slipping and subsiding, it may be necessary to guard against scour of
the bed and consequently of the toe of the banks. Stone thrown in will
settle and compress the bed by weighting and consolidation. By
periodical depositions the sand becomes more protected and the quantity
of stone required is reduced, but especial care should be taken to
preserve the normal bed, to offer no obstruction, and not to cause
whirlpools or to interfere with the current except to direct and train
it, or the erosive action so created will cause movement. Stones simply
cast in and allowed to sink and find a permanent bed until the regular
surface of the bottom of a river is so reached, have been proved in many
instances to be a sure protection in sandy soils provided eddies do not
exist. The preservation of the <DW72>s is particularly referred to in
Chapter VII.




                              CHAPTER XI.

  NOTES UPON THE FAILURE OF DOCK AND OTHER WALLS FROM A FORWARD MOVEMENT
    OF THE EARTH FILLING OR BACKING.—CONSIDERATION OF THE CAUSES OF SUCH
    ACTION AND SOME PREVENTIVE AND REMEDIAL MEASURES.


The most serious consequences often result from slips or “boils” of sand
or loose soil during the construction of docks, and from the sliding
forward or subsidence of quay walls, as in addition to the great expense
of restoring the damaged wall must be considered the loss of receipts
caused either by delay in opening the docks or from interference with
the traffic. In this chapter no attempt is made to lay down rules and to
declare that if they are followed failures from pressure, subsidence, or
a slip of earth, can be obviated by careful attention to them. Many of
the most renowned engineers and contractors throughout the world, whose
scientific attainments and practical knowledge are universally and
deferentially acknowledged by those competent to form a judgment, have
had anything but pleasant experiences in the construction of docks and
similar works.

The two banes of dockworks may be said to be:—

1. Defective foundations.

2. “Boils,” or the rushing up of loose soil and water in the
foundations.

To say that a failure of a dock-wall cannot but be the result of
defective engineering is a statement which it would be difficult to
substantiate. To disturb the earth below the required depth of the
foundations at intervals over the area of such works in treacherous
soils in order to ascertain its character would simply be to offer a
general invitation to it to commence movement, _vide_ p. 208. It would
be worthy to rank with the erudite report of a local committee formed to
declare the best means of preventing floods in a district, which, after
deep consideration reported: “That the committee were of opinion the
floods would be permanently removed provided the engineer diverts all
rivers, streams, watercourses, and ditches, to the next valley, and
closes the up-stream hole in the hill, or causes the water to be
discharged elsewhere, and reduces the rainfall within the limits
required from time to time by the inhabitants of the district.”

Inasmuch as it is impracticable to ascertain the exact character and
condition of any earth over a large area in such a location as that
usually occupied by a dock, and to be certain that no unstable seams
exist, and as the forces of nature are infinitely more powerful than
those of man, it cannot be said that a failure is absolutely impossible.
All that can be done is to render improbable any slip or subsidence by
the employment of every known means to promote stability justified by
the importance of the work and with a due regard to economy.

Dock-works are peculiarly liable to slips and subsidences because of
their position necessarily being near to the sea, an estuary, river, or
lake, and therefore in usually treacherous superficial soil of an
insecure, water-charged character. The foundations are also at but
comparatively little depth below the lowest water-level, and although
they are not subject to the frequent vibration railway cuttings and
embankments have to withstand, they are jarred by blows from vessels and
falls of heavy goods, vibration from cranes and machinery, and also are
liable to be suddenly and unevenly surcharged. The earth backing may
also become quickly water-charged, and a force caused by the tide
varying in height has to be considered in earth embankments for docks or
reclamation purposes, particularly in sandy or loose soil, namely, that
of the foundations being “blown” up by the upward pressure of the tidal
or permanent head of water above the level of the bottom of the
foundation; thus inside an enclosure embankment, or cofferdam, a depth
of water of 30 feet would give an upward pressure of, say, 0·85 ton per
square foot, and when the excavation has extended to a depth of 30 feet
an insistent natural weight of a column of sand 1 foot square upon the
foundation has been removed by the excavation equal to 1·65 ton, _vide_
Chapter V. Thus the upward and relieved pressure 0·85 + 1·65 equals 2·50
tons per square foot, 0·85 ton of which constantly varies. It is obvious
that in very permeable soils, such as sand, the hydrostatic pressure
will be most felt, and should the range of tide be considerable the
strain upon the earth will change and an active disturbing force be
constantly present. This varying disturbing agent must be seriously
considered in all dockwork or excavation near the sea or a tidal river,
and also approximate to water, for there will always be danger of the
water percolating, and when the foundations are not sufficiently deep of
their being undermined. The weight and depth must therefore be
sufficient to balance or exceed any upward pressure of the water in the
soil due to its head level. The bottom of the foundation will almost
invariably be below the depth at which water is usually found in the
locality, and it should not be forgotten that sooner or later the earth
upon which dock-walls rest is nearly certain to become wet and perhaps
saturated, and that when saturated any additional water must flow away.
In sandy or loose soils this may become dangerous. Care must also be
taken in loose soil that it is not loaded by any temporary works so as
to force the earth in any direction, or a slip will occur and any
trenches may become filled, and every effort should be made to cause
equal loading and pressure and to prevent unequal settlement.

The selection of the site of a dock is generally confined within narrow
limits such as railway connection, roads, location of the want of dock
accommodation, currents, the proper position of the entrances, &c., &c.;
nevertheless the nature of the soil should be considered, for upon a
tidal river a few hundred feet one way or other may cause the works to
be upon various kinds of earth each more or less treacherous, and when
intermixed perhaps more unstable. Even upon one side of a comparatively
narrow river the earth may be in a much more stable condition than upon
the other; and when an old watercourse or a dry ditch passes across the
site of a dock it must not be disregarded, as failures and damage have
occurred because the same section of a wall was continued throughout. It
is then necessary to adopt a system of construction suitable for softer
or less stable ground, and especially so if the wall has to be built
upon a firm stratum overlying sand, as a diminution in the thickness of
the bed may cause a settlement and the wall to be pushed forward; for
there is always danger in sandy soils, unless the superimposed layer is
of considerable thickness, that the latter may be pierced and the whole
site be in jeopardy from a flow of the sand.

It may be that a dock must be built at a particular place, although the
ground may be full of springs, the beds inclined, or a level stratum
overlies an inclined bed of rock or softer earth incapable of standing
at any but a flat <DW72>, the whole being an unstable mass, for the
deposits may extend to such considerable depths that to go below them is
impracticable; however, uniform weighting and consolidation by the
deposition of firm soils having insoluble particles will generally make
it firmer, and by compression and admixture will ultimately cause the
ground to be more solid. It should be loaded as long as possible, and
the material be deposited beyond the site so as to prevent the outside
and less consolidated earth slipping upon the works, and as it will be
disturbed by the loaded portion having subsided it may require slight
support upon the lower portion of the <DW72>. When the settlement over
the base and the <DW72>s to the original bed is equal and regular and
care is taken that the soft soil cannot run, by a due protection of its
surface it can be built upon. The rise of the mud in front and for some
distance from the wall is generally from about one-third to one-half of
its subsidence when loaded. The rate of sinking and uplifting of the
soil should be noticed, and whether it is equable and the depth to which
settlement extends is the same over a considerable area and practically
ceases at a certain depth.

Where a dry dock had to be made upon soft fine sand, Portland cement
concrete has been successfully used to cover the whole site. In such
soils, to avoid the danger of the bottom being blown up when a dock is
empty, and has not the counterbalancing weight of a ship, arrangements
should be made so that sufficient water is let in to counteract the
uplifting force. If it can be avoided it is advisable not to erect a
graving dock upon very porous earth, as the expense of an impervious
lining, whether of Portland cement concrete or clay puddle, and of
keeping it dry will be considerable; and when unequal settlement takes
place a run of the soil may occur and a slip of earth cause it to become
fissured and separated, especially in an estuary or bay with headlands,
as natural springs may make the sand a quicksand. Much depends upon the
head, if the water comes from the adjoining hills it may be so great as
to prevent any but a strongly constructed dock, acting as a watertight
box, being successful. The bearing power of the soil will also be
practically the same whether the foundations are a few feet or at a
considerable depth, as the head will be sufficient to make the springs
issue, and therefore disturb the earth.

The drainage of the site requires to be carefully deliberated, and no
rules can be laid down, but the flow of all surface water and springs
should be controlled. The chief aim should be rather to prevent water
reaching the site than to allow it to be present and then pump it away,
hence it is well to have the deepest sump and all water-raising
apparatus, if possible, outside the area of the works of art and in the
direction of the land or river flow. The first operation in draining the
site is to construct the necessary surface drains around it and also the
sinking of a sump, cylinder, or wells where required, which to be
effectual must be some few feet deeper than the lowest level of the
works of construction; but the depth should be no more than is
absolutely requisite, as the greater the lift of a pump the less the
efficiency; care being taken that the bottom of the sump is sufficiently
low that water gravitates to it, and that the pumping apparatus is at
such a height that it cannot be “drowned.” When the soil is of so loose
a character that pumping will cause it to “run,” the bottom can be
closed and holes made in the ring and water pumped in through them, and
in addition coarse gravel or broken stone can be inserted to act as a
filter. The act of drainage may cause soil that has been full of springs
to be entirely free from them, and cannot but always tend to
consolidation, if only because of settlement and the interstices or
fissures being less occupied by water or being reduced in size. In loose
soils, especially at the commencement of pumping operations, it is
advisable that it be not very rapid, as a quick change of condition may
cause the ground to be disturbed too much, whereas slow pumping may
clear the water as effectually and enable the soil to settle to its new
state. The location of the sump should be at or about the lowest level
of the ground well away from any wall or the dock area, and on the line
of the greatest flow of the land waters or natural watercourse, thus,
dealing with them before they reach the site of the works.

