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Under the copyright agreement

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UDC 624 (083.75) SABS 1200 DE-1984

SOUTH AFRICAN BUREAU OF STANDARDS

STANDARDIZED SPECIFICATION

for

CIVIL ENGINEERING CONSTRUCTION

DE : SMALL EARTH DAMS

Approved by the Obtainable from the

COUNCIL OF THE SA BUREAU OF STANDARDS
SOUTH AFRICAN Private Bag X191
BUREAU OF STANDARDS Pretoria
on 7 March 1984 0001 Republic of South Africa

Telegrams : Comparator, Pretoria

Telex : 3-626-SA
Published and printed in the Republic of South Africa by the
South African Bureau of Standards
ISBN 0-626-06883-5
Gr 7
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entered into, Emnambithi Ladysmith Municipality may make five (5) printouts of the standard and must see to it
that no more than five persons have concurrent access to the standard.
This standard is exclusively for Emnambithi Ladysmith Municipality for use on a shared file server. Under the copyright agreement
entered into, Emnambithi Ladysmith Municipality may make five (5) printouts of the standard and must see to it
that no more than five persons have concurrent access to the standard.

3 SABS 1200 DE-1984

Small earth dams

CONTENTS

Clause Page Number

. SCOPE ............................................................................... 5
1
2 .2.1 INTERPRETATIONS .....................................................................
Supporting Specifications ...........................................................
5
5
2.2 Application .........................................................................
Definitions and Abbreviations .......................................................
5
5
2.3
3 . MATERIALS ...........................................................................
Classification for Excavation Purposes ..............................................
5
5
3.1
3.1.1 Method of classifying
Classes of excavation
...............................................................
...............................................................
5
5
3.1.2
3.2 Classification for Placing Purposes
Earthfill material
.................................................
..................................................................
6
6
3.2.1
3.2.2 Filter materials
Rockfill
....................................................................
............................................................................
6
6
3.2.3
3.2.4 Gravel capping ...................................................................... 6
3.3 Selection
General
...........................................................................
.............................................................................
6
6
3.3.1
3.3.2 Topsoil .............................................................................
Fill materials ......................................................................
6
6
3.3.3
Filter and rockfill materials ....................................................... 6
4 .4.1
3.3.4
PLANT ...............................................................................
Excavation Plant ....................................................................
6
6
Compaction Plant .....................................
.............................. ..................................... 6
5 .4.2 CONSTRUCTION
Precautions
..................................
................................... .....................................
6
6
5.1
5.1.1 Safeguarding of excavations
Explosives
...................
....................................
.....................................
.....................................
6
7
5.1.2
5.1.3 surfaces damaged by plant ..................... .....................................
.....................................
7
5.2 Methods and Procedures ........................
Clearing and stripping of Site ................ .....................................
7
7
5.2.1
5.2.2 Excavation ..................
Placing and compacting ...... .................
.................
.....................................
.....................................
7
8
5.2.3
5.2.4 Finishing ...................
Transport for earthworks
.................
.... .................
.....................................
..................................... 9
9
5.2.5
.6.1 TOLERANCES .................. ................. ...................................... 9
6
General ..................... ................. .....................................
I.

Positions. Levels. Dimensions and Moisture Con ent .................................

9
10
7 .6.2 TESTING .....................
Exploratory Holes
................. .....................................
...................................................................
10
10
1.1
7.2 Taking and Testing of Samples .......................................................
................................ 10
10
Material or Compaction Standard not to Specification
7.3
7.4 Trial Embankment
Density
....................................................................
.............................................................................
10
10
8 .8.1
7.5
MEASUREMENT AND PAYMENT
Basic Principles
.............................................................
.................................................................... 11
11
8.1.1 Genera3 .............................................................................
Measurement ......................................................................... 11
11
8.1.2
Payment ............................................................................. 11
8.1.3
8.1.4 Classification of excavations
Computation of Quantities
.......................................................
........................................................... 11
11
8.2
.8.2.1
8.2.2
General .............................................................................
Checking cross-sections ............................................................. 11
11
8.2.3 Rip-rap .............................................................................
Filter and drainage layers .......................................................... 11
11
8.2.4
8.3 Scheduled Items ..................................................................... 11

DRAWINGS

DRAWING DE-1 Classes of Excavation : Measurement and Payment .....................................

Cross-Sections showing Zones of Typical Small Earth Rnbankments ..................... 13
DRAWING DE-2 14

APPENDIX A . APPLICABLE STANDARDS ................................................................ 15

This standard is exclusively for Emnambithi Ladysmith Municipality for use on a shared file server. Under the copyright agreement
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This standard is exclusively for Emnambithi Ladysmith Municipality for use on a shared file server. Under the copyright agreement
entered into, Emnambithi Ladysmith Municipality may make five (5) printouts of the standard and must see to it
that no more than five persons have concurrent access to the standard.
5 SABS 1200 DE-1984
Small earth dams

SOUTH AFRICAN BUREAU OF STANDAPDS

STANDARDIZED SPECIFICATION
for
CIVIL ENGINEERING CONSTRUCTION

DE : SMALL EARTH DAMS

1. SCOPE
1.1 This specification covers the requirements for the construction of small earth dams of height up to 15 m
as defined by the International Commission on Large Dams (ICOLD). It covers site clearing, Safety
precautions, excavation, and the selection, placing, and compacting of materials in the various zones of
the embankment.
NOTE: The standards referred to in the specification are listed in Appendix A.

2. INTERPRETATIONS
2.1 SUPPORTING SPECIFICATIONS. Where this specification is required for a project, the fOlloWing
specifications shall, inter alia, form part of the contract document:
a) Project specification;
b) SABS 1200 AD or SABS 1200 A, as applicable;
c) SABS 1200 GA;
and, in addition, 1200 DK may be required for the project.

2.2 APPLICATION. This specification contains clauses that are generally applicable to the construction of
small earth dams. Interpretations and variations of this specification are set out in Portion 2 of the
project specification which precedes this specification in a contract document.

