Soil Treatment
Base Layers with Hydraulic Binders
Soil Treatment
Base Layers with Hydraulic Binders
Wirtgen GmbH
Reinhard-Wirtgen-Strasse 2 · 53578 Windhagen · Germany Phone: +49 (0) 26 45 / 131-0 Fax: +49 (0) 26 45 / 131-242
.
Introduction
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 (Süddeutschland) 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, specifications, 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 application-based work.
This manual has been translated from German into English.
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.
Contents
1
Soil Treatment
11
1.1
Definition of terms
12
1.1.1
Definitio ns according to the “Directives for the standardization of the superstructures Definitions of trafficked surfaces” (RStO 01)
12
1.1.2
Terms and body of rules and regulations for soil treatment
14
1.1.3
Correlating rules and regulations with the different layers
16
1.2
Definition of terms in soil treatme treatment nt
18
1.2.1
Soil stabilizatio stabilization n
18
1.2.2
Soil improvemen improvementt
18
1.2.3
Qualified soil improvemen improvementt
18
1.2.4
Base layers with hydraulic binders
18
1.3
Geotechnical Geotechnic al investigation investigationss
19
1.3.1
General
19
1.3.2
Description of soil types accordin according g to DIN EN ISO 14688-1 (old: 4022, Part 1)
19
1.3.3
Soil classificatio classification n according to DIN 18196
20
1.3.3.1 1.3.3.2 1.3.3.3 1.3.3.4 1.3.3.5 1.3.3.6 1.3.3.7 1.3.3.8 1.3.3.8.1 1.3.3.8.2 1.3.3.9 1.4
Soil groups Principles of soil classificatio classification n Coarse-grained Coarse-g rained soils Mixed-grained Mixed-gra ined soils Fine-grained Fine-graine d soils Organogenic and organic soils Chart Classifying soils accor according ding to their plastic propertie propertiess Determining consistency Plasticity chart for classificatio classification n of fine-grain fine-grained ed soils Classifying soils accor according ding to DIN 18196 Frost susceptibility of soils and rock of variable strength
20 21 22 22 22 22 23 24 24 25 26 30
1.4.1
Classifying Classifyi ng soil groups in accordance with frost susceptibility
30
1.4.2
Frost susceptibility after soil improvement with binders
31
1.5
Application
32
1.5.1
Soil improvemen improvementt
32
1.5.2
Qualified soil improvemen improvementt
32
1.5.2.1
Reducing pavement thickness by means of qualified soil improvem improvement ent
34
1.5.2.2
Requirements on qualified soil improvement at subgrade level
35
1.5.3
Soil stabilizatio stabilization n
36
1.5.3.1 1.5.3.2 1.5.3.3
36 37 38
1.6
Soil stabilization not counting toward the pavement Soil stabiliza stabilization tion counting toward the pavement Excerpt from the “Directives for the standardizati standardization on of the superstru superstructures ctures of trafficked surfaces” (RStO 01), Chart 1 Excerpt from the “Directives for the standardizati standardization on of the superstru superstructures ctures of trafficked surfaces” (RStO 01), Chart 2 Basic principle principless of earthworks
1.6.1
Compaction
42
1.6.2
Compaction requirements on subsoil and subgrade
42
1.6.3
Requirements on the subgrade
43
1.6.4
Deformation Deformati on modulus on the subgrade (minimum 10 percentile)
44
1.6.5
Requirements on compaction characteristi characteristics cs
45
1.7
Quality assurance
46
1.7.1
Tests to be performed prior to construction
46
1.7.1.1 1.7.1.2 1.7.1.3
Tests to be performed by the client Tests to be performed by the contractor Testing specification specificationss for mix designs
46 46 49
1.7.2
Tests to be performed during construction
50
1.7.2.1 1.7.2.2 1.7.2.2.1 1.7.2.2.2 1.7.2.2.3
50 52 53 54
1.8
Type and scope of tests to be performed in soil treatment operations Testing methods and testing procedures Testing methods for testing compaction characterist characteristics ics Testing procedures for determinin determining g compaction parameters Testing deformation modulus, correct vertical and horizontal position and evenness on the subgrade Soils and mineral constructi construction on materials for soil treatment
1.8.1
Suitable soils (according to DIN 18196)
58
1.8.2
Soils (according to DIN 18196) and construction materials suitable to a limited extent
58
1.8.3
Non-suitable soils
58
1.8.4
Natural and artifici artificial al aggregates and recycled construction materials
59
1.8.5
Sulphate influence
59
1.9
Binders
60
1.9.1
General
60
1.5.3.4
40 42
57 58
Contents
1.9.2
Types of binder
60
1.9.3
Mode of binder action
60
1.9.3.1 1.9.3.2 1.9.3.3
Building limes Cements Mixed binders
60 62 62
1.9.4
Binders with special properties
63
1.9.4.1 1.9.4.2
Low-dust binders Hydrophobicc binders Hydrophobi
63 63
1.9.5
Binder application applications s
64
1.9.6
Binder processing times
66
1.9.7
Binder reaction times
66
1.10 1.11
Water Effects of weather
68 70
1.11.1
Precipitation Precipita tion
70
1.11.2
Wind
70
1.11.3
Temperature
71
1.12
Soil treatme treatment nt – Constructio Construction n
72
1.12.1
Mixing procedures
72
1.12.2
Mixed-in-plant Mixed-in-pla nt process
72
1.12.3
Mixed-in-place Mixed-in-pla ce process
74
1.12.3.1 Principles of construction for the mixed-in-pla mixed-in-place ce process (all fields of soil treatme treatment) nt)
74
1.12.4
Requirements for soil treatment
80
1.12.4.1 1.12.4.2 1.12.4.3 1.12.4.4 1.12.4.5 1.12.4.6 1.13
Binder quantity Compaction characte characteristics ristics Verification of binder quantity Surface Evenness Paving thickness Structural backfills
80 80 82 82 82 82 84
1.13.1
Terms
84
1.13.2
Construction Constructi on materials
84
1.13.2.1 Drainage area 1.13.2.2 Backfill and cover fill areas
84 84
2
1.13.3
Compaction
85
1.14
Refilling utility trenche trenchess
86
1.14.1
General
86
1.14.2
Working in the binder
86
1.14.3
Compaction
86
Base Layers with Hydraulic Binders
91
2.1
General
91
2.2
Terminology
92
2.3
Base layers with hydraulic binders in accor accordance dance 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 constructi construction” on” (ZTV E-StB)
93
2.4
Principles of production
94
2.4.1
General
94
2.5
Tests – Definition Definitionss
95
2.5.1
Initial testing (mix design)
95
2.5.2
Factory production control
95
2.5.3
Internal control testing
97
2.5.4
Compliance testing
97
2.6
Construction materials
98
2.6.1
Soils and aggregates for soil stabilizati stabilization on
98
2.6.2
Aggregates and construction material mixtures for hydraulicall hydraulicallyy bound base layers
99
2.6.3
Aggregates and construction material mixtures for concrete base layers
102
2.6.4
Hydraulic binders
103
2.6.5
Water
104
2.6.6
Concrete admixtures / Concrete additives
104
2.7
Requirements on base layers with hydraulic binders
105
2.7.1
Design
105
2.7.2
Pavement layers with binders
105
Contents
2.7.3
Minimum paving thicknesses
105
2.7.3.1 2.7.3.2 2.7.3.3
Stabilized layers Hydraulically bound base layers Concrete base layers
105 105 106
2.7.4
Edge design of base layers
106
2.7.4.1
Details of edge design
107
2.7.5
Drainage of base layers
108
2.7.6
Execution at low / high temperatures and frost
108
2.7.7
Correct vertical and horizontal position
108
2.7.8
Evenness
108
2.7.9
Tolerances of paving thickness
109
2.7.10
Grooves or joints
109
2.7.11
Curing
110
2.7.11.1 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) 112 2.8 Producing stabilized layers 114 2.8.1
Requirements on paving mixes for stabilized layers
114
2.8.2
Production
114
2.8.3
Mixed-in-place Mixed-in-pla ce process
114
2.8.4
Mixed-in-plant Mixed-in-pla nt process
115
2.8.5
Placing and compaction
116
2.8.6
Requirements on the degree of compaction
116
2.9
Producing hydraulically bound base layers
117
2.9.1
Requirements on the paving mix
117
2.9.2
Production, transport and placing
117
2.9.3
Requirements on the finished layer
118
2.10 2.11
Producing concrete base layers Type and scope of testing
118 119
2.11.1
Initial testing for stabilized layers
119
2.11.2
Initial testing for hydraulica hydraulically lly bound base layers
121
2.11.3
Initial testing for concrete base layers
122
2.11.4
Internal control and compliance testing for stabilized layers
122
2.11.5
Internal control and compliance testing for hydraulical hydraulically ly bound base layers
124
2.11.6
Internal control and compliance testing for concrete base layers
125
2.12
Using reclaimed asphalt and reclaimed tar-bound road construction materials in base layers with hydraulic binders
126
2.12.1
General
126
2.12.2
Source materials – Aggregates
126
2.12.3
Additives
126
2.12.4
Storing reclaimed tar-bound road construction materials
127
2.12.5
Construction material mixtures
127
2.12.6
Requirements
127
2.12.7
Initial testing
127
References
128
Body of technical rules and regulations
129
1. Soil Treatmen reatmentt General Soil treatment with binders (soil improvem improvement ent 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 regulatio ns and still form the basis of construction today. The continued development in earthworks entailing very short construction times, higher loads (heavy( heavyvehicle traffic, rapid-transit railway systems etc.) and the saving of resources whilst complying with the provisions of the “Closed Substance Cycle and Waste Management Act” (Kreislaufwirtschaftsund Abfallgesetz [KrW- / AbfG]) has changed the boundary conditions of earthwork operations.
The environmental responsibility to reduce CO 2 emissions has an additional impact on framework conditions in the construction industry. These developments require building in poor weather conditions 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), significantly improve shear strength and considerably reduce settlement behaviour. These properties enable them to be used in many areas of earthworks and road construction.
/ 11 10 /
1.1
Definition of terms
1.1.1
Definitions according to the “Directives for the standardization of the superstructures of trafficked surfaces” (RStO 01)
Pavement
Concrete surfacing
Surfacing plus one or several base layers.
Single-layer or dual-layer concrete surfacing.
Fully bound pavement
Stone paving
Asphalt pavement: pavement: asphalt surfacing surfacing and base layer on subgrade. Concrete pavement: concrete surfacing, fibre mat and base layer with hydraulic binder directly on subgrade.
Paving blocks, paving bedding and jointing. Slab paving
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 surfacing
Asphalt binder course course plus overlying overlying asphalt surface course or asphalt surface course only.
Embankment
Cut
Asphalt surfacing Asphalt base layer or base layer with hydraulic binder Gravel or crushed-stone base Frost blanket Subsoil / subgrade (possibly stabilized) Subgrade Pavement
Shoulder
Subgrade
q ≥ 2.5% after soil treatment q ≥ 4.0% for soils susceptible to water
q ≥ 4.0% at crown
Subsoil
Base layer
Subsoil
Base underlying the surfacing and, depending on formulation, distinguished into:
Soil or rock lying immediately below the pavement or subgrade.
Base layer without binder
Subgrade
- Frost blanket - Crushed-stone base - Gravel base
Artificial earth earth structure structure between between subsoil and pavement.
Base layer with binder
- Stabilized layer with hydraulic binders - Hydraulically bound base - Concrete base - Asphalt base Base layer with special properties
- Roller-compacted concrete base - Porous concrete base
/ 13 12 /
1.1.2
Terms and body of rules and regulation regulations s for soil treatment
Area of application
Subsoil / Subgrade
Generic term
Terms
Correlation with rules and regulations
Soil treatment
Soil improvement
Qualified soil improvement
ZTV E-StB 1) “Code of practice on soil improvement and soil stabilization with binders” (Merkblatt über Bodenverbesserungen und Bodenverfestigungen mit Bindemitteln)
ZTV E-StB 1) “Code of practice on soil improvement and soil stabilization with binders” (Merkblatt über Bodenverbesserungen und Bodenverfestigungen mit Bindemitteln)
Increase of bearing capacity of subgrade
Increase of bearing capacity of subgrade
Application and resulting reduction Reduction of pavement thickness by means of qualified soil improvement at subgrade level F2 / F3 soil
1)
Additional technical conditions of contract and directives for earthworks in road construction Directives for the standardization of the superstructures of tr afficked surfaces 3) Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements 2)
Attribution of terms
Pavement
Base layers with hydraulic binders
Hydraulically bound base layers
Soil stabilization F1 soil
RStO 2) ZTV Beton-StB 3)
Increase of bearing capacity of coarsegrained soils; counting toward pavement
Stabilized layer with hydraulic binders
F2 / F3 soil
RStO 2) ZTV E-StB 1) “Code of practice on soil improvement and soil stabilization with binders” (Merkblatt über Bodenverbesserungen und Bodenverfestigungen mit Bindemitteln)
Reduction of pavement thickness by means of stabilizing the F2 / F3 soil s oil
RStO 2) ZTV Beton-StB 3)
Reduction of layer thickness of asphalt pavement
No reduction of pavement thickness in case of fully bound pavement
/ 15 14 /
1.1.3
Correlating rules and regulations with the differen differentt layers
Surfacing (asphalt / concrete) concrete)
Asphalt base and / or
Base layer with hydraulic binder
Gravel or crushed-stone base frost blanket or layer of and / or frost frost-resistant frost-res istant material
Subsoil / subgrade – possibly stabilized – or qualified soil improvement
1)
ZTV Beton-StB 1)
TL Asphalt-StB Asphalt-StB 2) TL Beton-StB 3)
ZTV Beton-StB” 1)
Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements 2) Technical Te chnical delivery terms for asphalt mix for the construction of paved traffic areas 3) Technical Tech nical delivery terms for construction materials and construction material mixtures for base layers with hydraulic binders and concrete pavements 4) Additional technical conditions of contract and directives for the construction of unbound granular layers in road construction 5) Technical Tech nical delivery terms for aggregates in road construction 6) Additional technical conditions of contract and directives for earthworks in road construction 7) Technical Te chnical delivery terms for soils and construction materials in earthworks for road construction 8) Directives for the standardization of the superstructures of trafficked surfaces
TL Beton-StB 3)
RStO 8)
ZTV SoB-StB 4)
TL Gestein-StB Gestein-StB 5)
ZTV E-StB 6)
TL BuB E-StB 7)
/ 17 16 /
1.2
Definition of terms in soil treatment
Soil treatment is a generic term for processes in which soils are modified to meet certain specified
1.2.1
Soil stabilization
Soil stabilization comprises a range of processes in which binders are added to the existing soil to increase its resistance to stresses caused by
1.2.2
compactability of existing soils and facilitate the compactability execution of construction work.
Qualified soil improvement
Qualified soil improvement comprises a range of soil improvement processes complying with more
1.2.4
traffic loading and climate, thus creating permanent bearing capacity and frost resistance.
Soil improvement
Soil improvement comprises a range of processes which improve both the suitability for placing and
1.2.3
properties. It is distinguished into soil stabilization properties. and soil improvement.
stringent requirements in terms of, for example, frost resistance and bearing capacity.
Base layers with hydraulic binders
Base layers with hydraulic binders comprise concrete base layers according to DIN EN 206-1 and DIN 1045-2 and 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 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 traffic volume; the bearing capacity of the subgrade; and the requirements placed on frost resistance.
1.3
Geotechnical investigati investigations ons
1.3.1
General
The soil must be investigated and tested well in advance with regard to its properties; its suitability as subsoil or construction material; any fills; and any contamination with harmful substances so that the findings can be considered in the planning process; for design-related conclusions; and in the concept of construction and construction sequence.
1.3.2
Soils reclaimable from excavations, side cuts and borrow pits require testing for their possible use. This enables other investigations and tests required during construction to be determined well in advance. Geotechnical investigations require Geotechnical required d 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 fitness for purpose have to be verified in supplementary investigations to be performed by the contractor.
Description of soil types according to DIN EN ISO 14688-1 (old: 4022, Part 1)
Inorganic soils are classified and designated according to the standards specified 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 influence the properties of the soil. For coarse-grained and mixed-grained soils, minor fractions having minor influence are characterized by the prefix “slightly”; and major influence are characterized by the prefix “highly”. If two major determining fractions of approximately equal proportions are present in coarse-grained soils, both are designated using the conjunction “and”.
Major fraction is defined as
the largest mass fraction; or the fraction determining the properties of the soil.
