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Terzaghi Office Tower
Costura de Fisuras y Juntas
54062099 Rigid Pavement
Tolerances and Backfilling
Standard Subgrade and Base Construction 200
with Hydraulic Binders
Base Layers with
Reinhard-Wirtgen-Strasse 2 53578 Windhagen Germany
Phone: +49 (0) 26 45 / 131-0
Fax: +49 (0) 26 45 / 131-242
Soil Treatment and Base Layers with Hydraulic
Binders is a manual intended as a useful tool to
support design engineers, executing companies
and supervisors in their daily work.
Our special thanks go to Holcim (Sddeutschland)
GmbH who have kindly provided us with the
entire contents of the manual on Soil Treatment
and Base Layers with Hydraulic Binders.
The manual presents the different standards,
specications, directives, codes of practice and
own knowledge in such a way that the contents
are made available, in readily understandable form,
in a single, application-based work.
This manual has been translated from German
The manual has been compiled based on the
German body of rules and regulations and on the
authors many years of experience. It makes no
claim to be complete or entirely free of errors.
Definitions according to the Directives for the standardization of the superstructures
of trafficked surfaces (RStO 12)
Terms and body of rules and regulations for soil treatment
Correlating rules and regulations with the different layers
Definition of terms in soil treatment
Qualified soil improvement
Base layers with hydraulic binders
Description of soil types according to DIN EN ISO 14688-1 (old: 4022, Part 1)
Soil classification according to DIN 18196
Principles of soil classification
Mixed-grained soils
Organogenic and organic soils
Classifying soils according to their plastic properties
1.3.3.8.1 Determining consistency
1.3.3.8.2 Plasticity chart for classification of fine-grained soils
Classifying soils according to DIN 18196
Frost susceptibility of soils and rock of variable strength
Classifying soil groups in accordance with frost susceptibility
Frost susceptibility after soil improvement with binders
Reducing pavement thickness by means of qualified soil improvement
Requirements on qualified soil improvement at subgrade level
Soil stabilization not counting toward the pavement
Soil stabilization counting toward the pavement
Excerpt from the Directives for the standardization of the superstructures of
trafficked surfaces (RStO 12), Chart 1
trafficked surfaces (RStO 12), Chart 2
Basic principles of earthworks
Compaction requirements on subsoil and subgrade
Requirements on the subgrade
Deformation modulus on the subgrade (minimum 10 percentile)
Requirements on compaction characteristics
Tests to be performed prior to construction
Tests to be performed by the client
Tests to be performed by the contractor
Testing specifications for mix designs
Tests to be performed during construction
Type and scope of tests to be performed in soil treatment operations
Testing methods and testing procedures
1.7.2.2.1 Testing methods for testing compaction characteristics
1.7.2.2.2 Testing procedures for determining compaction parameters
1.7.2.2.3 Testing deformation modulus, correct vertical and horizontal position
and evenness on the subgrade
Soils and mineral construction materials for soil treatment
Suitable soils (according to DIN 18196)
Soils (according to DIN 18196) and construction materials suitable to a limited extent
Non-suitable soils
Natural and artificial aggregates and recycled construction materials
Sulphate influence
1.12.4.6
Mode of binder action
Mixed binders
Binders with special properties
Low-dust binders
Hydrophobic binders
Binder processing times
Binder reaction times
Soil treatment Construction
Dust-free addition of binder
Mixed-in-place process
Principles of construction for the mixed-in-place process (all fields of soil treatment)
Requirements for soil treatment
Binder quantity
Verification of binder quantity
Structural backfills
Backfill and cover fill areas
Refilling utility trenches
Working in the binder
Base layers with hydraulic binders in accordance with the Additional technical
conditions of contract and directives for the construction of base layers with hydraulic
binders and concrete pavements (ZTV Beton-StB) and soil stabilization in accordance
with the Additional technical conditions of contract and directives for earthworks in
road construction (ZTV E-StB)
Initial testing (mix design)
Soils and aggregates for soil stabilization
Aggregates and construction material mixtures for hydraulically bound base layers
Aggregates and construction material mixtures for concrete base layers
Concrete admixtures / Concrete additives
Requirements on base layers with hydraulic binders
Pavement layers with binders
Minimum paving thicknesses
Stabilized layers
Hydraulically bound base layers
Concrete base layers
Edge design of base layers
Details of edge design
Drainage of base layers
Execution at low / high temperatures and frost
Correct vertical and horizontal position
Tolerances of paving thickness
Grooves or joints
Table: Summary of requirements on base layers with hydraulic binders in accordance
with the Additional technical conditions of contract and directives for the construction
of base layers with hydraulic binders and concrete pavements (ZTV Beton-StB)
Producing stabilized layers
Requirements on paving mixes for stabilized layers
Mixed-in-plant process
Requirements on the degree of compaction
Producing hydraulically bound base layers
Requirements on the paving mix
Production, transport and placing
Requirements on the finished layer
Type and scope of testing
Initial testing for stabilized layers
Initial testing for hydraulically bound base layers
Internal control and compliance testing for stabilized layers
Internal control and compliance testing for hydraulically bound base layers
Internal control and compliance testing for concrete base layers
Using reclaimed asphalt and reclaimed tar-bound road construction materials
in base layers with hydraulic binders
Source materials Aggregates
Storing reclaimed tar-bound road construction materials
Construction material mixtures
Body of technical rules and regulations
Soil treatment with binders (soil improvement and
soil stabilization) comprises a range of proven
construction methods which, from the mid-1950s,
gained increasing economic importance in earthworks.
The investigations carried out then were the basis
for developing the current body of rules and
regulations and still form the basis of construction
The continued development in earthworks entailing
very short construction times, higher loads (heavyvehicle trafc, rapid-transit railway systems etc.)
and the saving of resources whilst complying with
the provisions of the Closed Substance Cycle and
Waste Management Act has changed the boundary conditions of earthwork operations.
The environmental responsibility to reduce CO2
emissions has an additional impact on framework
conditions in the construction industry.
These developments require building in poor
weather conditions using the native soils, or the
environmentally compatible use of soils, aggregates and recycled construction materials.
Soil treatment offers just the right solutions and
ideal economic conditions to meet these challenges.
The soil-binder mixtures lead to a permanent
increase in bearing capacity (even in the event of
water ingress), signicantly improve shear strength
and considerably reduce settlement behaviour.
These properties enable them to be used in many
areas of earthworks and road construction.
Denition of terms
Denitions according to the Directives for the standardization of the
superstructures of trafcked surfaces (RStO 12)
Surfacing plus one or several base layers.
Single-layer or dual-layer concrete surfacing.
Fully bound pavement
Asphalt pavement: asphalt surfacing and base
layer on subgrade.
Concrete pavement: concrete surfacing, bre mat
and base layer with hydraulic binder directly on
Paving blocks, paving bedding and jointing.
Asphalt binder course plus overlying asphalt
surface course or asphalt surface course only.
Slabs, slab bedding and jointing.
Combined base and surface course
Single-layer asphalt course which has the dual
function of surfacing and base layer.
Asphalt base layer or base layer
with hydraulic binder
Gravel or crushed-stone base
Subsoil / subgrade (possibly stabilized)
q * 2.5%
after soil treatment
q * 4.0%
for soils susceptible
Base underlying the surfacing and, depending on
formulation, distinguished into:
Soil or rock lying immediately below the pavement
or subgrade.
> Base layer without binder
- Frost blanket
- Crushed-stone base
- Gravel base
Articial earth structure between subsoil and
> Base layer with binder
- Stabilized layer with hydraulic binders
- Hydraulically bound base
- Concrete base
> Base layer with special properties
- Roller-compacted concrete base
- Porous concrete base
Subsoil / Subgrade
ZTV E-StB 1)
Code of practice on soil
improvement and soil stabilization with binders (Merkblatt
ber Bodenverbesserungen
und Bodenverfestigungen mit
Bindemitteln)
resulting reduction
Reduction of pavement
thickness by means of
at subgrade level
F3 soil
Additional technical conditions of contract and directives for earthworks in road construction
Directives for the standardization of the superstructures of trafficked surfaces
Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements
Attribution of terms
Hydraulically bound
F1 soil
F2 / F3 soil
RStO 2)
ZTV Beton-StB 3)
RStO 2) ZTV E-StB 1)
Increase of bearing
capacity of coarsegrained soils; counting toward pavement
stabilizing the F2 / F3 soil
Stabilized layer with
Reduction of layer thickness
of asphalt pavement
No reduction of pavement
thickness in case of fully
bound pavement
Surfacing (asphalt / concrete)
Base layer with hydraulic binder
and / or frost blanket or layer of
Subsoil / subgrade possibly stabilized
or qualified soil improvement
ZTV Beton-StB 1)
TL Asphalt-StB 2)
TL Beton-StB 3)
Additional technical conditions of contract and directives for
the construction of base layers with hydraulic binders and
Technical delivery terms for asphalt mix for the construction of
paved traffic areas
Technical delivery terms for construction materials and
construction material mixtures for base layers with hydraulic
binders and concrete pavements
Additional technical conditions of contract and directives
for the construction of unbound granular layers in road
Technical delivery terms for aggregates in road construction
earthworks in road construction
Technical delivery terms for soils and construction materials in
earthworks for road construction
Directives for the standardization of the superstructures of
trafficked surfaces
RStO 8)
ZTV SoB-StB 4)
TL Gestein-StB 5)
ZTV E-StB 6)
TL BuB E-StB 7)
Denition of terms in soil treatment
Soil treatment is a generic term for processes in
which soils are modied to meet certain specied
Soil stabilization comprises a range of processes
in which binders are added to the existing soil to
increase its resistance to stresses caused by
compactability of existing soils and facilitate the
execution of construction work.
Qualied soil improvement
Qualied soil improvement comprises a range of
soil improvement processes complying with more
trafc loading and climate, thus creating permanent bearing capacity and frost resistance.
Soil improvement comprises a range of processes
which improve both the suitability for placing and
properties. It is distinguished into soil stabilization
and soil improvement.
stringent requirements in terms of, for example,
frost resistance and bearing capacity.
Base layers with hydraulic binders comprise
hydraulically bound base layers produced in-plant
for use in the pavement, as well as stabilized base
layers (hydraulically stabilized base) produced either
in-place or in-plant for use in the pavement or on
the subgrade in earthworks. Hydraulic base layers
transfer the static and dynamic loads acting on the
surfacing into the subsoil or subgrade respectively.
They count toward the overall pavement thickness.
The most important design parameter for base layers is layer thickness. It is determined based on:
> the trafc volume;
> the bearing capacity of the subgrade; and
> the requirements placed on frost resistance.
The soil must be investigated and tested well in
advance with regard to
Soils reclaimable from excavations, side cuts and
borrow pits require testing for their possible use.
> its properties;
> its suitability as subsoil or construction material;
> any lls; and
> any contamination with harmful substances
This enables other investigations and tests required during construction to be determined well
so that the ndings can be considered
> in the planning process;
> for design-related conclusions; and
> in the concept of construction and construction
Geotechnical investigations required for invitations
to tender have to be performed by the client.
If the construction project is executed on the basis
of an alternative tender, feasibility and tness for
purpose have to be veried in supplementary
investigations to be performed by the contractor.
Inorganic soils are classied and designated
according to the standards specied in the following table.
Soils composed of several particle size ranges are
also designated in accordance with this table.
Composite soils are designated by means of
> a noun for the major fraction; and
> one or several adjectives for the minor fractions.
The following basic rules apply:
Minor fractions are those fractions which do not
determine but may nevertheless inuence the
properties of the soil.
For coarse-grained and mixed-grained soils, minor
fractions having
> minor inuence are characterized by the prex
slightly; and
> major inuence are characterized by the prex
If two major determining fractions of approximately
equal proportions are present in coarse-grained
soils, both are designated using the conjunction
Major fraction is dened as
> the largest mass fraction; or
> the fraction determining the properties of the
from > 63 mm to ) 200 mm
Gr (Gravel)
from > 2 mm to ) 63 mm
from > 20.0 mm to ) 63.0 mm
from > 6.3 mm to ) 20.0 mm
from > 2.0 mm to ) 6.3 mm
Sa (Sand)
from > 0.06 mm to ) 2 mm
from > 0.6 mm to ) 2.0 mm
from > 0.2 mm to ) 0.6 mm
from > 0.06 mm to ) 0.2 mm
Si (Silt)
from > 0.002 mm to ) 0.06 mm
from > 0.02 mm to ) 0.06 mm
from > 0.006 mm to ) 0.02 mm
from > 0.002 mm to ) 0.006 mm
Cl (Clay)
Range / Designation
(ultra-nes)
Soil classication according to DIN 18196
For the purpose of describing the civil engineering
properties and suitability according to DIN 18196,
the different types of soil are classied into
Particle size range [mm]
main groups and into groups with approximately
the same material composition and similar properties.
Principles of soil classication
For civil engineering purposes, soil is classied according to its material composition based on:
> particle size range;
> plastic properties; and
> organic constituents.
The different types of soil are designated by letter
symbols, the rst letter signifying the major constituent and the second letter signifying the minor
constituent, where
G = gravel
O = organic matter
H = peat, humus
U = silt
F = digested sludge
T = clay
K = lime
Z = degraded peat
N = marginally degraded peat
Grading is designated as follows:
W = wide grading
E = narrow grading
I = gap grading
The plastic properties are designated as follows:
L = low plasticity
M = medium plasticity
A = high plasticity
Gravels and sands with a maximum content of
nes < 0.06 mm of 5% by mass constitute coarsegrained soils.
Mixtures of gravel, sand, silt and clay with a content of nes < 0.06 mm ranging between 5% by
Fine-grained soils are classied according to their
plastic properties.
Plasticity is the relevant criterion.
mass and 40% by mass constitute mixed-grained
It is assessed based on the water content at the
liquid limit wL and plasticity index Ip.
Silts and clays: organogenic soils and soils containing organic matter are classied according to
the plasticity chart. They are below the A-line.
Coarse-grained and mixed-grained soils: they are
distinguished based on the type of matter contained (humic, calcareous, siliceous).
Soil classification based
Soil classification based on grading
and plastic properties
Soil classification based on plastic properties only (consistency
limits according to DIN 18122)
slightly cohesive
Grain-to-grain contact
Fines < 0.063 mm:
< 5% by mass
5% to 15% by mass
Slightly frost-susceptible
cohesive-loose
No grain-to-grain
Coarse grain floats in
15% to 40% by mass
Highly frost-susceptible
Properties of fine grain
Honeycomb Lump
Large pore spaces
High or relatively high
water permeability, low
High water permeability,
low water-binding
Small pore spaces
Low water permeability,
medium water-binding
Very low water permeability,
high to very high water-binding
Clayey-silty gravels and sands
Fines < 0.063 mm: < 5% by mass
> 40% by mass
> 40% by
< 40% by
< 15% by mass
Very low water permeability and very high
Peat, humus,
> 15% by mass
Particle size fraction < 2 mm
< 40% by mass
GU*
IP ) 4% or
IP * 7% or
22 l 23
Consistency limits and consistency ranges
Soil creeps out between the fingers when
pressing together by making a fist
limit wL
IC = 0.50
Soil is easy to knead
IC = 0.75
Soil is difficult to knead but can be rolled into
3 mm thick rolls by hand without tearing or
Soil crumbles when trying to roll into 3 mm
thick rolls but is moist enough for moulding
Soil can no longer be kneaded but can
only be crushed
Liquid limit wL
Water content at the point
of transition from liquid to
Plasticity range with plasticity index Ip
IC = 1.00
limit wP
IC = ws
limit wS
Plastic limit wP
Water content at the point of
transition from plastic
to semi-firm state
Shrinkage limit wS
of transition from semi-firm
to firm state
At the point of transition from the semi-firm to firm state,
the soil is in the optimum water content range, i.e., it is ideal
for placing and compacting.