2.3 DEFlNITIONS AND ABBREVIATIONS. For the purposes of this specification the definitions and abbreviations
given in the applicable of the specifications listed in 2.1 and the following definitions shall apply:
Dam basin. The part of the catchment area that is upstream of a dam wall, and that lies below the full
supply level of the dam.
Dispersive soil. A material that consists of clayey particles of colloidal size in a state in which they
can easily go into suspension in water.
Filter material
a ) A material that has a grain size distribution such that the voids between grains are smaller than the
finest grains of adjoining material on one side and with a grain size that is larger than the interstices
of adjoining material on the other side; or
b) A material such as a fine aggregate, a sandy madrial, or a woven or a non-woven fabric (geotextile)
having pore sizes that are fine enough to prevent.the migration of soil particles from a soil mass
I,
adjoining it.
Optimum moisture content (OMC). The moisture content at which the maximum dry density occurs in the test
for Proctor density.
Proctor density. The maximum dry density determined at OMC in accordance with the method given in
ASTM D 698.
Rip-raE. A surface layer of approved rockfill material placed to a specified controlled thickness.
Zone (of an embankment). A section of a dam wall that is wholly constructed with material that conforms
to a particular set of physical characteristics that are different from those of the material of an
adjoining zone. (See Drawing DE-2.)

3. MATERIALS
3.1 CLASSIFICATION FOR EXCAVATION PURPOSES
3.1.1 Method of Classifying. The Contractor may use any method he wishes to excavate any class of material,
but his chosen method of excavation shall not determine the classification of the excavation.
The Engineer will decide on the classification of the materials. In the first instance the
classification will be based on inspection of the material to be excavated and on the criteria given in
3.1.2(a)-(c).
~ l lequipment specified in 3.1.2(a)-(c) shall be in good working order. "Efficiently" as used in
3.1.2(a)-(c) shall be taken to mean "in a manner that can reasonably be expected of a contractor, having
regard to the production achieved".
In the event of disagreement between the Contractor and the Engineer it shall be the responsibility of
the Contractor, if so ordered and subject to the terms of 4.1, to make available at his own expense such
mechanical equipment as is specified in 3.1.2(a)-(c) in order to enable the reasonable removability or
otherwise of the material to be assessed. The decision of the Engineer on the classification shall then,
subject to the provisions of the contract, be final and binding.
3.1.2 Classes of Excavation (See Drawing DE-1). The excavation of material will be classified as follows for
purposes of measurement and payment:
a) Soft excavation
1) Soft excavation, other than in restricted excavation, shall be excavation in material that can be
efficiently removed or loaded without prior ripping by any of the following plant:
i) A bulldozer of mass (including the mass of a ripper if fitted) 22 t and flywheel power approximately
145 kW; or
ii) a tractor-scraper unit of total mass approximately 28 t and flywheel power approximately 245 kw,
pushed during loading by a bulldozer equivalent to that specified in (b) below; or
iii) a track-type front-end loader of mass approximately 2 2 t and flywheel power approximately 145 kw.
2) In the case of restricted excavation, soft excavation shall be excavation in material that can be
efficiently removed by a back-acting excavator of flywheel power approximately 0,lO kW for each
millimetre of tined-bucket width, without the assistance of pneumatic tools such as paving breakers.
b) Intermediate excavation
1) Intermediate excavation, other than in restricted excavation, shall be excavation (excluding Soft
excavation) in material that can be efficiently ripped by a bulldozer of mass approximately 35 t fitted
with a single-tine ripper suitable for heavy ripping, and of flywheel power approximately 220 kw.
2) In the case of restricted excavation, intermediate excavation shall be excavation (excluding Soft
excavation) in material that requires a back-acting excavator of flywheel power exceeding 0,io kW for
each millimetre of tined-bucket width or the use of pneumatic tools before the material can be removed by
equipment equivalent to that specified in (a)(2) above.
c) Hard rock excavation. Hard rock excavation shall be excavation (excluding boulder excavation) in
material that cannot be efficiently ripped by a bulldozer equivalent to that specified in (b)(l) above.
Such excavation generally includes material such as formations of unweathered rock that can be removed
only after blasting.
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SABS 1200 DE-1984 6
Small earth dams

d) Boulder excavation Class A. Boulder excavation Class A shall be excavation in material containing
more than 40 2, by volume of boulders of size between 0,03 m3 and 20 m3, in a matrix of soft material or
smaller boulders.
Excavation in dolomite formations other than solid dolomite will also be classed as boulder excavation
Class A if the formation contains m r e than 40 X by volume of lumps of hard dolomite of size between
0,03 m3 and 20 m3, in a matrix of soft material or smaller 1 m p s of hard dolomite.
Excavation of solid boulders or lumps of hard dolomite of size greater than 20 m3 will be classed as hard
rock excavation. Excavation of fissured or fractured rock will not be classed as boulder excavation but
as hard rock or intermediate excavation according to the nature of the material.
e) Boulder excavation Class R. Where a material contains 40 % or less by volume of boulders or lumps of
hard dolomite ranging in size between 0,03 m3 and 20 m3, in (a matrix of soft material or smaller boulders
or lumps of hard dolomite, excavation of the boulders or lumps of hard dolomite in the said size range
will be classed as boulder excavation Class B.
The excavation of the rest of the material will be classed as soft or intermediate excavation accordina
to the nature of the material.

3.2 CLASSIFICATION FOR PLACING PURPOSES

3.2.1 Eorthfill Material. Material used as earthfill
a) shall be free of stumps, trees, rubbish, organic matter, and other deleterious materials;
b) shall conform to the size limits and grading boundaries given in the project specification for the
various embankment zones;
c) shall be compactible to the density specified in 5.2.3.2(6); and
d) may contain stones and boulders of maximum dimension up to two-thirds of the compacted layer
thickness, provided that the volume of the stones and boulders does not exceed 15 X of the volume of the
layer.
3.2.2 Filter Materials. Sands and gravels required for use in drains and filters shall
a) be clean and cont.ain no organic material;
b) contair. no soft friable particles;
c) consist of tough, durable, and well-shaped particles; and
d) have a gradinq between the limits given in the project specification.
3.2.3 Rockfill. Rockfill used in the embankment and as rip-rap shall
a) be hard, dense, durable material that is free from weathering; and
b) conform in mass and size limits to the values given in the project specification.
3.2.4 Gravel Capping. Gravel capping material shall have
a) a minimum CBR of 45 % at 95 % of modified AASHTO maximum Bensity;
b) a maximum CBR swell of 0,5 % at 100 % of modified AASHTO maximum density;
c) a plasticity index of not less than 6 and not more than 12; and
d) a maximum particle size of 5 0 mm; l

and between 30 % and 40 X of the material shall be retained on a 13,2 mm sieve.