/ 19 18 /
Letter symbol DIN EN 14688
Letter symbol DIN 4022
Blocks
Bo
Y
> 200 mm
Stones
Co
X
from > 63 mm to ≤ 200 mm
Gravel
Gr (Gravel) CGr MGr FGr
G gG mG fG
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
Fine sand
Sa (Sand) CSa MSa FSa
S gS mS fS
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
Silt Coarse silt Medium silt Fine silt
Si (Silt) CSi MSi FSi
U gU mU fU
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
Clay (ultra-fines)
Cl (Clay)
T
Range / Designation
Coarse aggregate range
Coarse gravel Medium gravel
Fine gravel
Sand Coarse sand Medium sand
Fine aggregate range
1.3.3
Soil classification according to DIN 18196
1.3.3.1
Soil groups
For the purpose of describing the civil engineering propertiess and suitability according to DIN 18196, propertie the different types of soil are classified into
Particle size range [mm]
< 0.002 mm
main groups and into groups with approximately the same material composition and similar properties.
1.3.3.2
Principles of soil classification
For civil engineering purposes, soil is classified 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 first letter signifying the major constituent and the second letter signifying the minor constituent, where G = gravel O = organic matter S = sand 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
/ 21 20 /
1.3.3.3
Coarse-grained soils
Gravels and sands with a maximum content of fines < 0.06 mm of 5% by mass constitute coarsegrained soils.
1.3.3.4
Mixed-grained soils
Mixtures of gravel, sand, silt and clay with a content of fines < 0.06 mm ranging between 5% by
1.3.3.5
Fine-grained soils
Fine-grained soils are classified according to their plastic properties. Plasticity is the relevant criterion. criterion.
1.3.3.6
mass and 40% by mass constitute mixed-grained soils.
It is assessed based on the water content at the liquid limit wL and plasticity index Ip.
Organogenic and organic soils
Silts and clays: organogenic soils and soils containing organic matter are classified 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).
1.3.3.7
Chart
Coarse-grained soils Soil classification based on grading
Coarse-grained soils Soil classification based on grading and plastic properties
Fine-grained soils Soil classification based on plastic properties only (consistency limits according to DIN 18122)
Organic soils
non-cohesive
slightly cohesive
cohesive
highly cohesive
cohesive-loose
Grain-to-grain contact
Grain-to-grain contact
Fines < 0.063 mm: 5% to 15% by mass Slightly frost-susceptible Low compressibility
No grain-to-grain contact
Parallel structure
Fibrous structure
Fines < 0.063 mm: < 5% by mass Frost-proof Low compressibility
Coarse grain “floats” in fine-grained matrix Fines < 0.063 mm: 15% to 40% by mass Highly frost-susceptible Properties of fine grain are dominant
Honeycomb Lump structure structure
Highly frost-susceptible
Micropore Macropore
Large pore spaces
Large pore spaces
High or relatively high water permeability, low water-binding capacity
High water permeability, permeability, Low water permeability, low water-binding medium water-binding capacity capacity
Small pore spaces
Small pore spaces
Small pore spaces
Very low water permeability, Very low water permehigh to very high water-binding ability and very high capacity water-binding capacity
Gravels and sands
Clayey-silty gravels and sands
Silts and clays
Fines < 0.063 mm: < 5% by mass
Fines < 0.063 mm: < 5% by mass
Fines < 0.063 mm: > 40% by mass
Particle size fraction < 2 mm > 40% by mass
< 40% by mass
GE
SE
GW
SW
GI
SI
< 15% by mass
Peat, humus, digested sludge
> 15% by mass
Particle size fraction < 2 mm > 40% by mass
< 40% by mass
GU
SU
GT
ST
GU*
SU*
GT*
ST*
IP ≤ 4% or below the A-line
IP ≥ 7% or above the A-line
UL
TL
UM
TM
UA
TA
/ 23 22 /
1.3.3.8
Classifying soils according to their plastic properties
1.3.3.8.1 Determining consistency consistency Consistency limits and consistency ranges
Consistency range
Consistency range
liquid IC = 0 Soil creeps out between the fingers when pressing together by making a fist
Liquid limit wL p I x e d n i y t i c i t s a l p h t i w e g n a r y t i c i t s a l P
mushy
IC = 0.50
Soil is easy to knead
soft
IC = 0.75 Soil is difficult to knead but can be rolled into 3 mm thick rolls by hand without tearing or crumbling
Soil crumbles when trying to roll into 3 mm thick rolls but is moist enough for moulding into a lump
Soil can no longer be kneaded but can only be crushed
Liquid limit wL
Water content at the point of transition from liquid to plastic state
stiff
IC = 1.00
Plastic limit w P
IC = ws
Shrinkage limit wS
Plastic limit w P
Water content at the point of transition from plastic to semi-firm state
semi-firm
firm
Shrinkage limit wS
Water content at the point of transition from semi-firm to firm state
At the point of transition transition from the semi-firm 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 classification of fine-grained soils (according (accor ding to DIN 18196, 10.88 edition)
50
40
Sand-silt mixtures SU
Clays of high plasticity TA
%30 n i P I x e d n i y t i c i t s a 20 l P
) 0 2 L w ( 3 7 . 0 =
P I P e l i n A
Clays of medium plasticity TM
Clays containing organic matter, organogenic clays OT and silts of high compressibility UA
Clays of low plasticity TL
Sand-clay mixtures ST
10
Silts containing organic matter and organogenic silts OU and silts of medium plasticity UM
7 Intermediate range 1)
4
Sand-silt mixtures SU 0
10
20
30
35
40
50
60
70
80
Liquid limit wL in %
1)
Tests performed to determine the plasticity index of soils having a low liquid li mit 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.
/ 25 24 /
1.3.3.9
Classifying soils according to DIN 18196
Soils are classified in accordance with their suitability for civil engineering purposes using DIN 18196. Definition and designation
e n i L
s Particle size fraction p in % by mass u o r g n Particle size i a M
≤ 0.06 mm
≤ 2 mm
1 2 3 4 5
s l i o s d e n i a r g e s r a o C
60 0% ≤ 6
l l o o b b m m y y s s r p e u t t o e r L G
Plasticity index and position relative to A-line (see chart)
–
Narrow-graded gravels
GE
Wide-graded gravel-sand mixtures
GW
Gap-graded gravel-sand mixtures
GI
Frostsusceptibility class ¹ )
< 5%
F1
> 60%
–
6
Narrow-graded sands
SE
Wide-graded sand-gravel mixtures
SW
Gap-graded sand-gravel mixtures
SI
Gravel-silt mixtures
7
GU
≤ 60%
Gravel-clay mixtures
8 9 10 11 12
s l i o s d e n i a r g d e x i M
5 - 15%
– Sand-silt mixtures
5% to 15% by mass ≤ 0.06 mm
GT F2 * ) SU
> 60% Sand-clay mixtures
ST
Gravel-silt mixtures
GU*
≤ 60%
Gravel-clay mixtures 15 - 40%
– Sand-silt mixtures
13
15% to 40% by mass ≤ 0.06 mm
GT* F3 SU*
> 60% 14
Sand-clay mixtures
15
Silts of low plasticity
16 17 18 19 20 1) )
*
s l i o s d e n i a r g e n i F
IP ≤ 4% or below the A-line > 40%
ST*
wL < 35%
UL
35% ≤ wL ≤ 50%
UM
Silts of high plasticity
wL > 50%
UA
Clays of low plasticity
wL < 35%
TL
35% ≤ wL ≤ 50%
TM
wL > 50%
TA
Silts of medium plasticity
F3
– IP ≥ 7% and above the Clays of medium plasticity A-line Clays of high plasticity
In accordance with the “Additional technical conditions conditions of contract and directives directives for earthworks in road construction” construction” (ZTV E-StB) To be classifi classified ed as F1 if, where U ≥ 15.0, the fines content (d < 0.063 mm) is ≤ 5.0% by mass or, where U ≤ 6.0, the fines 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).
F2
Distinguishing characteristics (including lines 16 to 21) Examples Dry strength
Response to vibration testing
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 Steep grading curve due to prevalence of one particle size range
River gravel and beach gravel Terrace gravel Volcanic slag Dune sand and drifting sand, quicksand, Berlin sand, basin sand, tertiary sand
Steep grading curve due to prevalence of one particle size range Moraine sand, terrace sand, granitic sand Steep grading curve due to prevalence of one particle size range silty clayey s i t n e t n o c s e n i F
Wide-graded or gap-graded grading curve
silty
Moraine gravel Weathered gravel Talus deposits Boulder clay
clayey silty
Tertiary sand
clayey
Alluvial loam, sandy loess
silty
Tertiary sand, creeping sand
clayey
Boulder clay, glacial till
lo w
quick
none to low
Loess, alluvial loam
low to medium
slow
low to medium
Lacustrine clay, basin silt
high
none to slow
medium to high
Volcanic soils, pumice soils
medium to high
none to slow
none to low
Glacial till, varved clay
high
none
none to low
Loess loam, basin clay, saliferous clay, lacustrine clay
very high
none
none to low
Trass, Lauenburg clay, basin clay
/ 27 26 /
1.3.3.9
Classifying soils according to DIN 18196
Soils are classified in accordance with their suitability for civil engineering purposes using DIN 18196. Definition and designation
e n i L
s Particle size fraction p u in % by mass o r g n i Particle size a M
≤ 0.06 mm
≤ 2 mm
Silts containing organic matter and organogenic silts
21
22
23
l l o o b b m m y y s s r p e u t t o e r L G
Plasticity index and position relative to A-line (see chart)
s l i o r e > 40% s t t d a n m a c s i l i n o a s g ) r ² o c g i n i e n n g i a o t n n a o g r c < 40% O
IP ≥ 7% and below the A-line Clays containing organic matter and organogenic clays –
Coarse-grained to mixed-grained soils containing humic matter –
e e l l b b a a r e m d l m u a l f o t m o s n r o
35% ≤ wL ≤ 50%
OU
wL > 50%
OT
OH
24
Coarse-grained to mixed-grained soils containing calcareous, siliceous formations
OK
25
Non-degraded to moderately degraded peats (humus)
HN
26
27
s l i o s c i n a g r O
Degraded peats –
– Muds as a collective term for digested sludge, organic silt, gyttja, dy, sapropel
e l b e a l b r e a d l m u m o a l f m s r o
Frostsusceptibility class ¹ )
F3
F2
HZ
F
¹ ) In accordance with the “Additional technical conditions of contract and directives for earthworks in road construction” (ZTV E-StB) ² ) Soils formed as a result of microorganism action * ) To be classified as F1 if, where U ≥ 15.0, the fines content (d < 0.063 mm) is ≤ 5.0% by mass or, where U ≤ 6.0, the fines 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).
Distinguishing characteristics (including lines 16 to 21) Examples Dry strength
Response to vibration testing
Plasticity in kneading test
medium
slow to very quick
medium
Lacustrine marl Diatomaceous earth Topsoil
high
none
high
Alluvial mud Tidal mud Tertiary carboniferous clays
Contains organic matter, mostly dark in colour colour,, musty smell, loss on ignition of up to approx. 20% by mass
Topsoil Palaeosol
Contains non-organic matter, mostly light in colour, low weight, high porosity
Calcareous sand Tuffaceous sand Bog lime
Degree of degradation 1 to 5, fibrous, rich in wood, light brown to brown in colour Native humus formations Degree of degradation 6 to 10, blackish-brown to black
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 peat Raised bog peat Fen-wood peat
Organic silt Digested sludge
/ 29 28 /
1.4
Frost susceptibi susceptibility lity of soils and rock of variable strength
In terms of frost susceptibility, the soil groups are distinguished in accordance with the classification specified in the table below.
1.4.1
The susceptibility to frost of the weathered product is the relevant criterion for rock of variable strength.
Classifying soil groups in accordance with frost susceptibility
Frost susceptibility
Soil groups (DIN 18196)
F1
not susceptible to frost
GW, GI, GE SW, SI, SE
F2
low to medium susceptibility to frost
TA OT, OH, OK ST, GT 1) SU, GU
}
ST*, GT* SU*, GU* TL, TM UL, UM, UA OU
) s s a m 15 y b % ( m m 3 6 0 . 010
F2
ST, GT SU, GU
≤
F3
highly susceptible to frost
TL, TM UL, UM, UA OU ST*, GT* SU*, GU*
ST, GT ST, SU, GU TA OT, OH OK
d e g a t n e c r e 5 P
F1
GW, GI, GE SW, SI, SE
F1
0 1) To be classifi classified ed as F1 if, where U ≥ 15.0, the fines content (d < 0.063 mm) is ≤ 5.0% by mass or, where U ≤ 6.0, the fines 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).
1
5
10
Coefficient of uniformity U =
15 d60 d10
1.4.2
Frost susceptibility after soil improvement with binders
Soil groups TL, TM, UL, UM, UA, ST*, SU*, GU* are classified into frost-susceptibility frost-susceptibility class F2 if the requirements specified for qualified soil improvement are complied with (see section 1.5 Application 1.5.2 Qualified soil improvement).
Re-classification leads to a reduction in design strength according to the “Directives for the standardization of the superstructures of trafficked surfaces” (RStO 01). This is tantamount to substantial reductions in the pavement cost.
/ 31 30 /
1.5
Application
1.5.1
Soil improvement
In the construction of roads and traffic surfaces, soil improvement improvement is used in earthworks at subgrade or subsoil level. Examples: construction of embankments, embankment shoulders, backfills, refills, site transport roads or similar.
Soil improvement improvement with binders enables wet, insufficiently 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 embankment shoulders and other surfaces, soil improvement with binders offers improved protection from exposure to erosion and weather.
1.5.2
Qualified soil improvement
In the construction of roads and traffic surfaces, qualified soil improvement can be used in earthworks at subgrade or subsoil level. Examples: construction of embankments, embankment shoulders, backfills, subgrade area. Qualified soil improvement improves bearing capacity; minimizes settlements and deformations; improves shear strength; and has a positive influence on the soil’s susceptibility to frost. Qualified soil improvement allows certain soils of frost-susceptibility class F3 to achieve the properties required of soils of frost-susceptibility class F2.
Re-classification leads to a reduction in design strength according to the “Directives for the standardization of the superstructures of trafficked surfaces” (RStO 01). This is tantamount to substantial reductions in the pavement cost.
Road embankment with raised bridge abutment, backfilled with improved soil.
Qualified soil improvement Graded binder contents in the area of the bridge abutments
Qualified soil improvement adding, for example, 3% by mass of binder
Bridge with raised abutments
Qualified soil improvement adding, for example, 5% by mass of binder Qualified soil improvement adding, for example, 7% by mass of binder
Stepped subsoil Qualified soil improvement adding, for example, 7% by mass of binder Example of application of qualified soil improvement
/ 33 32 /
1.5.2.1
Reducing pavement thickness by means of qualified soil improvement
Qualified soil improvement carried out at a minimum layer thickness of 25 cm enables the subsoil or subgrade to be classified into frostsusceptibility class F2. The parameters specified for soils of frostsusceptibility class F2 (see the “Directives for
the standardization of the superstructures of trafficked surfaces” [RStO 01], Table 6) may be used as baseline values for designing the minimum thickness of a frost-resistant pavement if a deformation modulus of Ev2 ≥ 7 70 0 MN / m² has been verified on the subgrade.
“Directives for the standardization of the superstructures of trafficked surfaces” (RStO 01), Table 6
Baseline values for determining the minimum thickness of a frost-resistant pavement Line
Frost-susceptibility class
1 2
Thickness in cm for construction class
SV / I / II
III / I V
V / VI
F2
55
50
40
F3
65
60
50
Example: Reducing the thickness of a frost-resistant pavement by 10 cm in accordance with Table 6 of the “Directives for the standardization standardization of the superstructures of trafficked surfaces” (RStO 01), Construction class III – IV, by means of qualified soil improvement
Baseline values for determining the thickness of a frost-resis frost-resistant tant pavement of construction class III / IV (“Directives for the standardization of the superstructures of trafficked surfaces” [RStO 01], Table 6) Pavement thickness 50 cm
Pavement thickness 60 cm
Pavement thickness 50 cm Reduction by 10 cm
Subgrade
EV2 > 45 MN / m2
EV2 > 45 MN / m2
EV2 > 70 MN / m2 F2 soil
F2 soil
1.5.2.2
EV2 > 45 MN / m2
F3 soil
Requirements on qualified soil improvement at subgrade level
- Binder content ≥ 3% by mass. - Unconfined compressive strength according to the “Technical testing regulations for soil and rock in road construction” (TP BF-StB), Part B 11.3, ≥ 0.5 N / mm²; specimens s pecimens stored for a period of 28 days. - The loss in strength after soaking in water for 24 hours must not exceed 50%.