In loose and almost all earth the foundations should be covered up
quickly so as to preserve the natural condition of the soil. It is also
important to offer every possible support to the earth to prevent
initial movement, and slight assistance may afford the required
strength.

Unless there are cogent reasons to the contrary, the excavation for
dock-walls is better executed in trenches, the frames of which being
struck as the work progresses can be used again; the wall can thus be
supported by the earth on either side, and no lateral thrust is brought
upon the wall until it has set, and therefore the danger of bringing,
perhaps, the greatest strain upon it when in an imperfectly solid
condition is obviated, the back and top of the wall being protected from
the weather, and any movement or slip of the earth prevented; hence a
wall should act as quickly as practicable as a monolithic mass, and the
material forming it be thoroughly bonded and set in Portland cement or
the best hydraulic lime mortar, or be wholly of strong Portland cement
concrete.

The trench system of constructing dock-walls, covered ways, and all work
below ground is the safest to adopt, and in loose soils or clay that
expands and is quickly affected by atmospheric influences, and where
there are buildings or the ground is weighted, the erection of side
walls in trenches, and then the completion of the invert or arch is
often the only way in which the work can be executed. Even should the
formation be rocky, and the beds be inclined towards the site, the short
15 to 20 feet in length trench system is the best to adopt; and it may
be advisable or necessary to work day and night in order that the ground
may be left exposed for the least possible time and as machine mixed
Portland cement concrete walls can be erected much quicker than masonry
or brickwork, in such situations it is the best material to use. The
excavation for the walls should be confined within the smallest limits,
but no under-cutting should be allowed in the excavation trenches, or
the portion undercut may strain the upper part and cause it to slip and
subside.

In Chapter VIII. soft soil or weak ground is referred to, and as in
dockworks this so frequently occurs, the necessity of making every
reasonable provision against undue settlement is apparent. In such
foundations the weight upon them should be as equable as possible, for
any excess of load will cause subsidence at that place, and a large
bearing area is required which may not be easy to obtain, except by
increasing the area at the back, as the face must be nearly straight, or
only slightly curved, to enable vessels to get alongside, but the wall
should not be the heavier in front as it will aid an overturning
movement. Any dredging operations should be effected at such a distance
that the stability of a wall cannot be impaired, or a slip of earth may
occur, as the bared soil may commence to “blow” or run consequent upon
the dredging having relieved the ground of weight and, perhaps, removed
an impervious covering. A row of sheet piles inserted before dredging is
commenced, if well supported in front, may be sufficient to prevent
movement.

In dockwork, the margin allowed to resist lateral strain being
considerable, walls seldom fail by being fractured from excess of
lateral pressure; but either by vertical or lateral pressure causing
subsidence or the whole of a wall to slide forward upon the foundations;
and not from defective form, workmanship, or materials; but from a
compressive strain upon the face of a wall caused by a force tending to
overturn it; and, as a rule, when a wall inclines towards the face very
little more pressure will upset it. Generally the foundations are
sufficiently firm to support the insistent load, and the chief cause of
failure or undue movement is principally the result of slipping forward
and the want of adhesion of the soil and frictional resistance of the
wall upon it. How can this forward movement of the earth be prevented?
Before proceeding to name some means that can be employed it is
advisable to remember the cardinal principles of the construction of
dock-walls to resist lateral thrust, because a structure may be so
designed as to induce a movement or a slip of earth. They may be briefly
stated to be as follows:—

1. That the maximum weight is not required in the front of a dock-wall
but at the back, in order that the centre of gravity may be as far
distant from the face as the exigencies of sound construction will
allow.

2. That the centre of gravity should be as low as possible consistent
with the due strength of the upper portions of a wall so as to increase
the resistance to an overturning movement.

3. To have an equal load upon the ground, and to guard against any extra
strain upon the foundations near the face of a wall consequent upon the
lateral thrust, which has a tendency to cause a wall to overturn.

4. Particularly to provide against any forward movement either by having
deep foundations, protective works at the base of a wall, or by other
means.

  NOTE.—It is obvious, in order to counteract a sliding movement, that
  the foundations should be at right angles to the face batter at the
  base, and not be horizontal. These inclining inward foundations,
  however, can only conveniently extend for a portion of the width in
  very thick walls, but throughout in those of less thickness. When no
  support is possible in the front of a wall, such as an extra depth
  of foundations, an invert, or a firm connection between the lower
  portion of opposite dock-walls, &c., it is advisable to counterfort
  the wall.

5. That the wall should be as symmetrical in form as possible,
particularly upon a soft foundation, in order to ensure equal loading
and settlement, and that it subsides without a forward movement or
tilting.

6. That it should be homogeneous, especially when the strata dip toward
it, sufficient provision being made to prevent any lodgment of water at
the back.

7. That it must have the usual margin of stability above the sufficient
weight and mass to resist the calculated lateral thrust of the earth and
that caused by it being surcharged by buildings, goods, cranes, or
machinery, which may cause unequal and sudden loading and strain; and to
withstand in sidelong ground the additional lateral thrust caused by the
inclination of the strata.

8. That the face be sufficiently perpendicular to allow ships to lay
close alongside, and that it be of the required hardness to resist the
rubbing of vessels, and especially of barges.

9. That, when a wall is constructed of different materials, a complete
union is effected of all the parts, and anything tending to make it of
varying strength, unless exceptionally required, should be avoided; such
as the junction of lime concrete with Portland cement concrete, or the
employment of the hardest and strongest bricks or stones and their
connection by means of a weak mortar.

10. That the resultant of the vertical and lateral pressure of the wall,
whether surcharged or not, falls well within the middle third of the
wall at its base. If not, the foundations will be unequally strained.

11. That any mooring posts or bollards, gate or sluice chamber machinery
be so placed and secured that they cause no serious additional strain
upon a dock-wall.

12. In soils that expand, such as the clays, dry backing should be
provided of absorbent and even material capable of compression
sufficiently to relieve a wall of severe pressure from the expansion of
the earth.

13. That selected material be used for the backing, and that it be
raised in layers inclining in a direction opposite to that of the wall,
care being taken that it cannot become water-charged.

Having briefly referred to a few of the chief principles of construction
of dock-walls, the connection between them and slips and subsidence in
earthwork has to be considered.

It is seldom a dock-wall fails from insufficient mass or incorrect
design. The chief element of danger being imperfect foundations causing
a forward movement of the wall, which may either result in a bulge or a
complete advance of the whole section for a considerable distance, and
usually when this forward motion commences it extends for a long length,
and has an apex, and is not only of a disastrous character, but also
difficult to quickly and permanently restore to a state of stability.
The wall may be most carefully designed, and be amply sufficient to
resist lateral thrust due to the pressure of the earth and any load upon
the quay, and nevertheless, although as a wall it is perfect and
unimpaired, the whole mass from want of sufficient depth of the
foundations or hold in the ground frequently slides forward: and there
are few extensive docks that have been constructed in any but the
firmest earth that have been free from such a mishap. In order to limit
the extent of a sliding movement, it might be said, reduce the lengths
of the wall and make the unsupported from the front length as short as
possible, and in doubtful earth it may be advisable to abandon all long
straight walls and adopt the system of short jetties, with ample width
at their heads for unloading and loading operations, for a vessel to lay
alongside, for store-house room, and a double line of rails and the
necessary free action of machinery; so as to avoid the expense of slips
pushing forward the wall: but to do this may almost ruin the commercial
prospects of a dock, for naturally owners and captains of ships will
send their vessels where the greatest facilities are offered and the
impediments to movement the least. Local considerations in each case
alone can determine the shortest required clear length. However, in
designing jetties to dock-walls it is advisable to so construct them
that they may act also as face counterforts to a wall, and be located at
any apparently weak place so as to give support where it is needed.

The chief danger is from variation of the earth in the foundations and
the existence of thin seams of an unstable character, or fissures in
rocky soil allowing percolation of water, most difficult, if not
bordering upon the impossible, to discover unless by trial pits and
borings over the whole area of the site of a dock, which would be a most
unwise proceeding, as has been previously named in this chapter. The
marvellous labours of geologists and others have enabled an accurate
opinion to be formed of the locality and the depth at which water and
certain minerals are to be found and also to indicate the earths in
which fissures and seams are frequent; but it must ever be impossible
for man to absolutely state that no unstable seams or veins exist over a
considerable area of ground, more especially in the superficial beds
upon which a dock-wall has to be constructed, although the probability
of their presence may be determined with some degree of precision. The
importance of a complete examination of the ground of the site and
neighbourhood is imperative, and particularly of any cuttings and
embankments in the locality.