1.3.3.8.2 Plasticity chart for classication of ne-grained soils
(according to DIN 18196, 10.88 edition)
Clays of high
plasticity TA
Clays of medium
plasticity TM
Plasticity index IP in %
Sand-silt
mixtures SU
Clays containing organic matter,
organogenic clays OT and silts of
high compressibility UA
Clays of low
plasticity TL
Sand-clay
mixtures ST
Silts containing organic
silts OU and
silts of medium
plasticity UM
Intermediate range 1)
Liquid limit wL in %
Tests performed to determine the plasticity index of soils having a low liquid limit give inaccurate results. Soils in the intermediate range
must therefore be classified into the clay and silt ranges by means of other processes, for example, in accordance with DIN 4022,
Part 1, 09.87, section 8.5 to section 8.9.
24 l 25
Soils are classied in accordance with their suitability for civil engineering purposes using DIN 18196.
) 60%
Definition and designation
Particle size fraction Plasticity
in % by mass
) 0.06 mm ) 2 mm
Narrow-graded gravels
Wide-graded gravel-sand mixtures
Gap-graded gravel-sand mixtures
Narrow-graded sands
Wide-graded sand-gravel mixtures
Gap-graded sand-gravel mixtures
Gravel-silt mixtures
Frostsusceptibility
Gravel-clay mixtures
Sand-silt mixtures
by mass ) 0.06 mm
F2 *)
Sand-clay mixtures
15% to 40%
Silts of low plasticity
Silts of medium plasticity
Silts of high plasticity
wL < 35%
35% ) wL ) 50%
wL > 50%
Clays of low plasticity
IP * 7% and
above the Clays of medium plasticity
Clays of high plasticity
In accordance with the Additional technical conditions of contract and directives for earthworks in road construction (ZTV E-StB)
To be classied as F1 if, where U * 15.0, the nes content (d < 0.063 mm) is ) 5.0% by mass or, where U ) 6.0, the nes content
(d < 0.063 mm) is ) 15.0% by mass. Where 6.0 < U < 15.0, the particle fraction smaller 0.063 mm permissible for classifying as
F1 may be interpolated linearly (see chart).
(including lines 16 to 21)
Plasticity in
kneading test
Steep grading curve due to prevalence of one particle size range
Continuous grading curve extending over several particle size ranges
Mostly staggered grading curve due to lack of one
or several particle size ranges
River gravel and beach gravel
Dune sand and drifting sand, quicksand, Berlin
sand, basin sand, tertiary sand
Moraine sand, terrace sand, granitic sand
Fines content is
Wide-graded
or gap-graded
Moraine gravel
Weathered gravel
Alluvial loam, sandy loess
Tertiary sand, creeping sand
Boulder clay, glacial till
Loess, alluvial loam
Lacustrine clay, basin silt
none to slow
Volcanic soils, pumice soils
Glacial till, varved clay
Loess loam, basin clay, saliferous clay,
lacustrine clay
Trass, Lauenburg clay, basin clay
IP * 7%
matter and organogenic
Clays containing
organic matter and
organogenic clays
Organogenic soils and soils
containing organic matter
Coarse-grained to
containing humic matter
or smoulderable
Non-degraded to moderately degraded peats
(humus)
Degraded peats
Muds as a collective term for digested
sludge, organic silt,
gyttja, dy, sapropel
containing calcareous,
siliceous formations
) In accordance with the Additional technical conditions of contract and directives for earthworks in road construction (ZTV E-StB)
) Soils formed as a result of microorganism action
*) To be classied as F1 if, where U * 15.0, the nes content (d < 0.063 mm) is ) 5.0% by mass or, where U ) 6.0, the nes content
(d < 0.063 mm) is ) 15.0% by mass. Where 6.0 < U < 15.0, the particle fraction smaller 0.063 mm permissible for classifying as F1 may be
interpolated linearly (see chart).
slow to very quick
Lacustrine marl
Tertiary carboniferous clays
Contains organic matter, mostly dark in colour, musty smell,
loss on ignition of up to approx. 20% by mass
Contains non-organic matter, mostly light in colour,
low weight, high porosity
Tuffaceous sand
Degree of degradation 1 to 5, fibrous,
rich in wood, light brown to brown in colour
Native humus
Degree of degradation 6 to 10, blackish-brown
Underwater (sedimentary) muds consisting of organic matter, faeces
and microorganisms, frequently interspersed with sand, clay and lime,
blue-black or greenish to yellow-brown, occasionally dark grey-brown to
blue-black, springy, soft-spongy
Fen-wood peat
Frost susceptibility of soils and rock
of variable strength
In terms of frost susceptibility, the soil groups are
distinguished in accordance with the classication
specied in the table below.
The susceptibility to frost of the weathered product is the relevant criterion for rock of variable
(DIN 18196)
GW, GI, GE
SW, SI, SE
OT, OH, OK
ST, GT 1)
SU, GU
TL, TM
UL, UM, UA
ST*, GT*
SU*, GU*
Percentage d ) 0.063 mm (% by mass)
ST, GT
OT, OH
1) To be classied as F1 if, where U * 15.0, the nes content
(d < 0.063 mm) is ) 5.0% by mass or, where U ) 6.0, the nes
content (d < 0.063 mm) is ) 15.0% by mass.
Where 6.0 < U < 15.0, the particle fraction smaller 0.063 mm
permissible for classifying as F1 may be interpolated linearly
Coefficient of uniformity U =
Soil groups TL, TM, UL, UM, UA, ST*, SU*, GU*
are classied into frost-susceptibility class F2 if the
requirements specied for qualied soil improvement are complied with (see section 1.5 Application 1.5.2 Qualied soil improvement).
Re-classication leads to a reduction in design
strength according to the Directives for the
standardization of the superstructures of trafcked surfaces (RStO 12).
This is tantamount to substantial reductions in
the pavement cost.
In the construction of roads and trafc surfaces,
soil improvement is used in earthworks at subgrade or subsoil level.
Examples: construction of embankments, embankment shoulders, backlls, rells, site transport
roads or similar.
Soil improvement with binders enables wet, insufciently compactable soils:
> to be turned into a condition suitable for placing and compacting;
> to be given a higher bearing capacity; and
> to be given improved weather resistance.
When used on subgrades, embankment shoulders
and other surfaces, soil improvement with binders
offers improved protection from exposure to erosion and weather.
qualied soil improvement can be used in earthworks at subgrade or subsoil level.
Examples: construction of embankments, embankment shoulders, backlls, subgrade area.
improves bearing capacity;
minimizes settlements and deformations;
improves shear strength; and
has a positive inuence on the soils
susceptibility to frost.
Qualied soil improvement allows certain soils of
frost-susceptibility class F3 to achieve the properties required of soils of frost-susceptibility class
Road embankment with raised bridge abutment,
backlled with improved soil and graded binder
Qualified soil improvement, for example
by adding 3% by
mass of mixed
Qualified soil
improvement, for
example by adding
4% by mass of
by adding 5% by mass of mixed binder
Stepped subsoil
Soils suitable for qualied soil improvement
Soils in the group TL, TM, UL, UM, UA, ST*, SU*,
GU* are classied in frost-susceptibility class F2,
if the requirements for qualied soil improvement
Reclassication leads to a reduction in design
standardization of the superstructures of trafcked surfaces (RStO 12). This, in turn, greatly
reduces the pavement costs.
Reducing pavement thickness by means of qualied soil improvement
Qualied soil improvement carried out at a
minimum layer thickness of 25 cm enables the
subsoil or subgrade to be classied into frostsusceptibility class F2.
The parameters specied for soils of frostsusceptibility class F2 (see the Directives for
the standardization of the superstructures of
trafcked surfaces [RStO 12], Table 6) may be
used as baseline values for designing the minimum thickness of a frost-resistant pavement if
a deformation modulus of Ev2 * 70 MN / m has
been veried on the subgrade.
Directives for the standardization of the
superstructures of trafficked surfaces
(RStO 12), Table 6
Baseline values for determining the minimum
thickness of a frost-resistant pavement
Frost-susceptibility class
Thickness in cm for load class
Bk100 to Bk10
Bk3,2 to Bk1,0
Example: Reducing the thickness of a frost-resistant pavement by 10 cm in accordance with Table
6 of the Directives for the standardization of the superstructures of trafcked surfaces (RStO 12),
Construction class III IV, by means of qualied soil improvement
Baseline values for determining the thickness of a frost-resistant pavement of load class BK 3.2 to BK 1.0
(Directives for the standardization of the superstructures of trafcked surfaces [RStO 12], Table 6)
on F2 soils
on F3 soils
on F2* soils
EV2 > 70 MN / m2
EV2 > 45 MN / m2
F2* soil
> 45 MN / m2
F2 soil
and reduction in disposal of soil
Requirements on qualied soil improvement
Qualied soil improvement of the subgrade
When selecting the binder quantity, the following
requirements should be met:
Deformation modulus Ev2 * 70 MN/m2
Compressive strength in accordance with
Technical testing regulations for soil and rock
in road construction (TB BF-StB) Part B 11.3
* 0.5 N/mm2, samples stored for 28 days.
The loss in strength after soaking in water for
24 hours may not exceed 50%
Alternatively: CBR in accordance with Technical testing regulations for soil and rock in
road construction (TB BF-StB) Part B 7.1 *
40%, samples stored for 28 days. The loss in
strength after soaking in water for 24 hours
may not exceed 50%
The test may also be performed after 7 days
and/or at other testing times
Binder quantity * 3% by mass
Qualied soil improvement for other
Determination of the binder quantity in accordance with the structural soil analysis.
34 l 35
Soil stabilization is performed in the upper part
of the subgrade or subsoil of roads and trafc
surfaces. Soil stabilization improves the bearing
capacity and therefore trafckability of the pavement, increasing its frost resistance.
Examples of trafc surfaces: rural roads, bicycle
paths and footpaths, airelds, container storage
areas, industrial sites.
F2 and F3 soils
The layer thicknesses shown in Tables 1 to 4 are
based on a subgrade with a deformation modulus
of Ev2 * 45 MPa.
In the case of structures with fully bound pavement, soil stabilization with a minimum thickness
of 15 cm should be performed on the subsoil or
subgrade for soils in frost-susceptibility class
F3. In the case of critical water conditions, these
measures should also be performed for soils in
frost-susceptibility class F2. This does not count
towards the overall thickness of the pavement.
F2 and F3 soils:
The thickness of the frost-resistant pavement may
be reduced by 20 cm if:
> the upper zone of the subsoil or subgrade is
stabilized in accordance with the Additional
technical conditions of contract and directives
for earthworks in road construction (ZTV EStB).
F1 soils:
If the subsoil or subgrade immediately underlying
the pavement is an F1 soil (e.g. narrow-graded
sands) of limited bearing capacity or trafckability,
> the frost blanket may be omitted if soil stabilization is performed in accordance with the
Additional technical conditions of contract and
directives for the construction of base layers
with hydraulic binders and concrete pavements (ZTV Beton-StB).
The F1 soil must have a minimum thickness in this
design corresponding to that of the frost blanket
overlying an F2 or F3 soil.
Directives for the standardization of the superstructures of trafcked surfaces (RStO),
Figure 5: Construction methods on F1 soil
technical conditions of contract and directives for the construction of base layers with
hydraulic binders and concrete pavements
(ZTV Beton-StB):
Choice of pavement in accordance
with RStO 2) as from top edge of
stabilized layer in:
Chart 1, lines 2.2 and 2.3
Chart 2, lines 1.2 and 1.3
Stabilized layer in accordance with
Thickness in accordance with
RStO 2), Chart 1 or Chart 2:
F1 soil of sufficient thickness
This type of stabilized layer forms part of the pavement of trafc areas and is dealt with in the Additional
technical conditions of contract and directives for the
construction of base layers with hydraulic binders and
concrete pavements (ZTV Beton-StB).
36 l 37
trafcked surfaces (RStO 12), Chart 1
(Thickness in cm;
Ev2 minimum values in MN / m2)
B [Mio.]
Base layers with hydraulic binders underlying an
Thickness of frost-resistant
pavement 1)
Asphalt base and base with hydraulic
Chart 1: Asphalt surfacing design for pavements on F2 and F3 subsoil / subgrade
Hydraulically bound base
Thickness of frost blanket
34 2)
Stabilized layer
Layer of frost-resistant material (F1)
- wide-graded or gap-graded in
accordance with DIN 18196 Thickness of layer of
If values deviate, the layer thicknesses of the frost blanket or frostresistant material respectively have to be determined by taking the
Applicable with round aggregates only if proven locally.
Applicable only with crushed aggregates and if proven locally.
To be executed only if the frost-resistant material and material to be
stabilized can be placed as a single layer.
10 4) 20 4)
2.3 Layer of frost-resistant material (F1)
- narrow-graded in accordance with
DIN 18196 -
Thickness of layer of
Bk1,0
> 10 32
> 3,2 10
> 1,8 3,2
> 1,0 1,8
> 0,3 1,0
binder on top of frost blanket or layer of frost-resistant material
38 l 39
trafcked surfaces (RStO 12), Chart 2
Base layers with hydraulic binders underlying a
Base with hydraulic binder on top of
Chart 2: Concrete surfacing design for pavements on F2 and F3 subsoil / subgrade
The additional conditions of contract for the
German States (Bundeslnder) have to be
Fibre mat 8)
Layer of frost-resistant
material (F1)
Soil treatment can be used as a safeguarding
measure for soils of paving class 2.
Reference is made to the Code of practice on
the treatment of soils and construction materials with binders to reduce the leachability of
environmentally relevant substances (Merkblatt
ber die Behandlung von Bden und Baustoffen
mit Bindemitteln zur Reduzierung der Eluierbarkeit umweltrelevanter Inhaltsstoffe).
DIN 18196 Thickness of layer of
frost blanket or layer of frost-resistant material
11 4)
40 l 41
At the start of compaction, the contractor has to
complete a trial eld to verify that the compaction
requirements will be met.
Special conditions for compaction or construction
apply to embankment shoulders. This may inuence the bulk width of an embankment in case of
soil stabilization or stabilization of the pavement.
The maximum bulk thickness (or maximum thickness of the improved layer respectively) must be
such that the specied degree of compaction is
achieved over the entire layer thickness.
When placing weather-sensitive construction
materials, the bulk surfaces have to be built with a
cross slope of no less than 6%.
The subsoil or subgrade of roads and paths has
to be compacted so as to meet the following
requirements on the minimum 10 percentile for
the degree of compaction DPr or the maximum
10 percentile for the air voids ratio na respectively.
DPr in %
na in % by
Subgrade to a depth of 1.00 m for
Subgrade to a depth of 0.50 m for cuts
GU, GT, SU, ST
1.00 m below grade to embankment base
Subgrade to embankment base
GU*, GT*, SU*, ST*
U, T, OU1), OT1)
1) These requirements apply to soils of groups OU and OT only if their
suitability and placing conditions have been investigated separately
and determined in consultation with the client.
2) If the soils are not improved by means of soil stabilization or qualied soil improvement, a requirement on the maximum
10 percentile for the air voids ratio is recommended as follows:
8% by volume when placing water-sensitive mixed-grained or
ne-grained soils; and
6% by volume when placing rock of variable strength.
This has to be indicated in the specication of works.
The subgrade must comply with specications in
terms of correct vertical and horizontal position,
evenness and bearing capacity.
Requirements on the correct vertical and horizontal position:
3 cm from design level
2 cm if the subgrade is to be
overlaid with a bound base layer
The subgrade must have the following cross slope:
> * 4.0% for water-sensitive soils and construction materials
> * 2.5% after soil treatment with binders
Reducing the cross slope after soil
treatment results in huge potential savings in
pavement material.
Example: qPavement = 2.5%
qSubgrade = 4.0%
Width of subgrade = 6.00 m
Savings: approx. 0.30 m3 / m
At the raised edge of the carriageway, the subgrade has to be designed with a reverse gradient.