Alternatively: - CBR according to the “Technical testing regulations for soil and rock in road construction” (TP BF-StB), Part B 7.1, ≥ 40%; specimens stored for a period of 28 days. - The loss in strength after soaking in water for 24 hours must not exceed 50%. - The test may also be performed after 7 days and / or at other testing t esting times.
/ 35 34 /
1.5.3
Soil stabilization
Soil stabilization is performed in the upper part of the subgrade or subsoil of roads and traffic surfaces. Soil stabilization improves the bearing capacity and therefore traffickability of the pavement, increasing its frost resistance.
1.5.3.1
Examples of traffic surfaces: rural roads, bicycle paths and footpaths, airfields, container storage areas, industrial sites.
Soil stabilization not counting toward the pavement
F2 and F3 soils:
Construction methods involving a fully bound pavement enable soil stabilization of the subsoil or subgrade to be performed at a minimum layer
thickness of 15 cm in case of poor bearing capacity and unfavourable water conditions. This type of soil stabilization does not count toward the overall pavement thickness.
1.5.3.2
Soil stabilization counting toward 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 E-StB). 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 traffickability, then: 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 trafficked surfaces” (RStO), Figure 5: Construction methods on F1 soil stabilized 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):
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 ZTV Beton-StB 1) Thickness in accordance with RStO 2), Chart 1 or Chart 2: 15 to 25 cm
Subsoil / Subgrade F1 soil of sufficient thickness
This type of stabilized layer forms part of the pavement of traffic 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).
1)
Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements Directives for the standardization of the superstructures of trafficked surfaces
2)
/ 37 36 /
1.5.3.3
Excerpt from the “Directives for the standardization of the superstructures of trafficked surfaces” (RStO 01), Chart 1
Base layers with hydraulic binders underlying an asphalt surfacing (Thickness in cm; ▼ Ev2 minimum values in MN / m2 )
Construction class
e Equivalent 10-tonne axle loads n i in millions L Thickness of frost-resistant pavement 1)
SV
B
> 32 55
65
75
85
Asphalt base base and base base with hydraulic
Asphalt surface course
Chart 1: Asphalt surfacing design for pavements on F2 and F3 subsoil / subgrade
4 8
Asphalt binder course Asphalt base
14
2.1 Hydraulically bound base
15 120
Frost blanket
41 45
Thickness of frost blanket
–
–
34 2)
Asphalt surface course Asphalt binder course
44 4 8
Asphalt base
14
Stabilized layer
2.2 Layer of frost-resistant material (F1) - wide-graded or gap-graded in accordance with DIN 18196 Thickness of layer of frost-resistant material
15 45
45
10 4) 20 4)
30
Asphalt surface course Asphalt binder course
4 8
Asphalt base Stabilized layer 1)
If values deviate, the layer thicknesses of the frost blanket or frostresistant material respectively have to be determined by taking the difference. 2) Applicable with round aggregates only if proven locally. locally. 3) Applicable only with crushed aggregates and if proven locally. locally. 4) To T o be executed only if the frost-resistant material and material to be stabilized can be placed as a single layer layer..
2.3
Layer of frost-resistant material (F1) - narrow-graded in accordance with DIN 18196 Thickness of layer of frost-resistant material
40
18
20 45
5 4)
50
15 4)
25
35
I
II
I II
IV
V
VI
> 10 and ≤ 3 32 2
> 3.2 and ≤ 10
> 1.8 and ≤ 3.2 / > 1.0 and ≤ 1.8
> 0.3 and ≤ 1.0
≤ 0.3
≤ 0.3
55
65
75
85
55
65
75
85
45
55
65
75
45
55
65
75
35
45
55
65
35
45
55
65
binder on top of frost blanket or layer of frost-resistant material
4 8
4 8
8
8
10 15
45
45
38
48
40
4 8
50
–
–
34 2)
44
26 3)
–
36
4 4 10
10
45
34
44
33
37
41
24
10
10
15
100
46
15
100
29
29 45
16 3)
–
26
36
16 3)
–
26
36
4
4
4
10
10
10
15
15
15
29
29
29
15
15
14 4)
10
45
15
45
4
45
4 8
14
4
29
45
30 2)
–
4
15
120
31
35
37
28 3)
15
120
15
120
120
–
4 4
18 4)
45
28
38
4 8
48
12 4)
45
22
32
4 8
42
16 4)
45
26
36
4 4
46
6 4)
45
16 4)
26
36
6 4)
16 4)
26
36
4
4
4
10
10
10
15
15
15
29
29
29
10 10
14
20 20
14
46
45
9 4)
19 4)
29
39
42
45
13 4)
23
33
43
38 45
7 4)
45
17 4)
27
37
16 4)
45
26
36
46
6 4)
45
16 4)
26
36
6 4)
16 4)
26
36
/ 39 38 /
1.5.3.4
Excerpt from the “Directives for the standardization of the superstructures of trafficked surfaces” (RStO 01), Chart 2
Base layers with hydraulic binders underlying a concrete surfacing (Thickness in cm; ▼ Ev2 minimum values in MN / m2 )
Construction class e n i L
Equivalent 10-tonne axle loads in millions
SV
> 32
B
Thickness of frost-resistant pavement 1)
55
65
75
85
Base with hydraulic binder on top of
Chart 2: Concrete surfacing design for pavements on F2 and F3 subsoil / subgrade
Concrete surfacing
1.1
27
Hydraulically bound base
15
1)
If values deviate, the layer thicknesses of the frost blanket or frostresistant material respectively have to be determined by taking the difference. 2) Applicable with round aggregates only if proven locally. locally. 3) Applicable only with crushed aggregates and if proven locally. locally. 4) To T o be executed only if the frost-resistant material and material to be stabilized can be placed as a single layer layer..
120
Frost blanket
42 45
Thickness of frost blanket
The additional conditions of contract for the German States (Bundesländer) have to be complied with.
–
–
33 2)
Concrete surfacing
43
27
1.2 Stabilized layer
Layer of frost-resistant material (F1) - wide-graded or gap-graded in accordance with DIN 18196 Thickness of layer of frost-resistant material
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 über die Behandlung von Böden und Baustoffen mit Bindemitteln zur Reduzierung der Eluier Elui er-barkeit umweltrelevanter Inhaltsstoffe).
20
47
45
8 4)
184)
28
Concrete surfacing
1.3
Stabilized layer Layer of frost-resistant material (F1) - narrow-graded in accordance with DIN 18196 Thickness of layer of frost-resistant material
38
27
25
45
3 4) 13 4)
52
23
33
I
II
III
IV
V
VI
> 10 and ≤ 3 32 2
> 3.2 and ≤ 10
> 1.8 and ≤ 3.2 / > 1.0 and ≤ 1.8
> 0.3 and ≤ 1.0
≤ 0.3
≤ 0.3
55
65
75
85
55
65
75
85
45
55
65
75
45
55
65
75
35
45
55
65
35
45
55
65
frost blanket or layer of frost-resistant material
25
24
15
15
45
45
35
48
–
25
20
36
46
–
35
27 3)
37
23
15
15
15
40
39
38
45
16 4)
26
45
36
46
7 4)
17 4)
27
37
25
24
23
20
20
20
45
30
–
24
45
45
10 4)
26 3)
45
25
45
15 4)
38
39
40
25 3)
15 120
120
120
–
23
40
44
45
11
21
31
41
43
45
2 4)
12 4)
22
32
/ 41 40 /
1.6
Basic principles of earthworks
1.6.1
Compaction
At the start of of compaction, compaction, the contractor contractor has to complete a trial field to verify that the compactio compaction n requirements will be met.
Special conditions for compaction or construction apply to embankment shoulders. This may influence 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 specified degree of compaction is achieved over the entire layer thickness.
1.6.2
When placing weather-sensitive construction materials, the bulk surfaces have to be built with a cross slope of no less than 6%.
Compaction requireme requirements nts on subsoil and subgrade
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 D Pr or the maximum 10 percentile for the air voids ratio n a respectively.
Area
Soil groups
Subgrade to a depth of 1.00 m for embankments Subgrade to a depth of 0.50 m for cuts
GW, GI, GE SW, SI, SE GU, GT, SU, ST GW, GI, GE SW, SI, SE GU, GT, GT, SU, ST
1.00 m below grade to embankment base Subgrade to embankment base Subgrade to a depth of 0.50 m for cuts
GU*, GT*, SU*, ST* U, T, OU1), OT1)
1) These requirements requirements apply to soils of groups OU and OT only only if their suitability and placing conditions have been investigated separately and determined in consultation with the client.
DPr in in %
na in % by volume
100
–
98
–
97
122)
2) If the soils are not improved improved by means of soil stabilization or qualified soil improvement, a requirement on the maximum 10 percentile for the air voids ratio is recommended as follows: · 8% by volume when placing water-sen water-sensitive sitive mixed-grained or fine-grained soils; and · 6% by volume when placing rock of variable strength. This has to be indicated in the specification of works.
1.6.3
Requirements on the subgrade
The subgrade must comply with specificati specifications ons in terms of correct vertical and horizontal position, evenness and bearing capacity. Requirements on the correct vertical and horizontal position: Deviation: ± 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 Shoulder
Traffic lane
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 carriagew carriageway ay,, the subgrade has to be designed with a reverse gradient.
Traffic lane
≥
2.5 %
Shoulder
6%
1 2 % 5 1. 1 :
When performing soil improvement operations at subgrade level, the edge design of embankment structures may require excess profiling due to the production methods and equipment used.
/ 43 42 /
1.6.4
Deformation modulus on the subgrade (minimum 10 percentile)
Being the foundation for the road’s pavement, the subgrade must exhibit adequate bearing and deformation deformatio n behaviours.
Frost-resistant Frost-r esistant subsoil or subgrade (F1 soil)
The static and dynamic deformation moduli can be inferred from the following table.
Construction class SV, SV, I to IV Ev2 ≥ 120 MN / m2 Evd ≥ 65 MN / m2
Construction class V to VI Ev2 ≥ 100 MN / m2 Evd ≥ 50 MN / m2
Frost-susceptible Frost-sus ceptible subsoil or subgrade (F2 and F3 soils)
Construction class SV, I to VI Ev2 ≥ 45 MN / m2
Frost-susceptible subsoil or subgrade Frost-susceptible (F2 and F3 soils) after qualified soil improvement
Ev2 ≥ 70 MN / m2
If the specified 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 base.
1.6.5
Requirements on compaction characteristics
Requirements on the minimum 10 percentile for the degree of compaction D Pr or maximum 10 percentile for the air voids ratio n a when improving or stabilizing the subgrade
Subgrade
Cut Requirements on Ev2 see separate table
0.00 m Stabilized subsoil
m 0 5 . 0
Improved subsoil 1)
Subgrade
m 0 0 . 1
DPr ≥ 100 % for GW, GI, GE, SW, SI, SE, GU, GT, SU, ST DPr ≥ 97 % and n a ≤ 12% for GU*, GT*, SU*, ST*, U, T, OU 3), OT3)
Embankment Requirements on Ev2 see separate table
0.00 m m 0 5 . 0
DPr ≥ 98 % 2) immediately after completion of compaction
Stabilized subgrade
DPr ≥ 98 % 2) immediately after completion of compaction DPr ≥ 100 % for GW, GI, GE, SW, SI, SE, GU, GT, SU, ST DPr ≥ 97 % and n a ≤ 12% for GU*, GT*, SU*, ST*, U, T, OU 3), OT3)
Improved subgrade 1)
DPr ≥ 98 % for GW, GI, GE, SW, SI, SE, GU, GT, SU, ST DPr ≥ 97 % and n a ≤ 12% for GU*, GT*, SU*, ST*, U, T, OU 3), OT3) Requirements according to structural soil analysis
Improved subgrade*
Requirements according to structural soil analysis
1) Including qualified qualified soil improvement. 2) Requirements on the minimum minimum 10 percentile for the degree of compaction of the soil-binder mixture immediately after compaction has been completed.
3) These requirements requirements apply to soils of groups OU and OT only only if their suitability and placing conditions have been investigated separately and determined in consultation with the client. na air voids ratio
Higher requirements on compaction may be defined in the specification of works for earth structures exposed to especially high levels of loading (including partial sections, such as structural backfills).
The edge design of embankments may require excess profiling when performing soil improvement operations at subgrade level.
/ 45 44 /
1.7
Quality assurance
1.7.1
Tests to be performe performed d prior to construc construction tion
Soilil tr So trea eatm tmen entt ope opera rati tion onss req requi uirre mix mix de desi sign gns. s.
1.7.1.1
Tests to be performe performed d by the client
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 re-usab ility as embankmen embankmentt fill and suitability for soil treatment with binders.
1.7.1.2
Mix de desi sign gns, s, in inte tern rnal al co cont ntrrol te test stin ing g and and co comp mplili-ance 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.
Tests to be performe performed d by the contrac contractor tor
Mix designs have to be performed within the parameters of construction. The contractor is required to commission a testing laboratory experienced in and certified 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 specified 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 stabilizat stabilization ion approx. 5 weeks qualified soil improvement 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 requirements.
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 fitness 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 the mix design.
/ 47 46 /
Table: Soil-specific empirical values for binder quantities in soil stabilization, soil improveme improvement nt and qualified soil improveme improvement nt
Binder content in % by mass
Soil group
n o i t a z i l i b a t s l i o S
Fine lime according to DIN EN 459-1
Hydrated lime according to DIN EN 459-1
Cement according to DIN EN 197-1 DIN-1164-10
Hydraulic soil and road binder according to DIN 18506
Mixed binders
Coarse-grained soils Coarse-grained (GE, GW, GI, SE, SW, SI)
–
–
3-7
3-7
3-7
Mixed-grained soils (GU, GT, SU, ST, GU*, GT*, SU*, ST*)
4-6+*
4-8*
4-12
4-12
4-12
Fine-grained soils (UL, TL, UM, UA, TM, TA)
4-6
4-8
7-16
7-16
4-16
Artificial aggregates aggregates
–
–
5-12
5-12
5-12
Recycled construction materials
–
–
4-10
4-10
4-10
Coarse-grained soils Coarse-grained (GE, GW, GI, SE, SW, SI)
–
–
3-6
3-6
3-6
2 (3)-4
2 (3)-5
3-6
3-6
2 (3)-6
2 (3)-4
2 (3)-5
3-6
3-6
2 (3)-6
* * t n e m e Mixed-grained soils v o (GU, GT, SU, ST, r p GU*, GT*, SU*, ST*) m i l i o Fine-grained soils S
(UL, TL, UM, UA, TM, TA)
* Only in case case of sufficiently large fractions of reactive substances substances in the soil ** Value Values s in parentheses relate relate to qualified soil improvement improvement
1.7.1.3
Testing specifica specifications tions 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 qualified 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.
Reaction times
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. Typical values are: for hydraulic binders: 1 to 2 hours for mixed binders: 4 hours for building limes: ≥ 6 hours
Use of building limes
For soil stabilization, soil improvement improvement or qualified 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. Use of mixed 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 or Part B 11.3 depending on the composition of the various constituents. For soil improvement and qualified 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.
/ 49 48 /
1.7.2
Tests to be performe performed d during construc construction tion
1.7.2.1
Type and scope of tests to be performed performed in soil treatment operations
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 “Technical testing regulations for soil and rock in road construction” (TP BF-StB). Soil stabilization Parameter
Binders
Conformity of binder supplied with binder type and grade agreed
Internal co control testing
Compliance testing
each delivery (delivery note)
random checks
Soil
Grading State variables Organic constituents Water content Proctor density and related water content
Soils intended for stabilization
Degree of compaction Correct vertical and horizontal position
every 250 m or 3,000 m² as required every 250 m or 3,000 m² as required –
* 3 times every 20 m every 250 m or 3,000 m²
random checks
random checks
Stabilized layer
Degree of compaction Binder quantity Correct vertical and horizontal position Evenness
Layer thickness
Layer thickness
every 250 m or 3,000 m²
as required 3 times every 20 m as required
every 250 m or 3,000 m² at least once per day every 1,000 m² every 50 m as required
as required
every 1,000 m 2
Deformation modulus on the subgrade
Deformation modulus E v2 Deformation modulus E vd
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:
Qualified soil improvement
Soil improvement
Internal control testing
Compliance testing
Internal control testing
Compliance testing
each delivery (delivery note)
random checks
each delivery (delivery note)
random checks
every 250 m or 3,000 m² as required every 250 m or 3,000 m² as required
random checks
-
every 250 m or 3,000 m² as required 3 times every 20 m as required
every 250 m or 3,000 m² at least once per day every 1,000 m² every 50 m as required
according to testing method M1 or M2
according to testing method M1 or M2
/ 51 50 /
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 processing times times of hydraulic binders are 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.