In Chapter II. many conditions of earth are referred to in which slips
and movement are probable, but that now under consideration is usually
caused by a wall resting upon seams or weak veins of unstable soil;
therefore, there is danger when a comparatively thin seam of soft slimy
earth interposes between the hard bed upon which the foundations may
rest and one below the vein; for, but a little additional moisture may
sufficiently lubricate the surface to enable the firm bed to slide upon
it, the frictional resistance being thereby so reduced that movement
results. Similarly, in the case of a seam of gravel overlying clay, the
firm gravel bed may slide upon the clay: the foundations should then be
carried down to the clay. Piles at the base driven into the gravel will
be of little use; in fact, for permanent work, they are now almost
abandoned except for jetties, cills, aprons, dolphins, &c., for
uniformity of support is very difficult to obtain in pilework and cannot
be proved to exist; but piles may be useful to help to sustain a
structure until it has taken its permanent bearing and is in possession
of its full strength. For purposes of permanent support they are
somewhat unreliable, for failures have happened because of their
weakness, and walls have consequently been overturned; their chief use
is as auxiliary temporary aids to lateral stability, such as confining
concrete or lessening the percolation of water. However, the earth may
be in such a condition that it cannot retain them in position when they
are strained, then they are useless for lateral support. Their
resistance to horizontal strain varies much with the nature of the soil
and not necessarily according to its cohesive power; for instance,
experiments have shown sand to afford the greatest horizontal
resistance; clay, less; and in loose ashes the power is further reduced.

When a clay stratum is thin and overlies gravel or sand, provided the
necessary precautions are taken that the sand does not “boil,” it is
better to have the foundations upon the underlying gravel or sand, as
the layer of clay may bulge and slide upon the gravel and thrust out the
wall. Should a stratum of clay be superimposed upon another of similar
character, it will always be in a damp state conducive to lateral
instability, as there will be two sliding surfaces, and the upper may be
forced forward and carry the wall with it, and should a seam of sand be
interposed it may become “quick” and flow away. In such cases the
foundations should extend to a safe depth in the lower clay stratum or
be below the unstable seam, and when the depth of silt or unstable soil
overlying a firm bed, as rock, is considerable, the well system can be
adopted, provided the bottom is levelled. As seams, weak veins, and
fissures are so frequently met with the examples might be continued
almost _ad infinitum_. To ascertain whether they exist and their
location is one of the primary precautions to be observed, as dock-walls
usually fail from bulging or slipping forward, causing fracture or
overturning.

Additional weight or increase of the thickness of a wall may not suffice
to arrest movement of the base or forward motion of the earth. To place
the foundations at a greater depth may be impracticable, although it may
be the best method of restoration; it then becomes necessary to insert
an invert or strut between the walls in a narrow dock, or in a large
dock to attempt to remove the unstable seam in front of the wall and
prevent movement of the vein by a curtain-wall, additional weight, or
other means of consolidation; or by removing the solid backing, draining
the back, and the erection of a timber platform instead of the earth, so
that it reposes at its natural <DW72> without creating a thrust upon the
wall; or by having packed rubble filling instead of ordinary solid
backing so as to remove or lighten the lateral pressure upon it, by
draining the ground at the back; or by counterforts from the foundation
to the ground level, at the front of the wall, especial care being taken
to prevent their parting from the main wall.

The arched wall system is sometimes adopted for docks, but as it
requires a longer time to construct, and is obviously more liable to be
damaged from settlement and by pressure of the earth and the failure of
joints and weak places, solid walls of Portland cement concrete with a
hard face are more to be desired; as in such situations a monolithic and
equally resisting mass is required, weight and mass being of importance.
The relative bulk of materials for a certain expenditure should be
considered, as it may happen that greatly increased weight and mass may
be obtained for no extra expense by the employment of a certain
substance. Combinations of brickwork and masonry and concrete are being
abandoned in favour of one homogeneous material throughout, and no yet
known aggregate fulfils this condition for such work as Portland cement
concrete, owing to the difficulty of making secure and perfect joints,
although hard brick facing may be necessary to protect the face from
wear by the rubbing of vessels. By a judicious adoption of material for
a dock-wall in order to give it weight and mass, and sufficiently deep
foundations, neither counterforts nor other special means of protection
against failure may be required, and slips and movements of the earth
may be prevented.

In the case of a stratum of soft soil of considerable depth overlying a
firm foundation, dock and quay-walls upon arches, not exceeding about 30
feet span, have been successfully erected upon wells sunk in or to the
solid ground, when by reason of the cost it was impracticable to carry a
solid wall to the firm ground; and no slipping, sliding forward, or
subsidence has occurred.

To prevent movement of the earth at the back of a wall pushing or
fracturing it and being the cause of a slip, it may be well to briefly
state a few points to which attention should be especially directed.

In adopting two systems of design of a wall, it is advisable that the
change of form be gradual and not made abruptly, or cracks may occur
from unequal settlement or load upon the foundations, and also when a
concrete bed is used under a wall a lime concrete layer cannot be firmly
joined to one composed of more solid and unyielding material, such as
Portland cement concrete. Similar walls erected upon different soils are
not equally strained, as one earth may scarcely change from the effects
of air and water, and another may vary daily according to the weather.

To counteract any overturning tendency, a wall should have a large
bearing area under the face portion, all projections and heavy copings
should be avoided, or anything that increases the load near the face at
the top. Weight and width of base and considerable depth of foundations
are most important, for well designed walls when placed upon stable
ground have been pushed forward simply from an insufficiently deep hold
in the ground; and the load upon the earth must be within its safe
bearing power. A wall should be designed so that its centre of gravity
is as far from the face as practicable, and when it is constructed of
stone or brick it is necessary that the joints be as strong as possible,
and be capable of resisting varying strains. Should lime mortar be used
it is probable it will be partly washed out, and Portland cement mortar
should always be preferred upon the face, or water may percolate into
the wall and even pass through it to the earth and cause slips and
subsidences.

Counterforts erected upon the outer face of retaining walls are much to
be preferred to any placed at the back, for support at the face is what
is required: in the latter case there is always a chance of their
becoming separated from the main wall, although when so located at the
back they are considered to lessen the lateral pressure of the earth by
dividing it, but any reduction caused by friction of the soil against
the sides may vary so greatly, according to the condition and subsidence
of the earth, that it is prudent to disregard it, and it is well to
remember that the pressure may become intensified or uneven upon the
main wall by deflection and concentration caused by the counterforts,
the result being the creation of weak and unduly strained places; it may
therefore be better to uniformly increase the thickness of the wall.
Counterforts of triangular shape on plan have been adopted in order to
lessen the lateral thrust by directing it to the sides of the triangles,
their bases being against the wall. It is doubtful whether the thrust of
the earth so acts under the usual varying conditions of work. The
necessity of mooring vessels alongside a dock or quay-wall prevents the
adoption of face counterforts except to a very limited extent; however,
although the form of a ship permits of only a slight batter for the
upper half, the lower portion may be inclined for a few feet from the
bottom. As the adoption of a batter on the face increases the area of
the base of a wall and its frictional surface upon the ground, and tends
to lessen overturning movement and undue strain upon the face, a dock,
quay, or retaining wall having a batter is to be preferred to one with a
vertical face; in fact, it acts as a triangular front counterfort, with
the great advantage of being an inherent part of a wall.

In foundations of a sandy or silty character, a dock or quay-wall having
wells in the cross section to within a few feet of its base filled with
rammed light dry material, the width of the bottom nearly approaching
that of the depth of water, has been adopted in preference to a solid
wall of less thickness, as affording a wider base, greater resistance to
overturning, and a reduction of the weight upon the foundations.

A slip of the earth backing is frequently caused from insufficient
drainage and a consequent accumulation of water behind a wall, producing
such pressure that the friction of the weight of the wall upon the
foundations is impaired and the support in front insufficient to resist
a forward movement, therefore the back drainage should receive due
attention. When a dock-wall has been thrust forward by the earth it may
be a serious movement, likely to increase and culminate in the
destruction of the wall, or be merely a slight lateral settlement. Such
slips are usually of considerable length, and have an apex where the
greatest forward motion has occurred. The chief remedies consist in
securing the foundations, supporting the face, lightening or removing
the pressure of the backing, draining the backwaters and preventing
their reaching the wall. Provided a wall is intact and not damaged, but
solidly and horizontally pushed forward, it need not be taken down, but
if vertical subsidence has taken place, or a settlement, at the face
only, it is generally of serious importance, and it may be necessary to
remove and replace it.

When a wall bulges slightly from the pressure of the earth at the back
and then ceases to move, the ground behind may have become in a state of
permanent equilibrium, and the lateral thrust, which before movement was
too great, may be so reduced that in the altered position it may remain
stable, provided the void is filled with light porous backing, and the
drainage of the earth receives due attention. Counterforts of piles
reaching to the level of the ground in front of the face have been
adopted to arrest and prevent a forward movement, but when the ground is
much disturbed and in a loose state, it is unadvisable to drive piles
because of vibration which may induce further motion. Instead of timber
pile counterforts, trenches might be cut at intervals along the toe and
be filled with quick-setting cement concrete, the filling to follow the
excavation as closely as possible, and no unsupported earth to be
allowed to remain.