3.3 SELECTION
3.3.1 General. Where a zoned embankment is shown on the drawings, the Contractor shall ensure that the
material is correctly selected and placed in the correct zone in the embankment.
3.3.2 Topsoil. Topsoil removed from any borrow area within the dam basin shall be stockpiled and used as
directed.
Topsoil removed from any borrow area above the full supp:.y level of the dam shall be preserved for
reinstatement of the borrow area.
3.3.3 Fill Materials. Fill material for the construction of the embankment shall be obtained from the dam
basin or from within the boundaries shown on the drawings.
Suitable fill material from excavations shall be stockpiled for later use or used in the embankment.
Unsuitable material shall be disposed of as specified in 5.2.2.4.
3.3.4 Filter and Rockfill Materials. The sources from which filter and rockfill materials are supplied shall
be subject to approval.

4. PLANT
4.1 EXCAVATION PLANT. Although particular items of plant are specified in 3.1 for the classifying of
excavations, the Contractor is not obliged to provide or use those particular items of plant for carrying
out the work. However, should those items of plant not be freely available in good working order on the
Site, the Engineer shall be entitled to decide the classification of materials and types of excavation on
the basis of the good-working-order-performance of the items of plant provided by the Contractor, pro
rata to the theoretical performance of the items specified. (See 3.1.1.)

4.2 COMPACTION PLANT. The plant used for applying the dynamic load, controlling the moisture content, and
grading or mixing shall be capable of achieving the compaction specified (without over-compaction) with
the materials available for the construction of the Works.

5. CONSTRUCTION
5.1 PRECAUTIONS
5.1.1 Safeguarding of Excavations
5.1.1.1 __
The Contractor or his aqent or representative appointed in writinq shall be deemed to be and shall be
both the "excavator" and "a person competent to inspect bracing and shoring" as defined and required in
terms of the Factories, Machinery and Building work Act, 1941 (Act 2 2 of 1941).
5.1.1.2 should the depth of an excavation or the nature of the material excavated render the sides of the
excavation liable to movement that might endanger the Works or the workmen engaged on the excavation,
a) the sides of the excavation shall be supported by suitable timber or other sheeting adequately
strutted and braced, all being assembled properly and having sufficient strength and stiffness to prevent
mvement in the materials supported; or
b) alternatively, the Contractor may, subject to the approval of the Engineer, so reduce the slope of the
excavated face or faces that any danger to the Works or to the said workmen is removed.
NOTE: Depending on circumstances, the Engineer may or may not approve a change of slope in a cut-off
trench (see 5.2.2.2).
5.1.1.3 The Contractor shall make good any fall of rock or earth due to rain, flooding, insufficient timbering,
or other cause, and any cavities so formed shall be filled in at his own expense, as directed or by using
approvec? means.
5.1.1.4 Without relieving the Contractor in any way of his responsibility, the Engineer may order additional
lateral support for, or the sloping or reduction of the slope of, the sides of any excavation.
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7 SABS 1200 DE-1984
Small earth dams

5.1.1.5 During the progress of each excavation, the Contractor shall report to the Engineer the presence of
bedding planes inclined towards the excavation, seepage water, and any other feature that may affect the
stability of the excavation, as soon as the presence of such feature(s1 is known.
5.1.1.6 All timbering and sheeting shall be removed from the excavation before the completion of the work, unless
the written permission of the Engineer allowing any portion to remain is obtained.
5.1.2 Explosives. Should blasting be necessary, the Contractor shall take every precaution to protect the
Works and persons, animals, and property in the vicinity of the Site. The Contractor will be held
responsible for any injury or damage caused by any blasting operations and shall, at his own expense,
make good such damage.
The transport, storage, and use of explosives shall comply with the provisions of the Explosives Act,
1956 (Act 26 of 1956) or Chapter 9 of the regulations published in terms of the Mines and Works Act, 1956
(Act 27 of 1956), as applicable. A copy of each blasting permit issued to workmen, and of each permit
issued to the Contractor to cover the purchase, storage, and transportation of explosives, shall be
handed to the Engineer. The Contractor shall grant the Engineer access to all records maintained for the
Inspector of Explosives or the Government Mining Engineer, as the case may be.
When blasting to specified profiles, the Contractor shall so arrange the holes and charges that the
resulting exposed surfaces are as sound as the nature of the material permits. The Contractor shall make
good at his own expense any additional excavation resulting from the shattering of rock in excess of any
overbreak allowance shown on the drawings or specified in the project specification.
NOTE: Where rock excavation by non-explosive methods is scheduled and ordered, the Contractor shall not
use explosives. Should the Contractor fail to carry out such an order he shall bear the cost of making
good any resultant over-excavation including its replacement with concrete or selected material, as
ordered.
5.1.3 Surfaces Damaged by Plant. Should the operation by the Contractor of any mobile plant of any type damage
any finished surface of any area normally open to the public, the Contractor shall repair such surface as
a matter of urgency and at his own expense.