1.7.2.2
Determining the unconfined 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 specified. 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 appropriappropriate binder quantity.
Testing methods and testing procedures
When performing the tests, a distinction is made between testing methods and testing procedures. Testing method: refers to the systematic ap-
proach used to verify the intended quality in accordance with the specified requirements on compaction characteristics.
Testing procedure: defines and determines the
test criteria. The testing procedures include specific work instructions to determine the compaction characteristics.
1.7.2.2.1 Testing methods for testing compaction characteristics Method M1: approach in accordance with statistical testing schedule
This method proceeds in accordance with Part E 1 of the “Technical “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 für die Verdichtung des Untergrundes und Unterbaues im Straßenbau). Method M1 can be used for all types of soil. 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 immediately. Method M2: approach when applying continuous dynamic measuring procedures
This method proceeds in accordance with Part E 2 of the “Technical “Technical testing regulations for soil and rock in road construction” (TP BF-StB). 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 soil’s 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).
Further information can be obtained from the “Code of practice on continuous dynamic procedures for testing compaction in earthworks” (Merkblatt über flächendeckende dynamische Verfahren Verfahren zur Prüfung der Verdichtung im Erdbau) and “Code of practice for the compaction of subsoil and subgrade in road construction” (Merkblatt für die Verdichtung des Untergrundes und des Unterbaues im Straßenbau). 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 M3: approach for monitoring the working procedure
This method proceeds in accordance with Part E 3 of the “Technical “Technical testing regulations for soil and rock in road construction” (TP BF-StB). Method M3 typically uses trial compaction to prove the suitability of the compaction procedure used. A work work inst instruc ructio tion n for for com compac pactio tion n is the then n set 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. Further information can be obtained from the “Code of practice for the compaction of subsoil and subgrade in road construction” (Merkblatt für die Verdichtung Ve rdichtung des Untergrundes und des Unterbaues im Straßenbau). Method M3 is recommended, for example, for smaller construction projects and restricted space conditions.
/ 53 52 /
1.7.2.2.2 Testing procedures for determining compaction parameters 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 D Pr
The degree of compaction D Pr indicates the percentage of dry density ρd in the Proctor density ρPr (= 100%) of the soil sample to be tested.
DPr = hat.
ρd ρPr
x 100 [%]
The Proctor density has to be determined for each soil sample from the field. For soils and construction materials materials of uniform composition, it is also possible to use the Proctor density determined in the mix design or during trial compaction. 2. Dry density ρd and voids ratio n The dry density ρd and voids ratio n may be de-
fined 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 specification values have to be agreed between the client and contractor based on: local experience; or investigations performed previously.
ρd
Voids V oids ratio n= n = 1- ρs [-] ρd = particle density of
the native soil
3. Air voids ratio n a
The air voids ratio is calculated from the results of the density measurement and determination of the water content. The air voids ratio may be defined as an additional characteristic for compaction.
Air voids ratio na = ρd
1 - w x ρd - ρs [-]
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).
4. Indirect testing procedures for the degree of compaction
For coarse-grained soils (GE, GW, GI, SE, SW, SI) and mixed-grained soils with a fines content < 15% by mass (GU, GT, SU, ST), the following substitute procedures may be used to determine the degree of compaction:
Calibration tests must be performed to determine the correlation between the indirect testing method chosen and the degree of compaction.
Relation between DPr and Evd
100 90 80 70 ] 60 m / N 50 M [
2
d v
E 40
30 20 10 0 95
96
97
98
99
100
101
102
103
DPr [ % ]
/ 55 54 /
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 E v2 and the ratio E v2 / Ev1 with the degree of compaction D Pr in coarse-gr coarse-grained ained soils:
Soil group
Static deformation modulus Ev2 in MN / m2
Ratio Ev2 / Ev1
Degree of compaction DPr in %
GW, GI
≥ 100 ≥ 80
≤ 2.3 ≤ 2.5
≥ 100 ≥ 98
GE, SE, SW, SI
≥ 80 ≥ 70
≤ 2.3 ≤ 2.5
≥ 100 ≥ 98
An even higher higher Ev2 / Ev1 ratio is permissible if Ev1 reaches 60% of the E v2 value specified.
Guideline values for correlating the dynamic deformation modulus E vd with the degree of compaction DPr in coarse-grained soils:
Soil group
Dynamic deformation modulus Evd in MN / m2
Degree of compaction DPr in %
GW, GI, GE SW, SI, SE
≥ 50 ≥ 40
≥ 100 ≥ 98
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 verified by means of the deformation modulus Ev2 or the dynamic deformation modulus Evd. The following methods and procedures must be used: 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 B 8.3. Testing method M2 (continuous dynamic measuring procedure) 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.
/ 57 56 /
1.8
Soils and mineral constructi construction on materials for soil treatment
The suitability of soils for soil treatment (depending on the binder used) must be verified within the scope of a mix design.
1.8.1
Suitable soils (according to DIN 18196)
Coarse-grained soils with a maximum particle size of 63 mm GE, GW, GI, SE, SW, SI
1.8.2
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 sufficiently crushed TA 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
1.8.3
The soils to be treated should be available in a largely homogeneous quality.
Soils of varying composition or nature Recycled and manufactured aggregates Rocks of variable strength (siltstones and clay stones) if they can be sufficiently crushed and have a sufficiently high water content to allow compaction (reduction of air voids ratio)
Non-suitable soils
Non-suitable soils include soils which cannot be substantially improved (suitability for placing, compactability) compacta bility) or sufficiently stabilized (bearing capacity, frost resistance) by adding high binder contents and using standard equipment.
Clays of high plasticity and semi-firm to firm consistency TA Rocks of variable strength (siltstones and clay stones) if they cannot be sufficiently crushed Organic soils
1.8.4
Natural and artificial aggregates and recycled construction materials
Natural aggregates are classified based on grading in accordance with DIN 18196. Artificial aggregate aggregatess and recycled recycled construction 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-
1.8.5
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). construction
Sulphate influence
Heaving may destroy the structure as a result of chemical reactions of the sulphates and sulphides (pyrite) with the free calcium contained 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 growth. Caution should generally be exercised with all sulphate-bearing sulphate-bea ring soils or waters, pyrite, gypsum and anhydrite in combination with free calcium at a pH value > 10.5.
A mineralogical mineralogical analysis analysis of the soil should 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 influenced by the following factors: temperature (reaction requires temperatures < 15°C); 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 2 00 µS / 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!
/ 59 58 /
1.9
Binders
1.9.1
General
The purpose of construction and goal of soil treatment should be defined 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, qualified soil improvement) by which and degree to which the properties and soil characteristics can be improved.
1.9.2
The mechanical properties of the treated soil should be defined and determined to allow selection of the binder and mixing procedure to be used. The criteria to be determined include shear strength, stiffness, swelling or shrinkage properties and durability in order to obtain a sustainable structure. The type, method and formula to be used for soil treatment can be determined by means of mineralogical and soil-mecha soil-mechanical nical investigations.
Types of binder
The following binders may be used for soil treatment without requiring further agreement provided they comply with the pertinent standards: Cements according to DIN 197-1 and DIN 197-4 Cements according to DIN 1164-10 Building limes according to DIN EN 459-1 In addition, these must comply with supplementary requirements in terms of reactivity and grading according accor ding to the “Additional technical conditions
1.9.3
Mode of binder action
1.9.3.1
Building limes
A disti distinct nction ion in the the mod modee of of acti action on of fine lime limess is made between instantaneous and long-term reaction. The instantaneous reaction commences within minutes after mixing and is complete after some days.
of contract and directives for earthworks in road construction” (ZTV E-StB). Hydraulic soil and road binders according to DIN 18506 Mixed binders produced from standard hydraulic binders or their major hydraulic constituents Other binders may be used provided that their suitability has been verified and their use has been agreed upon between the client and contractor.
The long-term reaction commences after some days and may continue for a period of several years. Overall, there is only a moderate development of strength.
Instantaneous reactio reaction: n:
Result:
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 surfaces Aggregation of fine-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 capacity
1.85 1.80 ] m / t [ y t i s n e d y r D
3
Clayey soil (TM) untreated
1.75 97 % DPr
treated with 2% of binder
1.70 97 % DPr
treated with 4% of binder
1.65 1.60 wPr
treated with 6% of binder
wPr
1.55 10
12
14
16
18
20
22
24
Water content w [%]
/ 61 60 /
Long-term reaction:
Pozzolanic hardening (chemical conversion of the clay minerals) Cation exchange Bridging Carbonation (with CO2 ) )
Result:
Volume stability, long-term increase in strength, permanent bearing capacity and frost resistance build up over a period of some months to several years. Soil types ideal for treatment with lime: clays of medium to high plasticity
1.9.3.2
Cements
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.
1.9.3.3
Mixed binders
Mixed binder (lime-cement products) action is based on the synergistic effects of fine lime and cement, using all of the positive properties offered by both products. As a result, result, mixed binders binders can be used used for nearly all types of soil if applied at the appropriate mixing ratio.
Soil types ideal for treatment with mixed binders: clays of low to medium plasticity, mixedgrained soils (of low to medium plasticity), waterlogged coarse-grained soils
1.9.4
Binders with special properties
1.9.4.1
Low-dust binders
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.
1.9.4.2
The binder is treated by means of a special, patented process which results in a significant reduction of dust development during spreading and milling. Examples of products: all DOROSOL mixtures, DOROPORT TB N
Hydrophobic binders
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 binder’s hydrophobic action is neutralized by the milling operation, which extends the time frame available for processing.
/ 63 62 /
1.9.5
Binder applications
During geotechnical investigations, the main criteria for selecting the binder to be used are typically grading or the plasticity and water content of the soil.
The areas of application of the different types of binders are shown in the grading chart.
improvement operations, mixed binders a) In soil improvement 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 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).
Fine aggregate range
100
Ultrafines
Silt medium
fine
90
y t i t n a u q l a t o t e h t f o % n i d < s n i a r g f o n o i t c a r f s s a M
80
Non-suitable, not crushable
70
60
F i n e l i m e
50
40
Type of soil: TA
30
20
Type of soil: TM, TL, UM 10
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.
0 0.001
0.002
0.006
0.01
0.02
Coarse aggregate range
coarse
Sand medium
fine
coarse
Gravel medium
fine
coarse
Stones
Type of soil: GU*, SU*
Type of soil: GU, SU
M i x e d b i n d e r s
Type of soil: GW, GI
R o a d b i n d e r s
Non-suitable, too coarse
0.06
0.1
0.2
0.6
1
2
6
10
20
60
100
Particle diameter d [mm]
/ 65 64 /
1.9.6
Binder processing times
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 20°C - maximum 1.5 hours at temperatures above 20°C 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 20°C - maximum 1.5 hours at temperatures above 20°C
1.9.7
Use of mixed binder: measured from com-
mencement of spreading or addition of the binder until completion of compaction - maximum 4.0 hours at temperatures of up to 20°C - maximum 3.0 hours at temperatures above 20°C 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.
Binder reaction times
The reaction time of a binder is the period of time passing between mixing-in of the binder and compaction of the soil. Modification of the reaction time has a strong influence on Proctor density and strength.
For all binders, extending the reaction time results in: an increase of the optimum water content; a reduction of the Proctor density; and a reduction in strength of the soil-binder mixture.
Significant reductions in strength occur when extending the reaction time of cement. The reaction time of one hour specified 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, stipulatconstruction ing a reaction time of six hours produce the most significant 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 fine lime. The requirements specified in the “Techni-
Binder
-
Cement CEM I
Mixed binder
Fine lime CL90Q
Reaction time
h
1
3-5
>6
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 component components. s.
/ 67 66 /
1.10 Water
The water content of the soil to be treated should be equivalent to the optimum water content for placing and compacting.
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 finegrained soil intended for soil treatme treatment nt is significantly higher than the optimum water content, it must be reduced by appropriate measures.
If the water content of coarse-grained or mixedgrained soils intended for soil treatment is too low, water should be added as follows: with fine-grained soils: early enough for the moisture to have penetrated the soil completely and uniformly when the binder is mixed in; and with mixed-grained or coarse-grained soils: shortly after spreading the binder.
Appropriate measur measures es include, for for example, example, the use of mixed binders. The fine lime contained in mixed binders reduces the water content, resulting in optimum conditions for placing and compacting.
As an option, the the water to be added can can also be injected into the milling and mixing chamber during the milling operation.
The natural water content of the soil has an influence on the quantity of binder to be added, as has the Proctor density to be achieved.
Example:
97% DPr
) t h g i e w y b % ( t n e t n o c r e t a W
100% DPr
Optimum water content
y t i t n r a P u D q r % e d 7 n 9 i t B a
1
2
3
y t i t r n P a D u q % r 0 e d 0 n 1 i t B a
4
5
Addition of binder (% by weight) = Wnat > Wopt = Wnat = Wopt = Wnat < Wopt
Rule of thumb for reductio reduction n of the water content:
Cement: water reduction by approx.
0.3% per 1% of binder
DOROSOL C 30 (example): water reduction by approx.
0.5 – 1.0% per 1% of binder
DOROSOL C 50 (example): water reduction by approx.
1.0 – 1.5% per 1% of binder
Fine lime: water reduction by approx.
2.0 – 2.5% per 1% of binder
/ 69 68 /
1.11 Effects of weather 1.11.1
Precipitation
An effective effective drainage drainage system must 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 sufficiently 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 milling.
1.11.2
Hydrophobic cements or road binders are usually not prone to lump formation. If the water content specified as a requirement for adequate compaction of the soil is exceeded as a result of precipitation, meaning that the soil-binder mixture cannot be sufficiently compacted, the operation has to be interrupted until the soil has dried to a sufficient degree.
Wind
Special binders (such as DOROSOL PRO C) can be used to reduce binder drifts. These binders significantly reduce the development of dust.
Spreading of the dry binder must be discontinued, Spreading 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.
1.11.3
Temperature
Soil stabilization and qualified soil improvement operations should preferably not be carried out at ground and air temperatures below +5°C. If soil treatment operations are scheduled at temperatures below +5°C, the required protective measuress must be included in the specification of measure works. Consideration Consideration also needs to be given to the fact that, in the first three days and for the longest possible period of time thereafter, the temperature of the soil-binder mixture should not fall below +5°C. Where appropriate, the next layer can be placed as a protection for the previously treated layer.
It is not permissible to perform soil treatment operations on frozen ground. If frost is to be expected, the drainage system must be sufficiently effective to prevent the stabilized layer from freezing in the water-saturated state. At air temperatures temperatures above above 25°C or or in case of 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.
/ 71 70 /
1.12 Soil treatment – Constructio Construction n 1.12.1
Mixing procedures
A general general distinction is made made between two differ 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 water.
Mixed-in-plant process process
Where the mixed-in-p mixed-in-place lace 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 economic ally feasible to produce soil-binder mixtures using the mixed-in-plant process.
Mixed-in-place process
The mixed-in-pl mixed-in-place ace process is the standard construction method used in soil treatme treatment nt operations.
1.12.2
Variations in the sequence of the individ individual ual 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, refilling of utility trenches or structural backfills, 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 compacted.
Mixed-in-plant process
The soil, binder and require required d quantity of water are mixed together in a central mixing plant. Both batch mixers and continuous mixers can be used. Mobile mixing plants are suitable for use in particular on larger construction projects. Mixing of the soil and binder needs to continue until a homogeneous mixture has been produced (indicated by the uniform colour of the soil-binder mixture). The finished mixture must then be transported to the paving site (preferably covered to prevent dehydration) and placed.
The specified layer thickness must be complied with. The subsoil or subgrade must be levelled off to enable the specified thickness and level to be achieved after the stabilized layer has been placed. The subgrade or subsoil must comply with the specified degree of compaction.
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1.12.3
Mixed-in-place process
1.12.3.1 Principles of construction for for the mixed-in-place process (all fields of soil treatment)
Soil stabilization
Qualified soil improvement
Soil improvement
Preparatory measures
Remove topsoil and organic matter. Scarify and crush densely packed or semi-firm fine-grained or mixed-grained soils as required. Remove stones with a diameter > 63 mm. Profile and thickness of the stabilized layer have to be maintained. Fine lime can be added to neutralize excessively acidic soils. A sufficient reaction reaction time time of several several days has to be determined determined by means of an extended mix design. For mixed-grained or fine-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-specific properties must be taken into account when using artificial 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.