As improper backing often induces a slip and subsidence of the earth and
the failure of a wall, it is of importance that it should be carefully
executed, for many well-designed walls have failed or bulged from being
badly and hurriedly backed with unsuitable and soft retentive material
in a deteriorated condition, the result being movement of the earth.
Care should be taken that the material of which the backing is composed
will always maintain the <DW72> of repose upon which the calculations
have been based that determined the dimensions of the wall; therefore,
it should always have an angle of repose which is not much affected by
moisture. It is important to remember that according to the nature of
the backing so will be the pressure upon a wall, depending principally
upon the coefficient of friction of the earth upon similar earth, its
cohesion, its friction upon the surface of the back of a wall, the
inclination of the layers, the general character of the soil and the
effect of moisture upon it; and no vegetable, decayed, or “made” earth
should be used for such a purpose, nor material which gives a varying
thrust according to the state of dampness or dryness, and the lightest
dry, firm, and stable earth should be preferred. When rubble backing is
adopted and is carefully packed, the lateral thrust may be greatly
reduced, as in some degree, instead of backing a dry wall may be
considered to have been built at the back of the face wall. Clean ashes
are an excellent material for filling damp places in a wall, because
they not only absorb moisture, but are light, and stand permanently at a
<DW72> of about 1 to 1 TO 1¼ to 1, but they can seldom be obtained in
sufficient quantity to be used in considerable masses; also broken
bricks and burnt ballast, although heavier, make good backing.

Earth that is much affected by air or water, or that expands, contracts,
or fissures, such as clay, is not good for filling, and dry masonry
retaining walls should not be hacked with earth but with rubble, or in
countries with a heavy rainfall the wall will most probably be forced
forward.

Care should be taken to have plenty of weep-holes in a wall so as to
obviate any accumulation of water, and it is well if the back has a
rough face in order to increase friction and prevent cavities in the
backing down which water may percolate. During construction a few
weep-holes in a dock or quay-wall should always be provided, until the
water is to be let in to a dock, when it is best to fill them with
strong Portland cement concrete as water would proceed along them from
the face and accumulate at the back of a wall; the permanent drainage
being affected by other means.

In pulling down walls that have been built with offsets at the back it
will usually be noticed that the filling does not rest upon them, but
that hollows occur as the earth subsides; for this reason, a straight
batter at the back is to be preferred. No support from the weight of the
earth, which is supposed to be upon them, should be relied upon,
although it may temporarily exist.

The filling should be commenced at the wall, and the layers be so
deposited that their <DW72> approximates to that of being at right angles
to the surface of the <DW72> of the ground rather than parallel to it.
When thought desirable and the natural ground is solid, it can be
benched, and the backing be damped and rammed.

The backing of a wall may consist not only of an inverted triangular
piece of earth, but extend for some distance to the rear, and may have a
top surface at a considerable height above it; the wall will then have
to sustain a severe thrust. The angle of repose of the earth should be
ascertained and the filling be thoroughly drained, or it may be
disintegrated by moisture, the whole mass gradually become unstable, and
finally push the wall forward with great force.




                              CHAPTER XII.

  NOTES UPON SLIPS OF EARTH, SUBSIDENCES AND MOVEMENT IN FOUNDATIONS
    CAUSED BY “BOILS” OR AN UPWARD RUSH OF WATER IN LOOSE
    EARTHS.—CONSIDERATION OF SOME PRECAUTIONARY AND REMEDIAL OPERATIONS.


With regard to “boils” in sandy soils and the general drainage of the
site of dockworks, operations should be commenced as long as possible
before the works of construction, so as to lessen the probability of the
occurrence of slips, subsidences, and movement of earthwork. In order to
reduce infiltration, it is well to make a trench round the area of any
ground that has to be excavated, which may embrace the whole site. A
system of drains and conduits should be established within it, and at
the lowest level a sump at a convenient position, and to a depth a few
feet below that of the work; it can then be made the chief pumping
station of the dock; but all drawing away or flow of the earth must be
prevented: and to obviate erosion of the drains, they may require to be
rough lined with an impervious covering such as clay. The sump should
consist of an iron cylinder with proper provision against a run of soil.
In all loose earths the pumping station should be some distance from
buildings or roads so as to avoid any settlement.

When a choice of sites exists and the position of a dock is not
absolutely fixed, it may be possible to have the foundations of the
whole work in one kind of earth; if otherwise, one portion may be stable
and another unstable, always treacherous, and liable to slip and
subside. In any case settlement is not likely to be equal, and therefore
a foundation which is well able to sustain an evenly distributed load
may yield from unequal strain and excess of lateral thrust. Consequent
upon the situation of docks, the superficial beds upon which they have
to be erected frequently vary in stability and reliability; and the
location being altered in any direction may result most seriously; the
earth upon one side of a comparatively narrow river being stable in
character and on the opposite bank most treacherous. Difficulties often
arise in foundations, especially in sandy soils, from making borings and
trial pits too near the important parts of the work; they should be made
as reasonably far away as is convenient. In boring, a sand flow may
occur, when it may be necessary to fill the bore-hole and sustain the
soil by a covering, or by consolidating the sand by means of Portland
cement, and then, perhaps, reliable operations may be continued. Borings
should be considered as unreliable if merely superficial; in any case of
importance they should only be trusted for the place where they are
made, and not as indicating the nature or condition of the soil over a
considerable area. When pits cannot be sunk, it is desirable that in a
suspectedly treacherous site the bore-holes should be at every 200 or
300 feet.

Excavating pits, using test-bars, and driving piles are some of the
methods of determining the character of foundations, but care should be
taken to ascertain in boring that boulders, or thin strata of hard
gravel, are not mistaken for solid rock. In sand, mud, or soft clay they
can be made by means of an iron pipe and the water-jet system.
Experience has proved that boring with an auger is not so reliable as
boring with a tube, such as is used for artesian wells. In the case of
augers, when boulders are encountered, further boring is usually
arrested in that place and another bore-hole has to be commenced. Trial
pits, where practicable, should be preferred to boring, and they should
be sunk to a depth considerably below the lowest level of the intended
foundations, and then they may do for sump holes for pumping operations.
In testing ground by borings, several should be made, as one hole might
encounter a boulder or some hard soil, such as indurated clay, and the
latter may adhere to the auger and arrest its progress; the specimens
then brought up, being crushed and pressed together, will appear to be
firmer than the actual condition of the ground.

Having briefly referred to the preliminary drainage, and some methods of
ascertaining the nature of the ground, the former to lessen, and the
latter to aid discovery of the character of any probable upward lushes
of soil: “boils” in foundations are more specifically considered. It may
be said that they generally proceed from an impervious top stratum being
pierced, thereby tapping the water in a pervious bed which may be
imposed upon another impervious layer; for the upper bed being excavated
removes the weight upon the lower strata and induces a flow of the
previously confined water.

The source of disturbance may be either from surface-water in the top
soil or from deep underground springs, depending in great measure upon
the extent of the catchment area and head-water level of the district,
as its quantity and uplifting pressure will be principally governed by
them. When the soil is in a delicate state of equilibrium it only
requires a slight deteriorating alteration of the normal condition to
initiate a movement. The disturbance of the ground may be merely
superficial, nevertheless its effect may be sufficient to start a
“boil,” although the chief cause potently exists at some considerable
depth and distance.

“Boils” produced by simply surface-water require one system of
treatment; if from underground waters, another remedy is necessary.
Every effort should be made to know the reason, trace the origin, and to
ascertain the power of the disturbing forces. It may be possible to
determine them, although generally it can only be done by deductive
reasoning and logical inference. In any event immediate action is
invaluable when a “boil” appears. Weighting the ground around a “boil”
with an impervious mass of clay, and the insertion of a stand-pipe will
indicate the level to which the water will rise, varying according to
the seasons, and will give an approximate idea of the head supply and
pressure; care being taken that the pipe does not become obstructed and
that the water has a free flow. It may also be ascertained by the
insertion of pipe-rods to different depths, and by noticing the effects,
such as the rapidity, the quantity and the character of the discharge.
There may be an appreciable difference in the height to which the water
rises in various stand-pipes; if so, its flow is obstructed or the
source is not identical. An examination of the colour and nature of the
suspended matter in the water and a comparison of it with the strata may
show its source, but it is not always reliable unless the same colour is
maintained for the lowest depths.

A perusal of Chapter II. will indicate some situations in which “boils”
may be expected. The conditions under which they may appear are so
numerous that it may be stated they generally occur in any situation
when a layer of loose soil has a superimposed bed of more or less
impervious boil upon it which is perforated by the excavation for a dock
or other work; and especially should a water-bearing stratum, such as
chalk, underlie a sand stratum; also when a water-bearing stratum is
superimposed upon sand which lies upon an impervious bed such as clay,
as water will percolate to the sand; and when sand overlies a
water-charged stratum; or at the outcrop of chalk hills near the site;
or where sand is below an impervious layer of clay and the latter is
tapped. The “boils,” of course, become more serious as the head of water
increases, and also when the strata dip towards the site.