5.2 METHODS AND PROCEDURES

5.2.1 Clearing and Stripping of Site
5.2.1.1 Clearing. The Contractor shall clear the Site. Clearing the Site shall consist of
a) the removal and distmsal of all trees, bushes, and other vegetation (complete with roots), rubbish,
fences, and all other material that may interfere with the construction of the embankment, spillway, and
ancillary works;
b) the removal and disposal of structures that encroach upon or may otherwise obstruct work on the are&
covered by (a) above, and that can be cleared by means of a bulldozer of mass approximately 20 t and
flywheel power approximately 130 kW (Structures that cannot be so cleared shall be broken down in
accordance with the requirements for the removal and disposal of structures given in the project spccifi-
cation.) ;
3
cj the removal and disposal of all rocks and boulders oz. size up to 0,15 rn that are lying on the surface
to be cleared or are exposed during the clearing operations (see 8.3.1.3);
d) where fences have to be taken down, the sorting, coiling, and stacking of the material at a designated
place within 0,s km of the Engineer's Site office (see 8.3.1.4); and
e) the removal and stacking of other re-usable materials as scheduled, at a designated place within
0 . 5 km of the Engineer's Site office (see 8.3.1.5).
The moving of a certain amount of soil or gravel may be inherent in or unavoidable during the process of
clearing. No extra payment will be made for the removal of such soil or gravel.
5.2.1.2 Stripping. After the foundation areas of the embankment and spillway (designated borrow areas, if any,
and borrow areas that the Contractor has been ordered to open up), have been cleared to the extent
ordered and as specified in 5.2.1.1(a)-(e), and before excavations proper are started, all areas in which
excavation is to take place shall be stripped of any remaining vegetation and of surface soil to a
nominal depth of 150 nun.
5.2.1.3 l'opsoil. If there is suitable topsoil within. the limits of the area to be cleared and grubbed, the
Contractor shall, if so ordered, remove and conserve the topsoil together with any grass or other
acceptable vegetation. If it is not used immediately or if it is not stockpiled in windrows clear of the
working areas, the topsoil shall be conserved for later use in the manner specified in the project
specification for finishing off the embankment or as directed.
The Contractor will not be required to remove topsoil from any area in which the average depth of soil is
less than 150 mm.
5.2.1.4 Clearing dam basin. In addition to clearing and stripping the Site and removing and using topsoil as
specified in 5.2.1.1, 5.2.1.2, and 5.2.1.3, where so scheduled and to the extent required in terms of the
project specification, and when so ordered, the Contractor shall remove trees and bush from the dam
basin.
5.2.2 Excavation
5.2.2.1 Foundation. After the foundation area has been stripped in terms of 5.2.1, excavation shall be carried
out to the depths given on the drawings or to such greater depths as may be ordered to ensure a
satisfactory foundation.
All excavated surfaces shall be trimmed to ensure that there is no projection into the excavation profile
that is
a) greater than the tolerance specified in 6.2(a) ( 3 ) or (a)(7), as relevant; or
b) inside the limit-line shown on the drawings,
as applicable.
Any extraordinary feature such as fossils, unexpected ground water, or an unexpected geological feature
shall be reported to the Engineer before it is removed or covered.
5.2.2.2 Preparation of exposed surfaces
a) Rock surfaces. All rock surfaces exposed in the cut-off trench or foundation shall be excavated to
sound rock and washed clean using air and water jets.
Abrupt changes in section, for example benches on the abutment slopes, shall be avoided. surfaces
against which material is to be placed shall be excavated to slopes not steeper than 1:l.
No surface treatment, including joint and crack grouting, shall commence until all the required blasting
within 100 m of the area to be treated has been completed.
~ l loose
l and partly detached blocks of rock shall be removed. All knobs, projections, and overhangs of
rock shall be removed by barring and wedging or light blasting. In order not to open up joints or
otherwise disturb the rock surface, the amount of blasting shall be kept to a practicable minimum.
blasting shall be done on surfaces that have been grouted or slush-grouted.
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SABS 1200 DE-1984 8
Small earth dams

Joints and cracks that are exposed in the excavation shall be cleaned to a depth of not less than three
times their width at the surface. Such joints and cracks shall then be filled with an approved grout.
where possible, a pipe shall be set at the bottom of a joint or crack and grout shall be pumped in until
the joint or crack is completely filled. Grout shall then be broomed and brushed across the top of the
joint or crack to ensure that the contact with the core or other zone material will be tight and
non-erodible. Except in the case of small cracks, the brushing of slush grout to fill a crack is not
acceptable.
Grout used for the purpose of filling cracks shall be highly plastic and buttery. The maximum size of
aggregate in grout used for filling a crack shall not exceed one-third of the width of the crack.
Depressed areas, potholes, and similar irregularities shall be filled with a plastic mix of 2 0 NPa/40 mm
concrete vibrated into place. Small ribs and similar irregularities shall be filleted to produce a slope
not steeper than 1:l.
The final rock surface shal1,havesmooth contours against which soil can be compacted by heavy equipment.
b) soil surfaces. Before each soil foundation is inspected by the Engineer, the Contractor shall ensure
that all loose material is removed from the foundation. After the foundation has been approved, the soil
shall be ploughed to a depth of 1 5 0 mm, wetted or dried, as applicable, and then compacted to at least
95 % of the Proctor density (see 6 . 2 ( b ) ) except that where the presence of dispersive soil has been
proved by the Engineer, the density shall be at least 98 % of the Proctor density. After the soil has
been compacted, the surface shall be scarified to a depth of 25 m to ensure bonding with the fill
material and, immediately after that, the embankment fill shall be placed directly on the prepared
surface.
5.2.2.3 Borrow pits. When the Contractor is required by the Engineer to open up borrow pits to obtain additional
or selected excavated material from designated sites, the Contractor shall first. clear the surface of the
sites in accordance with the applicable requirements of 5 . 2 . 1 . Topsoil and overburden shall be stripped
and stockpiled separately. The Contractor shall so maintain borrow pits that they do not become a danger
to persons and livestock.
The Contractor shall so plan and operate borrow pits as to obtain maximum use of the materials. Haulage
and access roads shall be kept to a minimum and the Contractor shall inform the Engineer fully of any
proposed routes for haulage and access roads to and from the borrow areas. On completion of borrowing
all unused material shall, except in the case of borrow pits that are below the full supply level of the
dam, be returned to the sides of the borrow pits and graded to a slope of 1 vertical to 4 horizontal.
In the case of borrow pits that are below the full supply level of the dam, the stockpiled topsoil shall
be used on the embankment or as otherwise specified in the project specification.
Borrow pj.ts that are outside the full supply level of 'the dam shall be so levelled off that they present.
an acceptable appearance, are fully free-draining, and are covered evenly and completely with the
stockpiled topsoil.
5.2.2.4 Disposal. The Contractor shall not spoil, stockpile, or waste any material without approval. In
addition to complying with the requirements of 5 . 2 . 2 . 3 for the disposal of unused material from borrow
pits, he shall dispose of surplus and unsuitable material in areas designated on the drawings or in the
project specification.
5.2.3 Placing and Compacting
5.2.3.1 Lines and grades. The embankment shall be constructed to the lines, grades, and levels shown on the
drawings or as directed. The allowance for settlement given on the drawings or specified in the project
specification shall be taken into account during construction so that the final crest level shortly after
construction, is at the height given on the drawings (see 8 . 2 . 1 ) .
5.2.3.2 Embankment
a) only material that
1) has been obtained from excavations or borrow pits, or both; and
2 ) has been approved and complies with the applicable requirements of 3 . 2 ,
shall be placed in the embankment.
b) A s far as is practicable the moisture content of the mate.ria1 for the embankment shall be adjusted in
the borrow pits. If required, water shall be added by spraying and mixed into the soil to bring it to
within the specified moisture content limits and to produce a uniform moisture content in the material.
Material containing excessive moisture shall be either stockpiled or harrowed.
c) The material of the embankment shall be placed in layers of thickness, before compaction, not
exceeding 300 mm. The material shall be spread over the area of the embankment and sloped sufficiently
to allow for the run-off of rainwater. Where the dam is constructed across a river, the construction
level of the embankment shall be always on the same horizontal level throughout to avoid concentration of
floods. Where it is economically advantageous to place the fill material at different levels during
construction of the dam, the Contractor shall have advised the Engineer, before starting the work, of his
intention to use such a method of construction and shall tak(e all the special precautions that have been
laid down by the Engineer in respect of the work.
d) Each layer shall be compacted, mainly by means of heavy compaction equipment, to at least the Proctor
density specified in the project specification for the particular zone or, where no such density is
specified, to at least 95 X of Proctor density, subject to the applicable tolerance specified in 6.2(b).
Compaction by hand-held compaction tools shall be kept to a minimum, and where they are used, such tools
shall be subject to approval.
Where the presence of dispersive soil has been proved by the: Engineer, the Contractor shall ensure that
the precautionary measures specified in the project specification are strictly adhered to.
e) In addition to the tests required in terms of 7 . 2 . the Engineer may order the Contractor to perform
tests to ensure that the specified density is attained throughout the entire thickness of a layer.
f) Should the material of the top layer of compacted material be too wet (from rain or other cause) to
allow the next layer to be placed, it shall be harrowed and (allowedto dry out to the specified moisture
content and recompacted. Should the top layer of compacted material dry out and form shrinkaue cracks,
it shall be harrowed, rewetted, and recompacted. The top surface of each layer shall be sufficiently
rough to ensure proper bonding with the succeeding layer. The Contractor may be required, at his own
expense, to scarify the surface if, in the opinion of the Engineer, the surface is too smooth to ensure
proper bonding.
g) Except where grassing of the downstream face is scheduled, fill material shall be placed 500 m wider
than the relevant width shown on the drawings to ensure proper compaction on the upstream and downstream
slopes, and then cut back.
11) End slopes and side slopes of partial fill sections in the embankment shall not be steeper than 1
vertical to 4 horizontal.
i) The distribution and gradation of materials in any zone shall be such that the embankment will be free
of lenses, pockets, streaks, and layers of material differing markedly in texture or gradation from the
surrounding material.
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9 SADS 1200 DE-1984
Small earth dams