* 2.5 %
When performing soil improvement operations at
subgrade level, the edge design of embankment
structures may require excess proling due to the
production methods and equipment used.
42 l 43
Being the foundation for the roads pavement,
the subgrade must exhibit adequate bearing and
deformation behaviours.
Frost-resistant subsoil or subgrade
(F1 soil)
The static and dynamic deformation moduli can be
inferred from the following table.
Bk100 Bk1,0
Ev2 * 120 MN/m2
Evd * 65 MN/m2
Load class Bk0,3
Ev2 * 100 MN/m2
Evd * 50 MN/m2
Frost-susceptible subsoil or subgrade
(F2 and F3 soils)
Load class Bk100 Bk0,3
Ev2 * 45 MN/m2
(F2 and F3 soils) after qualied soil
Ev2 * 70 MN / m2
If the specied deformation modulus on the subgrade cannot be achieved by compacting, one of
the following measures has to be taken:
> improve or stabilize the subsoil or subgrade; or
> increase the layer thickness of the granular
Requirements on the minimum 10 percentile for the degree of compaction DPr or maximum
10 percentile for the air voids ratio na when improving or stabilizing the subgrade
Requirements on Ev2
subsoil 1)
DPr * 100 % for GW, GI, GE, SW, SI, SE, GU, GT, SU, ST
DPr * 97 % and na ) 12% for GU*, GT*, SU*, ST*, U, T, OU3), OT3)
DPr * 98 % 2)
immediately after completion of compaction
subgrade 1)
DPr * 98 % for GW, GI, GE, SW, SI, SE, GU, GT, SU, ST
Requirements according to structural
Improved subgrade*
1) Including qualied soil improvement.
2) Requirements on the minimum 10 percentile for the degree of
compaction of the soil-binder mixture immediately after compaction has been completed.
3) These requirements apply to soils of groups OU and OT only if their
na air voids ratio
Higher requirements on compaction may be dened
in the specication of works for earth structures exposed to especially high levels of loading (including
partial sections, such as structural backlls).
The edge design of embankments may require
excess proling when performing soil improvement
operations at subgrade level.
44 l 45
Soil treatment operations require mix designs.
For a reliable assessment of the construction work
to be tendered, the soil or construction material
has to be tested to determine its bearing capacity,
re-usability as embankment ll and suitability for
soil treatment with binders.
Mix designs, internal control testing and compliance testing are performed in accordance with the
pertinent technical regulations in effect at the time.
These tests have to be arranged for by the client
as part of soil investigation and within the parameters of the preconstruction phase.
Mix designs have to be performed within the
parameters of construction.
The contractor is required to commission a testing laboratory experienced in and certied for
soil treatment, for example, a testing laboratory
approved in accordance with the Directives for
accreditation of test centres for building materials
and building material mixtures in road construction (RAP Stra), with performing the mix design.
The amount of binder determined in the mix
design is specied by the contractor as it is his
responsibility to ensure that the construction work
is completed free of any defects.
The following estimated periods of time are
required for the mix design:
> soil stabilization
> qualied soil
approx. 2 to 5 weeks
This period may be shorter if an assessment
based on 7-day strengths is also possible.
> soil improvement
approx. 1 to 2 weeks
This period may be longer if additional testing is
required. These tests may include:
> frost-resistance testing (freeze-thaw test / frost
heaving test); and
> proof of compatibility with water-management
The mix designs provide information on the type
and amount of binder and water to be added, the
amount of any additives to be used and the tness
for use of the soils and soil-binder mixtures.
The values given in the following table can be used
to determine the amount of binder to be added in
46 l 47
Table: Soil-specic empirical values for binder quantities in soil stabilization, soil improvement
and qualied soil improvement (Code of practice as amended in 2004)
Binder content in % by mass
Soil improvement**
DIN EN 459-1
DIN-1164-10
Hydraulic soil
and road binder
DIN 18506
(GE, GW, GI, SE,
SW, SI)
(GU, GT, SU, ST,
GU*, GT*, SU*, ST*)
4-6+*
(UL, TL, UM, UA,
TM, TA)
2 (3)-4
2 (3)-5
2 (3)-6
* Only in case of sufciently large fractions of reactive substances in the soil
** Values in parentheses relate to qualied soil improvement
Testing specications for mix designs
Use of hydraulic binders
> For soil stabilization, the mix design is performed in accordance with the Technical
testing regulations for soil and rock in road
construction (TP BF-StB), Part B 11.1.
> For soil improvement and qualied soil
improvement, the mix design is performed in
accordance with the Technical testing regulations for soil and rock in road construction
(TP BF-StB), Part B 11.3. (Code of practice as
amended in 2004)
The reaction times between mixing and compaction are determined in the Technical testing
regulations for soil and rock in road construction
(TP BF-StB) as a function of the binder used.
for hydraulic binders:
for mixed binders:
for building limes:
* 6 hours
Use of building limes
> For soil stabilization, soil improvement or
qualied soil improvement, the mix design is
performed in accordance with the Technical
construction (TP BF-StB), Part B 11.3.
Use of mixed binders
construction (TP BF-StB), Part B 11.1 or Part
B 11.3 depending on the composition of the
various constituents.
accordance with the Technical testing regulations for soil and rock in road construction (TP
BF-StB), Part B 11.3.
48 l 49
The tests are performed for quality assurance purposes, taking into account the testing procedures and testing
methods according to the Additional technical conditions of contract and directives for earthworks in road construction (ZTV E-StB) and the pertinent Technical testing regulations for soil and rock in road construction (TP BF-StB).
Conformity of binder supplied with binder type
and grade agreed
Proctor density and related water content
every 250 m or 3,000 m
Soils intended for stabilization
3 times every 20 m
on the subgrade
Deformation modulus Ev2
Deformation modulus Evd
every 1,000 m
every 50 m
every 1,000 m2
according to testing method M1 or M2
* The scope of testing depends on the testing method chosen (method M1, M2 or M3).
Type, scope and frequency of internal control and compliance testing for soil treatment operations:
50 l 51
Internal control tests and compliance tests for the
stabilized layer are performed jointly by the contractor and the client immediately after compaction.
Internal control tests performed in the presence of
an agent appointed by the client may be acknowledged as compliance tests.
As the processing times of hydraulic binders are
extremely short, internal control tests and compliance tests should be performed jointly by the contractor and the client immediately after completion
of a soil treatment operation.
Binder content, degree of compaction and bearing
capacity cannot be tested at a later date.
Performing these tests at a later date allows any
necessary adjustment of the operation or correction of the layer thickness, evenness or correct
vertical and horizontal position to be effected to a
limited extent only.
Determining the unconned compressive strength
on core samples or plate samples taken from the
completed layer does not allow any conclusions
to be drawn on compliance with the requirements
of the Additional technical conditions of contract
and directives for earthworks in road construction
(ZTV E-StB).
Compressive strength testing of the completed
stabilized layer has therefore not been specied.
Due to the relatively low strength, it is only rarely
possible to drill out suitable cores. In addition, the
shearing surfaces forming during compressive
strength testing are affected by hairline cracks
beginning to form and by larger single grains
embedded in the layer.
Compressive strength testing is performed as part
of the mix design only to determine the appropriate binder quantity.
When performing the tests, a distinction is made
between testing methods and testing procedures.
Testing method: refers to the systematic approach used to verify the intended quality in
accordance with the specied requirements on
compaction characteristics.
Testing procedure: denes and determines the
test criteria. The testing procedures include specic work instructions to determine the compaction characteristics.
Method M1: approach in accordance with statistical testing schedule
This method proceeds in accordance with Part E 1
of the Technical testing regulations for soil and rock
in road construction (TP BF-StB).
Method M1 determines the statistical distribution
of the test criterion within an inspection lot on the
basis of random checking. Based on the sampling
results, the decision is then made whether to accept
or to reject the inspection lot (refer to the Code of
practice for the compaction of subsoil and subgrade
in road construction (Merkblatt fr die Verdichtung
des Untergrundes und Unterbaues im Straenbau).
Method M1 can be used for all types of soil.
Further information can be obtained from the Code
of practice on continuous dynamic procedures for
testing compaction in earthworks (Merkblatt ber
chendeckende dynamische Verfahren zur Prfung
der Verdichtung im Erdbau) and Code of practice
for the compaction of subsoil and subgrade in road
construction (Merkblatt fr die Verdichtung des
Untergrundes und des Unterbaues im Straenbau).
Method M2 is recommended in particular:
> for construction projects with high daily output
rates and soils of largely uniform composition;
> for inspection surfaces tested to assess the
uniformity of compaction; and
> where compaction is to be assessed as an integral part of the operation.
Method M1 is recommended in particular:
> for large inspection lots;
> for inspection lots tested to assess the uniformity of compaction; and
> for inspection lots tested using quick testing
procedures the results of which are available
Method M3: approach for monitoring the
This method proceeds in accordance with Part E 3
Method M2: approach when applying
continuous dynamic measuring procedures
This method proceeds in accordance with Part E 2
Method M3 typically uses trial compaction to prove
the suitability of the compaction procedure used.
A work instruction for compaction is then set up
based on the results of the trial compaction. Compaction of the earth structure tendered is carried out
in accordance with the work instruction. Adherence
to the work instruction must be documented.
Method M2 uses a measuring device installed at the
roller to continuously determine a dynamic measuring value resulting from the interaction between roller
and soil and correlated with the soils stiffness and
degree of compaction. This method performs a full
inspection of the compacted layer (= inspection
surface) by means of an indirect testing procedure
(= dynamic measuring value) based on which a decision is then made whether to accept or reject the
inspection surface (= inspection lot).
Code of practice for the compaction of subsoil and
subgrade in road construction (Merkblatt fr die
Verdichtung des Untergrundes und des Unterbaues
im Straenbau).
Method M3 is recommended, for example, for
smaller construction projects and restricted space
52 l 53
Sampling and testing are carried out in accordance with the Technical testing regulations for soil
and rock in road construction (TP BF-StB).
1. Degree of compaction DPr
The degree of compaction DPr indicates the percentage of dry density ld in the Proctor density lPr
(= 100%) of the soil sample to be tested.
D = l x 100 [%]
hat. Pr
The Proctor density has to be determined for each
soil sample from the eld.
For soils and construction materials of uniform
composition, it is also possible to use the Proctor
density determined in the mix design or during trial
2. Dry density ld and voids ratio n
The dry density ld and voids ratio n may be dened as substitute parameters for materials which
do not allow a reliable determination of the Proctor density (e.g. rock of variable strength, stony
ground, recycled construction materials, certain
industrial by-products etc.).
The specication values have to be agreed between the client and contractor based on:
> local experience; or
> investigations performed previously.
Voids ratio n = 1- ls [-]
ld = particle density of the native soil
3. Air voids ratio na
The air voids ratio is calculated from the results of
the density measurement and determination of the
The air voids ratio may be dened as an additional
characteristic for compaction.
Air voids ratio na =
1 - w x ld - ls [-]
4. Indirect testing procedures for the degree of
For coarse-grained soils (GE, GW, GI, SE, SW,
SI) and mixed-grained soils with a nes content
< 15% by mass (GU, GT, SU, ST), the following
substitute procedures may be used to determine
the degree of compaction:
> static plate bearing test according to DIN
18134; and
> dynamic plate bearing test in accordance with
Part B 8.3 of the Technical testing regulations
for soil and rock in road construction (TP BFStB).
Calibration tests must be performed to determine
the correlation between the indirect testing method
chosen and the degree of compaction.
54 l 55
For coarse-grained soils, the following correlation applies according to the Additional technical conditions of contract and directives for earthworks in road construction (ZTV E-StB):
Guideline values for correlating the static deformation modulus Ev2 and the ratio Ev2 / Ev1 with the
degree of compaction DPr in coarse-grained soils:
Ev2 in MN / m2
Ev2 / Ev1
GW, GI
GE, SE, SW, SI
An even higher Ev2 / Ev1 ratio is permissible if Ev1 reaches 60% of the Ev2 value specied.
Guideline values for correlating the dynamic deformation modulus Evd with the degree of
compaction DPr in coarse-grained soils:
Evd in MN / m2
1.7.2.2.3 Testing deformation modulus, correct vertical and horizontal position and
evenness on the subgrade
On the subgrade, the bearing and deformation
behaviour must be veried by means of the deformation modulus Ev2 or the dynamic deformation
modulus Evd.
The following methods and procedures must be
> Testing method M1 (statistical testing schedule)
Testing is conducted by means of:
- the static plate bearing test according to
DIN 18134; and
- the dynamic plate bearing test according to
the Technical testing regulations for soil and
rock in road construction (TP BF-StB), Part
> Testing method M2 (continuous dynamic measuring procedure) to the extent that it is suitable
for use in terms of soil mechanics
The test results have to be calibrated to the
deformation modulus Ev2 or Evd respectively
(see Technical testing regulations for soil and
rock in road construction [TP BF-StB], Part
E 4).
> Testing method M3 (monitoring the working procedure by means of single testing) according to
DIN 18134 or the Technical testing regulations
for soil and rock in road construction
(TP BF-StB), Part B 8.3.
56 l 57
Soils and mineral construction materials for
The suitability of soils for soil treatment (depending on the binder used) must be veried within the
scope of a mix design.
> Coarse-grained soils with a maximum particle
size of 63 mm
GE, GW, GI, SE, SW, SI
> Fine-grained and mixed-grained soils
SU, ST, GU, GT, SU*, ST*, GU*, GT*, UL, UM,
UA, TL, TM
Soils (according to DIN 18196) and construction materials suitable to
a limited extent
> Clays of high plasticity to the extent that they
are of soft to stiff consistency and can be
sufciently crushed
> Mixed-grained soils containing stones larger
than 63 mm to the extent that these can be
removed or crushed if in weathered state
> Soils containing organic matter and organogenic soils
The soils to be treated should be available in a
largely homogeneous quality. (Code of practice as
amended in 2004/Additional technical conditions
of contract and directives for earthworks in road
construction (ZTVE) as amended in 2009)
> Soils of varying composition or nature
> Recycled and manufactured aggregates
> Rocks of variable strength (siltstones and clay
stones) if they can be sufciently crushed and
have a sufciently high water content to allow
compaction (reduction of air voids ratio)
Non-suitable soils include soils which cannot
be substantially improved (suitability for placing,
compactability) or sufciently stabilized (bearing
capacity, frost resistance) by adding high binder
contents and using standard equipment.
> Clays of high plasticity and semi-rm to rm
consistency TA
stones) if they cannot be sufciently crushed
> Organic soils
Natural and articial aggregates and recycled construction materials
Natural aggregates are classied based on grading
in accordance with DIN 18196.
Articial aggregates and recycled construction
materials must comply with both environmentally
relevant and water-management requirements.
These requirements are stipulated, for example,
in the Directives for the environmentally compat-
ible use of industrial by-products and recycled
construction materials in road construction
(RuA-StB), Directives for the environmentally
compatible use of reclaimed materials containing tar-bound matter and for the use of reclaimed
asphalt in road construction (RuVA-StB) and
Technical delivery terms for aggregates in road
construction (TL Gestein-StB).
Sulphate inuence
Heaving may destroy the structure as a result of
chemical reactions of the sulphates and sulphides
(pyrite) with the free calcium contained in the
lime or cement (or both substances when using a
mixed binder).
In the process, volumetric strains ranging from
10% to 30% develop at swelling pressures of
up to 5 MPa caused by ettringite or thaumasite
Caution should generally be exercised with all
sulphate-bearing soils or waters, pyrite, gypsum
and anhydrite in combination with free calcium at a
pH value > 10.5.
A mineralogical analysis of the soil should always
be performed on critical soil types in order to avoid
exposure of the structure to any risk.