An impervious bed may be of such thickness, that when the lowest
foundation is excavated there may be no fear of water from any
underground source being forced up through it; however, unless the
thickness of the upper layer is known to be nearly uniform over the site
of a dock, which is seldom the case, the water pressure, aided by the
weight of the structure, may separate or loosen the soil at a weak
place, and then a “boil” will be the result. The thickness of the crust
required, which may be anything from about 15 feet upward, may be
approximately ascertained by weighting the earth considerably above the
load it will permanently have to sustain, and by watching the subsidence
and general effect. Great care should be taken not to perforate the firm
stratum, as danger will at once ensue should loose soil, such as sand,
be tapped, for cavities will then be produced causing subsidence,
probable fracture of the firm stratum, “boils,” and slips of serious
extent. When a heavy structure has to be built upon such a soil, and it
is impossible because of the expense to place the foundations except
upon this superficial bed, experiments in the direction indicated should
always be made, and any other means of proof that circumstances may
allow other than by perforation of the stratum: in any case every effort
should be made to reliably ascertain that the firm stratum is of uniform
depth and character.

The discharge channel of any underground waters likely to disturb the
foundations should be discovered, and when there are adjacent hills, by
tracing their dampest part the probable direction of the surface flow
may become known. Inquiry should be made to find out whether any borings
have been made over the site in order to determine if the “boils” have
been artificially created or are natural blow-wells, in which the water
rises over the top and can, perhaps, be led away by gravitation. It is
advisable to fill every bore-hole with Portland cement mortar before any
excavation is commenced, or they will burst out when the surrounding
ground is disturbed. Bags containing shot have been used to help to
close a hole, but a preferable method is to insert a pipe down the bore,
it having been previously cleared of all dirt; and to fill it with neat
Portland cement mortar, the tube being raised as the hole is filled.
Such a method, although successful with small holes, is useless in the
case of “blows” of the ordinary size. A permanent shaft or cylinder is
then necessary.

With regard to the treatment of “boils” in foundations, when in the
possession of the information hereinbefore named it may indicate a
remedy either for “boils” in which the cause of disturbance is at a
considerable depth and the head and fall of water moderately large, or
when the agitation is merely superficial, which may result from the
range of the tidal waters or the want of surface drainage.

When a “boil” is of the first order, it is useless attempting to simply
stop it by force and prevent the issue of water, as such a method of
procedure would result in merely diverting the disturbance, and in
addition leave a weak place in the foundations; however, if many “boils”
appear, and the disintegrating agency of the water is removed either by
conducting or diverting the flow from the site, they can then be filled,
and it should be simultaneously effected, or any mere exudation in the
whole of the “boils” may become increased in one or two to a flow
sufficient to cause a slip or instability, and any concentration of the
discharge may produce movement of the ground. Small springs or “boils”
have been sufficiently arrested by depositing clay over them, excavating
it, and putting in the foundations very promptly and before the “boil”
burst out again; such treatment, however, may lead to the backing of a
wall becoming saturated and the water being dammed up: on the other
hand, the “boil” may be sealed and the water flow away in the original
underground channels; also when a “boil” is tapped it may induce an
increased flow of the underground waters, for they will find the course
of least resistance; and should they reach a fine sand stratum will
filter through and set it in motion, provided the head is sufficient to
overcome friction; and the support rendered to any overlying stratum
will therefore be destroyed.

In the event of there being only one “boil,” but that of important
extent, perhaps the best way to proceed is to place clay upon the
surface for a few feet around it, the weight of which should not be less
than the normal pressure of the earth removed by excavation, _vide_
Chapter V.: and by the insertion of a cylinder, with a properly designed
bottom, to prevent the issue of soil to a level some feet below the
lowest intended excavation upon the site, or to the depth at which the
greatest flow of water is obtained; care being taken that no run of sand
or soil is allowed and that the water is not charged with earth, either
by a thick gravel layer until the sand ceases to pass through it, or by
other means, remembering that the motive power of running sand is that
of the pressure of water. The flow should be gently led away, if
necessary, to a sump, and discharged by pumping, thus draining the
works. The sump should always be lined, not only to prevent any flow
upon or into the surface causing saturation, but so as to control and
regulate the water some feet below the lowest level of the foundations,
the great point being to draw downwards the water from the earth and
then to carry it away. An iron or wooden cylinder sump is to be
preferred to one constructed of sheet piles or timber-lined, as the soil
may be so loose that any shaking or vibration should not be allowed, and
a close joint is not easy to attain in timber pile work. It is well to
deposit some clay puddle for a little distance round the sump after
sinking it in order to weight the soil and steady the cylinder. When a
discharging outlet has been made it should be maintained in perfect
condition, or a slip or subsidence may occur from leakage or diversion
of the flow. It may also happen that no discharge is necessary, for if
the “boil” is only, as it were, of local extent and caused by a weak
vein in otherwise stable soil, the water may rise to the head level and
there remain; the equilibrium being restored which had been destroyed by
reason of the upper strata of an impervious character being excavated.
The removal of the normal pressure upon the loose soil to some extent,
liberates the water, and the head ceasing to be balanced by it, the
earth cannot do otherwise than allow water to upraise it. A calculation
of the weight of the earth removed may give an indication within which
will be the probable head level of the supply, and usually it is much
below a head of water that would equal the normal pressure of the soil.
Supposing the weight of the earth to be twice that of water, when 10
feet of soil is excavated before a “boil” began, its removal would
approximately be equivalent to a 20 feet head of water.

The great point is to confine a “boil” within a certain space, and there
to treat it and so prevent the appearance of others and interruption to
the prosecution of the works. All agitation of the surface of sand,
especially when a “boil” appears, must be prevented, as inducing a
disturbed and more porous condition.

When the seat of a “boil” must be built over, the well system of
foundations can be used as not only affording reliable support, but also
preventing a “boil” extending, and allowing the flow of water to be
discharged, care being taken that complete connection is made with a
wall constructed upon any other principle. If “boils” appear over a
considerable area, it is evident that the disturbance is general, and
may either be because the site or the foundations of the works are below
the level at which water is usually found in the district, or be
produced by the rise and fall of tidal waters. When by the former,
drains are required a few feet below the general water-bearing level,
and they should intercept the percolation of the land waters and conduct
them from the site of the works, or so gently localize them that they
can be treated as before described. The land waters are the most
troublesome because their volume, time of appearance, and duration of
flow will vary, whereas the range of the tidal waters is known, and
therefore the effects may be ascertained with some approach to accuracy.

It may be impossible to erect walls in very loose soils without
encircling the site with sheet piles to prevent a run of sand, to lessen
“blows” and to reduce the disturbance, as placing them upon an
impervious stratum maybe prohibitory because of the expense: but the
adoption of the well system of foundations down to a firm stratum, or at
a sufficient depth to be stable, and the building walls thereon may
cause the temporary pile support to be unnecessary and prevent a slip or
subsidence. Quick erection and the least exposure or disturbance of
earth are essentials in such cases.

By the use of Portland cement concrete, foundations can now be cheaply
obtained with the ground in a wet condition, which in the days when it
was considered only suitable for secondary works, would have required
the employment of expensive methods of construction. It may be unwise to
arrest the upward flow of the tidal waters in loose soil except by
intercepting, lessening, or preventing it by shore protection, for the
upward pressure of the head of water may “blow” up the earth and cause
disturbance; on the other hand, should the “boils” be merely superficial
and the head very little, a thick watertight covering of Portland cement
concrete, when accompanied by the necessary drainage operations, may
suffice; the surface water blows being covered, and the pressure of the
water being overbalanced by the superimposed weight.

All works to prevent “boils” or to drain waters from the site should, if
possible, be executed prior to the excavation, as the effect of draining
can then be observed and whether any “boils” arise from land waters or
from a tidal flow, and the earth will have had some time in which to
subside and become consolidated. A month’s test will afford some
criterion in a variable climate and when changes of weather are
frequent; but should a long period of drought prevail it may be no
indication of the state in which the earth would be in a wet season, or
under ordinary meteorological influences; and further, the land waters
may take a considerable time in flowing to the shore, depending upon the
catchment area, character of the soil, position of the beds, whether the
district is drained or not, and many other local conditions.

When the soil is firm clay, the locality of any leakage or water seam in
it will usually be indicated by surface exudation over the water-charged
vein; also in nearly all compact earth, particularly if of a clayey or
loamy nature, and therefore the seat of disturbance may not have to be
discovered as in looser or sandy soils.

Should a water-bearing fissure occur in rock and it be necessary to stop
it, there being no danger of diverting the flow to another place upon
the site of the works, it can be done by means of neat Portland cement
mortar pressed down and kept in place by timber strips, weights or other
means until it has set; the face of the fissure should be made as clean
as possible, and the water-bearing seam be filled and weighted directly
a leak appears, or the flow may become much increased and accelerated
and a current of water be induced which may become of serious extent.

To avoid slips and movement of the ground when it is necessary that a
water-charged bed of sand be excavated to enable a structure to be built
upon a firm impervious stratum below it, sheet piles can be used or
corrugated iron sheets, strutted at intervals, so as to prevent a run
and slip of sand; and the space between them can be excavated, a
Portland cement concrete foundation being inserted upon the firm soil,
the wall being erected in lengths, and the piles or case being
practically three-sided so as to leave no unsupported surface of sand,
care being taken to prevent any run between the front and the back of
the last built length of wall and the earth, so that each length is
erected in a contained area.