Soil stabilization
Qualified soil improvement
Soil improvement
Preparatory measures
The binder must be spread evenly using appropriate machinery. Even distribution of the binder is not guarantee guaranteed d 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 lime. The quantity of binder applied must be verified 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, process, the amount of binder is specified in kg / m²; for the mixed-in-plant mixed-in-pla nt process, it is specified in % by mass relative to the dry density of the soil. In areas where access is difficult, it is advisable to place a soil-binder mixture produced off the paving site. Adequate protection protection against against binder drifts drifts must be ensured during construction. The spreaders should be fitted with appropriate protective equipment (such as low guards).
In soil improvem improvement ent 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 processin processing. g. 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.
/ 75 74 /
Soil stabilization
Qualified soil improvement
Soil improvement
Mixing
For soil stabilization, only high-performance 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 fine, crumbly soil structure have been achieved over the entire specified layer thickness.
Cultivators, disc harrows and bulldozers with suitable ancillary equipment have proven to be effective in stony soils. In this first 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 excavator excavators. s.
Mixing result after one milling pass
Mixing result after two milling passes
Mixing result after three milling passes
/ 77 76 /
Soil stabilization
Qualified soil improvement
Soil improvement
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 für die Verdichtung des Untergrundes und des Unterbaues im Straßenbau). The equipment used must be tailored to the type of soil, layer thickness and number of passes.
The specified 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 specified 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.
Soil stabilization
Qualified soil improvement
Soil improvement
Curing
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 fine mist of water. As an option, a bitumen emulsion emulsion (U 60 K) can can be sprayed on the fully compacted, moist layer until a thin, continuous film 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 grad e 1 / 3 mm or 2 / 5 mm) immediately after spraying. Reference values for the spreading quantity are approx. 0.7 kg / m² for fine-grained soils and approx. 1.1 kg / m² 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 binders.
/ 79 78 /
1.12.4
Requirements for soil treatment
Requirements Requireme nts on:
1.12.4.1 Binder quantity Hydraulic binders and mixed binders
1)
The compressive strength is based on a specimen diameter of 10 cm. In special cases, the 7-day strength can be tested taking into account the development of st rength of the binder. Hydraulic binders resulting in a slow development of strength in the soil-binder mixture may require the compressive strength to be verified after a period exceeding 28 days. 2) Compressive strength only is tested if the soil is classified into frost-susceptibility class F1. Both tests are performed if the soil is classified into frost-susceptibility class F2.
Fine lime and hydrated lime
1.12.4.2 Compaction characteristics
Soil stabilization Coarse-grained soils: The “Additional “Additional technical technical conditions conditions of contract contract and didirectives 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 following require requirements: ments: Soil groups
Frost resistance (heaving of specimen)
GU, GT, SU, ST2)
ΔI
GU*, SU*, UL, UM GT*, ST*, TL, TM, TA
ΔI
Recycled and manufactured aggregates
ΔI
I I
I
≤ 1 ‰
Compressive strength¹) (after 28 days) 6.0 N / mm2
≤ 1 ‰
≤ 1 ‰
– 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 / mm², 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 n a GW, GI, GE SW, SI, SE DPr > 100% GU, GT, SU, ST GU*, GT*, SU*, ST* DPr > 97% U, T, OU1), OT1) and na < 12% Requirements on the degree of compaction of the stabilized layer immediately after completion of compaction 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.
DPr > 98% of the Proctor density of the soil-binder mixture
Qualified soil improvement Binder content ≥ 3% by mass
Soil improvement
Qualified soil improvement of subgrade
The binder quantity has to be selected to meet the following requirements: Unconfined compressive 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 / mm² The loss in strength after soaking in water for 24 hours must not exceed 50%. Alternatively: CBR CBR after 28 days days and testing testing in accordance accordance with the “Technical testing regulations for soil and rock in road construction” (TP BF-StB), Part B 7.1, ≥ 40% The loss in strength after soaking in water for 24 hours must not exceed 50%. The test may also be performed after 7 days and / or at other testing times. Qualified soil improvement for other applications
Determination of the binder quantity in accordance with the structural soil analysis.
Requirements on compaction
Requirements on compaction
Requirements on the minimum 10 percentile for the Requirements degree of compaction DPr or maximum 10 percentile for the air voids ratio na Area
Soil groups
DPr in %
na in %
Subgrade to a depth of 1.00 m for embankments Subgrade to a depth of 0.50 m for cuts
GW, GI, GE SW, SI, SE GU, GT, SU, ST
1.00 m below grade to embankment base
GW, GI, GE SW, SI, SE GU, GT, SU, ST
> 98
–
Subgrade to embankment GU*, GT*, SU*, ST* base U, T, OU1), OT1) Subgrade to a depth of 0.50 m for cuts
> 97
< 12
> 100
–
Requirements on the minimum 10 percentile for the Requirements degree of compaction D Pr or maximum 10 percentile for the air voids ratio na Soil groups DPr na Area in %
in %
Subgrade to a depth of 1.00 m for embankments Subgrade to a depth of 0.50 m for cuts
GW, GI, GE SW, SI, SE GU, GT, SU, ST
> 100
–
1.00 m below grade to embankment base
GW, GI, GE SW, SI, SE GU, GT, SU, ST
> 98
–
Subgrade to embankment GU*, GT*, SU*, ST* base U, T, OU1), OT1) Subgrade to a depth of 0.50 m for cuts
> 97
< 12
/ 81 80 /
Requirements Requireme nts on:
1.12.4.3 Verification of binder quantity
Soil stabilization
Based on the results of the mix design, the contractor specifies the binder quantity: - in kg / m² for the mixed-in-place process - in % by mass for the mixed-in-plant process 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 “T “Technical echnical testing regulations for soil and rock in road construction” [TP BF-StB], Part 11.2) must not: - fall below the design value determined 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
1.12.4.6 Paving thickness
Max. deviation of the paving thickness from the design value: ± 10%
stabilized layer is the base immediately underlying the pavement
Qualified soil improvement
Soil improvement
Based on the results of the mix design, the contractor specifies the binder quantity: - in kg / m² for the mixed-in-place process - in % by mass for the mixed-in-plant process The quantity of binder delivere delivered d for the construction lot must not: - fall below below the quantity quantity determined determined in the mix design by more than 5% - exceed the quantity quantity determined determined in the mix design by more than 8% Binder quantities determined individually (in accordance with the “Technical testing regulations for soil and rock in road construction” [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% Requirements determined by position within the Requirements structure
Requirements determined by position within the Requirements structure
Requirements determined by position within the Requirements structure
Requirements determined by position within the Requirements structure
Requirements determined by position within the Requirements structure
Requirements determined by position within the Requirements structure
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1.13 Structural backfills 1.13.1
Terms
Backfill area Drainage area (the drainage area is part of the backfill area)
1.13.2
Cover fill area
Construction materials
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 backfill 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 coarse-g rained soil (DIN 18196).
1.13.2.2 Backfill and cover fill 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 fine-grained fine-graine d soils (TL, TM, UM, UL) combined with qualified soil improveme improvement nt Manufactured aggregates and recycled construction materials Coal fly 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 backfill areas where access is difficult; and below the horizon underneath of which the backfill cannot be drained due to a lack of runoff capability and nearly impermea impermeable ble 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.
1.13.3
Compaction
The requirement on the minimum 10 percentile for the degree of compaction of
DPr = = 100% applies to the backfill area; cover fill area; and embankment shoulders at the wings of the structure.
In the backfill and cover fill 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 backfilling or cover-filling operation. The backfill area must be tied-in with an embankment or cutting slope in a stepped, interlocking pattern.
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1.14 Refilling utility trenches 1.14.1
General
Previously excavated soil has to be used for refilling as required and as appropriate. Appropriate Appropria te measures measures have to be taken to mainmaintain the stockpiled soil in a condition suitable for placing.
Excavated, excessively wet soil can be treated with binders to turn it into a condition suitable for placing.
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 soil stabilizer.
1.14.3
Binder drifts must be avoided when working in the immediate neighbourhood of residential areas. Low-dust binders have to be used where appropriate.
Compaction
The soil used to refill utility trenche trenchess 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 D Pr or the maximum 10 percentile for the air voids ratio n a respectively.
Area
Soil groups
DPr in in %
na in % by volume
Subgrade to a depth of 1.00 m for embankments Subgrade to a depth of 0.50 m for cuts
GW, GI, GE, GW, GE , SW, SI, SE, GU, GT, SU, ST
100
–
1.00 m below grade to embankment base
GW, GI, GE, GW, GE , SW, SI, SE, GU, GT, SU, ST
98
–
Subgrade to embankment base Subgrade to a depth of 0.50 m for cuts
GU*, GT*, SU*, ST* U, T, OU1), OT1)
97
122 )
1) These requirements requirements apply to soils of groups OU and OT only only if their suitability and placing conditions have been investigated separately and determined in consultation with the client.
2) If the soils are are not improved by means of soil stabilization or qualified soil improvement, a requirement on the maximum 10 percentile for the air voids ratio is recommended as follows: · 8% by volume when placing water-sen water-sensitive sitive mixed-grained or fine-grained soils; and · 6% by volume when placing rock of variable strength.
A requirement requirement on the the minimum 10 percentile percentile for the degree of compaction of 97% applies for the
embedment of utility trenches trenches in and outside of the road body.
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Introduction
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 road’s 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 layers. Other types of base layers are cited for the purpose of completeness only. The Romans were the first 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 Munich’s city-centre streets even today. Hydraulic binders were used in the construction of motorways and airport runways even prior to World War II.
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 benefits of slab action, which reduces the loads exerted on the subsoil or subgrade, and their insusceptibility to temperature fluctuations, 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 temperatures; suitable recycled construction materials and industrial by-products can be used; and high durability (service life) of the base layer.
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2.
Base Layers with Hydraulic Binders
2.1
General
According to the “Directives According “Directives for the standardizastandardization of the superstructures of trafficked surfaces” (RStO), a distinction is made between: base layers without binders; base layers with hydraulic binders; and base layers with special properties.
Paving mixes are construction material mixtures with binder and water. 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 defined grading without binder and water.
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2.2
Terminology
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 traffic 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 specified hydraulic binder and required quantity of water.
- Mixed-in-plant process The soil or aggregate mixture is mixed with the specified binder and required quantity of water (mixing water) in stationary mixing plants, transported to the constructio construction n site and placed. Hydraulically bound base layers
(produced using the mixed-in-p mixed-in-plant lant process only) Hydraulically Hydraulica lly bound base layers consist of uncrushed and / or crushed construction material material mixtures and hydraulic binders. Grading of the construction material mixture must be within specified 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.
2.3
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)
Asphalt surfaci Asphalt surfacing ng Asphalt Aspha lt base base
Concrete su surfacing
Stone pa paving
Concrete pa pavement
Position of the stabilized layer in the subsoil or subgrade according to ZTV E-StB 2)
Asphalt surfaci Asphalt surfacing ng Asphalt Aspha lt base base
Concrete surfacing
n g i s e d f o o r p t s o r F
Frost-proof material [frost blanket] (paved or native)
Base layers with hydraulic binders
Stabilization of subsoil or subgrade
Subsoil (F2 / F3 soils)
n g i s e d f o o r p t s o r F
Deformation modulus Degree of compaction on subgrade of stabilized layer Ev2 ≥ 45 MN / mm² DPr ≥ 98 %
1)
Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements Additional technical conditions of contract and directives for earthworks in road construction
2)
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2.4
Principles of production
2.4.1
General
Stabilized layers and hydraulically bound base layers are produced in line with the principles of soil mechanics, meaning that: the Proctor density and corresponding optimum water content are determined from the soilbinder mixture or construction material-binder 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
the degree of compaction is determined from the Proctor density and field density. Concrete used for concrete base layers is produced in accordance with DIN EN 206-1 and DIN 1045-2. Compressive strength and frost resistance are tested on cubes.
2.5
Tests – Definitions
2.5.1
Initial testing (mix design)
Initial tests are tests that have to be performed by the contractor. They have to be performed prior to first use in accordance with the “Technical delivery terms for construction materials and construction material mixtures for base layers with hydraulic binders and concr concrete ete 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 contract. Verification has to be provided by submitting test certificates issued by a testing laboratory certified for the respective construction materials and construction material mixtures.
Initial tests are performed to verify the suitability of the construction materials, construction mate-
2.5.2
Factory production control
Factory production control is required for soils; construction material mixtures; and paving mixes delivered by third-party suppliers. The supplier is obliged to present the results of factory production controls.
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.
/ 95 94 /
Initial testing and factory production control on stabilized layers and hydraulically bound base layers:
Type of base layer
Initial testing
Factory production control
Binders
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 hydraulically bound base
in each instance
for every 2,500 tonnes or part thereof of quantity delivered, at least once per day
Fines content
stabilized layer
in each instance
as required
Water content
stabilized layer
in each instance
as required, at least once per day
Proctor density and optimum water content
stabilized layer
in each instance
–
Condition of aggregates
hydraulically bound base
in each instance
visual inspection
Grading
Paving mix
Binder content
stabilized layer and hydraulically bound base
in each instance
as required, at least once per day
Proctor density
stabilized layer and hydraulically bound base
in each instance
–
Water content
stabilized layer and hydraulically bound base
in each instance
at least twice per day
Compressive strength tested on specimen
stabilized layer and hydraulically bound base
in each instance
as required
Frost resistance
on soils or construction material mixtures stabilized layer and with a fines content hydraulically bound base ≤ 0.063 mm between 5% and 15% by mass
Condition of aggregates
hydraulically bound base
–
–
visual inspection
2.5.3
Internal control testing
Internal control tests are tests that have to be performed by the contractor.
2.5.4
These tests are performed to check whether the properties of the construction materials; the paving mixes; and the finished work comply with the contractual requirements.
Compliance testing
Compliance tests are tests that have to be performed by the client. These tests are performed to check whether the properties of the construction materials; the construction material mixtures and paving mixes; and the finished work comply with the contractual requirements. Acceptancee is based on the results of these tests. Acceptanc tests.
An arbitration arbitration investigation is is the repetition repetition of a compliance test in the proper execution of which the client or contractor have reasonable doubts. At the request request of one of the contractual contractual parties, 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 disadvantage the result turns out to be.
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2.6
Construction materials
2.6.1
Soils and aggregates for soil stabilization
The following soils and aggregates can be used for soil stabilization: coarse-grained soils according to DIN 18196 mixed-grained soils of groups GU, SU, GT and ST if they comply with the requirements of frostsusceptibility class F1 aggregates complying with the requirements of Annex G of the “Technical “Technical delivery delivery terms for aggregates in road construction” (TL Gestein-StB).
ST*, GT* SU*, GU* TL, TM UL, UM, UA OU
) s s a m 15 y b % ( m m 3 6 0 . 010
ST, GT SU, GU
≤
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 “Direc “Directives tives 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.
ST, GT SU, GU TA OT, OH OK
F2
d e g a t n e c r e 5 P
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).
F1
GW, GI, GE SW, SI, SE
F1
0 1
5
10
Coefficient of uniformity U =
15 d60 d10
If the fines content < 0.063 mm ranges between 5% by mass and 15% by mass, adequate frost resistance of the hardened paving mix must be verified by means of frost testing as part of the mix design (initial testing).
2.6.2
Aggregates and construction material mixtures for hydraulically bound base layers
The following soils and aggregates can be used for 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). artificial aggregates (coal fly ash, blast-furnace slag, granulated blast-furnace slag, steel slag, copper slag, foundry / cupola furnace slag, wetbottom boiler slag and volcanic slag) and coal fly ash as an additive or addition to the construction material mixture. The areas of application specified 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 verification provided they are reclaimed from and placed on the same site. 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.