Ettringite or thaumasite reaction is, among other
things, additionally inuenced by the following
> temperature (reaction requires temperatures
< 15C);
> dry-wet cycles;
> pore size of soil mixture (compaction);
> sulphate type and solubility; and
> clay content of soil (clay content < 10%
unproblematic).
Criteria for assessing native soils
> No risk: electrical conductivity of soil saturation
extract < 200 S / cm
> Low risk: sulphate content between 3,000 ppm
and 5,000 ppm
> Medium to high risk: sulphate content between
5,000 ppm and 8,000 ppm
> Soil not suitable for soil treatment: sulphate
content > 8,000 ppm
Recycled construction materials intended for
use in soil treatment must always be tested for
sulphates!
58 l 59
The purpose of construction and goal of soil
treatment should be dened prior to selecting the
binder to be used.
This requires an investigation of the native soil
and its properties and of the requirements on the
structure in terms of soil analysis.
In the next step, tests have to be performed in
order to determine the means (soil improvement,
qualied soil improvement) by which and degree
to which the properties and soil characteristics can
The mechanical properties of the treated soil
should be dened and determined to allow selection of the binder and mixing procedure to be
The criteria to be determined include shear
strength, stiffness, swelling or shrinkage properties and durability in order to obtain a sustainable
The type, method and formula to be used for soil
treatment can be determined by means of mineralogical and soil-mechanical investigations.
The following binders may be used for soil treatment without requiring further agreement provided
they comply with the pertinent standards:
construction (ZTV E-StB).
> Cements according to DIN 197-1 and DIN 197-4
> Cements according to DIN 1164-10
> Building limes according to DIN EN 459-1
> Hydraulic soil and road binders according
to DIN 18506
> Mixed binders produced from standard hydraulic binders or their major hydraulic constituents
In addition, these must comply with supplementary requirements in terms of reactivity and grading
according to the Additional technical conditions
Other binders may be used provided that their
suitability has been veried and their use has been
agreed upon between the client and contractor.
A distinction in the mode of action of ne limes is
made between instantaneous and long-term reaction.
The instantaneous reaction commences within minutes after mixing and is complete after some days.
The long-term reaction commences after some
days and may continue for a period of several
Overall, there is only a moderate development of
Instantaneous reaction:
> Quick reduction of water content in the soilbinder mixture resulting from
- aeration during the mixing process
- the chemical bond of water
- vaporization as a result of the heat generated
during quicklime hydration
> Crumbling caused by incipient chemical reactions in the clay minerals and at their contact
> Aggregation of ne-grained soils
> Increase of plastic limit
> This leads to an increase of consistency index
Ic and a reduction of plasticity index Ip.
> Improved compactability
> Improved plastic properties and thus decreasing susceptibility to water
> Proctor curve shifts to the wet side resulting in
a decrease of the dry density and simultaneous
increase of the optimum water content
> This results in an increase of the bearing
Dry density [ t / m3]
Clayey soil (TM)
97 % DPr
treated with 2%
of binder
4% of binder
6% of binder
Water content w [%]
60 l 61
Long-term reaction:
> Pozzolanic hardening (chemical conversion of
the clay minerals)
> Cation exchange
> Carbonation (with CO2)
> Volume stability, long-term increase in strength,
permanent bearing capacity and frost resistance build up over a period of some months to
Soil types ideal for treatment with lime:
clays of medium to high plasticity
Cement action is based on the binding effects of
the hardened cement paste.
The aggregate is coated and cured, and the reaction takes place with the pore water.
Soil types ideal for treatment with cement:
coarse-grained soils with a very low silt content
Strength development is high caused by the formation of the hardened cement paste.
Mixed binder (lime-cement products) action is
based on the synergistic effects of ne lime and
cement, using all of the positive properties offered
by both products.
As a result, mixed binders can be used for nearly
all types of soil if applied at the appropriate mixing
Soil types ideal for treatment with mixed
clays of low to medium plasticity, mixedgrained soils (of low to medium plasticity),
waterlogged coarse-grained soils
Low-dust binders are used on projects requiring
lower dust levels than is normal for such applications. This is the case in particular in the vicinity of
residential areas, infrastructure facilities, light metal
facades, glazed surfaces or similar sensitive areas.
The binder is treated by means of a special,
patented process which results in a signicant
reduction of dust development during spreading
Examples of products: all DOROSOL mixtures,
DOROPORT TB N
Hydrophobic binders are used on projects where
the binders cannot be mixed in right after spreading or if a soil treatment operation is scheduled in
a season where rainfall tends to be higher.
The binders hydrophobic action is neutralized
by the milling operation, which extends the time
frame available for processing.
62 l 63
During geotechnical investigations, the main criteria for selecting the binder to be used are typically
grading or the plasticity and water content of the
a) In soil improvement operations, mixed binders
work most effectively in mixed-grained soils and
in soils of low to medium plasticity.
The natural water content of soils suitable for
this type of treatment is reduced and the bearing capacity improved in a single operation.
Based on the grading curve, the most suitable
binder can be selected in accordance with the
grading chart.
b) The strength of mixed-grained soils and soils
of low plasticity (TL, GU*) is determined by the
hydraulic proportion of the binder while the
overall binder content remains unchanged. The
highest strengths are achieved using a mixed
binder with a high content of cement or a road
binder (cement).
Mixed binders produce the highest strengths
in clays of medium plasticity (TM). With clays
in the transition zone from medium to high
plasticity and with clays of high plasticity (TA),
the highest strengths are achieved when using
mixed binders with a high lime proportion or
lime respectively.
c) Coarse-grained soils are treated using either
mixed binders with a high content of cement or
road binders (cement).
d) Mixed binders with a higher content of lime are
used for soils with a high water content in order
to reduce the water content and obtain a soilbinder mixture of ideal consistency for placing.
The areas of application of the different types of
binders are shown in the grading chart.
Fine aggregate range
Mass fraction of grains < d in % of the total quantity
Non-suitable,
not crushable
Type of soil: TA
Type of soil: TM, TL, UM
Coarse aggregate range
GU*, SU*
Type of soil: GU, SU
Type of soil: GW, GI
Particle diameter d [mm]
64 l 65
The processing time of a binder is the period of
time passing between spreading of the binder
and compaction of the soil (with the exception of
hydrophobic binders).
The following time intervals are permitted for processing the soil-binder mixture:
> Use of cement or road binder: measured from
commencement of spreading or addition of the
binder until completion of compaction
- maximum 2.0 hours at temperatures of up
to 20C
- maximum 1.5 hours at temperatures above
> Use of hydrophobic cement or hydrophobic road binder: measured from mixing of the
binder and soil until completion of compaction
- maximum 2.0 hours at temperatures of up to
> Use of mixed binder: measured from commencement of spreading or addition of the
- maximum 4.0 hours at temperatures of up to
- maximum 3.0 hours at temperatures above
These times are based on the different reaction
behaviours of the binders.
> Cement and road binders react upon contact
with the moist soil and have fairly short processing times.
> Hydrophobic cement and hydrophobic road
binders react only when mixed into the soil.
> Mixed binders react upon contact with the moist
soil and have longer processing times than cement.
The reaction time of a binder is the period of time
passing between mixing-in of the binder and compaction of the soil.
Modication of the reaction time has a strong inuence on Proctor density and strength.
For all binders, extending the reaction time
> an increase of the optimum water content;
> a reduction of the Proctor density; and
> a reduction in strength of the soil-binder mixture.
Signicant reductions in strength occur when extending the reaction time of cement. The reaction
time of one hour specied for soil stabilization in
the Technical testing regulations for soil and rock
in road construction (TP BF-StB), Part B 11.1,
should also be complied with for soil improvement. This approach results in the highest bearing
capacity and lowest sensitivity to water immersion
of the soil-binder mixture.
cal testing regulations for soil and rock in road
construction (TP BF-StB), Part B 11.3, stipulating a reaction time of six hours produce the most
signicant change in the Proctor curve. Factoring
in the development of strength, shorter reaction
times can be chosen also with a view to a way of
working that is more in line with practical requirements.
The following time periods between working in the
binder and compaction should be adhered to:
Longer reaction times are required for white ne
lime. The requirements specied in the Techni-
CL90Q
The reaction times of mixed binders depend on
their hydraulic proportion and have to be set to
between 3 and 5 hours.
Where appropriate, the reaction time of mixed
binders can be adjusted in accordance with their
main binder components.
66 l 67
The water content of the soil to be treated should
be equivalent to the optimum water content for
If the water content of coarse-grained or mixedgrained soils intended for soil treatment is too low,
water should be added with ne-grained soils:
early enough for the moisture to have penetrated
the soil completely and uniformly when the binder
As an option, the water to be added can also be
injected into the milling and mixing chamber during the milling operation.
The water must not contain any substances
and / or impurities that would have a detrimental
effect on the soil treatment process.
If the water content of a mixed-grained or negrained soil intended for soil treatment is signicantly higher than the optimum water content, it
must be reduced by appropriate measures.
Appropriate measures include, for example, the
use of mixed binders. The ne lime contained in
mixed binders reduces the water content, resulting
in optimum conditions for placing and compacting.
The natural water content of the soil has an inuence on the quantity of binder to be added, as has
the Proctor density to be achieved.
Water content (% by weight)
97% DPr
100% DPr
Addition of binder (% by weight)
at 100% DPr
at 97% DPr
= Wnat > Wopt
= Wnat = Wopt
= Wnat < Wopt
Rule of thumb for reduction of the water content:
water reduction by approx.
0.3% per 1% of binder
DOROSOL C 30 (example):
0.5 1.0% per 1% of binder
DOROSOL C 50 (example):
1.0 1.5% per 1% of binder
Fine lime:
2.0 2.5% per 1% of binder
68 l 69
1.11 Effects of weather
An effective drainage system must be in place
during construction to prevent any damage from
being caused by standing or running water.
In case of light precipitation, a dry binder must be
milled in sufciently fast after spreading to avoid
penetration of moisture and, as a result, caking of
the binder. Should any lumps have formed nonetheless, they must be adequately crushed during
Hydrophobic cements or road binders are usually
not prone to lump formation.
If the water content specied as a requirement for
adequate compaction of the soil is exceeded as a
result of precipitation, meaning that the soil-binder
mixture cannot be sufciently compacted, the
operation has to be interrupted until the soil has
dried to a sufcient degree.
Special binders (such as DOROSOL PRO C) can
be used to reduce binder drifts. These binders
signicantly reduce the development of dust.
Spreading of the dry binder must be discontinued,
however, if strong winds cause excessive binder
quantities to be blown away so that an unacceptable pollution of the environment occurs or the
safety of road users is put at risk.
Soil stabilization and qualied soil improvement
operations should preferably not be carried out at
ground and air temperatures below +5C.
If soil treatment operations are scheduled at
temperatures below +5C, the required protective
measures must be included in the specication of
works. Consideration also needs to be given to the
fact that, in the rst three days and for the longest
possible period of time thereafter, the temperature
of the soil-binder mixture should not fall below
+5C. Where appropriate, the next layer can be
placed as a protection for the previously treated
It is not permissible to perform soil treatment
operations on frozen ground.
If frost is to be expected, the drainage system
must be sufciently effective to prevent the stabilized layer from freezing in the water-saturated
At air temperatures above 25C or in case of
exposure to intense sunlight, the water content
has to be adjusted to ensure that the construction
material mixture retains the optimum water content
for compaction.
70 l 71
1.12 Soil treatment Construction
A general distinction is made between two different procedures which can be used to produce a
soil-binder mixture.
The mixer travels on the layer prepared for treatment, working in the previously spread binder
and, where appropriate, the required quantity of
> Mixed-in-plant process
Where the mixed-in-place process cannot be
used for technical reasons (due to, for example, existing manholes, gullies, road widenings,
structures, trenches etc.) or is uneconomical,
soil-binder mixtures produced using the mixedin-plant process can be placed instead.
In soil treatment operations, it is usually not
economically feasible to produce soil-binder
mixtures using the mixed-in-plant process.
> Mixed-in-place process
The mixed-in-place process is the standard
construction method used in soil treatment
Variations in the sequence of the individual
operational steps are possible depending on the
location of the excavation and paving sites.
> Special process
Where the paving site does not allow for a mixer
to be used (in case of road widenings, relling of
utility trenches or structural backlls, or in areas
or locations where binder drifts must be avoided
etc.), the binder can be spread and mixed in at
the excavation site. The soil-binder mixture is
then transported to the paving site, placed and
The S-Pack (Spreader-Pack), which can be
integrated into the WR 240, WR 240i or WR 250 as
an optional feature, is the ideal candidate for the
dustless addition of binding agents in cold recycling or soil stabilization. Lime or cement is spread
right in front of the milling and mixing rotor in a
microprocessor-controlled operation. S-Pack is
synonymous with the reliable and dustless processing of binders especially on motorways, in industrial estates specifying strict emission requirements,
residential areas or nature reserves.
The S-Pack spreader is loaded to capacity in
less than ve minutes. A standard 27-tonne silo
transporter is emptied within two hours. The
spreading process is controlled and monitored
intuitively via the integrated control screen. Paired
with the outstanding all-terrain mobility of the WR
model range, the S-Pack allows binders to be
spread reliably and precisely even in those places
which are not suitable for the use of heavily loaded, self-propelled binder spreaders.
72 l 73
1.12.3.1 Principles of construction for the mixed-in-place process
(all elds of soil treatment)
Remove topsoil and organic matter.
Scarify and crush densely packed or semi-rm ne-grained or
mixed-grained soils as required.
Remove stones with a diameter > 63 mm. Prole and thickness
of the stabilized layer have to be maintained.
Fine lime can be added to neutralize excessively acidic soils.
A sufcient reaction time of several days has to be determined by
means of an extended mix design.
For mixed-grained or ne-grained soils of groups GU*, GT*, SU*,
ST*, U, T, OU and OT, the water content has to be adjusted so
as not to exceed the maximum value (maximum 10 percentile) of
12% by volume for the air voids ratio of the compacted soil-binder
mixture (refer to the Additional technical conditions of contract
and directives for earthworks in road construction [ZTV E-StB]).
Prior to spreading the binding agent, the soil must be levelled off
and compacted in accordance with the Additional technical conditions of contract and directives for earthworks in road construction (ZTV E-StB).
The level of the pre-compacted subgrade has to be adjusted so
that, taking into account the degree of compaction in the stabilized layer, the actual levels and layer thickness neither exceed nor
fall below the design levels and layer thickness.
The material-specic properties must be taken into account when
using articial aggregates and recycled construction materials.
The codes of practice applicable in each case have to be complied with.
Soil improvement measures
have to be performed so as to
ensure that adequate compaction and the correct vertical
and horizontal position of the
completed layer are achieved.
The layer to be improved must
be of uniform thickness, requiring the soil to be levelled off
prior to spreading the binder.
The binder must be spread evenly using appropriate machinery.
Even distribution of the binder is not guaranteed
when using fertilizer spreaders or blowing the
binder from a silo transporter.
The latter is generally ruled out because of the
risk of accidents and pollution of the environment associated with this method. The pertinent
EC safety data sheet has to be complied with
when working with hydraulic binder and building
The quantity of binder applied must be veried
by means of test sheets placed on the ground
(see the Technical testing regulations for soil
and rock in road construction [TP BF-StB], Part
B 11.2). For the mixed-in-place process, the
amount of binder is specied in kg / m; for the
mixed-in-plant process, it is specied in % by
mass relative to the dry density of the soil.
In areas where access is difcult, it is advisable
to place a soil-binder mixture produced off the
paving site.
Adequate protection against binder drifts must
be ensured during construction. The spreaders should be tted with appropriate protective
equipment (such as low guards).
In soil improvement operations, dust development caused by wind can be reduced by scarifying the surface prior to spreading the binder. In
addition, binders are available which cause less
dust during processing.