                                 INDEX.


                                   A.

 Absorption, broken earth, 70

 ——, chalk, 29

 ——, sand, 34

 Alignment of public works, _vide_ location, 9–12, 146

 Alluvial deposits, safe load upon, 88–89

 ——, soil, <DW72>, 100

 ——, protection of the banks of rivers, 126

 Angular particles in earth, 36

 Approaches to culverts, 84, 85

 Arched system, dock-walls, 210, 211

 Argillaceous rocks, <DW72>s, 24

 Ashes, <DW72>, 100

 Atmospheric pressure, influence of, 17


                                   B.

 Backing, dock-walls, 214, 215

 Ballast, upon soft soil, 82, 151

 Basalt, 18

 Beach, artificial <DW72>, 180

 ——, natural <DW72>, 100, 101

 Benching ground, 160, 162

 Blue clay, 38, 89

 Bog-land, safe load upon, 88

 ——, sustaining power, 152

 ——, treatment of, 149–151

 “Boils” in foundations, ascertaining character of, 218, 219, 224

 ——, disturbance of soil, 218, 220, 221

 ——, origin and source, 218, 219, 223, 224

 ——, treatment of, 216, 218–225

 “Boils” in foundations, well system of foundations for, 223

 Borings, effect of, 217, 220

 Boulders, 22

 Breakwaters and piers, foundations of, 181, 182

 Brown clay, 13, 42, 43

 Bulging of ground, 147, 148

 ——, of walls, 207, 213

 Burning, slipped earth, 62, 63


                                   C.

 Canal and similar earthworks.

 ——, admittance of navigation water, 190

 ——, clay and loamy soils, 190

 ——, concrete wall, 193

 ——, consolidation, 190–192

 ——, drawing off water, 188, 196

 ——, failure of, 8, 194–196

 ——, leakage in, 189

 ——, peat and bog, 187

 ——, precautions, 190, 193

 ——, preparation of foundations, 191

 ——, protection of surfaces, 188, 192–194

 ——, puddle wall, when objectionable, 192

 ——, sand, 187

 ——, selection of earth, 191, 192

 ——, —— location, 146, 190

 ——, time of occurrence of slips, 190

 Catchwater drains, 76, 77

 Causes of slips and subsidences in earth.

 ——, principal, 8

 Causes of slips and subsidences in earth, universality, 1

 ——, variety of, 1

 ——, water, the chief cause, 8

 Causes of slips in cuttings and embankments, enumeration thereof, 2–8

 Chalk, absorption of, 29

 ——, affinity for water, 28

 ——, angle of friction of water in, 28, 29

 ——, characteristics of, 30

 ——, classification for earthwork purposes, 31, 32

 ——, cohesion of, 31

 ——, cuttings in, 33

 ——, difficulty of draining, 29

 ——, discharge of water in, 29–30

 ——, faults, crevices and pot-holes, 28

 ——, flints in, 28

 ——, magnitude of many slips in, 32

 ——, mutability of, 29

 ——, non-water bearing, 30–31

 ——, pressure on, effects of, 33

 ——, safe load upon, argillaceous, 89

 ——, —— white, 89

 ——, separation, danger of, 28

 ——, <DW72>s, 27, 100

 ——, treacherous condition, 31

 ——, —— soil, 13

 ——, treatment of springs in, 29

 ——, tunnel entrances in, 32, 33

 ——, use as drains in _other_ soils, 28

 ——, varieties of, 26, 27

 ——, veins and seams in, 29

 ——, water-bearing level in, 30

 Classification of earths, 23, 36, 46

 Clay, beds of, 41, 42

 ——, characteristics of, 37, 38, 40–43

 ——, classification of, 46

 ——, condition of stability, 39

 ——, contraction of, 38, 39

 ——, expansion of, 37, 38

 ——, fissures and cracks in, 38, 39

 ——, humid, 41

 ——, load upon, blue, 89

 ——, —— damp, 89

 ——, —— diluvial, 89

 ——, —— intermixed beds, 89

 Clay, load upon, muddy, 88

 ——, —— solid, 89

 ——, —— upheaved beds, 89

 ——, —— wet, 88

 ——, —— yellow, 89

 ——, mud mistaken for solid clay, 42, 43

 ——, notes upon, blue, 38, 39

 ——, —— boulder 13, 42, 43

 ——, —— brown, 13, 42, 43

 ——, —— gault, 43

 ——, —— lias, 13, 39

 ——, —— marl, 45, 46

 ——, —— mica in, 43

 ——, —— red, 43

 ——, —— rock, 22

 ——, —— sandy, 39–41

 ——, —— slate, 18

 ——, over-draining it, 39

 ——, protecting the surface of, 40

 ——, <DW72>s, 14, 46–49, 100, 108

 ——, testing character of, 40, 41

 ——, time of slip in, 43

 ——, underground excavation in, 49

 ——, weakness in, 43, 44

 Cohesion of earths, general consideration, 14, 105, 106

 ——, values, 106

 Concrete blocks, <DW72>s of, 101

 Condition of earth, worst, 16

 Configuration of ground, influence of, 18

 Consolidation, soft soil, 148, 149, 153, 154

 Continuous surface, value of, 87

 Counterforts, earth, 57, 58, 61, 121

 ——, in <DW72>s, 119–122

 Covering, nature of, 122, 123

 ——, <DW72>, 122

 Crumbling of the surface, 2

 Crystalline rocks, 21

 Culverts, approaches to, 84, 85

 ——, design of, 85

 ——, failures of, 195

 ——, form, 83, 84

 ——, general considerations, 83, 84

 ——, influence on slips and subsidences in earthwork, 83

 ——, special systems, 85, 86

 Cuttings, causes of slips in, 2–5

 ——, side, 157

 ——, slips in, require separate consideration, 2

 ——, vibration in, 136–141


                                   D.

 Deposition of embankments.

 ——, effect of, 161

 ——, failure of, 167

 ——, form of tip head, 168

 ——, general, 156, 157, 159

 ——, height of tip, 163, 164, 165, 166, 167

 ——, junction of high embankments, 164, 165

 ——, long lead, 163

 ——, method of, on soft soils, &c., 154, 155

 ——, precautions in the, 157, 158, 161, 162

 ——, preparation of ground, 159, 160

 ——, from side-cutting, 157, 158

 ——, side tipping, 167, 168

 ——, specifications, impracticable, 156, 157

 ——, steam navvy and the, 169, 170

 ——, systems of, 159, 161–164, 166–169

 ——, weather influence, 167

 Depth, influence of, in cuttings, 87

 ——, —— embankments, 87

 ——, —— foundations, 89, 90

 Diluvial soil, safe load upon, 89

 Diversion of land waters, 15

 ——, —— rivers, streams &c., 196, 197. _Vide_ RIVER.

 Dock earthworks.

 ——, ascertaining nature of soil, 198, 199, 208–210, 217, 218

 ——, “Boils” in foundations, 216. _Vide_ “BOILS.”

 ——, causes of slips and subsidences in, 3–8

 ——, difficulties of construction, 198–200

 ——, ditches and watercourses, 201

 ——, drainage of site and pumping of water, 202, 203, 216, 224

 ——, execution of, 203, 204

 ——, foundation, 201

 ——, liability to slip, 199–201,204, 205

 ——, location of, 200–202, 216, 217

 ——, pressure of water in, 199, 200

 Dock-walls.

 ——, arched system, 210, 211

 ——, back drainage, 213, 215

 Dock-walls, backing, 214, 215

 ——, bulging, 207, 213

 ——, construction of, 205–207, 211–213

 ——, counterforts to, 212

 ——, jetties as face counterforts, 207, 208

 ——, material, 203, 210

 ——, piles, use of in, 209

 ——, Portland cement concrete wall, 223

 ——, prevention of movement in, 207–212

 ——, repairing a slipped wall, 213, 214

 ——, sliding forward of, 207, 208, 213

 ——, well system of, 223

 Drainage, ballasting, 82

 ——, catchwater drains and ditches, 76, 77

 ——, chalk, 29

 ——, clay, 73–75

 ——, controlling discharge, 74

 ——, counterforts and trench drains, 77–80

 ——, culverts, 83–85

 ——, equable, necessary, 150

 ——, field drains, interception of, 77

 ——, filling of trench drains, 78, 79

 ——, formation, 81, 82

 ——, mixed soils, 72

 ——, number and depth of drains, 75

 ——, object of, 65, 72, 73, 81

 ——, overflowing earthworks, 74, 75

 ——, peat, 77, 149, 150

 ——, sand, 77, 80, 81

 ——, seat of an embankment, 82, 83, 85, 86

 ——, <DW72> drains, 77–80, 111, 112

 ——, soft soils, 73, 149, 150

 ——, spoil banks, 80

 ——, springs, 75, 76, 80, 81

 ——, systems required, 72–77, 80, 81

 ——, well system, 81

 Drifts of snow, protection against, 131–134

 Drift soil, treacherous, 13, 18

 ——, —— upon sidelong ground, 143–145


                                   E.