5.2.3.3 Rockfill, rip-rap, drains, and filters

a) Stone for rip-rap shall be so placed on the bedding layers as to produce a reasonably well-graded mass
of rock with the minimum practicable percentage of voids.
b) The larger stones shall be well distributed and the entire mass of stones in their final position
shall be roughly graded to conform to the gradation specified. The finished rip-rap shall be free from
unacceptable pockets of small stones and clusters of large stones. Rip-rap shall be placed to its full
course thickness in one operation and in such a manner as to avoid displacing the bedding material. The
finished layer of rip-rap shall be a well-integrated, stable mass of rock.
c) Unless otherwise specified in the project specification, no compaction will be required for rip-rap.
d) Non-vertical filter layers may, subject to approval, be connected with short vertical sections (giving
a stepped effect), to suit the Contractor's method of working. The cost of extra material used for this
purpose will be for the Contractor's account.
e) Rockfill for use in the downstream toe and other portions of the embankment shall be dumped, and
exposed surfaces finished off to present a neat appearance. Unless otherwise specified in the project
specification, no compaction will be required for rockfill materials.
f) Where any source of rockfill is designated, no guarantee is given or implied that the source will
provide material that complies with 3.2.3 as regards quality or grading limits, or that it will be
adequate in quantity. Where any part or the whole of a designated source of rockfill does not comply
with 3.2.3 or is not adequate in quantity, the Contractor shall locate and obtain approval for one ur
more other sources of rockfill and the terms of 5.2.2.3 and 5.2.5 shall apply to such material and the
source( 6 ) .
Rockfill and filter materials that do not comply with the requirements of 3.2.3 for quality and grading
limits shall not be used and shall be removed from the Site.
5.2.3.4 Backfilling around structures (outlet works)
a) General. No backfilling shall be commenced until permission to do so has been given by the Engineer.
Embankments shall be constructed simultaneously on both sides of structures to minimize unequal loading.
Where shown on the drawings or ordered, all trenches and other excavations outside structures shall be
carefully refilled with approved material in layers of thickness not exceeding 250 mm uncompacted.
During the placing of each layer, the fill material shall be well rolled and compacted, sufficient water
being added uniformly to ensure that the density specified for the particular zone is achieved. Each
layer shall be completed before the next is added.
In general, fill material shall not be deposited in water but it may be so deposited in exceptional
circumstances (such as to facilitate dewatering) with the prior consent of the Engineer.
b) Restricted. Where the use of conventional plant for compacting adjacent to a structure is not
possible, the material to be compacted shall be spread in loose layers of thickness not exceeding 250 mm
and compacted by means of mechanical tampers to at least the density specified for that particular zone.
5.2.4 Finishing
5.2.4.1 Final grading. On completion of earthworks to the finished level and of backfilling of all trenches, the
whole surface shall be graded, shaped, and compacted to final grades and levels.
5.2.4.2 Gravel cappin . After the final grading has been completed, the Contractor shall place the gravel
capping and c%rpact it to a Proctor density of at least 95 % and a compacted thickness of at least
300 mm.
5.2.4.3 Topsoiling. Where scheduled, topsoil on level and slightly graded areas shall be lightly compacted by
wheeled vehicles or by tamping, and trimmed neatly to the required lines, grades, and levels. The final
thickness of topsoil after compaction shall be at least 75 nun.
5.2.4.4 Grass or other vegetation. Where and as scheduled, grass or other vegetation shall be planted after
topsoiling has been completed. On completion of planting, the planted area shall be neatly trimmed and
well watered.
The Contractor shall ensure that the planted areas are not permitted to dry out. Any grass or other
vegetation, as applicable, which fails to grow shall be replaced by the Contractor at his own expense
with fresh grass, or other vegetation, or seed, as appropriate, until full cover is obtained.
Where seeding of grass directly onto the compacted earthfill is ordered and scheduled, the Contractor
shall loosen the surface to a maximum depth of 20 nun, and apply seed and fertilizer at the rates of
application ordered or scheduled.
5.2.4.5 Pitching of surfaces. On completion of final grading in terms of 5.2.4.1, designated surfaces shall,
where scheduled, be pitched with stone or other materials of the type and in the manner shown on the
drawings and specified in the project specification.
5.2.4.6 Gabions. Where scheduled, gabions shall be constructed to the details and in the manner specified in the
project specification.
5.2.5 Transport for Earthworks
5.2.5.1 Freehaul. Provided that the quantity to be moved from (or to) a particular designated site to (or from)
the dam wall does not exceed 20 % of that scheduled or stated in the project specification for such
movement between such points, the haulage for use or for disposal of material in or from scheduled
excavations, embankments, borrow pits within the dam basin, and other designated borrow areas will be
regarded as freehaul. Where, in the case of any particular movement, the quantity actually handled
exceeds the said 20 %, the excess quantity shall be subject to a freehaul of 0,5 km.
5 ..2.5.2 Overhaul. Haulage of excavated material beyond the applicable freehaul distance specified in 5.2.5.1
will be regarded as overhaul. Irrespective of the method of haulage adopted for the movement of
excavated maierial from the point of excavation to the point of placing, overhaul distances will be
classified as follows:
a) Short haul: Over 0,5 and up to 1,0 km in excess of freehaul by a designated route;
b) Long haul: Over 1,0 km in excess of freehaul by a designated route.
The Contractor shall not incur overhaul expenses except where authorized in writing (see 8.3.8).