Spreading of the binder and mixing should generally be carried out in quick succession. Hydrophobic cements enable longer processing times
because of their water-repellent properties; their
reaction time does not commence until they are
mixed with the soil.
74 l 75
For soil stabilization, only high-performance machines (such as
soil stabilizers) may be used which enable proper homogenization
of the soil-binder mixture. Mixing needs to continue until a uniform
colouring, uniform water content and ne, crumbly soil structure
have been achieved over the entire specied layer thickness.
Cultivators, disc harrows and
bulldozers with suitable ancillary equipment have proven to
be effective in stony soils. In
this rst machine pass, the soil
is loosened, and larger stones
(boulders) are removed.
Thorough mixing cannot be
achieved through the exclusive
use of graders, bulldozers with
rippers and excavators.
Mixing result after one milling
Mixing result after two milling
Mixing result after three milling
76 l 77
Grading and compacting
Different degrees of pre-compaction of the
milled soil and the wheel tracks caused by the
weight of the soil stabilizer have to be removed
prior to grading and compacting.
Stabilized soil should be graded in exceptional
cases and in selective areas only prior to compaction as otherwise continuous layer thicknesses cannot be guaranteed.
Information on compaction and the equipment
to be used can be obtained from the Code
of practice for the compaction of subsoil and
subgrade in road construction (Merkblatt fr
die Verdichtung des Untergrundes und des
Unterbaues im Straenbau). The equipment
used must be tailored to the type of soil, layer
thickness and number of passes.
The specied degree of compaction has to be
ensured over the entire layer thickness and
across the entire cross-section including the
peripheral areas. The contractor has to perform
a trial compaction at the start of compaction to
verify that the specied requirements are met by
the working procedures selected.
The following details for the working procedure
have to be stipulated in a work instruction:
- the compaction equipment selected;
- the placing method;
- the number of roller passes required; and
- the maximum bulk height of the individual layers to be placed.
Curing is meant to prevent premature drying of
soil stabilized with hydraulic binders.
Stabilized layers need to be kept moist for a period of at least 3 days, for example, by spraying
a ne mist of water.
As an option, a bitumen emulsion (U 60 K) can
be sprayed on the fully compacted, moist layer
until a thin, continuous lm has formed. The
quantity to be sprayed needs to be determined
in preliminary tests on a case-by-case basis.
If site vehicles are to drive on the stabilized soil,
the emulsion has to be protected by spreading
chippings (e.g. of grade 1 / 3 mm or 2 / 5 mm)
immediately after spraying.
Reference values for the spreading quantity are
approx. 0.7 kg / m for ne-grained soils and approx. 1.1 kg / m for coarse-grained soils.
Curing can be omitted if an additional layer is
placed on top of the still fresh, compacted layer.
Care must be taken, however, that the subsoil or
subgrade is neither disturbed nor squeezed.
Curing is generally not required when carrying
out soil treatment operations using building lime
or soil improvement operations using mixed
78 l 79
1.12.4.1 Binder quantity
Hydraulic binders and mixed binders
The compressive strength is based on a specimen diameter of
In special cases, the 7-day strength can be tested taking into
account the development of strength of the binder. Hydraulic
binders resulting in a slow development of strength in the soil-binder
mixture may require the compressive strength to be veried after a
period exceeding 28 days.
Compressive strength only is tested if the soil is classied into
frost-susceptibility class F1. Both tests are performed if the soil is
classied into frost-susceptibility class F2.
Fine lime and hydrated lime
1.12.4.2 Compaction characteristics
The Additional technical conditions of contract and directives for the construction of base layers with hydraulic
binders and concrete pavements (ZTV Beton-StB) apply.
Fine-grained or mixed-grained soils:
The binder quantity has to be selected to meet the
Frost resistance (heaving
of specimen)
GU, GT, SU, ST2)
GU*, SU*, UL, UM
GT*, ST*, TL, TM, TA
Recycled and manufactured aggregates
strength) (after 28 days)
6.0 N / mm2
according to the Technical testing regulations for soil
and rock in road construction (TP BF-StB), Part B 11.5
Compressive cylinder strength after exposure to frost
> 0.2 N / mm, binder quantity > 4% by mass
Requirement on the layer to be stabilized
(mixed-in-place process only)
Requirements on the minimum 10 percentile for the
degree of compaction DPr or maximum 10 percentile
for the air voids ratio na
DPr > 100%
DPr > 97%
and na < 12%
Requirements on the degree of compaction of the
stabilized layer immediately after completion of
These requirements apply to soils of groups OU and OT only if their
DPr > 98% of the Proctor density of
the soil-binder mixture
Binder content * 3% by mass
Qualied soil improvement of subgrade
The binder quantity has to be selected to meet the following requirements:
Unconned compressive strength after 28 days and testing in accordance with the Technical testing regulations
for soil and rock in road construction (TP BF-StB),
Part B 11.3, * 0.5 N / mm
The loss in strength after soaking in water for 24 hours
must not exceed 50%.
Alternatively: CBR after 28 days and testing in accordance
with the Technical testing regulations for soil and rock in
road construction (TP BF-StB), Part B 7.1, * 40%
The test may also be performed after 7 days and / or at
other testing times.
Qualied soil improvement for other applications
Determination of the binder quantity in accordance with
the structural soil analysis.
Requirements on compaction
degree of compaction DPr or maximum 10 percentile for
the air voids ratio na
Subgrade to a depth of
1.00 m for embankments
0.50 m for cuts
1.00 m below grade to
embankment base
Subgrade to embankment GU*, GT*, SU*, ST*
80 l 81
1.12.4.3 Verication of binder quantity
Based on the results of the mix design, the contractor species the binder quantity:
- in kg / m for the mixed-in-place process
- in % by mass for the mixed-in-plant process
The quantity of binder delivered for the construction lot must not:
- fall below the quantity determined in the mix
design by more than 5%
- exceed the quantity determined in the mix
design by more than 8%
Binder quantities determined individually (in accordance with the Technical testing regulations
[TP BF-StB], Part 11.2) must not:
- fall below the design value determined in the
mix design by more than 10%
- exceed the design value determined in the mix
design by more than 15%
1.12.4.4 Surface
Max. deviation of the surface from the design
level: 2 cm
1.12.4.5 Evenness
) 2.0 cm over a measured length of 4 m if the
stabilized layer is the base immediately underlying the pavement
1.12.4.6 Paving thickness
Max. deviation of the paving thickness from the
design value: 10%
for soil and rock in road construction [TP BF-StB],
Part 11.2) must not:
Requirements determined by position within the
82 l 83
1.13 Structural backlls
Backll area
Drainage area (the drainage area is part of the
backll area)
Cover ll area
The materials used must be resistant to weathering and must not contain any substances capable
of swelling, sensitive to disintegration or aggressive to the pavement.
The addition of binders enables the bearing capacity of the backll to be improved and the
inherent settlement to be reduced.
1.13.2.1 Drainage area
The drainage area has to be produced from
coarse-grained soil (DIN 18196).
1.13.2.2 Backll and cover ll areas
> Coarse-grained soils (SW, SI, SE, GW, GI, GE)
> Mixed-grained soils (SU, ST, GU, GT)
> Mixed-grained soils (SU*, ST*, GU*, GT*) and
ne-grained soils (TL, TM, UM, UL) combined
with qualied soil improvement
> Manufactured aggregates and recycled construction materials
> Coal y ash, coal host rock and recycled construction materials containing asphalt may be
used outside the drainage area only.
In addition, a soil-binder mixture can be placed
> in backll areas where access is difcult; and
> below the horizon underneath of which the
backll cannot be drained due to a lack of runoff capability and nearly impermeable subsoil
in order to ensure proper compaction and / or
prevent any accumulation of water.
If mixed-grained soils are used, the structures
require a 1.0 m thick drainage layer.
The requirement on the minimum 10 percentile for
the degree of compaction of
DPr = 100%
> backll area;
> cover ll area; and
> embankment shoulders at the wings of the
In the backll and cover ll areas, the construction material must be placed and compacted in
uniform layers of approx. 30 cm in thickness.
Construction of the embankment cones at the
wings of the structure must proceed parallel to the
backlling or cover-lling operation.
The backll area must be tied-in with an embankment or cutting slope in a stepped, interlocking
84 l 85
1.14 Relling utility trenches
Previously excavated soil has to be used for relling as required and as appropriate.
Appropriate measures have to be taken to maintain the stockpiled soil in a condition suitable for
Excavated, excessively wet soil can be treated
with binders to turn it into a condition suitable for
1.14.2 Working in the binder
The binder is worked in either next to the trench
using a mixing shovel or on a stockyard using a
Binder drifts must be avoided when working in the
immediate neighbourhood of residential areas.
Low-dust binders have to be used where appropriate.
The soil used to rell utility trenches in the body of
the road has to be compacted so as to meet the
following requirements on the minimum
10 percentile for the degree of compaction DPr or
the maximum 10 percentile for the air voids ratio na
GW, GI, GE, SW, SI,
2) If the soils are not improved by means of soil stabilization or
qualied soil improvement, a requirement on the maximum
A requirement on the minimum 10 percentile for
the degree of compaction of 97% applies for the
embedment of utility trenches in and outside of the
road body.
86 l 87
Today, base layers with hydraulic binders comprise
stabilized layers, hydraulically bound base layers
or concrete base layers.
Base layers form the lower part of the roads pavement. The static and dynamic loads acting on the
pavement are transferred through the base and
into the subsoil or subgrade.
This manual addresses soil stabilization with
hydraulic binders and hydraulically bound base
Other types of base layers are cited for the purpose of completeness only.
The Romans were the rst to successfully use
hydraulic binders in road construction.
Base layers consisting of lean concrete built at
the turn of the century can be found under some
of Munichs city-centre streets even today.
In the 1960s, there was a growing recognition in
Germany to manufacture cement-bound construction material mixtures for base layers in accordance with the principles of soil mechanics.
Technical and economic reasons have led to base
layers with hydraulic binders being used to an
ever-increasing extent.
In addition to the benets of slab action, which
reduces the loads exerted on the subsoil or
subgrade, and their insusceptibility to temperature
uctuations, base layers with hydraulic binders
offer the following additional advantages:
> low susceptibility to long-term load action; no
creeping;
> no permanent deformation under load at high
> suitable recycled construction materials and
industrial by-products can be used; and
> high durability (service life) of the base layer.
Hydraulic binders were used in the construction
of motorways and airport runways even prior to
88 l 89
According to the Directives for the standardization of the superstructures of trafcked surfaces
(RStO), a distinction is made between:
Paving mixes are construction material mixtures
with binder and water.
> base layers without binders;
> base layers with hydraulic binders; and
> base layers with special properties.
The leaching behaviour of harmful substances
must be determined when using construction material mixtures containing recycled material.
Construction material mixtures are mixtures
consisting of aggregates with a dened grading
without binder and water.
90 l 91
Depending on the technology, source material and
mixing process used, base layers with hydraulic
binders are distinguished into:
> Stabilized layers with hydraulic binders
Soil stabilization comprises a range of construction processes aiming at increasing the resistance of granular base layers to stresses caused
by trafc loading and climate.
The construction material mixture is compacted
after completion of the stabilizing operation.
In the process, hydraulic binders and water are
added to the soils and / or construction material
mixtures using the mixed-in-place or mixed-inplant process.
- Mixed-in-place process
The mixer travels on the layer prepared for
soil stabilization, scarifying it and mixing in
the specied hydraulic binder and required
- Mixed-in-plant process
The soil or aggregate mixture is mixed with
the specied binder and required quantity
of water (mixing water) in stationary mixing
plants, transported to the construction site
and placed.
> Hydraulically bound base layers
(produced using the mixed-in-plant process
Hydraulically bound base layers consist of uncrushed and / or crushed construction material
mixtures and hydraulic binders.
Grading of the construction material mixture
must be within specied grading ranges. The
paving mix must be produced in mixing plants.
> Concrete base layers
Concrete base layers are base layers of concrete in accordance with DIN EN 206-1 and
DIN 1045-2.
Base layers with hydraulic binders in
accordance with ZTV Beton-StB 1) and soil
stabilization in accordance with ZTV E-StB 2)
Position of the base layer with hydraulic binders according
to ZTV Beton-StB 1)
subsoil or subgrade
(F2 / F3 soils)
Position of the stabilized layer
in the subsoil or subgrade
according to ZTV E-StB 2)
Frost-proof material
[frost blanket]
(paved or native)
Deformation modulus Degree of compaction
on subgrade
of stabilized layer
Ev2 * 45 MN / mm
DPr * 98 %
92 l 93
Stabilized layers and hydraulically bound base layers are produced in line with the principles of soil
mechanics, meaning that:
> the degree of compaction is determined from
the Proctor density and eld density.
> the Proctor density and corresponding optimum water content are determined from the
soil-binder mixture or construction materialbinder mixture by means of the Proctor test;
> the required binder content is determined from
the Proctor specimen by means of compressive
testing and frost testing; and
Concrete used for concrete base layers is produced in accordance with DIN EN 206-1 and
Compressive strength and frost resistance are
tested on cubes.
Tests Denitions
Initial tests are tests that have to be performed by
the contractor. They have to be performed prior to
rst use in accordance with the Technical delivery
terms for construction materials and construction
material mixtures for base layers with hydraulic
binders and concrete pavements (TL Beton-StB)
and Technical testing regulations for base layers
with hydraulic binders and concrete pavements
(TP Beton-StB).
rial mixtures and paving mixes for the intended
paving conditions and intended use in accordance
with the requirements stipulated in the building
Verication has to be provided by submitting test
certicates issued by a testing laboratory certied
for the respective construction materials and construction material mixtures.
Initial tests are performed to verify the suitability of
the construction materials, construction mate-
Factory production control is required for
> soils;
> construction material mixtures; and
> paving mixes
If the soils or the construction material mixtures
and paving mixes are supplied or manufactured by
the paving companies, factory production control
is an integral part of internal control.
delivered by third-party suppliers.
The supplier is obliged to present the results of
factory production controls.
94 l 95
Initial testing and factory production control on stabilized layers and hydraulically bound base
Binder type and grade
stabilized layer and hydraulically bound base
comparison of delivery
notes for each delivery
Soil or construction material mixture
stabilized layer and
in each instance
for every 2,500 tonnes or
part thereof of quantity delivered, at least once per day
as required, at least once
Proctor density and
optimum water content
Condition of aggregates
Paving mix
at least twice per day
tested on specimen
on soils or construction material mixtures
with a fines content
) 0.063 mm between
5% and 15% by mass
Internal control tests are tests that have to be
performed by the contractor.
These tests are performed to check whether the
> the construction materials;
> the paving mixes; and
> the nished work
comply with the contractual requirements.
Compliance tests are tests that have to be performed by the client.
> the construction material mixtures and paving
mixes; and
Acceptance is based on the results of these tests.
An arbitration investigation is the repetition of a
compliance test in the proper execution of which
the client or contractor have reasonable doubts.
At the request of one of the contractual parties,
it has to be performed by a testing laboratory
approved by the contractor and client which has
not performed the compliance test. The result of
the arbitration investigation replaces the original
test result. The costs are borne by the party to
whose disadvantage the result turns out to be.
96 l 97
The following soils and aggregates can be used for
> coarse-grained soils according to DIN 18196
> mixed-grained soils of groups GU, SU, GT
and ST if they comply with the requirements of
frost-susceptibility class F1
> aggregates complying with the requirements
of Annex G of the Technical delivery terms for
aggregates in road construction (TL GesteinStB).
The quality of soils intended for soil stabilization
is controlled in accordance with the Technical
delivery terms for construction material mixtures
and soils for the production of unbound granular
layers in road construction, Part: Quality control
(TL G SoB-StB).
The use of reclaimed asphalt and reclaimed tarbound road construction materials is governed
in Annex G of the Technical delivery terms for
construction materials and construction material
mixtures for base layers with hydraulic binders and
concrete pavements (TL Beton-StB).