 Earths, preservation when loaded, 88

 ——, maximum safe load upon, 87–91

 ——, table of weights of, 92

 ——, treacherous, 13

 ——, universality of slips in, 2

 Effect of a slip, cuttings, 50

 ——, embankments, 50

 ——, influence of depth of cutting and height of embankment, 50, 51

 Embankments, ballast upon, 151

 ——, causes of slips and subsidences, 2, 5–8

 ——, condition of earth, 97

 ——, consolidation of soft soil, 148–151, 153–155

 ——, consolidation by time, 17

 ——, deposition of, 156–159, 161–9

 ——, deposition, from side cutting, 157, 158

 ——, depositing upon soft soil, 154, 155, 168, 169

 ——, deterioration of excavated earth, 93, 94

 ——, drainage of the seat of, 160, 161

 ——, failure of, 167

 ——, fascine mattress bed, 155

 ——, forming, 158

 ——, height, safe, 91, 92

 ——, —— of tip, 164–167

 ——, high, 95

 ——, homogeneousness, 158

 ——, junction of, precautions, 164, 165

 ——, long lead, 163

 ——, precautions in deposition, 157–159, 161–163

 ——, preparation of ground, 159–161

 ——, safe maximum heights of, 94–96

 ——, safe load upon, 88, 93, 94

 ——, sidelong ground, 142, 143, 145

 ——, side tipping, 167, 168

 Embankments.

 ——, soft soil, 147–149

 ——, specifications, impracticable, 156, 157

 ——, steam navvy, influence of, 169, 170

 ——, systems of deposition, 159, 161–169

 Embankments, tip head, form of, 168

 ——, vibration, effects of, 136–141

 ——, weather influence during deposition, 167

 Estuary or shore embankments.

 ——, closure of, 177

 ——, deposition of, 176–177

 ——, design, 171–173

 ——, effect of erection, 173, 179, 180

 ——, excavation for, 176, 177, 187

 ——, height, 179

 ——, material, 187

 ——, pressures, calculations showing changes of 182–187

 ——, protection of <DW72>, 174–180

 ——, shore deposit protection, 176, 177

 ——, site, 171

 ——, <DW72>, form of, 174, 180

 ——, trestle work, and on sea-shore, 180

 ——, viaducts and, 172, 173, 180


                                   F.

 Fascine covering of <DW72>s, 128, 129, 178, 179

 Field drains, interception of, 77

 Fissures in <DW72>s, 127, 128

 Flint, beds in chalk, 28

 Flood-waters, protection against, 57

 Foot of <DW72>, general considerations, 115

 ——, protection and preservation, 115–131

 Formation, special form of, 159

 Formation width, ballast, 151

 ——, influence of, 134, 135

 ——, junction of embankments, 136

 ——, lateral settlement, 135

 ——, severe climates, 134, 135

 ——, sidelong ground, 143

 ——, temperate climates, 135

 ——, value of width, 134, 135

 ——, wet cuttings, 134

 “Forming” embankments, 158

 Friable rock, <DW72>s, 24

 ——, chalk, <DW72>s, 27

 Friction of earths, effects of water on, 103

 ——, general considerations, 101–103, 105, 106

 Friction of earths, necessity of relying upon, 105, 106

 ——, relation to <DW72>, 102

 ——, table of <DW72>s calculated from coefficient of friction, 104


                                   G.

 Glacial deposits, treacherous, 18

 Gneiss, <DW72>s, 23

 Granite, <DW72>s, 23

 Grass, covering <DW72> with, 122–124

 Gravel, angularity and roundness of particles, 36

 ——, ascertaining character of, 36

 ——, boulder, and gravel and sand, safe load upon, 89

 ——, capability of subsidence, 35

 ——, classification for earthwork purposes, 36

 ——, compact, safe load upon, 89

 ——, counterforts, 119

 ——, interstices in, 35

 ——, <DW72>s, 37, 100, 101, 106, 107

 Ground, configuration of, 18

 Groynes, protecting <DW72>s by, 174–176


                                   H.

 Height, of embankments, 91–97

 ——, influence of length on safe, 95

 ——, influence of nature and condition of earth, 97

 ——, limit of, in embankments, 91–96

 ——, table of approximate safe maximum heights for different earths,
    94–96

 ——, usual limitations, 94, 95


                                   I.

 Igneous rocks, <DW72>s, 23

 Impairing elements, variableness of, 1

 Inclined beds, danger in rock, 20, 21, 26

 Instability, earth’s crust, 1

 Irrigation earthworks, special causes of slips and subsidences, 187.
    _Vide_ ESTUARY EMBANKMENTS.


                                   J.

 Jetties, as counterforts to dock walls, 207, 208

 ——, foundations of, 181, 182

 Junction, of high embankments, 136, 164, 165


                                   L.

 Land drains, cause of slips, 15

 Land waters, diversion of, 15

 Lateral settlement, in embankments, 135, 136

 Lead, effect of long, 163

 Lengths, short excavated lengths, when necessary, 33, 143, 203, 204,
    225

 Limestone, 18, 24, 25

 Load on earth, continuous surface, 87

 ——, detached portions, 87

 ——, experiments to ascertain safe, 87, 88

 ——, influence of area, 87

 ——, influence of normal load, 90, 91

 ——, safe, 87–90

 Loamy soils, <DW72>s, 37

 ——, safe load, 89

 Location of earthworks, configuration of ground, 10, 12, 146

 ——, drift soil, 9, 11, 146

 ——, obstructing drainage, etc., by embankment, 9–11

 ——, river near to, 10

 ——, river and stream diversions, 10

 ——, road, near to, 10

 ——, road approaches, 11

 ——, stations, position of, 10

 ——, trestles or solid embankment, 12

 ——, tunnels or cuttings, 11

 ——, valley or hill-side line, 11

 ——, valley, stable side of, 10

 ——, valley, sunny or wooded side, 11

 ——, wetter side of a hill, 12

 Loose chalk, 27

 Loose rock, 24


                                   M.

 Maintenance, soft ground, 151

 Marly chalk, <DW72>s, 27

 Marly soils, characteristics of, 44–46

 ——, difficulty of draining, 46

 ——, safe load upon, 89

 ——, <DW72>s, 100

 Marsh earth, <DW72>, 100

 Marsh land, safe load upon, 88

 Metalling, <DW72>, 101

 Mica-schist, hardness of, etc., 24

 ——, quantity of quartz in it, 24

 Mixtures of earth, troublesome, 20

 Moraine, treacherous soil, 18

 Morass, safe load upon, 88

 Mud, consolidated, <DW72>, 100

 Mutability, of the created elements, 1


                                   N.

 Normal load, influence of, 89–91

 Normal pressure, consideration of, 91

 Number of drains, 75


                                   O.

 Object of, drainage, 72, 73, 74, 81

 Obstruction, of drainage by embankment, 9, 10, 11

 Open trestle work _versus_ embankments, 180

 Overflow, drainage by, 75


                                   P.

 Peat moss, safe load upon, 88

 Peat soil, consolidation of, 153, 154

 ——, drainage of, 149–151

 ——, nature of, 152, 153

 ——, necessary test, 151, 152

 ——, sustaining power of, 151, 152

 Peat turf, <DW72>, 100

 Percolation of water, overflow and requisite pumping, 69, 70

 ——, chalk, 70, 71

 ——, clay soils, 70

 ——, cuttings and embankments, 65–67

 ——, effect of, 66–69

 ——, excavated earth, 70

 Percolation of water, fissures, 69–71

 ——, loamy soils, 70–72

 ——, marly clays, 70

 Percolation of water, maximum, 66, 68

 ——, principles of, 67–72

 ——, regulation of, 65, 66

 ——, sand, 71

 ——, top soil, 70

 Piers, foundations of, 181, 182

 Pitching, on unequally consolidated soil, 131

 ——, precautions respecting, 130–131

 ——, protection of <DW72> by, 129, 130

 ——, when necessary, 129, 130

 Porphyry, <DW72>, 23

 Pressure, normal, on earth, 91

 Probability of a slip, 13–18

 Protective works, burning the slipped earth, 62, 63

 ——, cover shed and catch trenches, 59, 60

 ——, different methods necessary, 52–60

 ——, earth counterforts, 57, 58, 61, 121

 ——, enumeration of, 53–55

 ——, exceptional, 55, 57, 58

 ——, flexible _v._ rigid drains, 56

 ——, flood waters, 57

 ——, general principles, 55–58

 ——, object of, 52

 ——, salifiable earth, 59

 ——, <DW72>s, general considerations, 115–117

 ——, trickling of surface soil, 58

 ——, turf and plant, 122–124

 ——, weighting the foot of, 119

 ——, when drainage alone required, 56

 ——, when required, 52

 ——, where to commence drainage operations, 56


                                   Q.

 Quartz, <DW72>, 23

 Quicksand, safe load upon, 88


                                   R.

 Rainfall, influence of, 15, 16

 Rammed earth counterforts, 61, 121

 ——, thickness of layers, 120

 Reclamation embankments. _Vide_ ESTUARY EMBANKMENTS.

 ——, special causes of slips in, 8

 Removal of slipped earth, general considerations and treatment, 60–64

 Repairing <DW72>, 121

 Reservoir embankments, 187, etc. _Vide_ CANALS.