6. TOLERANCES
6.1 GENERAL. The degree of accuracy of the finished work and the permissible deviations (PD) (see Clause 6
of SABS 1200 A , SABS 1200 AA, or SABS 1200 AD, as applicable) shall be within the appropriate of the
limits given in 6.2.
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SABS 1200 DE-1984 10
Small earth dams

6.2 POSITIONS, LEVELS, DIMENSIONS, AND MOISTURE CONTENT

a) positions, levels, and dimensions. Subject to the lines of the completed work being satisfactory to
the Engineer, the following tolerances shall apply to the positions, levels, and dimensions of the
finished work, due allowance being made for the expected settlement given on the drawings or specified in
the project specification:

PD from designated dimensions, mm

Item Degree of accuracy

:[I1 11 I

1) Embankment crest level ............................. * + 100, - 0 *

2) Horizontal crest width ............................. * 2 300 *
31 Horizontal width of rockfill and earthfill zones ... 2 300 *
4) Thickness of filter and drainage layers ............ * + 100, 0 - *
5) Thickness of rip-rap ............................... * + 25 % of specified
thickness, 0 -
*

6) Topsoil thickness on downstream face ............... + 50, 0 -

7) Hoxizontal position of earthfill zones, filter
layers, rip-rap, and crest ....................... * 2 500 *
8) Gravel capping ..................................... * - 0, no top limit *
1 As stated in the project specification, if required.

Item
tII I1 I

1) Homogeneous fill material........................... * 2 2

*
2) Core zone .......................................... * +3,-1 *
3) Outer zones ........................................ +1,-3 *

*
4) Random fill material ...............................
5) Dispersive soil ....................................

As stated in the project specification, if required.

: I +2,-3
+3,-0
I :
Should the results of the tests on any particular layer or part of a layer of a compacted fill show that
the moisture content is not within the appropriate of the limits given above, the compacted layer or part
of the layer shall be harrowed and wetted or dried, as applicable, and recompacted, all at the
Contractor's expense.

7. TESTING
7.1 EXPLORATORY HOLES. The Engineer may require the Contractor to drill, auger, or excavate holes in advance
of the start of construction to determine founding conditiona or for other purposes. when so requested
by the Engineer, the Contractor shall provide labour, tools, machinery, and equipment for sinking such
exploratory holes and for refilling them. The operations specified in this subclause will be paid for as
daywork.

7.2 TAKING AND TESTING OF SAMPLES. The Contractor shall carry out sufficient tests to satisfy himself as to
the consistency of materials placed in embankments, around and over pipes, and as backfill to structures.
In addition he shall carry out routine compaction control tests to ensure that the specified densities
are being attained. Records of the test results and the Working sheets shall be kept in a systematic
manner and shall be submitted to the Engineer on a regular basis.
Routine in-situ control tests will be carried out by the Engineer at such frequency as he considers
necessary for the proper evaluation of the quality of the embankment, etc. (See also 5.2.3.2(e) and
8.1.3.)

7.3 MATERIAL OR COMPACTION STANDARD NOT TO SPECIFICATION. Where the Engineer's tests reveal that the
material used does not comply with the applicable requirements of the specification, or that the
compaction specified has not been attained, the Contractor rihall so rectify the work that the material
complies with the said requirements and the compaction specified is attained.

7.4 TRIAL EMBANKMENT. The Engineer may order the construction of a trial embankment to test the properties
and compaction characteristics of the earthfill material. In such an event the Contractor shall
construct the trial embankment in the manner specified for the main embankment. Payment for such work
will be made in terms of 8.3.7.

7.5 DENSITY. The density of the earthfill shall be measured in accordance with the standard Proctor test
(see ASTM D 698).
Should the average Proctor density determined from 10 consecutive routine compaction control tests at
random locations in the earthfill fall below the specified density, the Engineer may order that, before
further material is placed, the Contractor submit a revised compaction procedure for approval by the
Engineer.
This standard is exclusively for Emnambithi Ladysmith Municipality for use on a shared file server. Under the copyright agreement
entered into, Emnambithi Ladysmith Municipality may make five (5) printouts of the standard and must see to it
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11
Small earth dams

Should the Engineer consider that any area in the earthfill is not receiving adequate compaction he may
require specific tests to be carried out.
should the Proctor density determined in any specific test be more than 5 percentage points belor that
required for the layer, the material in the area of work represented by that specific test shall be
reworked until it complies with the said requirement or it shall be removed from the emhankment, as
directed, at the Contractor's expense.