In addition, compliance with the Directives for
the environmentally compatible use of reclaimed
materials containing tar-bound matter and for the
use of reclaimed asphalt in road construction
(RuVA-StB) is of particular importance.
If the nes content < 0.063 mm ranges between 5% by mass and
15% by mass, adequate frost resistance of the hardened paving mix
must be veried by means of frost testing as part of the mix design
(initial testing).
Aggregates and construction material mixtures for hydraulically
bound base layers
hydraulically bound base layers:
> natural, crushed and uncrushed aggregates;
aggregates and construction material mixtures
for base layers with hydraulic binders must
comply with the requirements of the Technical delivery terms for aggregates in road
construction (TL Gestein-StB). Their quality is
controlled in accordance with the Technical
delivery terms for construction material mixtures and soils for the production of unbound
granular layers in road construction, Part: Quality control (TL G SoB-StB).
> articial aggregates (coal y ash, blast-furnace
slag, granulated blast-furnace slag, steel slag,
copper slag, foundry / cupola furnace slag,
wet-bottom boiler slag and volcanic slag) and
coal y ash as an additive or addition to the
construction material mixture. The areas of application specied in the table on page 98 have
to be complied with when using manufactured
or recycled aggregates and volcanic slags.
> recycled aggregates in accordance with the
Code of practice for the reuse of concrete
from pavements (Merkblatt zur Wiederverwendung von Beton aus Fahrbahndecken)
without requiring additional verication provided they are reclaimed from and placed on
98 l 99
Requirements on aggregates in base layers with hydraulic binders in accordance with the
Technical delivery terms for aggregates in road construction (TL Gestein-StB):
Fines content in aggregate
fractions 0 / 2 and 0 / 5
fractions 2 / 4 and 32 / 63
determination of petrographic attributes according to DIN EN 932-3
has to be specified; permissible fines
contents in the construction material
mixture must not be exceeded
Particle shape of
coarse-grained aggregates
SI50 (FI50)
GF80 for 0 / 5
Aggregate fractions /
aggregate product size
GC80 / 20 for 5 / 11, 11 / 22, 22 / 32, 32 / 45 and 45 / 56
GC85 / 20 for 2 / 4, 4 / 8, 8 / 16, 16 / 32 and 32 / 64
GC90 / 15 for 5 / 8, 8 / 11, 11 / 16 and 16 / 22
Combined aggregate fractions
if D / d < 4: GTC20 / 15; if D / d * 4: GTC20 / 17.5;
for aggregates according to DIN EN 13242: GTNR
Grading tolerances
tolerances according to Table 4,
lines 1 + 2 of the Technical delivery
terms for aggregates in road
construction (TL Gestein-StB)
GTANR
Wcm 0.5
Sunburn of basalt
mLPC NR
Decay of dicalcium silicate in blast-furnace slag or foundry / cupola-furnace slag
Decay of iron in blast-furnace slag or
foundry / cupola-furnace slag
Volume stability of steel slag
compliance with the alkali guideline
issued by the German Committee for
Reinforced Concrete (DAfStB)
steel slag not suitable for use
specify alkali-sensitivity classes
Substances disturbing the setting and
have to be verified
Environmentally relevant attributes
The requirements on environmentally relevant attributes have to be
complied with when using manufactured aggregates and recycled
Areas of application for manufactured or recycled aggregates:
Blast-furnace slag,
granulated blastfurnace slag, copper
slag, foundry / cupola-furnace slag,
slag, volcanic slag
SV, I to VI
IV to VI
as an addition to
extent 2)
Recycled aggregates in accordance with the Code of practice for
the reuse of concrete from pavements (Merkblatt zur Wiederverwendung von Beton aus Fahrbahndecken) can be used for base
layers with hydraulic binders without requiring additional verication
provided they are reclaimed from and placed on the same site.
materials 1)
In accordance with the Code of practice on the use of domestic
waste incineration ash in road construction (Merkblatt ber die Verwertung von Hausmllverbrennungsasche im Straenbau - M HMV-A).
100 l 101
Aggregates as described in section 2.6.2,
Aggregates and construction material mixtures for
hydraulically bound base layers, the only restriction being that suitable coal y ash cannot be used
as an addition to the aggregates but as an additive
only. The grading curves to be complied with are
based on the requirements of DIN EN 206-1 and
Cements in accordance with DIN EN 197 or
DIN 1164-10 as shown in the table below or
hydraulic soil and road binders in accordance
with DIN 18506 (strength classes 12.5 and 32.5)
are used as binders.
Main types of cement
Designation of cement types
Portland pozzolanic cement
Portland burnt shale cement
S-D, S-T, S-LL
S-P, S-V
D-T, D-LL, D-P
CEM II-M
P-V, P-T, P-LL
V-T, V-LL
S-D, S-T, S-P
D-T, D-P
S-P 2)
Applies only to trass according to DIN 51043 as the main constituent of up to max. 40% by mass
Applies only to trass according to DIN 51043 as the main constituent
102 l 103
Any naturally occurring water complying with the
requirements of DIN EN 1008 is suitable for use as
mixing water. For base layers with hydraulic
binders, residual water may be used in accordance
with the provisions specied in DIN EN 206-1, DIN
EN 1008 and DIN 1045-2.
Concrete admixtures must comply with the requirements of DIN EN 934-2 or must be approved
for use by the supervising authority. DIN V 20000100 has to be complied with when using concrete
admixtures in accordance with DIN EN 934-2.
Concrete additives must comply with the requirements of DIN EN 450 and DIN EN 12620 for llers
or must be approved for use by the supervising
authority. The provisions specied in DIN EN 206-1
and DIN 10545-2 have to be complied with.
Soils can be improved in terms of grading by adding coal y ash in accordance with the requirements of DIN EN 450-1.
Requirements on base layers with
The type and thickness of base layers with hydraulic binders which either underlie a concrete
or asphalt surfacing or are part of a fully bound
pavement depend on the construction class and
type of base layer to be built.
(RStO 12), when building a base layer with hydraulic binders, the asphalt base in load classes BK100
to BK10 is 8-6 cm thinner than an asphalt base
constructed on top of a frost blanket.
The minimum paving thicknesses of base layers with hydraulic binders are governed in the
directives for the construction of base layers with
hydraulic binders and concrete pavements (ZTV
Beton-StB).
With stabilized layers, the minimum paving thicknesses depend on the mixing process used and
the maximum particle size of the paving mix.
Depending on the maximum particle size, stabilized layers must have the following minimum
paving thicknesses:
Stabilized layers must have the following minimum
> > 12 cm
> > 15 cm
when using the mixed-in-plant
when using the mixed-in-place
> > 20 cm
with paving mixes of
particle size 0 / 32 mm
particle size 0 / 45 mm
particle size > 0 / 45 mm.
Each layer of a hydraulically bound base must
have the following minimum layer thickness after
with paving mixes of particle size
0 / 32 mm
0 / 45 mm
104 l 105
Each layer of a concrete base must have a minimum thickness of 12 cm, or 15 cm when compacted by means of internal vibrators.
If built without edging, base layers have to be
wider (by at least 50 cm) than the surfacing and
must be sloped at the edges.
Widening of the base layer improves the structural
behaviour of the pavement in the peripheral area,
creating a stable base for formwork or for the
contact surface of a slipform paver. If the contact
surface of the slipform paver is wider than 40 cm,
the excess width of the base layer must be at least
as wide as the contact surface plus 10 cm.
Base layers with hydraulic binders require the
lateral excess width at the raised edge of the carriageway to be built with a reverse outside gradient
in order to prevent the ingress of water into the
road structure from the side.
Edge design of concrete surfacing on top of base layer with hydraulic binders:
q * 2.5 %
q*4%
Edge design of asphalt surfacing on top of base layer with hydraulic binders (hydraulically bound base):
Asphalt binder course (where appropriate)
(hydraulically bound base)
Edge design of asphalt pavement on top of stabilized layer:
(stabilized layer)
106 l 107
The reverse gradient must be designed so as to
extend under the road pavement by up to 1.0 m
measured from the edge of the pavement. Otherwise, special measures must be taken. In addition,
It is not permissible to build a base layer on frozen
subsoil or subgrade or to place frozen construction
material mixtures and paving mixes.
Paving mixes for base layers with hydraulic binders
may only be processed at temperatures of > 5C. If
frost is to be expected within the rst 7 days after
production of the base layer, the base layer must be
protected to ensure that no damage is caused.
Paving mixes for concrete base layers may only be
paved if the fresh concrete temperature is higher
than 5C and lower than 30C. If the air temperatures
to be expected during the concreting operation are
lower than 5C or higher than 30C, special measures have to be taken in accordance with the Additional technical conditions of contract and directives
for the construction of base layers with hydraulic
binders and concrete pavements (ZTV Beton-StB).
The surface of base layers with hydraulic binders
must not deviate from the design level by more
than 1.5 cm.
effective draining facilities must be in place which
have to be adjusted and protected and the function of which has to be maintained in accordance
with the progress of construction.
underlying a concrete road pavement must not
deviate from the design level by more than
+ 0.5 cm or -1.5 cm.
The surface irregularities of stabilized layers and
hydraulically bound base layers must not exceed
1.5 cm over a measured length of 4 m.
The surface irregularities of concrete base layers
must not exceed 1.0 cm over a measured length
of 4 m.
The paving mass (in kg / m2) for
> a stabilized layer;
> a hydraulically bound base layer; and
> a concrete base layer
may be lower than the specied paving mass by
max. 10%.
Determination of the paving mass for each layer is
typically based on the paving mass for the entire
construction lot or, as a minimum, the output of
The paving thickness (in cm) must not be lower
than the specied thickness by more than
> 3.0 cm for a stabilized layer or hydraulic base
> 2.5 cm for a concrete base layer.
Paving thickness is considered to be the arithmetic
mean of all single values for the respective layer
over the entire construction lot.
All base layers with binders must be separated
from permanent xtures by means of an expansion
asphalt surfacing must be grooved or divided into
sections by means of contraction joints.
The grooves or contraction joints are typically
spaced at maximum intervals of 5 m.
A bre mat has to be laid between a base layer
with hydraulic binders and the concrete surfac-
ing (standard construction method) in order to
prevent reection cracking in the surfacing as well
as erosion of the base layer. Alternatively, it is also
possible to place an asphalt base.
In special cases where no bre mat is laid and the
concrete surfacing is placed right on top of the
base layer, the joints and grooves to be cut into
the base are determined by the longitudinal compression joints and transverse contraction joints of
the concrete surfacing.
108 l 109
The grooves must have a minimum depth of 35%
of the specied paving thickness according to the
Beton-StB). In base layers underlying a concrete
surfacing, the grooves must be cut in accordance
with the joint pattern of the concrete surfacing.
Work sections and daily sections have to be
vertical in design over the entire paving thickness.
Working joints have to be designed as compression joints. Expansion joints have to be created
adjacent to structures or around xtures.
Longitudinal and transverse joints prior to being overlaid with an asphalt surfacing
Special regulations may be required for aircraft
movement areas due to the increased thickness of
The stabilized layer must be cured for a minimum
period of 3 days unless the base is overlaid with
an additional layer immediately after placing.
> wet curing;
> spraying a bitumen emulsion; or
> applying a water-retaining cover.
Wet curing requires the stabilized layer to be kept
slightly moist by spraying water for a period of
3 days after placing and compaction.
When using a C60B1-S bitumen emulsion, the
solvent-free emulsion has to be sprayed evenly on
the compacted base layer as soon as the layer has
gone beyond the slightly moist state.
The emulsion is sprayed at a quantity of approx.
0.5 kg / m. A thin, continuous lm should be created. Before the bitumen emulsion breaks, the
layer must have been gritted with chippings of
grain size 2 / 5 mm which have to be pressed down
gently by means of rollers.
If the base layer is to be trafcked at an early
stage, there is the risk of winding or unwinding of
the continuous lm.
When applying a water-retaining cover, the compacted, slightly damp, hydraulically bound base
layer has to be covered with a burlap or polyethylene lm.
Concrete curing compounds are not suitable for
curing hydraulic base layers.
Curing can be omitted if an asphalt mix is placed
on top of the still fresh, compacted layer. Care
must be taken, however, that the structure of the
base layer with hydraulic binders is not disturbed
In addition, the hot mix has a positive effect on
the development of strength in the base layer. A
base layer with hydraulic binders overlaid with an
asphalt base having a minimum thickness of 8 cm
can be opened to trafc immediately.
Wet curing of a nished hydraulic base layer
110 l 111
2.7.11.1 Table: Summary of requirements on base layers with hydraulic binders in accordance
with ZTV Beton-StBa)
Higher requirement when underlying a concrete pavement
When underlying an asphalt pavement
No requirements when underlying a concrete pavement
Paving thickness is considered to be the arithmetic mean of all
single values of the paving thickness for the respective layer over the
entire construction lot.
Typically the mean value over the entire construction lot; however,
mean values may also be formed for partial sections which, as a
minimum, must equal the output of one working day.
Tested on Proctor specimens with a height of 125 mm and diameter
of 150 mm; when testing on specimens with a height of 120 mm
and diameter of 100 mm, the compressive strength values determined have to be multiplied by 1.25 to be comparable with the
values indicated in the table.
Mean value from three related specimens the single values of which
do not deviate from the mean value by more than 2.0 N / mm.
Binder quantity is considered to be the arithmetic mean of all single
values of the binder quantity in the stabilized layer over the entire
construction lot; excess quantities not exceeding the design value
by more than 15% only may be taken into account for determination of the mean value.
* 15 cm if compacted by internal vibrators
The nes content < 0.063 mm determined during initial testing and
increased by the binder content must not be exceeded by more
than 2.0% by mass.
Degree of compaction of the layer to be stabilized
Degree of compaction of the stabilized layer
Deviation of surface from the design level
(correct vertical and horizontal position)
Permissible deviation of paving thickness 6) /
paving weight 7)
Compressive strength within the parameters
of initial testing
of compliance testing
Frost resistance at a fines content < 0.063 mm
of between 5% and 15% by mass
Minimum binder quantity
Binder quantity within the parameters
of compliance testing 12)
Minimum thickness of each layer
Requirements on grading
Permissible deviation from grading determined in the
mix design (% by mass)
Single compressive strength test results
* 100% 1)
* 98% 1)
) 1.5 cm 2)
) + 0.5 cm or ) -1.5 cm 3)
) 1.5 cm / 4 m
single values ) 3.0 cm
mean ) 10%
single values ) 2.5 cm
7.0 N / mm2 4) 8) 9)
* 15.0 N / mm2 3) 8) 9)
fck b)
* 3.5 N / mm2 4) 10)
n = 1 * 6.0 N / mm2 3) 8) 10)
n * 8 * 8.0 N / mm2 3) 8) 11)
n * 9 * 10.0 N / mm2 3) 8) 11)
fci d) * fck b) - 4 N / mm2
fcm c) * fck b) + 4 N / mm2
C 12 / 15 to C 20 / 25
change of length ) 1
> 3.0 M.-%
mean -5 to +8% rel.
single values -10 to
+15% rel. 4) 5)
15 cm () 0 / 45)
20 cm (> 0 / 45)
12 cm () 0 / 32)
15 cm (0 / 45)
12 cm (0 / 32)
12 cm 13)
< 0.063 mm ) 15% by mass,
> 2 mm between 55% and 84% by mass,
coarsest fraction * 10% by mass,
oversize ) 10% by mass
DIN 1045 or
for 2 mm, 8 mm and 16 mm
8 < 0.063 mm 14)
112 l 113
The paving mix formula has to be determined by
means of initial testing.
In soil stabilization, each layer must be produced
so as to be of consistent quality and comply with
the specied requirements.
Work sections and daily sections have to be vertical in design over the entire paving thickness. Any
loose material has to be removed prior to placing a
layer immediately adjacent to a previously placed,
already hardened stabilized layer.