/ 99 98 /
Requirements on aggreg Requirements aggregates ates in base layers with hydraulic binders in accordance with the “Technical delivery terms for aggregates in road construction” (TL Gestein-StB): Property
Material designation Fines content in aggregate fractions 0 / 2 and 0 / 5 Fines content in aggregate fractions 2 / 4 and 32 / 63
Stabilized layer
Hydraulically bound base
Concrete base
determination of petrographic attributes according to DIN EN 932-3 f3
has to be specified; permissible fines contents in the construction material mixture must not be exceeded
Particle shape of coarse-grained aggregates
f1
SI50 (FI50 ) ) Grading
Aggregate fractions / aggregate product size Aggregate fractions / aggregate product size Combined aggregate fractions
Grading tolerances
GF80 for 0 / 5 GF85 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 if D / d < 4: GT C20 / 15; if D / d ≥ 4: GTC20 / 17.5; for aggregates according to DIN EN 13242: GT NR tolerances according to Table 4, lines 1 + 2 of the “Technical delivery terms for aggregates in road construction” (TL Gestein-StB)
GT A NR NR
Apparent density density Absorption of water Resistance to frost Sunburn of basalt Organic impurities
to be specified Wcm 0.5 F4 SBSZ (SBLA ) mLPC NR
Decay of dicalcium silicate in blast-fur blast-fur-nace slag or foundry / cupola-furnace slag
none
Decay of iron in blast-furnace slag or foundry / cupola-furnace slag
none
Volume stability of steel slag Alkali-silica reaction reaction
V5 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 hardening process
have to be verified
Environmentally relevant attributes
The requirements on environmentally relevant relevant attributes have to be complied with when using manufactured aggregates and recycled construction materials.
Areas of application for manufactur manufactured ed or recycled recycled aggregate aggregates: s:
1)
Construction materials
Coal fly ash
Blast-furnace slag, granulated blastfurnace slag, copper slag, foundry / cupola-furnace pola-furnac e slag, wet-bottom boiler slag, volcanic slag
Construction class
SV, I to VI
SV, I to VI
SV, I to VI
SV, I to VI
IV to VI
Stabilized layers
as an addition to the aggregate
as aggregate
as aggregate
as aggregate
to a limited extent 2)
Hydraulically bound base layers
as an addition to the aggregate
as aggregate
as aggregate
as aggregate
3)
Concrete base layers
as additive
as aggregate
3)
as aggregate
3)
Recycled aggregates in accordance with the “Code of practice for the reuse of concrete from pavements” (Merkblatt zur W iederverwendung von Beton aus Fahrbahndecken) can be used for base layers with hydraulic binders without requiring additional verification provided they are reclaimed from and placed on the same site.
Steel slag
Recycled construction materials 1)
Domestic waste incineration ash
2)
In accordance with the “Code of practice on the use of domestic waste incineration ash in road construction” (Merkblatt über die VerVerwertung von Hausmüllverbrennungsasche im Straßenbau - M HMV-A). 3) Not applicable.
/ 101 100 /
2.6.3
Aggregates and construction material mixtures for concrete base layers
Aggregates as described Aggregates described in section section 2.6.2, Aggregates Aggreg ates and construction construction material material mixtures mixtures for hydraulically bound base layers, the only restriction being that suitable coal fly ash cannot be used
as an addition to the aggre aggregates gates but as an additive only. The grading curves to be complied with are based on the requirements of DIN EN 206-1 and DIN 1045-2.
2.6.4
Hydraulic binders
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
CEM I
Portland cement
CEM II
Main constituents
Port Po rtla land nd blas blastt-fu furna rnace ce sla slag g ceme cement nt
A/B
S
Granulated blast-furnace slag
Portland silica fume cement
A
D
Silica fume
Portland po pozzolanic ce cement
A/B
P/Q
Pozzolans
Portland fly ash cement
A
V
Fly ash
Portland bu burnt sh shale ce cement
A/B
T
Shale
Portland limestone cement
A
LL
Limestone S-D, S-T, S-LL S-P, S-V D-T, D-LL, D-P
A CEM II-M
D-V T-LL
Portland composite cement
P-V, P-T, P-LL V-T, V-LL S-D, S-T, S-P B
D-T, D-P P-T
CEM III
Blast-furnace slag cement
CEM IV
Pozzolanic cement
CEM V
Composite cement
A
S
B
S
B
P 1)
A B
S-P 2)
1)
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
2)
/ 103 102 /
2.6.5
Water
Any naturally occurring occurring water water complying complying with the requirements of DIN EN 1008 is suitable for use as mixing water. For base layers with hydraulic
2.6.6
binders, residual water may be used in accordance with the provisions specified in DIN EN 206-1, DIN EN 1008 and DIN 1045-2.
Concrete admixtures / Concrete additives
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 fillers
or must be approved for use by the supervising authority. The provisions specified 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 fly ash in accordance with the requirements of DIN EN 450-1.
2.7
Requirements on base layers with hydraulic binders
2.7.1
Design
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.
2.7.2
Pavement layers with binders
The minimum paving thicknesses of base layers with hydraulic binders are governed in the “Additional technical conditions of contract and
2.7.3
Minimum paving thicknesses
2.7.3.1
Stabilized layers
With stabilized layers, the minimum paving thicknesses depend on the mixing process used and the maximum particle size of the paving mix. Stabilized layers must have the following minimum paving thicknesses: > 12 cm when using the mixed-in-p mixed-in-plant lant process > 15 cm when using the mixed-in-p mixed-in-place lace process
2.7.3.2
When building a base layer with hydraulic binders, the asphalt base in construction classes SV, I to IV is thinner by 8 cm to 4 cm according to the “Directives for the standardization of the superstructures of trafficked surfaces” (RStO 01) than an asphalt base built on top of a frost blanket.
directives for the construction of base layers with hydraulic binders and concrete pavements” (ZTV Beton-StB).
Depending on the maximum particle size, stabilized layers must have the following minimum paving thicknesses: > 12 cm with paving mixes of particle size 0 / 32 32 mm > 15 cm with paving mixes of particle size 0 / 45 45 mm > 20 cm with paving mixes of particle size > 0 / 45 mm.
Hydraulically bound base layers
Each layer of a hydraulically bound base must have the following minimum layer thickness after compaction:
> 12 cm > 15 cm
with paving mixes of particle size 0 / 32 mm with paving mixes of particle size 0 / 45 mm
/ 105 104 /
2.7.3.3
Concrete base layers
Each layer of a concrete base must have a minimum thickness of 12 cm, or 15 cm when compacted by means of internal vibrators.
2.7.4
Edge design of base layers
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.
2.7.4.1
Details of edge design
Edge design of concrete surfacing on top of base layer with hydraulic binders: 20
≥ 50
100 Concrete surfacing
≥4%
Fibre mat
5 . : 1 1
Subgrade
Base layer with hydraulic binder
0 2
Frost blanket q≥4%
q ≥ 2.5 %
Edge design of asphalt surfacing on top of base layer with hydraulic binders (hydraulically (hydraulically bound base):
20 10
Asphalt surface course
100
Asphalt binder course (where appropriate)
1 : 2
≥4%
≤
Asphalt base Base layer with hydraulic binder (hydraulically bound base)
5 1. 1 :
Subgrade
Frost blanket
0 2 q ≥ 2.5 %
q≥4%
Edge design of asphalt pavement on top of stabilized layer: 20 10
100
Asphalt surface course Asphalt binder course (where appropriate)
1 : 2
≥4%
≤
Asphalt base
5 1. 1 :
Subgrade
Base layer with hydraulic binder (stabilized layer)
0 2
Frost blanket q≥4%
q ≥ 2.5 %
/ 107 106 /
2.7.5
Drainage of base layers
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,
2.7.6
Execution at low / high temperatures and frost
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 > 5°C. If frost is to be expected within the first 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
2.7.7
paved if the fresh concrete temperature is higher than 5°C and lower than 30°C. If the air temperatures to be expected during the concreting operation are lower than 5°C or higher than 30°C, 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).
Correct vertical and horizontal position
The surface of base layers with hydraulic binders must not deviate from the design level by more than ± 1.5 cm.
2.7.8
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.
The surface of base layers with hydraulic binders underlying a concrete road pavement must not deviate from the design level by more than + 0.5 cm or -1.5 cm.
Evenness
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.
2.7.9
Toleranc olerances es of paving thickne thickness ss
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 specified 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 one working day. The paving thickness (in cm) must not be lower than the specified thickness by more than 3.0 cm for a stabilized layer or hydraulic base layer; and 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.
2.7.10
Grooves or joints
All base layers layers with binders must must be separated separated from permanent fixtures by means of an expansion joint. Base layers with hydraulic binders underlying an 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 fibre mat mat has to be laid laid between a base layer layer with hydraulic binders and the concrete surfac-
ing (standard construction method) in order to prevent reflection 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 fibre 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.
/ 109 108 /
The grooves must have a minimum depth of 35% of the specified paving thickness according to the “Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements” (ZTV Beton-StB). In base layers underlying a concre concrete te 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 fixtures.
Longitudinal and transverse j oints prior to being over over-laid with an asphalt surfacing
Special regulations may be required for aircraft movement areas due to the increased thickness of the concrete surfacing.
2.7.11
Curing
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. Curing options: 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 / m². A thin, continuous film 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 trafficked at an early stage, there is the risk of winding or unwinding of the continuous film. When applying a water-retaining cover, the compacted, slightly damp, hydraulically bound base layer has to be covered with a burlap or polyethylene film. 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 the process.
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 traffic immediately.
Wet curing of a finished hydraulic base layer
/ 111 110 /
2.7.11.1 Table: Summary of requirements on base layers with hydraulic binders in accordance with ZTV Beton-StBa) 1)
Proctor density Standard requirement 3) Higher requirement when underlying a concrete pavement 4) When underlying an asphalt pavement 5) No requirements when underlying a concrete pavement 6) Paving thickness is considered to be the arithmetic mean of all single values of the paving thickness for t he respective layer over the entire construction lot. 7) Typically Typica lly 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. 8) Tested T ested 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. 9) Mean value from three related specimens the single values of which do not deviate from the mean value by more than ± 2.0 N / mm². 10) Single value 11) Mean value 12) 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. 13) ≥ 15 cm if compacted by internal vibrators 14) The fines 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. 2)
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) Evenness Permissible deviation of paving thickness 6) / paving weight 7) Compressive strength within the parameters of initial testing Compressive strength within the parameters of compliance testing Strength class 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) a)
Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements Compressive strength c) Mean compressive strength d) Single compressive strength test results b)
Stabilized layer MixedMix ed-in-p in-plac lace e pr proce ocess ss
MixedMix ed-in-p in-plan lantt pr proce ocess ss
≥ 100% 1)
–
Hydraulically bound base
Concrete base
–
–
≥ 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 mean ≤ 10%
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) 20 cm (> 0 / 45) 45)
12 cm (0 / 32) 15 cm (0 / 45)
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
according to DIN 1045 or DIN EN 206 respectively
–
–
for 2 mm, 8 mm and 16 mm ± 8 < 0.063 mm 14)
–
/ 113 112 /
2.8
Producing stabilized layers
2.8.1
Requirements on paving mixes for stabilized layers
The paving mix formula has to be determined by means of initial testing.
2.8.2
Production
In soil stabilization, each layer must be produced so as to be of consistent quality and comply with the specified 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.
2.8.3
Additional layers layers may be applied applied on top of the freshly placed stabilized layer provided that the stabilized layer is not squeezed excessively 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.
Mixed-in-place process
In a first 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 specified 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 specified. 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 first 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 specified 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 20°C and max. 1.5 hours if temperatures are higher).
Stabilized layers produced in single, adjacent cuts have to be placed “fresh-in-fresh”. Each finished cut has to be milled and compacted together with
2.8.4
the new, adjacent cut at a minimum overlap width of 20 cm.
Mixed-in-plant process
In the mixed-in-plant process, a compulsory mixer is used to mix the soil or construction material mixture with the specified 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 sufficient capacity to enable rapid placing and compactio compaction. n. Mixing of the binder, water and soil or construction material mixture needs to continue until a
homogeneous paving mix of uniform colour has been produced. The finished 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 specified level and generally requires moistening in order to prevent dehydration of the paving mix to be placed.
/ 115 114 /
The paving mix has to be placed evenly in order to prevent segregation and ensure that the specified
2.8.5
Placing and compaction
If the mixed-in-place process is used, the fresh, compactable compacta ble paving mix is produced in-situ on the paving site. The paving mixes produced in-plant are transported transported to the paving site in trucks. In case of adverse weather or longer transport distances, the mix needs to be covere covered d 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 12 cm 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.
2.8.6
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 next layer l ayer.. 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 compactio compaction n 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
Requirements on the degree of compaction
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 D Pr of 98% of the Proctor density of the paving mix.
2.9
Producing hydraulicall hydraulicallyy bound base layers
2.9.1
Requirements on the paving mix
The optimal paving mix formula has to be determined within the paramete parameters rs 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 specified.
2.9.2
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 fines content < 0.063 mm of the dry construction material mixture must not be exceeded by more than 2.0% by mass.
Production, transport and placing
The paving mix for hydraulically bound base layers is produced in-plant in accordance with initial testing. 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 tarpaulins. The paving mix has to be conveyed and placed in such a way that no segregation occurs.
The following compaction equipment (optional or in combination) is used for compaction of the paving mixes: pneumatic-tyred rollers, weight between 12 t and 25 t single-drum compactors, weight between 12 t and 18 t large surface vibrators
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, created, and any loose loose material material having accumulated along the edges of the hardened base layer has to be removed. Additional layers layers may be applied applied on top of the base layer provided that the paving process does not cause any excessive squeezing squeezing in the hardening base layer and that the base layer is not deprived of the water required for hardening.
/ 117 116 /
2.9.3
Requirements on the finished layer
A compacted compacted hydraulically hydraulically bound base layer layer that has not yet hardened must have a degree of compaction of no less than 98%. When underlying a concrete surfacing, the compressive strength of a hydraulically bound base layer must not be lower than 6.0 N / mm² for each single value; and 8.0 N / mm² in the mean calculated from less than 9 related single values; or 10.0 N / mm² in the mean calculated from more 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.
When underlying an asphalt surfacing, the compressive strength of a hydraulically bound base layer must not be lower than 3.5 N / mm² for each single value; and 8.0 N / mm² in the mean calculated from less than 9 related single values; or 10.0 N / mm² in the mean calculated from more than 8 related single values 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 Producing concrete base layers The concrete must comply with strength classes C12 / 15 to C20 / 25 in accordance with DIN D IN EN EN 206-1. Concrete base layers have to be produced in accordance with DIN 1045-3 and have to be cured for a minimum period of 3 days. Road pavers are typically used to place the concrete uniformly, fully compacting it in the paving process. Paper layers or polyethylene films underlying the concrete base layer may be omitted.
Where appropriate, the subsoil or subgrade below the concrete base layer has to be moistened if there is a risk of dehydration of the concrete base layer. Additional layers may be applied on top of the base layer provided that it has hardened sufficiently.
2.11 Type and scope of testing 2.11.1
Initial testing for stabilized layers
Soils and construction material mixtures with a maximum particle size of up to 63 mm are suitable for use in stabilized layers. The fines content < 0.063 mm must not exceed 15% by mass. If the fines content < 0.063 mm ranges between 5% by mass and 15% by mass, adequate frost resistance of the hardened paving mix must be verified 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 / mm² when underlying an asphalt surfacing; and ≥ 15.0 N / mm² when underlyi underlying ng a concrete surfacing.
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 / mm². If the compressive strength of 7 N / mm² 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 / mm². 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 / mm². 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 applicable..
Criteria for determining the binder quantity during initial testing of paving mixes for stabilized layers: Type of soils s oils and / or construction material mixtures
Frost resistance Change of length
[‰] Fines contents in soils and / or construction material mixtures ≤ 5% by mass Fines contents in soils and / or construction material mixtures > 5% by mass and ≤ 15% by mass
Compressive strength after 28 days
under asphalt layers [N / mm2]
under concrete surfacings [N / mm2]
7
≥ 15.0
–
Δl ≤ 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.
/ 119 118 /
Flow chart for determining the minimum binder quantity:
Soils or construction material mixtures Fines content < 0.063 mm ≤ 5% by mass
Compressive strength after 28 days Asphalt design 7 N / mm²
Concrete design ≥ 15 N / mm2
Soils or construction material mixtures Fines content < 0.063 mm > 5% by mass and ≤ 15% by mass
Compressive strength after 28 days Asphalt design 7 N / mm²
Concrete design ≥ 15 N / mm2
Frost testing Δl ≤ 1‰
Binder content from initial testing ≥ 3% by mass
(standard case)
≤ 3%
by mass (special case)
Minimum binder quantity 3.0% by mass
Binder content for construction
2.11.2
Initial testing for hydraulically bound base layers
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 fines 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 fines content ≤ 0.063 mm ranges between 5% by mass and 15% by mass, adequate frost resistance of the hardened paving mix must be verified as part of initial testing.
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 / mm² when underlying an asphalt surfacing; and when underlyi underlying ng a concrete ≥ 15.0 N / mm² surfacing.