8. MEASUREMENT AND PAYMENT

8.1 BASIC PRINCIPLES
8.1.1 General. Except where the small dam forms part of a project necessitating the inclusion of SAUS 1200 A
in the contract document, measurement of and payment for preliminary and general liabilities will be
dealt with in terms of Subclause 8.3.1 of SABS 1200 N ) .
8.1.2 Measurement. The basic principles of measurement of the volume of the earthworks required f o r the
construction of a small dam are as follows:
a) The quantity will be measured only as fill in the embankment, a separate item being scheduled for each
source from which such fill is to be obtained;
b) Excavations that are necessary for the core trench, footings, spillway, and ancillary works will l!r
measured as for the creation of the hole only;
c) Borrow areas will be designated;
d) Agreement must be reached on Site as to the proportion of each zone of the embankment that is to c'unie
from each source.
The measurement of depths for restricted excavations (see 3.1.2(aI (2)) will be based on the assumption
that untrimmed general earthworks or bulk general excavation to finished level, or both, were complctt~d
before the restricted excavation was started.
8.1.3 Payment. The basic principle of payment for earthworks is that, except in the case of 8.1.Z(b), the rat.e
shall cover the cost of excavation, haulage, and re-use (spreading and compacting) in forming
embankments, terraces, etc., and the disposal of surplus material within an area designated on the
.drawingsor in the project specification.
The cost of additional tests carried out by the Contractor will be dealt with as daywork provided that,
where the results of the tests indicate that the materials or workmanship, or both, do not comply with
the applicable requirements of the specification, the cost shall be borne by the Contractor. Where the
results of the tests prove compliance with the specification, the cost will be borne by the Employer.
8.1.4 Classification of Excavations. Separate items will be scheduled for each part of the work covered by
8.1.2(b). The material excavated will, where practicable, be regarded as bulk excavation and will be
classified in terms of 3.1.2(a) (l), (b)(l), or (c), as applicable.

8.2 COMPUTATION OF QUANTITIES

8.2.1 --
General.
8.1.2(b))
Subject to the terms of 8.2.2, the volume of' embankments (see 8.1.2(a)) and excavations (see
will be calculated from the original levels and the dimensions of the finished shapes,
sections, and profiles as shown on the drawings or ordered. No embankment fornied and no excavation made
outside the specified lines and levels will be included in the measurement unless such extra work has
been done on the written instructions of the Engineer.
Volumes of material removed incidentally during site clearing operations as specified in 5.2.1.1(a) and
(b) will be neglected in both embankment and excavation quantities, but the volumes (calculated from the
areas and depths) moved in the stripping of the site in terms of 5.2.1.2 or in excavation of stated
depths of topsoil will be added to the embankment volume or deducted from the excavation volume, as
applicable.
8.2.2 Checking Cross-Sections. Should he wish to check the Engineer's quantities, the Contractor may, at his
own expense, take the levels and prepare the cross-sections necessary for the measurement and computation
of quantities. The Engineer may conduct such check tests on the Contractor's cross-sections as he
considers necessary to confirm their accuracy and adequacy. Failure on the part of the Contractor to
submit his own cross-sections to the Engineer before commencing construction will be held to indicate his
preparedness to accept the levels and cross-sections provided by the Engineer for the purpose of
measurement and payment of quantities and, in the event of such failure, no subsequent claim in this
regard will be considered.
8.2.3 Rip-rap. The volume of rip-rap will be computed by multiplying the specified controlled thickness (see
2.3) by the surface area of the embankment as determined from the levels existing after stripping and
excavation of the foundation, and from the slopes given on the drawings or ordered.
8.2.4 Filter and Drainage Layers. The volume of sand and gravel materials imported for use in filter and
drainage layers will be computed from the finished shape, sections, and thickness shown on the drawings
or ordered. Unless extra work has been done on excavation for filter and drainage layers on the written
instructions of the Engineer, no allowance will be made for extra materials used.

8.3 SCHEDULED ITEMS

8.3.1 site Clearance
8.3.1.1 Clear and strip Site ......................................................................
Unit: ha or m 2
The area measured will be that ordered in writing or shown on the drawings to be cleared and
stripped.
Except for the removal and disposal of trees and stumps of girth exceeding 1 m, the rate
shall cover the cost of complying with 5.2.1.l(a) and (b) and 5.2.1.2.
8.3.1.2 Remove and grub large trees (complete with stumps) or stumps only, as scheduled, of girth
a) over 1 m and up to and including 2 m
b) over 2 m and up to and including 3 m
...................................................
Unit: NO.
...................................................
Unit: NO.
c) over 3 m, in increments of 1 m .........................................................
Unit: NO.
The girth of a tree or stump will be measured at the narrowest point of the tree or stump in
the first metre of its height above ground level. Trees and stumps of girth exceeding 1 m
will be measured individually and classified according to size in increments of 1 m as
indicated above.
The rate shall cover the cost of clearing and grubbing trees and stumps of all sizes,
cutting branches, backfilling holes, and removing, transporting, and disposing of all such
trees, stumps, and branches and associated material.
5.3.1.3 Extra-over 8.3.1.1 for removal of rocks, etc.. as specified in 5.2.1.l(c) .................
Unit: m3
8.3.1.4 Extra-over 8.3.1.1 for removal and recovering of fencing ..................................
Unit: m3
The rate shall cover the cost of complying with 5.2.1.l(d).
8.3.1.5 Extra-over 8 . 3 . 1 . 1 for recovering other scheduled material ................................
Unit: Sum
The sum shall cover the cost of complying with 5.2.1.l(e) for the material scheduled.
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SABS 1200 DE-1984 12
Small earth dams

8.3.1.6 Clearing of basin .........................................................................

The area required to be cleaned and cleared in terms of the project specification will be
Unit: Sum or ha

measured. The sum or rate, as applicable, shall cover the cost of compliance with 5.2.1.4.
8.3.2 Remove Topsoil to Nominal Depth 150 mm (or other Stated Depth), Stockpile,and Maintain .... Unit: 2
m or m
3
The rate shall cover the cost of removal of topsoil to a nominal depth of 150 mm (or other
stated depth), stockpiling, and preventing dust nuisance.
Where removal to greater depths is ordered, the area measured for payment will, unless
otherwise scheduled, be increased pro rata to the average increase in depth.
8.3.3 Excavation
a) Material unsuitable for embankment .....................................................
The rate shall cover the cost of excavation in all materials (see Drawing DE-l), removal to
Unit: n
3

designated spoil dumps in the dam basin, spreading, and trimming.