Additional layers may be applied on top of the
freshly placed stabilized layer provided that the
stabilized layer is not squeezed excessively and is
not deprived of the water required for hardening.
Stabilized layers can be produced using the
mixed-in-place or mixed-in-plant process.
In a rst step, the layer intended for stabilization
has to be levelled off to the cross-section to be
produced. At the same time, the layer has to be
compacted until the specied degree of compaction and required evenness have been achieved.
In the process, care needs to be taken that the
optimum water content for the stabilized layer is
not exceeded and the degree of compaction is not
lower than specied.
In the mixed-in-place process, the compacted
soil or construction material mixture intended
for stabilization is mixed with the required binder
quantity in-situ using a milling machine. A spreader
with metering unit spreads the binder quantity
determined during initial testing.
In the next work step, the binder is mixed into
the soil using suitable high-performance milling
machines. Any additional water must be added no
earlier than after the rst mixing pass or during the
mixing pass when using a single-pass stabilizer.
The water is added via sprinkler trucks or a spray
bar installed in the milling rotor housing.
Mixing of the soil intended for stabilization and the
specied binder quantity must be organized and
coordinated in such a way that the stabilized layer
is produced rapidly in the time frame available for
processing the paving mix over the entire crosssection (processing time from adding standard cement to completion of compaction is max. 2 hours
at temperatures of up to 20C and max. 1.5 hours
if temperatures are higher).
Stabilized layers produced in single, adjacent cuts
have to be placed fresh-in-fresh. Each nished
cut has to be milled and compacted together with
the new, adjacent cut at a minimum overlap width
of 20 cm.
In the mixed-in-plant process, a compulsory mixer
is used to mix the soil or construction material
mixture with the specied binder quantity and mixing water. It is not permitted to use gravity mixers.
The source material is metered either by weight or
by volume. The mixing plants must have sufcient
capacity to enable rapid placing and compaction.
Mixing of the binder, water and soil or construction material mixture needs to continue until a
homogeneous paving mix of uniform colour has
The nished paving mix has to be protected from
the effects of weather and transported to the construction site where it is typically placed by road
pavers. Prior to placing, the subsoil or subgrade
must be levelled off to the specied level and
generally requires moistening in order to prevent
dehydration of the paving mix to be placed.
114 l 115
The paving mix has to be placed evenly in order to
prevent segregation and ensure that the specied
If the mixed-in-place process is used, the fresh,
compactable paving mix is produced in-situ on the
paving site. The paving mixes produced in-plant
are transported to the paving site in trucks. In case
of adverse weather or longer transport distances,
the mix needs to be covered with tarpaulins. The
paving mix can be placed using road pavers, graders or bulldozers.
Depending on the maximum particle size and type
of paving mix, the minimum paving thickness for
each layer after compaction must be
for paving mixes of particle size
0 / 32 mm;
> 15 cm for paving mixes of particle size
0 / 45 mm; and
> 20 cm for paving mixes of particle sizes
> 0 / 45 mm.
> Concrete base layers must have a minimum
thickness of 12 cm.
layer thickness, surface evenness and degree of
compaction are achieved.
Fresh-in-fresh paving is the method of choice
to achieve a perfect bond between layers. A
compacted, yet still fresh base layer with hydraulic
binders has to be roughened prior to applying the
Removing or, even more importantly, applying
fresh paving mixes to produce a surface of correct
vertical and horizontal position should be avoided.
The following compaction equipment (optional
or in combination) is used for compaction of the
paving mixes:
> pneumatic-tyred rollers, weight between
15 t and 32 t
> single-drum compactors, weight between
12 t and 25 t
> large surface vibrators
Layers intended for stabilization using the mixedin-place process must have a minimum degree of
compaction DPr of 100% of the Proctor density of
the soil or construction material mixture.
The compacted, not yet hardened layer must have
a minimum degree of compaction DPr of 98% of
the Proctor density of the paving mix.
The optimal paving mix formula has to be determined within the parameters of initial testing.
When placing the paving mix, the optimum water
content must not be exceeded and the degree of
compaction must not be lower than specied.
Compared with initial testing, the aggregate fractions in the paving mix larger than 2 mm, 8 mm
and 16 mm may be higher or lower by no more
than 8% by mass relative to the dry construction
material mixture. The nes content < 0.063 mm of
the dry construction material mixture must not be
exceeded by more than 2.0% by mass.
The paving mix for hydraulically bound base layers is produced in-plant in accordance with initial
The paving mix is transported to the paving site in
trucks. In the event of adverse weather or longer
transport distances, it needs to be covered with
12 t and 18 t
The paving mix has to be conveyed and placed in
such a way that no segregation occurs.
The paving mix is typically placed by road pavers.
If new cuts are produced adjacent to the existing
cuts of a hydraulically bound base layer, vertical
joints have to be created, and any loose material
having accumulated along the edges of the hardened base layer has to be removed.
base layer provided that the paving process
does not cause any excessive squeezing in the
hardening base layer and that the base layer is not
deprived of the water required for hardening.
116 l 117
Requirements on the nished layer
A compacted hydraulically bound base layer that
has not yet hardened must have a degree of compaction of no less than 98%.
When underlying an asphalt surfacing, the compressive strength of a hydraulically bound base
layer must not be lower than
When underlying a concrete surfacing, the compressive strength of a hydraulically bound base
> 3.5 N / mm for each single value; and
> 8.0 N / mm in the mean calculated from less
than 9 related single values; or
> 10.0 N / mm in the mean calculated from more
than 8 related single values
> 6.0 N / mm for each single value; and
than 8 related single value
determined after 28 days within the parameters of
compliance testing using specimens with a height
of 125 mm and diameter of 150 mm.
2.10 Type and scope of testing
Soils and construction material mixtures with a
maximum particle size of up to 63 mm are suitable
for use in stabilized layers. The nes content
< 0.063 mm must not exceed 15% by mass.
If the nes content < 0.063 mm ranges between
5% by mass and 15% by mass, adequate frost
resistance of the hardened paving mix must be
veried as part of initial testing. Adequate frost resistance has been achieved if the change of length
of the hardened paving mix during frost resistance
testing does not exceed 1.
The binder quantity has to be selected to ensure
that, during initial testing, the mean compressive
strengths of three related test specimens (diameter
= 150 mm, height = 125 mm) are
> 7.0 N / mm
> * 15.0 N / mm
when underlying an asphalt
when underlying a concrete
The following requirements must be complied with
during initial testing:
> The minimum binder quantity is 3.0% by mass of
the dry soil or construction material mixture.
> For a stabilized layer underlying an asphalt layer,
the mean compressive strength of three related
test specimens must be 7 N / mm. If the compressive strength of 7 N / mm is exceeded at the
minimum binder quantity of 3.0% by mass, the
minimum binder content is applicable.
> For a stabilized layer underlying a concrete surfacing, the mean compressive strength of three
related test specimens must not be lower than
15 N / mm.
> The single compressive strength values for each
binder quantity selected must not be higher or
lower than the related mean value by more than
2.0 N / mm.
> The change of length determined during frost resistance testing must not exceed 1. If a higher
binder quantity is determined as a result of frost
resistance testing, the higher binder quantity is
Criteria for determining the binder quantity during initial testing of paving mixes for
stabilized layers:
Type of soils and / or
Change of length
Fines contents in soils
and / or construction
) 5% by mass
> 5% by mass and ) 15%
under asphalt layers
under concrete surfacings
* 15.0
6l ) 1.0
The requirements on compressive strength relate to a test specimen with a height A of 125 mm and diameter
D of 150 mm.
118 l 119
Flow chart for determining the minimum
binder quantity:
Soils or construction
Fines content < 0.063 mm
7 N / mm
* 15 N / mm2
> 5% by mass and ) 15% by mass
Frost testing
6l ) 1
Binder content from initial testing
* 3% by mass
) 3% by mass
(special case)
Minimum binder
3.0% by mass
Binder content for construction
Construction material mixtures with a maximum
particle size of up to 31.5 mm or 45 mm are suitable
for use in hydraulically bound base layers. The aggregate fraction larger than the maximum particle
size must not exceed 10% by mass, and the nes
content ) 0.063 mm must not exceed 15% by mass.
In addition, the aggregate fraction ) 2 mm must be
between 16% by mass and 45% by mass, and the
aggregate fraction passing the next smaller sieve
than the maximum particle size (22.4 mm or
31.5 mm respectively) must be lower than 90% by
mass. The binder quantity must not be lower than
3.0% by mass relative to the dry construction material mixture.
The binder quantity has to be determined by means
of interpolation. If the nes content ) 0.063 mm
ranges between 5% by mass and 15% by mass,
adequate frost resistance of the hardened paving
mix must be veried as part of initial testing.
strengths of three related test specimens
(diameter = 150 mm, height = 125 mm) are
> The minimum binder quantity is 3.0% by mass
of the dry construction material mixture.
> For a hydraulically bound base layer underlying an asphalt layer, the mean compressive
strength of three related specimens must be 7
N / mm.
If the compressive strength of 7 N / mm is
exceeded at the minimum binder quantity of
3.0% by mass, the minimum binder content is
> For a hydraulically bound base layer underlying
a concrete surfacing, the mean compressive
strength of three related test specimens must
not be lower than 15 N / mm.
> The single compressive strength values for
each binder quantity selected must not be
higher or lower than the related mean value by
more than 2.0 N / mm.
> The change of length determined during frost
resistance testing must not exceed 1. If a
higher binder quantity is determined as a result
of frost resistance testing, the higher binder
quantity is applicable.
120 l 121
Criteria for determining the binder quantity during initial testing for hydraulically bound base layers:
> 5% by mass and
) 15% by mass
surfacings [N / mm2]
The process of paving base layers with hydraulic
binders has to be monitored by means of internal
control and compliance testing.
Type and scope of the tests to be performed can
be inferred from the following table.
1. Stabilized layer
a) Conformity with initial testing
comparison of delivery notes
or visual inspection for each
b) Compressive strength or
at least every 500 m or part
thereof, or every 6,000 m of
When overlaid with an asphalt
layer, the binder content may be
tested instead of compressive
at least every 100 m or part
thereof, or every 1,000 m,
but at least once per day
On the layer prepared for soil stabilization by means of the mixed-in-place method
a) Degree of compaction
every 250 m or part thereof, or
every 3,000 m or part thereof
b) Correct vertical and horizontal
c) Binder quantity
On the stabilized layer
(immediately after compaction regardless of the construction method
used and type of overlying layer)
a) Layer thickness
thereof, or every 1,000 m
position and evenness
at intervals not exceeding 50 m
at least every 250 m or part
thereof, or every 3,000 m
thereof, or every 6,000 m, but at
least once per day
c) Degree of compaction
122 l 123
2. Hydraulically bound base
On the paving mix or on the finished work
comparison of delivery notes or
visual inspection for each delivery
as required, at least every 6,000 m
of base layer or part thereof
c) Proctor density
d) Compressive strength tested on
specimen (diameter D = 150 mm,
height H = 125 mm)
e) Condition of aggregate
f) Water content
every 3,000 m or part thereof,
but at least twice per day
On the finished work
every 250 m or part thereof,
or every 3,000 m or part thereof
at least every 100 m or part thereof,
or every 1,000 m
(of the not yet hardened layer)
at intervals of less than 500 m, but
at least every 6,000 m
a) Paving thickness / Paving weight
3. Concrete base
b) Consistency and apparent density
of the fresh concrete
at least every 3,000 m
c) Water-cement ratio of the fresh
d) Compressive strength and apparent density of the hardened
e) Paving thickness
f) Correct vertical and horizontal
124 l 125
2.11 Using reclaimed asphalt and reclaimed
tar-bound road construction materials in base
layers with hydraulic binders
This section provides additional details on the use of
construction material mixtures containing more than
30% by mass of reclaimed asphalt and on the use of
reclaimed tar-bound road construction materials in
base layers with hydraulic binders.
Reclaimed tar-bound road construction materials
can be used for stabilized layers or hydraulically
bound base layers because processing with hydraulic binders combined with proper paving and compaction in accordance with requirements signicantly
reduces the leachability of harmful substances from
the nished layer. This is based on the Directives for
the environmentally compatible use of reclaimed materials containing tar-bound matter and for the use
of reclaimed asphalt in road construction (Richt-
Mixing reclaimed tar-bound road construction
materials with non-tar-bound materials should be
A maximum quantity of 15% by mass of new aggregates in accordance with the Technical delivery
terms for aggregates in road construction (TL
Gestein-StB) relative to the dry aggregate mixture
and / or additives may be added to the tar-bound
materials in order to achieve an impermeable structure of the highest possible density. Where appropriate, adequate frost resistance has to be veried.
linien fr die umweltvertrgliche Verwertung von
Ausbaustoffen mit pechhaltigen Bestandteilen sowie
die Verwertung von Ausbauasphalt im Straenbau
[RuVA-StB]).
They have to be complied with.
Reclaimed tar-bound road construction materials have to be mixed with binder and water using
the in-plant mixing process in accordance with the
Code of practice for the use of reclaimed tar-bound
road construction materials and reclaimed asphalt in
bituminous base layers by cold processing in mixing
plants (Merkblatt fr die Verwertung von pechhaltigen Straenausbaustoffen und von Asphaltgranulat
in bitumengebundenen Tragschichten durch Kaltaufbereitung in Mischanlagen [M VB-K]).
A minimum quantity of 25% by mass of the aggregate mixture used must pass the 2 mm sieve.
The maximum particle size is limited to 45 mm.
An oversize percentage of 10% by mass is permissible for a particle size of up to 56 mm. Reclaimed
asphalt must comply with the Technical delivery
terms for reclaimed asphalt (Technische Lieferbedingungen fr Asphaltgranulat [TL AG-StB]). It has to be
reclaimed and stocked in accordance with the Code
of practice for the use of reclaimed asphalt (Merkblatt
fr die Wiederverwertung von Asphalt [MWA]).
Suitable additives (ller) are ller aggregates in
accordance with the Technical delivery terms for
aggregates in road construction (TL Gestein-StB)
or coal y ash in accordance with DIN EN 450.
During (intermediate) storage, reclaimed tar-bound
road construction materials must be protected
from water ingress in order to prevent any leakage
of soluble harmful substances. If not stored under
cover, the materials may only be stockpiled on a
In addition to the civil engineering requirements
to be considered during initial testing, the use of
requires the amount of hydraulic binder and / or
the additives content to be selected so as to
ensure that the structure is sufciently dense to
comply with the requirements of the Directives for
(RuVA-StB) in terms of the leachability of harmful
When using reclaimed tar-bound road construction
materials, the percentage < 2 mm of the aggregate
mixture must not be higher or lower by more than
watertight surface with seepage water collection.
They must be protected against the penetration of
moisture by means of a watertight cover. The safe
disposal of any seepage water has to be ensured.
8% by mass than the value specied in the mix
If reclaimed asphalt or reclaimed tar-bound road
construction materials recycled on a trial basis are
used for initial testing, grading has to be varied so
as to cover the full grading range possible during
the actual recycling process.
In addition to these tests, the use of tar-bound
materials requires leaching tests to be performed
in accordance with Part 7.1.2 of the Technical
testing regulations for aggregates in road con-
struction (TP Gestein-StB) in order to verify the
reduction of harmful substances.
The eluates are obtained from compacted Proctor specimens after 28 days using the trough
method and are tested for polycyclic aromatic
hydrocarbons according to EPA. The phenol index
is determined in accordance with the Technical
delivery terms for aggregates in road construction
(TP Gestein-StB).