The following requirements must be complied with during initial testing: 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 / mm². If the compressive strength of 7 N / mm² is exceeded at the minimum binder quantity of 3.0% by mass, the minimum binder content is applicable. For a hydraulically bound base layer underlying a concrete surfacing, the mean compressive strength of three related test specimens must not be b e lower than 15 N / mm². 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 / mm². 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.
/ 121 120 /
Criteria for determining the binder quantity during initial testing for hydraulically bound base layers: Type of soils and / or construction material mixtures
Frost resistance Change of length
Frost resistance Change of length
[‰] Fines contents in soils and / or construction material mixtures ≤ 5% by mass Fines contents in soils and / or construction material mixtures > 5% by mass and ≤ 15% by mass
under asphalt layers [N / mm²]
under concrete surfacings [N / mm2]
7
≥ 15.0
–
Δl ≤ 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.
2.11.3
Initial testing for concrete base layers
The concrete must comply with compressive strength classes C 12 / 15 to C 20 / 25. In initial
2.11.4
testing, verifications have to be provided in accordance with DIN EN 206-1 and DIN 1045-2.
Internal control and compliance testing for stabilized layers
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 Internal control testing
Compliance testing
Paving mix
a) Conformity with initial testing
comparison of delivery notes or visual inspection for each delivery
b) Compressive strength or binder content
at least every 500 m or part thereof, or every 6,000 m² of base layer
When overlaid with an asphalt layer, the binder content may be tested instead of compressive strength.
at least every 100 m or part thereof, or every 1,000 m², 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 m² or part thereof
b) Correct vertical and horizontal position
as required
c) Binder quantity
as required
On the stabilized layer (immediately after compaction regardless of the construction method used and type of overlying layer)
a) Layer thickness
as required
at least every 100 m or part thereof, or every 1,000 m²
b) Correct vertical and horizontal position and evenness
as required
at intervals not exceeding 50 m
at least every 250 m or part thereof, or every 3,000 m²
at least every 500 m or part thereof, or every 6,000 m², but at least once per day
c) Degree of compaction
/ 123 122 /
2.11.5
Internal control and compliance testing for hydraulically bound base layers
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.
2. Hydraulically bound base Internal control testing
Compliance testing
On the paving mix or on the finished work
a) Conformity with initial testing
comparison of delivery notes or visual inspection for each delivery as required, at least every 6,000 m² of base layer or part thereof
b) Grading
c) Proctor density
at least twice per day
d) Compressive strength tested on specimen (diameter D = 150 mm, height H = 125 mm) e) Condition of aggregate
f) Water content
as required, at least every 6,000 m² of base layer or part thereof visual inspection every 3,000 m² or part thereof, but at least twice per day On the finished work
every 250 m or part thereof, or every 3,000 m² or part thereof
at least every 100 m or part thereof, or every 1,000 m²
b) Correct vertical and horizontal position and evenness
as required
at intervals not exceeding 50 m
c) Degree of compaction (of the not yet hardened layer)
at intervals of less than 500 m, but at least every 6,000 m² or part thereof
as required, at least every 6,000 m² of base layer or part thereof
a) Paving thickness / Paving weight
2.11.6
Internal control and compliance testing for concrete base layers
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.
3. Concrete base Internal control testing
Compliance testing
On the paving mix or on the finished work
a) Conformity with initial testing
comparison of delivery notes or visual inspection for each delivery
b) Consistency and apparent density of the fresh concrete
at least every 3,000 m²
c) Water-cement ratio of the fresh concrete
at least every 3,000 m²
d) Compressive strength and apparent density of the hardened concrete
at least every 3,000 m²
every 3,000 m² or part thereof
e) Paving thickness
at least every 3,000 m²
every 3,000 m² or part thereof
as required
at intervals not exceeding 50 m
f) Correct vertical and horizontal position and evenness
as required
/ 125 124 /
2.12 Using reclaimed asphalt and reclaimed tar-bound road construction materials in base layers with hydraulic binders 2.12.1
General
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 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 significantly reduces the leachability of harmful substances from the finished 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-
2.12.2
Source materials – Aggregates
Mixing reclaimed tar-bound road construction materials with non-tar-bound materials should be avoided. A maxi maximum mum qua quantit ntityy of of 15% 15% by mas masss of of new new aggregates in accordance with the t he “Technical “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 verified.
2.12.3
linien für die umweltverträgliche Verwertung von Ausbau Aus bausto stoff ffen en mit pec pechha hhaltig ltigen en Bes Bestan tandte dteile ilen n sowi sowiee die Verwertung von Ausbauasphalt im Straßenbau” [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 für die Verwertung von pechhaltigen Straßenausbaustoffen und von Asphaltgranulat in bitumengebundenen Tragschichten durch Kaltaufbereitung in Mischanlagen [M VB-K]).
A mini minimu mum m quan quantit tityy of of 25% 25% by ma mass ss of the ag aggr greegate mixture used must pass the 2 mm sieve. The maximum particle size is limited to 45 mm. An over oversiz size e perc percent entage age of 10% by mass is per permis missib sible le for a particle size of up to 56 mm. Reclaimed asphalt must comply with the “Technical delivery terms for reclaimed asphalt” (T (Technische echnische Lieferbedingungen für Asphalt Asph altgra granul nulat at [TL [TL AGAG-StB] StB]). ). It has has to to be rec reclai laimed med and stocked in accordance with the “Code of practice for the use of reclaimed asphalt” (Merkblatt (Merk blatt für die Verwe V erwertu rtung ng von von Asph Asphaltg altgran ranula ulatt [M VA VA-G] -G]). ).
Additives
Suitable additives (filler) are filler aggregates in accordance with the “Technical delivery terms for
aggregates in road construction” (TL Gestein-StB) or coal fly ash in accordance with DIN EN 450.
2.12.4
Storing reclaimed tar tar-bound -bound road construction materials
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
2.12.5
Construction material mixtures
In addition to the civil engineering requirements to be considered during initial testing, the use of reclaimed tar-bound road construction materials requires the amount of hydraulic binder and / or the additives content to be selected so as to ensure that the structure is sufficiently dense to
2.12.6
comply with the requirements of 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) in terms of the leachability of harmful substances.
Requirements
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
2.12.7
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 specified in the mix design.
Initial testing
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” (TL Gestein-StB).
/ 127 126 /
References
Eifert, H.; Vollpracht, A.; Hersei, O.: Straßenbau heute – Betondecken, 2004 Published by: BetonMar BetonMarketing keting Deutschland GmbH, Erkrath Verlag Bau+Technik GmbH, Düsseldorf
Kalk Kompendium, Bodenverbesserung, Bodenverfestigung Bodenverfes tigung mit Kalk Bundesverband der Deutschen Kalkindustrie e.V. www.kalk.de
Eifert, H.: Straßenbau heute – Tragschichten, Planung und Ausführung, 2006 2006 Published by: BetonMar BetonMarketing keting Deutschland GmbH, Erkrath Verlag Bau+Technik Bau+Technik GmbH
Die Reaktionsfä Reaktionsfähigkeit higkeit von Mischbindem Mischbindemitteln itteln im Vergleich zu Kalk und Zement Hans-Werner Schade, Institut für Materialprüfung Dr. Schellenberg, Leipheim Lecture at the 3rd specialist conference of the GBB Gütegemeinschaft Bodenverfestigung Bodenverbesserung denverbesser ung in Stuttgart, 2008
Hersei, O.; Dürrwang, R.; Hotz, C.: Zementstabilisierte Zementstab ilisierte Böden – Anwendung, Planung, Ausführung, 2007 2007 Published by: BetonMar BetonMarketing keting Deutschland GmbH, Erkrath Verlag Bau+Technik Bau+Technik GmbH
Bodenbehandlung im Straßenbau Bodenbehandlung Oliver Kuhl, Hessisches Landesamt für Straßenund Verkehrswesen, Wiesbaden Lecture at the 4th specialist conference of the GBB Gütegemeinschaft Bodenverfestigung Bodenverbesserung in Walsrode, 2009
Gemische für Tragschichten mit hydraulischen Bindemitteln Zement – Merkblatt Straßenbau p. 3, 6.2007 Helmut Eifert, Verein Deutscher Zementwerke e.V., Düsseldorf · www.vdz-online.de
Erwünschte und unerwünsch unerwünschte te Reaktionsmechanismen mechanisme n bei der Bodenstabilisierung mit Bindemitteln Karl-Josef Witt, Bauhaus-Universität, Weimar Lecture at the 4th specialist conference of the GBB Gütegemeinschaft Bodenverfestigung Bodenverbesserung in Walsrode, 2009
Der Bau von Tragschichten mit hydraulischen Bindemitteln Zement – Merkblatt Straßenbau p. 3, 6.2007 Helmut Eifert, Verein Deutscher Zementwerke e.V., Düsseldorf · www.vdz-online.de Lohmeyer, G.; Ebeling, K.: Betonböden für Produktions- und Lagerhallen, 2006 Verlag Bau+Technik GmbH, Düsseldorf
Body of technical rules and regulations
DIN 1)
Source:
VOB / B VOB / C DIN 1045 DIN 1048 DIN 1164 DIN 4020 DIN 4030 DIN 4123 DIN 4124 DIN 4301 DIN 18121 DIN 18125 DIN 18127 DIN 18134 DIN 18196 DIN 18299 DIN 18300 DIN 18311 DIN 18315
¹) 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:
[email protected]; 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 für Bauleistungen – Teil B: Allgeme All gemeine ine Ve Vertra rtragsbe gsbedin dingung gungen en für für die die Ausfü Ausführun hrung g von von Baule Bauleistu istungen ngen – DIN DIN 1961) 1961) German construction contract procedures - Part C: General technical specifications in construction contracts (Vergabe- und Vertragsordnung für Bauleistungen – Teil C: Allgemeine Technische Vertragsbedingungen für Bauleistungen [ATV]) Concrete and reinforced concrete; design and execution (Beton und Stahlbeton; Bemessung und Ausführung) Testing concrete (Prüfverfahren für Beton) Special cement – composition, requirements and conformity evaluation (Zement mit besonderen Eigenschaften – Zusammensetzung, Anforderungen, Übereinstimmungsnachweis) Geotechnical investigations for civil engineering purposes (Geotechnische Untersuchungen für bautechnische Zwecke) Assessment of water water,, soil and gases for their aggressiveness to concrete (Beurteilung betonangreifender Wässer, Böden und Gase) Excavations, foundations and underpinnings in the area of existing buildings (Ausschachtungen, Gründungen und Unterfangungen im Bereich bestehender Gebäude) Excavations and trenches – Slopes, planking and strutting breadths of working spaces (Baugruben und Gräben – Böschungen, Verbau, Arbeitsraumbreiten) Ferrous and non-ferrous metallurgical slag for civil engineering and building construction use (Eisenhüttenschlacke und Metallschlacke im Bauwesen) 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 Versuchsgeräte – Plattendruckversuch) Earthworks and foundations – Soil classification for civil engineering purposes (Erd- und Grundbau – Bodenklassifikation für bautechnische Zwecke) German construction contract procedures – Part C: General technical specifications in construction contracts – General rules applying to all types of construction work (VOB – Teil C: Allgemeine Technische Vertragsbedingungen für Bauleistungen [ATV] – Allgemeine Regelungen für Bauarbeiten jeder Art) German construction contract procedures – Part C: General technical specifications in construction contracts – Earthworks (VOB - Teil C: Allgemeine Technische Vertragsbedingungen für Bauleistungen [ATV] [A TV] – Erdarbeiten) German construction contract procedures – Part C: General technical specifications in construction contracts – Dredging work (VOB - Teil C: Allgemeine Technische Vertragsbedingungen für Bauleistungen [ATV] – Nassbaggerarbeiten) German construction contract procedures – Part C: General technical specifications in construction contracts – Road construction – Surfacings without binder (VOB – Teil C: Allgemeine Technische Vertragsbedingungen für Bauleistungen [ATV] – Verkehrswegebauarbeiten – Oberschichten ohne Bindemittel)
/ 129 128 /
DIN 18316
DIN 18506 DIN 18915
DIN 18916
German construction contract procedures – Part C: General technical specifications in construction contracts – Road construction – Surfacings with hydraulic binders (VOB Teil C: Allgemeine Technische Vertragsbedingungen für Bauleistungen [ATV] – Verkehrswegebauarbeiten – Oberbauschichten mit hydraulischen Bindemitteln) Hydraulic soil and road binders – Composition, specifications and conformity criteria (Hydraulische Boden- und Tragschichtbinder – Zusammensetzung, Anforderungen und Konformitätskriterien) Vegetation Veget ation technology in landscaping – Soil working (Veg (Vegetationstechn etationstechnik ik im Landschafts Landschaftsbau bau – Bodenarbeit Bodenarbeiten) en)
Vegetation technology in landscaping – Plants and plant care (Vegetationstechnik im Landschaftsbau – Pflanzen und Pflanzarbeiten) DIN 18920 Vegetation technology in landscaping – Protection of trees, plantations and vegetation areas during construction work (Vegetationstechnik im Landschaftsbau – Schutz von Bäumen, Pflanzenbeständen und Vegetationsflächen bei Baumaßnahmen) DIN 50929 Corrosion of metals; probability of corrosion of metallic materials when subject to corrosion from the outside (Korrosion der Metalle, Korrosionswahrscheinlichkeit metallischer Werkstoffe bei äußerer Korrosionsbelastung) Parts 1 and 3 Part 1: Corrosion of metals; probability of corrosion of metallic materials when subject to corrosion from the outside; general (Teil 1: Korrosion der Metalle; Korrosionswahrscheinlichkeit metallischer Werkstoffe bei äußerer Korrosionsbelastung; Allgemeines) Part 3: Corrosion of metals; probability of corrosion of metallic materials when subject to corrosion from the outside; buried and underwater pipelines and structural components (Teil 3: Korrosion der Metalle; Korrosionswahrscheinlichkeit metallischer Werkstoffe bei äußerer Korrosionsbelastung; Rohrleitungen und Bauteile in Böden und Wässern) DIN EN 206-1 Concrete – Part 1: Specification, performance, production and conformity (Beton – Teil 1: Festlegung, Eigenschaften, Herstellung und Konformität) DIN EN 197-1 Cement – Part 1: Composition, specifications and conformity criteria for common cements (Zement – Teil 1: Zusammensetzung, Anforderungen und Konformitätskriterien von Normalzement) DIN EN 197-4 Cement – Part 4: Composition, specifications and conformity criteria for low early-strength blast-furnace cements (Zement – Teil 4: Zusammensetzung, Anforderungen und Konformitätskriterien von Hochofenzement mit niedriger Anfangsfestigkeit) DIN EN 459-1 Building lime - Part 1: Definitions, specifications and conformity criteria (Baukalk – Teil 1: Definitionen, Anforde Anfo rderung rungen en und und Konfor Konformit mitäts ätskrit kriterie erien) n) DIN EN 1097-6 Tests for mechanical and physical properties of aggregates – Part 6: Determination of particle density and water absorption (Prüfverfahren für mechanische und physikalische Eigenschaften von Gesteinskörnungen – 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 (Prüfverfahren für thermische Eigenschaften und Verwitterungsbeständigkeit von Gesteinskörnungen – Teil 1: Bestimmung des Widerstandes gegen Frost-Tau-Wechsel) DIN EN 12350 Testing fresh concrete (Prüfung von Frischbeton) DIN EN 12390 Testing hardened concrete (Prüfung von Festbeton) DIN EN 13055-2 Lightweight aggregates – Part 2: Lightweight aggregates for bituminous mixtures and surface treatments and for unbound and bound applications (Leichte Gesteinskörnungen – Teil 2: Leichte Gesteinskörnungen für Asphalte und Oberflächenbehandlungen sowie für ungebundene und gebundene Verwendung) DIN EN 14227-1 Hydraulically bound mixtures – Specifications – Part 1: Cement bound granular mixtures (Hydraulisch gebundene Gemische – Anforderungen – Teil 1: Zementgebundene Gemische) DIN EN ISO 14688 Geotechnical investigation and testing – Identification and classification of soil (Geotechnische Erkundung und Untersuchung – Benennung, Beschreibung und Klassifizierung von Boden) DIN EN ISO 14689 Geotechnical investigation and testing – Identification and classification of rock rock (Geotechnische Erkundung und Untersuchung – Benennung, Beschreibung und Klassifizierung von Fels) DIN EN ISO 17025 General requirements for the competence of testing and calibration laboratories (Allgemeine Anforderungen an die Kompetenz von Prüf- und Kalibrierlaboratorien)