b) Material suitable for embankment from essential excavations for
1) Core trench ............................................................................ Unit: m3
2) Spillway ...............................................................................
.......................................................................... Unit: m3
3) Pipe trenches Unit: m3
4) Cutlet works ...........................................................................
The rate shall cover the cost of excavation of the hole in all materials (see 3.1.2 and
Unit: m3
Drawing DE-1) and, except as covered by 8.3.4, trimming it ready for further construction
activity.
c) Extra-over items (b)(1)-(4) for excavation in
1) Intermediate material
2) Hard rock material
..................................................................
..................................................................... Unit:
Unit:
m3
n3
The rate shall cover the extra cost of excavating in the applicable harder material.
8.3.4 Preparation of Exposed Surfaces
a) Core trench ............................................................................
b) Area to be covered by dam wall .......................................................... Unit:
Unit:
m2
2
The plan area of the core trench at original ground level as shown on the drawings will be
measured for payment under (a) above.
The rates for (a) and (b) above shall cover the cost of complying with 5.2.2.2.
8.3.5 Forming Embankment (see Drawing DE-2)
a) Selected impervious material ........................................................... Unit: m3
b) Transition .............................................................................
c) Unselected pervious material ........................................................... Unit:
Unit:
m3
3
d) Rip-rap ................................................................................ Unit: mm3
e) Topsoil from stockpile to downstream slope ............................................. Unit:
f) Coarse filter material . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Unit:
n3
m
3
g) Fine filter material
hj Gravel capping
...................................................................
..................................... J...................................Unit:
Unit: m3
m3
The rates for (a)-(h) above shall cover the cost of selecting and taking delivery of
material excavated under 8.3.3(b) or of excavating and selecting material from borrow pits
in the designated borrow area(s), haulage, spreading, adding water or drying, compacting and
grading in the relevant zones or parts of the embankment, inchiding the cost of stockpiling
or processing, or both, where necessary, and final grading in terms of 5.2.2.3 of borrow
pits that are in the dam basin.
8.3.6 Toe Drain, Complete Construction .......................................................... Unit: m
The rate shall cover the cost of the excavation, the supply of all materials, and the
complete construction of the toe drain to the details given on the drawings.
8.3.7 Extra-Over 8.3.5 for Forming Trial Embankments (Provisional)
The sum shall cover the cost of delays to and disruption o f the Works, and the additional
.............................. Unit: Sum
cost of handling small quantities for forming a trial embankment as specified in 7.4. The
volumes of material moved will be added to those measured under 8.3.5.
8.3.8 Overhaul
a) Short haul: 0,5-1 km in excess of freehaul specified in 5.2.5.1 (provisional)
b) Long haul: over 1 km in excess of freehaul specified in 5.2.5.1 (provisional)
..........
.......... Unit:
Unit:
m3
m3.h
Items (a) and (b) above are applicable only where the overhaul has been authorized in
writing .
Volumes will be calculated as specified in 8.2.1. No allowance will be made for bulking.
Regardless of the means of transport used, long haul distances will be measured from the end
of the specified freehaul (see 5.2.5.1), to the nearest 0,l km in one direction only, by the
shortest practicable route.
6.3.9 Topsoilinq
a) Topsoiling
b) Seeding of
.............................................................................
...
seeds at the rate of ... ...........................................
kg/ha
Unit:
Unit: ha
2

c) Fertilizer
d) Watering
...
at the rate of ... kg/ha................................................
............................................................................... Unit:
Unit:
ha
ha
8.3.10 Pitching/Gabions. If required, see Subclause 8.2 of SABS 1200 DK.
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13 SABS 1200 DE-1984
Small earth dams

R ALL MATERIALS: SUBCLAUSES 8 . 3 . 3 (a) and ( b )

INTERMEDIATE : SUBCLAUSE 8.3.3 (c)

- -., , L\
.I

Fj
(I O R,"
HARD ROCK; SUBCLAUSE 8 . 3 . 3 ( c )

Drawing DE- I - Classes of Excavation: Measurement and Payment

 This standard is exclusively for Emnambithi Ladysmith Municipality for use on a shared file server. Under the copyright agreement
entered into, Emnambithi Ladysmith Municipality may make five (5) printouts of the standard and must see to it
that no more than five persons have concurrent access to the standard.
SABS 1200 DE-1984
14
Small e a r t h dams

/GRAVEL CAPPING
RIP- RAP,

-- - - .
, . ....
F Y P A V A T F nTRENCH
CUT-OFF Tn / (SEE SUBCLArSE 5.2.1 )
i-iZE7.i66s 'CAYER'
(SEE SUBCLAUSE 5.2.2.2)

TYPE A

,- GRAVEL CAPPING

ROCK Y E

CUT- OFF TRENCH SOIL STRIPPED

EXCAVATED TO (SEE SUBCLAUSE 5.2. I )
IMPERVIOUS LAY ER'
(SEE SUBCLAUSE 5.2.2.2) TYPE B

,GRAVEL CAPPING

GRADED C

CUT -OFF TRENCH !SOIL STRIPPED

EXCAVATED TO 1: SEE SUBCLAUSE 5.2.1 )
IMPERVIOUS LAYER
(SEE SUBCLAUSE 5.2.2.2)

TYPE C

Drawing DE-2 - Cross-Sections Showing Zones of Typical

Smal I Earth Embankments
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15 SABS 1200 DE-1984
Small earth dams

APPENDIX A. APPLICABLE STANDARDS

Reference is made to the applicable issues (see Subclause 2.2 of SABS 1200 A or SABS 1200 AD, as applicable) of the
following standards:

ASTM D 698 Moisture-density relations of soils and soil-aggregate mixtures using 5.5-lb. (2.49-kg)
rammer and 12-in. (305-nun) drop
SABS 1200 A Civil engineering construction : General
SABS 1200 AD Civil engineering construction : General (small dams)
SABS 1200 DK Civil engineering construction : Gabions and pitching
SABS 1200 GA Civil engineering construction : Concrete (small works)

ISBN 0-626-06883-5