 Retaining walls, desirability, 117, 118, 146

 ——, draining back of, 117

 ——, failure of, when probable, 118

 ——, form, 118, 119

 ——, protection to <DW72>, 115–119

 River banks. _Vide_ CANALS, 187, and

 ——, ——, ESTUARY EMBANKMENTS.

 ——, protected _v._ unprotected <DW72>s, 48, 49

 ——, <DW72>s of, 48

 ——, tree protection of, 126, 127

 River diversions, 196, 197

 Road metalling, <DW72>, 101

 Rock, ascertaining character of, 18–21

 ——, character, etc., 18–22

 ——, classification for earthwork purposes, 23

 ——, crystalline, 21

 ——, examination of, 19

 ——, general consideration, 18–26

 ——, inclined beds, 20, 21, 26

 ——, mica schist, 24

 ——, nature of some, 21, 22

 ——, safe load upon, 90, 91

 ——, sandstone, 90

 ——, schistose, 24

 ——, <DW72>s, friable, 24

 ——, ——, loose, 24

 ——, ——, sedimentary, 23

 ——, stratified, 18–20

 ——, treacherous condition of, 8, 9

 ——, unevenness of surface, 18, 19

 ——, unstratified, 18

 ——, variation of character, 18, 19

 ——, water levels in, 24

 Rubble mound, safe load upon, 91

 ——, <DW72>, 101


                                   S.

 Salifiable earth, 59

 Sandstone, 19, 22, 25

 Sandstone, <DW72>, 23, 24

 ——, in tropical climates, 25

 Sand, absorption of water, 34

 Sand, angularity _v._ roundness of particles, 36

 ——, capability of subsidence, 35

 ——, compact, safe load upon, 89

 ——, delicate state of some, 34

 ——, drainage of, 34

 ——, drawing away of, 33

 ——, excavating in short lengths, 33, 143, 203, 204

 ——, firm, safe load upon, 89

 ——, interstices in, 35

 ——, light sand, protection of, 123–125

 ——, loose sand, safe load upon, 89

 ——, mutability of condition, 34

 ——, sand “boils” in foundations, _Vide_ “BOILS.”

 ——, silty, safe load upon, 89

 ——, <DW72>s of repose, 36, 37, 100, 106, 107

 ——, soft sand rock, 90

 ——, springs in, 33

 ——, superficial beds of, 89

 ——, when likely to slip, 34

 Sandy clay, 39, 40

 Schistose rock, 24

 Seat of embankment, drainage, 160

 Setting out, with reference to earthwork, 9–12

 Settlement, lateral, of an embankment, 135

 ——, provision against in <DW72>s, 125, 126

 Shales, characteristics of, 20, 21, 44

 ——, iron pyrites in, 44

 ——, safe load upon, 89

 ——, <DW72>s, 21, 100

 Shore embankments. _Vide_ ESTUARY EMBANKMENTS.

 Sidelong ground, cuttings and embankments upon, 142–146

 ——, depositing embankments upon, 145, 146

 ——, excavating in short lengths, 33, 143, 203, 204, 225

 ——, object of precautionary works, 142–145

 ——, precautions, 142–146

 ——, when inclined rock, 146

 ——, when especially treacherous, 144–146

 ——, varying the <DW72>, 146

 Silt, safe load upon, 88

 ——, <DW72>, 100

 ——, treacherous, 18

 Slake, safe load upon, 88

 Slate rock, 21

 Slipped earth, treatment and removal of, 60–64

 Slips in canals, special causes, 8, 187

 —— time of occurrence, 190, etc.

 —— docks of occurrence, 187

 —— drainage works, 187

 —— irrigation works, 187

 —— reclamation works, 187

 —— waterworks, 187

 Slips in cuttings, causes of, 2, 3, 4, 5, 8

 ——, embankments, causes of, 5–8

 Slips, immediate action necessary, 61

 <DW72>s, bare, when can be left, 125

 ——, cess upon, 111, 113, 114

 ——, counterfort at foot of, 119–122

 ——, curved, 109–111

 ——, disturbance of, 111, 112

 ——, fascine covering, 128, 129

 ——, fissures in, treatment of, 127–128

 ——, flat, should not be too, 98

 ——, form of, 107–108, 110, 111

 ——, general considerations, 98–99, 105–110

 ——, nature of covering, 122–131

 ——, object of protection, 119, 122

 ——, permanent, of earth, 98–101, 106–109, 146

 ——, precautions concerning tree protection, 126, 127

 ——, protection and preservation, general considerations and different
    systems, 115–131

 ——, protection against burrowing animals and crustacea, 127

 ——, protection of light sand, 123–125

 ——, protective coverings, 122–129

 ——, provision against settlement, 125, 126

 ——, range of <DW72>s in different earths, 100, 101

 ——, repairing, 61–64, 121, 122

 ——, sand veins in, 120

 ——, steepest, 112, 113

 <DW72>s, stone pitching upon, 129–131

 ——, terraced, 111

 ——, time to trim, 125

 ——, trees and shrubs upon, protection by, 126, 127

 ——, trench drains in, 77, 78, 111, 112, 121

 ——, trimmed as excavated, 111

 ——, turfing, grass and plant protection, 122–127

 ——, varying the form of, 109, 110, 111

 ——, walls, 117–119

 Snow-drifts, prevention of, protection against, 131–134

 Soft soil, consolidation of, 153, 154

 ——, depositing embankments upon, 154, 155

 ——, drainage, 73, 149–151

 ——, embankments upon, 147–149

 ——, equable drainage necessary, 150

 ——, influence of ballast on formation, 151

 ——, sustaining power of, 151, 152

 ——, testing, 148, 149, 152

 Springs in chalk, treatment of, 29

 Subsidence, capability of sand, 35

 —— in soft ground, 151

 Subsidences in embankments, causes of, 5–8


                                   T.

 Time of occurrence, slips, 13–17

 ——, usual, 15–17

 ——, submerged and unsubmerged work, 17, 189

 Trap rock, <DW72>s, 23

 Treacherous earths, 13, 204, 217

 Tree protection, general, 16, 126

 ——, precautions concerning, 126, 127

 ——, <DW72>s, 126, 127

 Trickling of surface soil, 58

 Trimming <DW72>s, 111, 125

 Tunnels, entrances of, in chalk, 32

 Turfing <DW72>s, 122–126


                                   U.

 Universality of slips, 1, 2

 Unstable soils, 13, 204, 217

 Upheaval of ground, 147, 148


                                   V.

 Variableness of, impairing elements, 1

 Variety of causes of slips and subsidences, 1

 Viaduct, _versus_ embankment, 171–173, 179, 180

 Vibration, in cuttings and embankments, 136, 137

 ——, deteriorating influence of, 136–141

 ——, effect on earths, 136, 137

 ——, influence of, 8, 9

 ——, lateral pressure and, 137

 ——, test of effects, 141


                                   W.

 Water, the chief cause of deterioration of earth, 8

 Water-bearing level, 14, 24

 Waterwork earthworks, special causes of slips and subsidences in, 8,
    187. _Vide_ CANALS, etc.

 Water pressure in cuttings, 14

 Weights of different earths, 92

 Widening works, consideration respecting <DW72>s, 112–114

 ——, steepening the <DW72>s, 112–114


                                   Y.

 Yellow-clay, 43, 89


 LONDON: PRINTED BY WILLIAM CLOWES AND SONS, LIMITED, STAMFORD STREET AND
                              CHARING CROSS.

------------------------------------------------------------------------

                    Crown 8vo., cloth, price 4s. 6d.




                NOTES ON CONCRETE AND WORKS IN CONCRETE.

                 BY JOHN NEWMAN, _Assoc. M. Inst. C.E._


                         REVIEWS OF THE PRESS.


                  =ENGINEERING=—_11th November, 1887_.

“_An epitome of the best practice which may be relied upon not to
mislead._”

“The successful construction of works in concrete is a difficult matter
to explain in books.”

“All the points which open the way to bad work are carefully pointed out
by our author with a pertinacious insistence which demonstrates his
clear appreciation of their value.”

                      =IRON=—_21st October, 1887_.

“As numerous examples are cited of the use of concrete in public works,
and details supplied, _the book will greatly assist engineers engaged
upon such works_.”

                 =THE BUILDER=—_24th September, 1887_.

“A very practical little book, carefully compiled, and _one which all
writers of specifications for concrete work would do well to peruse_.”

“_The book contains reliable information for all engaged upon public
works._”

“A perusal of Mr. Newman’s valuable little handbook will point out the
importance of a more careful investigation of the subject than is
usually supposed to be necessary.”


                            AMERICAN PRESS.

                   =BUILDING=—_19th November, 1887_.

“To accomplish so much in so limited a space, the subject-matter has
been confined to chapters.”

“_We take pleasure in saying that this is the most admirable and
complete handbook on concretes for engineers of which we have
knowledge._”


                 LONDON: E. & F. N. SPON, 125, STRAND.

------------------------------------------------------------------------




                          TRANSCRIBER’S NOTES


 1. Changed “the sinking a sump” to “the sinking of a sump” on p. 202.
 2. Silently corrected typographical errors.
 3. Retained anachronistic and non-standard spellings as printed.
 4. Enclosed italics font in _underscores_.





End of the Project Gutenberg EBook of Earthwork Slips and Subsidences upon
Public Works, by John Newman

*** 