126 l 127
Eifert, H.; Vollpracht, A.; Hersei, O.:
Straenbau heute Betondecken, 2004
Published by: BetonMarketing Deutschland
GmbH, Erkrath
Verlag Bau+Technik GmbH, Dsseldorf
Kalk Kompendium, Bodenverbesserung,
Bodenverfestigung mit Kalk
Eifert, H.:
Straenbau heute Tragschichten, Planung und
Ausfhrung, 2006
Die Reaktionsfhigkeit von Mischbindemitteln
im Vergleich zu Kalk und Zement
Hans-Werner Schade, Institut fr Materialprfung
Dr. Schellenberg, Leipheim
Lecture at the 3rd specialist conference of the
GBB Gtegemeinschaft Bodenverfestigung Bodenverbesserung in Stuttgart, 2008
Hersei, O.; Drrwang, R.; Hotz, C.:
Zementstabilisierte Bden Anwendung, Planung,
Ausfhrung, 2007
Bodenbehandlung im Straenbau
Oliver Kuhl, Hessisches Landesamt fr Straenund Verkehrswesen, Wiesbaden
Lecture at the 4th specialist conference of the
GBB Gtegemeinschaft Bodenverfestigung Bodenverbesserung in Walsrode, 2009
Gemische fr Tragschichten mit hydraulischen
Zement Merkblatt Straenbau p. 3, 6.2007
Helmut Eifert, Verein Deutscher Zementwerke e.V.,
Dsseldorf www.vdz-online.de
Erwnschte und unerwnschte Reaktionsmechanismen bei der Bodenstabilisierung mit
Karl-Josef Witt, Bauhaus-Universitt, Weimar
Der Bau von Tragschichten mit hydraulischen
Lohmeyer, G.; Ebeling, K.:
Betonbden fr Produktions- und Lagerhallen,
DIN 1)
VOB / C
DIN 18121
DIN 18125
DIN 18196
DIN EN 197-4
DIN EN 1097-6
) Beuth Verlag GmbH, Burggrafenstr. 6, 10787 Berlin, Germany
Phone: +49 (0) 30 - 26 01-22 60; Fax: +49 (0) 30 - 26 01-12 60
E-mail: info@beuth.de; Internet: www.beuth.de
German construction contract procedures - Part B: General conditions of contract relating to the
execution of construction work DIN 1961 (Vergabe- und Vertragsordnung fr Bauleistungen Teil B:
Allgemeine Vertragsbedingungen fr die Ausfhrung von Bauleistungen DIN 1961)
German construction contract procedures - Part C: General technical specications in construction
contracts (Vergabe- und Vertragsordnung fr Bauleistungen Teil C: Allgemeine Technische Vertragsbedingungen fr Bauleistungen [ATV])
Testing concrete (Prfverfahren fr Beton)
Special cement composition, requirements and conformity evaluation (Zement mit besonderen Eigenschaften Zusammensetzung, Anforderungen, bereinstimmungsnachweis)
Geotechnical investigations for civil engineering purposes (Geotechnische Untersuchungen fr bautechnische Zwecke)
Soil, investigation and testing Water content (Baugrund Untersuchung von Bodenproben Wassergehalt)
Soil, investigation and testing Determination of density of soil (Baugrund, Untersuchung von Bodenproben Bestimmung der Dichte des Bodens)
Soil, investigation and testing Proctor test (Baugrund Untersuchung von Bodenproben Proctorversuch)
Soil Testing procedures and testing equipment Plate load test (Baugrund; Versuche und Versuchsgerte Plattendruckversuch)
Earthworks and foundations Soil classication for civil engineering purposes (Erd- und Grundbau
Bodenklassikation fr bautechnische Zwecke)
German construction contract procedures Part C: General technical specications in construction
contracts General rules applying to all types of construction work (VOB Teil C: Allgemeine Technische
Vertragsbedingungen fr Bauleistungen [ATV] Allgemeine Regelungen fr Bauarbeiten jeder Art)
contracts Earthworks (VOB - Teil C: Allgemeine Technische Vertragsbedingungen fr Bauleistungen
[ATV] Erdarbeiten)
contracts Road construction Surfacings with hydraulic binders (VOB Teil C: Allgemeine Technische
Vertragsbedingungen fr Bauleistungen [ATV] Verkehrswegebauarbeiten Oberbauschichten mit hydraulischen Bindemitteln)
Hydraulic soil and road binders Composition, specications and conformity criteria (Hydraulische
Boden- und Tragschichtbinder Zusammensetzung, Anforderungen und Konformittskriterien)
Concrete Part 1: Specication, performance, production and conformity (Beton Teil 1: Festlegung,
Eigenschaften, Herstellung und Konformitt)
Cement Part 1: Composition, specications and conformity criteria for common cements
(Zement Teil 1: Zusammensetzung, Anforderungen und Konformittskriterien von Normalzement)
Cement Part 4: Composition, specications and conformity criteria for low early-strength blast-furnace
cements (Zement Teil 4: Zusammensetzung, Anforderungen und Konformittskriterien von Hochofenzement mit niedriger Anfangsfestigkeit)
Building lime - Part 1: Denitions, specications and conformity criteria (Baukalk Teil 1: Denitionen,
Anforderungen und Konformittskriterien)
Tests for mechanical and physical properties of aggregates Part 6: Determination of particle density and
128 l 129
water absorption (Prfverfahren fr mechanische und physikalische Eigenschaften von Gesteinskrnungen Teil 6: Bestimmung der Rohdichte und der Wasseraufnahme)
DIN EN 1367-1
Tests for thermal and weathering properties of aggregates Part 1: Determination of resistance to
freezing and thawing (Prfverfahren fr thermische Eigenschaften und Verwitterungsbestndigkeit von
Gesteinskrnungen Teil 1: Bestimmung des Widerstandes gegen Frost-Tau-Wechsel)
Testing fresh concrete (Prfung von Frischbeton)
DIN EN 12390
Testing hardened concrete (Prfung von Festbeton)
DIN EN 14227-1
Hydraulically bound mixtures Specications Part 1: Cement bound granular mixtures (Hydraulisch
gebundene Gemische Anforderungen Teil 1: Zementgebundene Gemische)
DIN EN ISO 14688 Geotechnical investigation and testing Identication and classication of soil (Geotechnische Erkundung und Untersuchung Benennung, Beschreibung und Klassizierung von Boden)
DIN EN ISO 14689 Geotechnical investigation and testing Identication and classication of rock (Geotechnische Erkundung und Untersuchung Benennung, Beschreibung und Klassizierung von Fels)
DIN EN ISO 22476 Geotechnical investigation and testing Field testing (Geotechnische Erkundung und Untersuchung
Felduntersuchungen)
FGSV 2)
H GeoMess
MVB-K
M TS E
) FGSV Verlag GmbH, Wesselinger Str. 17, 50999 Kln, Germany
Phone: +49 (0) 22 36 - 38 46 30; Fax: +49 (0) 22 36 - 38 46 40
E-mail: info@fgsv-verlag.de; Internet: www.fgsv-verlag.de
General technical specications in construction contracts (Allgemeine Technische Vertragsbedingungen
fr Bauleistungen [FGSV 024])
Continuous dynamic compaction control (Flchendeckende Dynamische Verdichtungskontrolle [FGSV
547])
Guidelines for the use of geotechnical and geophysical measuring procedures in road construction (Hinweise zur Anwendung geotechnischer und geophysikalischer Messverfahren im Straenbau [FGSV 558])
Code of practice for the structural maintenance of concrete trafc areas (Merkblatt fr die Bauliche Erhaltung von Verkehrschen aus Beton [FGSV 823])
Code of practice on the use of volcanic slag in road construction (Merkblatt ber die Verwendung von
Lavaschlacke im Straen- und Wegebau [FGSV 611])
Code of practice for the production of surface textures on concrete pavements (Merkblatt fr die Herstellung von Oberchentexturen auf Fahrbahndecken aus Beton [FGSV 829])
Code of practice on the reuse of mineral construction materials as recycled construction materials in
road construction (Merkblatt ber die Wiederverwertung von mineralischen Baustoffen als RecyclingBaustoffe im Straenbau [FGSV 616 / 3])
Code of practice for the use of reclaimed tar-bound road construction materials and reclaimed asphalt in
bituminous base layers by cold processing in mixing plants (Merkblatt fr die Verwertung von pechhaltigen Straenausbaustoffen und von Asphaltgranulat in bitumengebundenen Tragschichten durch
Kaltaufbereitung in Mischanlagen [FGSV 535])
Code of practice on construction methods for technical safeguarding measures when using soils and
construction materials containing environmentally relevant substances in earthworks (Merkblatt ber
Bauweisen fr technische Sicherungsmanahmen beim Einsatz von Bden und Baustoffen mit umweltrelevanten Inhaltsstoffen im Erdbau [FGSV 559])
Code of practice on soil improvement and soil stabilization with binders (Merkblatt ber Bodenverbesserungen und Bodenverfestigungen mit Bindemitteln [FGSV 551])
Code of practice on the inuence of the backll on structures (Merkblatt ber den Einuss der Hinterfllung auf Bauwerke [FGSV 526])
Code of practice on the treatment of soils and construction materials with binders to reduce the leachability of environmentally relevant substances (Merkblatt ber die Behandlung von Bden und Baustoffen
mit Bindemitteln zur Reduzierung der Eluierbarkeit umweltrelevanter Inhaltsstoffe [FGSV 560])
Code of practice on the non-aggressive execution of blasting and removal work on rock slopes (Merkblatt ber die gebirgsschonende Ausfhrung von Spreng- und Abtragsarbeiten an Felsbschungen
[FGSV 537])
Code of practice on the use of expanded clay as a lightweight construction material in the subgrade
and subsoil of roads (Merkblatt ber die Verwendung von Blhton als Leichtbaustoff im Unterbau und
Untergrund von Straen [FGSV 556])
Code of practice on rock group description for civil engineering purposes in road construction (Merkblatt
ber Felsgruppenbeschreibung fr bautechnische Zwecke im Straenbau [FGSV 532])
Code of practice on continuous dynamic procedures for testing compaction in earthworks (Merkblatt
ber chendeckende dynamische Verfahren zur Prfung der Verdichtung im Erdbau [FGSV 547])
Code of practice for road construction on subsoil of poor bearing capacity (Merkblatt ber Straenbau
auf wenig tragfhigem Untergrund [FGSV 542])
Code of practice for the production of surface textures on concrete pavements (Merkblatt fr die Herstellung von Oberchentexturen auf Fahrbahndecken aus Beton [M OB])
130 l 131
RiStWag
RuA-StB
RuVA-StB
TL BE-StB
TL Beton-StB
TL G SoB-StB
TL BuB E-StB
TL Gestein-StB
TL SoB-StB
TP Beton-StB
TP BF-StB
TP D-StB
TP Gestein-StB
Code of practice for the reuse of concrete from pavements (Merkblatt zur Wiederverwendung von Beton
aus Fahrbahndecken)
Code of practice for the construction of base layers and combined base and surface layers using rollercompacted concrete for trafc areas (Merkblatt fr den Bau von Tragschichten und Tragdeckschichten
mit Walzbeton fr Verkehrschen)
Directives for accreditation of test centres for building materials and building material mixtures in road
construction (Richtlinien fr die Anerkennung von Prfstellen fr Baustoffe und Baustoffgemische im
Straenbau [FGSV 916])
Directives for civil engineering measures on roads in water protection areas (Richtlinien fr bautechnische
Manahmen an Straen in Wasserschutzgebieten [FGSV 514])
Directives for rural road construction (Richtlinien fr den lndlichen Wegebau [FGSV 675 / 1])
Directives for the standardization of the superstructures of trafcked surfaces (Richtlinien fr die Standardisierung des Oberbaues von Verkehrschen [FGSV 499])
Directives for the environmentally compatible use of industrial by-products and recycled construction
materials in road construction (Richtlinien fr die umweltvertrgliche Anwendung von industriellen Nebenprodukten und Recycling-Baustoffen im Straenbau [FGSV 642])
Directives for the environmentally compatible use of reclaimed materials containing tar-bound matter and
for the use of reclaimed asphalt in road construction (Richtlinien fr die umweltvertrgliche Verwertung
von Ausbaustoffen mit teer- / pechtypischen Bestandteilen sowie fr die Verwertung von Ausbauasphalt
im Straenbau [FGSV 795])
Technical delivery terms for bitumen emulsions (Technische Lieferbedingungen fr Bitumenemulsionen
[FGSV 793])
Technical delivery terms for construction materials and construction material mixtures for base layers with
hydraulic binders and concrete pavements (Technische Lieferbedingungen fr Baustoffe und Baustoffgemische fr Tragschichten mit hydraulischen Bindemitteln und Fahrbahndecken aus Beton [FGSV 891])
Technical delivery terms for construction material mixtures and soils for the production of unbound granular layers in road construction, Part: Quality control (Technische Lieferbedingungen fr Baustoffgemische und Bden zur Herstellung von Schichten ohne Bindemittel im Straenbau, Teil: Gteberwachung
[FGSV 696])
Technical delivery terms for soils and construction materials in earthworks for road construction (Technische Lieferbedingungen fr Bden und Baustoffe im Erdbau des Straenbaues [FGSV 597])
Technical delivery terms for aggregates in road construction (Technische Lieferbedingungen fr Gesteinskrnungen im Straenbau [FGSV 613])
Technical delivery terms for construction material mixtures and soils for the production of unbound
granular layers in road construction, Part: Quality control (Technische Lieferbedingungen fr Baustoffgemische und Bden fr Schichten ohne Bindemittel im Straenbau; Teil: Gteberwachung [FGSV 697])
Technical testing regulations for base layers with hydraulic binders and concrete pavements (Technische
Prfvorschriften fr Tragschichten mit hydraulischen Bindemitteln und Fahrbahndecken aus Beton [FGSV
892])
Technical testing regulations for soil and rock in road construction (Technische Prfvorschriften fr Boden
und Fels im Straenbau [FGSV 591])
Technical testing regulations to determine the thicknesses of superstructure layers in road construction
(Technische Prfvorschriften zur Bestimmung der Dicken von Oberbauschichten im Straenbau [FGSV 974])
Technical testing regulations for aggregates in road construction (Technische Prfvorschriften fr Gesteinskrnungen im Straenbau [FGSV 610])
Additional technical conditions of contract and directives for excavations in trafc areas (Zustzliche
Technische Vertragsbedingungen und Richtlinien fr Aufgrabungen in Verkehrschen [FGSV 976])
Additional technical conditions of contract and directives for the construction of base layers with hydrau-
ZTV Ew-StB
ZTVLW
lic binders and concrete pavements (Zustzliche Technische Vertragsbedingungen und Richtlinien fr den
Bau von Tragschichten mit hydraulischen Bindemitteln und Fahrbahndecken aus Beton [FGSV 899])
Additional technical conditions of contract and directives for earthworks in road construction (Zustzliche
Technische Vertragsbedingungen und Richtlinien fr Erdarbeiten im Straenbau [FGSV 599])
Additional technical conditions of contract and directives for the construction of drainage systems in road
construction (Zustzliche Technische Vertragsbedingungen und Richtlinien fr den Bau von Entwsserungseinrichtungen im Straenbau [FGSV 598])
Additional technical conditions of contract and directives for the paving of rural roads (Zustzliche Technische Vorschriften und Richtlinien fr die Befestigung lndlicher Wege [FGSV 675])
Additional technical conditions of contract and directives for the construction of unbound granular layers
in road construction (Zustzliche Technische Vertragsbedingungen und Richtlinien fr den Bau von
Schichten ohne Bindemittel im Straenbau [FGSV 698])
132 l 133
134 l 135
Reinhard-Wirtgen-Str. 2 53578 Windhagen Germany
Phone: +49 (0) 26 45 / 131-0 Fax: +49 (0) 26 45 / 131-392
Internet: www.wirtgen.com E-Mail: info@wirtgen.com
Illustrations and texts are non-binding and may include customized ttings.
Technical details are subject to change without notice.
Performance data depend on operating conditions.
No. 2478086 EN-01/16 by Wirtgen GmbH 2016. Printed in Germany.
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