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/m\ WIRTGEN GROUP

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 Contents

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 (Suddeutschland) 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 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.

1

Soil

Treatment

11 Definition of terms

12

1.1.2

Definitions according to the “Directives for the standardization of the superstructures of trafficked surfaces" (RStO 01) Terms and body of rules and regulations for soil treatment

12 14

1.1.3

Correlating rules and regulations with the different layers

16

1.2 1.2.1 1.2.2 1.2.3 1.2.4 1.3

Definition of terms in soil treatment Soil stabilization Soil improvement Qualified soil improvement Base layers with hydraulic binders Geotechnical investigations

18 18 18 18 18 19

1.3.1

General

19

1.3.2 1.3.3 1.3.3.1

Description of soil types according to DIN EN ISO 14688-1 (old: 4022, Part 1) Soil classification according to DIN 18196 Soil groups

1.3.3.2 1.3.3.3

Principles of soil classification Coarse-grained soils

19 20 20 21 22

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

Mixed-grained soils Fine-grained soils Organogenic and organic soils Chart Classifying soils according to their plastic properties Determining consistency

22 22 22 23 24 24

1.3.3.8.2 1.3.3.9 1.4 1.4.1 1.4.2 1.5 1.5.1

Plasticity chart for classification of fine-grained soils Classifying soils according to DIN 18196 Frost susceptibility of soils and rock of variable strength Classifying soil groups in accordance with frost susceptibility Frost susceptibility after soil improvement with binders Application Soil improvement

25 26 30 30 31 32 32

1.5.2 1.5.2.1

Qualified soil improvement Reducing pavement thickness by means of qualified soil Improvement

32 34

1.1 1.1.1

Contents

1.5.2.2 1.5.3 1.5.3.1 1.5.3.2 1.5.3.3

Requirements on qualified soil improvement at subgrade level Soil stabilization Soil stabilization not counting toward the pavement Soil stabilization counting toward the pavement

Excerpt from the “Directives for the standardization of the superstructures of trafficked surfaces” (RStO 01), Chart 1 1.5.3.4 Excerpt from the “Directives for the standardization of the superstructures of trafficked surfaces” (RStO 01), Chart 2 Basic principles of earthworks 1.6 Compaction 1.6.1 Compaction requirements on subsoil and subgrade 1.6.2 1.6.3 Requirements on the subgrade 1.6.4 Deformation modulus on the subgrade (minimum 10 percentile) 1.6.5 Requirements on compaction characteristics 1.7 Quality assurance 1.7.1 Tests to be performed prior to construction 1.7.1.1 Tests to be performed by the client 1.7.1.2 Tests to be performed by the contractor 1.7.1.3 Testing specifications for mix designs 1.7.2 Tests to be performed during construction 1.7.2.1 Type and scope of tests to be performed in soil treatment operations 1.7.2.2 Testing methods and testing procedures 1.7.2.2.1 Testing methods for testing compaction characteristics 1.7.2.2.2 Testing procedures for determining compaction parameters 1,7.2.2.3 Testing deformation modulus, correct vertical and horizontal position and evenness 1.8 1.8.1 1.8.2 1.8.3 1.8.4 1.8.5 1.9 1.9.1

on the subgrade Soils and mineral construction materials for soil treatment Suitable soils (according to DIN 18196) Soils (according to DIN 18196) and construction materials suitable to a limited extent Non-suitable soils Natural and artificial aggregates and recycled construction materials Sulphate influence Binders General

35 36 36 37 38 40 42 42 42 43 44 45 46 46 46 46 49 50 50 52 53 54 57 58 58 58 58 59 59 60 60

Contents

1.9.2 1.9.3 1.9.3.1 1.9.3.2 1.9.3.3 1.9.4 1.9.4.1 1.9.4.2 1.9.5 1.9.6 1.9.7

Types of binder Mode of binder action Building limes Cements Mixed binders Binders with special properties Low-dust binders Hydrophobic binders Binder applications Binder processing times Binder reaction times