DIN EN ISO 22475 Geotechnical investigation and testing – Sampling methods and groundwater measurements (Geotechnische Erkundung und Untersuchung – Probenentnahmeverfahren und Grundwassermessungen) DIN EN ISO 22476 Geotechnical investigation and testing – Field testing (Geotechnische Erkundung und Untersuchung – Felduntersuchungen) DIN report Geotextiles and geotextile-related products – On-site quality control (Geotextilien und geotextilCEN / TR 15019 verwandte Produkte – Baustellenkontrolle FGSV 2)
Source:
ATV A TV DBT FDVK HBS H GeoMess MAFS-H MBEB MFP1 MGUB MKRC MLs MOB MRC MVB-K
M Geok E
²) FGSV Verlag GmbH, Wesselinger Str. 17, 50999 Köln, Germany Phone: +49 (0) 22 36 - 38 46 30; Fax: +49 (0) 22 36 - 38 46 40 E-mail:
[email protected]; Internet: www.fgsv-verlag.de General tec General technic hnical al spec specific ificatio ations ns in in const construct ruction ion cont contract ractss (Allg (Allgeme emeine ine Techn echnisc ische he Vertr Vertragsb agsbedi edingun ngungen gen für Bauleistungen [FGSV 024]) Code of practice for porous concrete base layers (Merkblatt für Dränbetontragschichten [FGSV 827]) Continuous dynamic compaction control (Flächendeckende Dynamische Verdichtungskontrolle [FGSV 547]) Manual for the design of road traffic systems (Handbuch für die Bemessung von Straßenverkehrsanlagen [FGSV 299]) Guidelines for the use of geotechnical and geophysical measuring procedures in road construction (Hinweise zur Anwendung geotechnischer und geophysikalischer Messverfahren im Straßenbau [FGSV 558]) Code of practice for asphalt base layers in hot-application (Merkblatt für Asphaltfundationsschichten im Heißeinbau [FGSV 759]) Code of practice for the structural maintenance of concrete traffic areas (Merkblatt für die Bauliche Erhaltung von Verkehrsflächen aus Beton [FGSV 823]) Code of practice for stone pavings and slab pavings, Part 1: Standard construction method (unbound design) (Merkblatt für Flächenbefestigungen mit Pflasterdecken und Plattenbelägen, Teil 1: Regelbauweise (Ungebundene Ausführung) [FGSV 618 / 1]) Code of practice on geotechnical investigations and designs in road construction (Merkblatt über geotechnische Untersuchungen und Berechnungen im Straßenbau [FGSV 511]) Code of practice on in-situ cold recycling in the road pavement (Merkblatt für Kaltrecycling in situ im Straßenoberbau [FGSV 636]) Code of practice on the use of volcanic slag in road construction (Merkblatt über die Verwendung von Lavaschlacke im Straßen- und Wegebau [FGSV 611]) Code of practice for the production of surface textures on concrete pavements (Merkblatt für die Herstellung von Oberflächentexturen auf Fahrbahndecken aus Beton [FGSV 829]) Code of practice on the reuse of mineral construction materials as recycled construction materials in road construction (Merkblatt über die Wiederverwertung von mineralischen Baustoffen als RecyclingBaustoffe im Straßenbau [FGSV [F GSV 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 für die Verwertung von pechhaltigen Straßenausbaustoffen und von Asphaltgranulat in bitumengebundenen Tragschichten durch Kaltaufbereitung in Mischanlagen [FGSV 535]) Code of practice for the application of geosynthetics in road construction earthworks (Merkblatt für die Anwendu Anwe ndung ng von von Geoku Geokunst nststof stoffen fen im Erd Erdbau bau des Stra Straßenb ßenbaue auess (FGSV (FGSV 535) Code of practice for the design and production of crib walls (Merkblatt für den Entwurf und die Herstellung von Raumgitterwänden und -wällen [FGSV 540]) Code of practice for the compaction of subsoil and subgrade in road construction (Merkblatt für die Verdichtung des Untergrundes und Unterbaues im Straßenbau [FGSV 516])
/ 131 130 /
MGUB M TS E
RAA RAS-Ew RAS-LG RAS-LP
RAS-Q
Code of practice for the use of EPS rigid foam materials in the construction of road embankments (Merkblatt für die Verwendung von EPS-Hartschaumstoffen beim Bau von Straßendämmen [FGSV 550]) Code of practice for simple, environmentally compatible methods of site stabilization (Merkblatt für einfache landschaftsgerechte Sicherungsbauweisen [FGSV 229)] Code of practice for geotechnical investigations and designs in road construction (Merkblatt über geotechnische Untersuchungen und Berechnungen im Straßenbau [FGSV 511]) Code of practice on construction methods for technical safeguarding measures when using soils and construction materials containing environmentally relevant substances in earthworks (Merkblatt über Bauweisen für technische Sicherungsmaßnahmen beim Einsatz von Böden und Baustoffen mit umweltrelevanten Inhaltsstoffen im Erdbau [FGSV 559]) Code of practice on soil improvement and soil stabilization with binders (Merkblatt über Bodenverbesserungen und Bodenverfestigungen mit Bindemitteln [FGSV 551]) Code of practice on the influence of the backfill on structures (Merkblatt über den Einfluss der Hinterfüllung 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 über die Behandlung von Böden 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 über die gebirgsschonende Ausführung von Spreng- und Abtragsarbeiten an Felsböschungen [FGSV 537]) Code of practice on the use of expanded clay as a lightweight construction material in the subgrade and subsoil of roads (Merkblatt über die Verwendung von Blähton als Leichtbaustoff im Unterbau und Untergrund von Straßen [FGSV 556]) Code of practice on rock group description for civil engineering purposes in road construction (Merkblatt über Felsgruppenbeschreibung für bautechnische Zwecke im Straßenbau [FGSV 532]) Code of practice on continuous dynamic procedures for testing compaction in earthworks (Merkblatt über flächendeckende dynamische Verfahren zur Prüfung der Verdichtung im Erdbau [FGSV 547]) Code of practice for road construction on subsoil of poor bearing capacity (Merkblatt über Straßenbau auf wenig tragfähigem Untergrund [FGSV 542]) Code of practice for the production of surface textures on concrete pavements (Merkblatt für die Herstellung von Oberflächentexturen auf Fahrbahndecken aus Beton [M OB]) 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 traffic areas (Merkblatt für den Bau von Tragschichten und Tragdeckschichten mit Walzbeton für Verkehrsflächen) Directives for the construction of motorways (Richtlinien für die Anlage von Autobahnen [FGSV 202]) Directives for the construction of roads, Part: Drainage (Richtlinien für die Anlage von Straßen [RAS], Teil: Entwässerung [FGSV 539]) Directives for the construction of roads, Part: Landscape design, Section: Biological engineering (Richtlinien für die Anlage von Straßen [RAS], Teil: Landschaftsgestaltung [RAS-LG], Abschnitt: Lebendverbau [FGSV 293 /3]) Directives for the construction of roads, Part: Landscape maintenance, Section 4: Protection of trees, existing vegetation and animals in construction measures (Richtlinien für die Anlage von Straßen, Teil: Landschaftspflege (RAS-LP), Abschnitt 4: Schutz von Bäumen, Vegetationsbeständen und Tieren bei Baumaßnahmen [FGSV [F GSV 293 / 4]) Directives for the construction of roads, Part: Cross-sections (Richtlinien für die Anlage von Straßen (RAS), Teil: Querschnitte [FGSV 295])
RAA RAP Stra RiStWag RLW RStO RuA-StB RuVA-StB
TL Asphalt-StB TL BE-StB TL Beton-StB TL G SoB-StB
TL BuB E-StB TL Gestein-StB TL Geok E-StB TL NBM-StB TL Pflaster-StB TL SoB-StB TP Asphalt-StB TP Beton-StB TP BF-StB TP D-StB
Directives for the construction of urban roads (Richtlinien für die Anlage von Stadtstraßen [FGSV 200]) Directives for accreditation of test centres for building materials and building material mixtures in road construction (Richtlinien für die Anerkennung von Prüfstellen für Baustoffe und Baustoffgemische im Straßenbau [FGSV 916]) Directives for civil engineering measures on roads in water protection areas (Richtlinien für bautechnische Maßnahmen an Straßen in Wasserschutzgebieten [FGSV 514]) Directives for rural road construction (Richtlinien für den ländlichen Wegebau [FGSV 675 / 1]) Directives for the standardization of the superstructures of trafficked surfaces (Richtlinien für die Standardisierung des Oberbaues von Verkehrsflächen [FGSV 499]) Directives for the environmentally compatible use of industrial by-products and recycled construction materials in road construction (Richtlinien für die umweltverträgliche Anwendung von industriellen Nebenprodukten und Recycling-Baustoffen im Straßenbau [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 für die umweltverträgliche Verwertung von Ausbaustoffen mit teer- / pechtypischen Bestandteilen sowie für die Verwertung von Ausbauasphalt im Straßenbau [FGSV 795]) Technical delivery terms for asphalt mix for the construction of paved traffic areas (T (Technische echnische Liefer bedingungen für Asphaltmischgut für den Bau von Verkehrsflächenbefestigungen [FGSV 797]) Technical delivery terms for bitumen emulsions (T (Technische echnische Lieferbedingungen für Bitumenemulsionen [FGSV 793]) Technical delivery terms for construction materials and construction material mixtures for base layers with hydraulic binders and concrete pavements (Technische Lieferbedingungen für Baustoffe und Baustoffgemische für 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 für Baustoffgemische und Böden zur Herstellung von Schichten ohne Bindemittel im Straßenbau, Teil: Güteüberwachung [FGSV 696]) Technical delivery terms for soils and construction materials in earthworks for road construction (T (Techniechnische Lieferbedingungen für Böden und Baustoffe im Erdbau des Straßenbaues [FGSV 597]) Technical delivery terms for aggregates in road construction (T (Technische echnische Lieferbedingungen für Gesteinskörnungen im Straßenbau [FGSV 613]) Technical delivery terms for geosynthetics in earthworks for road construction (T (Technische echnische Lieferbedingungen für Geokunststoffe im Erdbau des Straßenbaues [FGSV 549]) Technical delivery terms for liquid concrete curing agents (T (Technische echnische Lieferbedingungen für flüssige Beton-Nachbehandlungsmittel [FGSV 814]) Technical delivery terms for construction products for the production of stone pavings, slab pavings and kerbs (Technische Lieferbedingungen für Bauprodukte zur Herstellung von Pflasterdecken, Plattenbelägen und Einfassungen [FGSV 643]) Technical delivery terms for construction material mixtures and soils for the production of unbound granular layers in road construction, Part: Quality control (Technische Lieferbedingungen für Baustoffgemische und Böden für Schichten ohne Bindemittel im Straßenbau; Teil: Güteüberwachung [FGSV 697]) Technical testing regulations for asphalt (T (Technische echnische Prüfvorschriften für Asphalt [FGSV 756]) Technical testing regulations for base layers with hydraulic binders and concrete pavements (T (Technische echnische Prüfvorschriften für Tragschichten mit hydraulischen Bindemitteln und Fahrbahndecken aus Beton [FGSV 892]) Technical testing regulations for soil and rock in road construction (T (Technische echnische Prüfvorschriften für Boden und Fels im Straßenbau [FGSV 591]) Technical testing regulations to determine the thicknesses of superstructure layers in road construction (Technische Prüfvorschriften zur Bestimmung der Dicken von Oberbauschichten im Straßenbau [FGSV 974])
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TP Eben
TP Eben
TP Gestein-StB TP HGT HGT-StB -StB VOB ZTV A-StB ZTV Asphalt-StB ZTV BEA-StB ZTV BEB-StB ZTV Beton-StB ZTV E-StB ZTV Ew-StB ZTV-ING ZTV-Lsw ZTV-Lsw (supplement)
ZTVLW ZTV Pflaster-StB ZTV SoB-StB
Technical testing regulations for evenness measurements on road surfaces in longitudinal and transverse directions, Part: Measurements with contact (Technische Prüfvorschriften für Ebenheitsmessungen auf Fahrbahnoberflächen in Längs- und Querrichtung, Teil: Berührende Messungen (TP Eben - Berührende Messungen) [FGSV 404 / 1]) Technical testing regulations for evenness measurements on road surfaces in longitudinal and transverse directions, Part: Measurements without contact (Technische Prüfvorschriften für Ebenheitsmessungen auf Fahrbahnoberflächen in Längs- und Querrichtung, Teil: Berührungslose Messungen (TP Eben - Berührungslose Messungen) [FGSV [F GSV 404 / 2]) Technical testing regulations for aggregates in road construction (T (Technische echnische Prüfvorschriften für Gesteinskörnungen im Straßenbau [FGSV 610]) Technical testing regulations for base layers with hydraulic binders (T (Technische echnische Prüfvorschrift Prüfvorschriften en für Tragschichten mit hydraulischen Bindemitteln [FGSV 822; AP 52]) Construction contract procedures (Vergabe- und Vertragsordnung für Bauleistungen [FGSV 024]) Additional technical conditions of contract and directives for excavations in traffic areas (Zusätzliche Technische Vertragsbedingungen und Richtlinien für Aufgrabungen in Verkehrsflächen [FGSV 976]) Additional technical conditions of contract and directives for the construction of asphalt pavements (Zusätzliche Technische Vertragsbedingungen und Richtlinien für den Bau von Verkehrsflächenbefestigungen aus Asphalt [FGSV 799]) Additional technical conditions of contract and directives for the structural maintenance of traffic areas – Asphalt Asph alt des design ign (Zu (Zusätz sätzlich lichee Tech Technis nische che Vertr ertragsb agsbedin edingung gungen en und und Rich Richtlin tlinien ien für die Bau Baulic liche he Erhal Erhaltung tung von Verkehrsflächen – Asphaltbauweisen [FGSV 798]) Additional technical conditions of contract and directives for the structural maintenance of traffic areas – Concrete design (Zusätzliche Technische Vertragsbedingungen und Richtlinien für die Bauliche Erhaltung von Verkehrsflächen – Betonbauweisen [FGSV [F GSV 898 /1]) Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements (Zusätzliche Technische Vertragsbedingungen und Richtlinien für 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 (Zusätzliche Technische Vertragsbedingungen und Richtlinien für Erdarbeiten im Straßenbau [FGSV 599]) Additional technical conditions of contract and directives for the construction of drainage systems in road construction (Zusätzliche Technische Vertragsbedingungen und Richtlinien für den Bau von Entwässerungseinrichtungen im Straßenbau [FGSV 598]) Additional technical conditions of contract and directives for civil engineering works (Zusätzliche Technische Vertragsbedingungen und Richtlinien für Ingenieurbauten [FGSV 340; 782 / 1]) Additional technical conditions of contract and directives for the execution of noise barriers along roads (Zusätzliche Technische Vertragsbedingungen und Richtlinien für die Ausführung von Lärmschutzwänden an Straßen [FGSV 258]) Design and calculation principles for bored pile foundations and steel posts of noise barriers along roads; supplement to the Additional technical conditions of contract and directives for the execution of noise barriers along roads (Entwurfs- und Berechnungsgrundlagen für Bohrpfahlgründungen und Stahlpfosten von Lärmschutzwänden an Straßen; Ergänzung zu den Zusätzlichen Technischen Vorschriften und Richtlinien für die Ausführung von Lärmschutzwänden an Straßen [FGSV 552]) Additional technical conditions of contract and directives for the paving of rural roads (Zusätzliche Technische Vorschriften und Richtlinien für die Befestigung ländlicher Wege [FGSV 675]) Additional technical conditions of contract and directives for the production of stone pavings, slab pavings and kerbs (Zusätzliche Technische Vertragsbedingungen und Richtlinien zur Herstellung von Pflasterdecken, Plattenbelägen und Einfassungen [FGSV 699]) Additional technical conditions of contract and directives for the construction of unbound granular layers in road construction (Zusätzliche Technische Vertragsbedingungen und Richtlinien für den Bau von Schichten ohne Bindemittel im Straßenbau [FGSV 698])
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Wirtgen GmbH Reinhard-Wirtgen-Strasse Reinhard-Wirtgen-Stra sse 2 · 53578 Windhagen · Germany Phone: +49 (0) 26 45 / 131-0 · Fax: +49 (0) 26 45 / 131-392 Internet: www.wirtgen.com · E-Mail:
[email protected]
Illustrations are without obligation. Technical details are subject to change without notice. Performance data depend on operating conditions. No. 2316602 49-51 EN - 04/13 © by Wirtgen GmbH 2013 Printed Printed in Germany