60 60

1.10 1.11 1.11.1 1.11.2 1.11.3

Water Effects of weather Precipitation Wind Temperature Soil treatment - Construction Mixing procedures Mixed-in-plant process Mixed-in-place process Principles of construction for the mixed-in-place process (all fields of soil treatment) Requirements for soil treatment Binder quantity Compaction characteristics Verification of binder quantity Surface Evenness Paving thickness Structural backfills Terms Construction materials Drainage area Backfill and cover fill areas

68 70 70 70 71 72 72 72 74 74

1.12 1.12.1 1.12.2 1.12.3 1.12.3.1 1.12.4 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 1.13.1 1.13.2 1.13.2.1 1.13.2.2

60 62 62 63 63 63 64 66 66

80 80 80 82 82 82 82 84 84 84 84 84

1.13.3

Compaction

85

1.14

Refilling utility trenches

86

1.14.1

General

86

1.14.2

Working in the binder

86

1.14.3

Compaction

86

2 Base Layers with Hydraulic Binders 2.1 2.2 2.3

91

General Terminology Base layers with hydraulic binders inaccordance with the “Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements” (ZTV Beton-StB) and soil stabilization in accordance with the “Additional technical conditions of contract and directives for earthworks in road construction” (ZTV E-StB)

91 92

2.4

Principles of production

94

2.4.1

General

94

2.5

Tests - Definitions

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 stabilization

98

2.6.2

Aggregates and construction materialmixtures for hydraulically bound base layers

99

2.6.3

Aggregates and construction materialmixtures 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

93

Contents

2.7.3

Minimum paving thicknesses

105

2.7.3.1

Stabilized layers

105

2.7.3.2

Hydraulically bound base layers

105

2.7.3.3 2.7.4

Concrete base layers Edge design of base layers

106 106

2.7.4.1

Details of edge design

107

2.7.5 2.7.6

Drainage of base layers Execution at low/high temperatures and frost

108 108

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 2.7.11 Curing 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) 2.8 Producing stabilized layers

109 110

2.8.1

Requirements on paving mixes for stabilized layers

114

2.8.2

Production

114

2.8.3

Mixed-in-place process

114

2.8.4 2.8.5

Mixed-in-plant process Placing and compaction

115 116

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 2.9.3

Production, transport and placing Requirements on the finished layer

117 118

2.10

Producing concrete base layers

118

2.11 2.11.1

Type and scope of testing Initial testing for stabilized layers

119 119

2.11.2

Initial testing for hydraulically bound base layers

121

112 114

2.11.3

Initial testing for concrete base layers

2.11.4

Internal control and compliance testing for stabilized layers

122 122

2.11.5 2.11.6

Internal control and compliance testing for hydraulically bound base layers Internal control and compliance testing for concrete base layers

124 125

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 2.12.3

Source materials - Aggregates

126

Additives

126

2.12.4 2.12.5

Storing reclaimed tar-bound road construction materials Construction material mixtures

127 127

2.12.6

Requirements

127

2.12.7

Initial testing

127

References Body of technical rules and regulations

128 129

1

Soil Treatment

General Soil treatment with binders (soil improvement and soil stabilization) comprises a range of proven construction methods which, from the mid-1950s, gained increasing economic importance in earthworks. The investigations carried out then were the basis for developing the current body of rules and regulations and still form the basis of construction today. The continued development in earthworks entailing very short construction times, higher loads (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” (Kreislaufwirtschafts- und Abfallgesetz [KrW-/AbfG]) has changed the boundary conditions of earthwork operations.

The environmental responsibility to reduce C02 emissions has an additional impact on framework conditions in the construction industry. These developments require building in poor weather conditions using the native soils, or the environmentally compatible use of soils, aggregates and recycled construction materials. Soil treatment offers just the right solutions and ideal economic conditions to meet these challenges. The soil-binder mixtures lead to a permanent increase in bearing capacity (even in the event of water ingress), significantly improve shear strength and considerably reduce settlement behaviour. These properties enable them to be used in many areas of earthworks and road construction.

10//11

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 Surfacing plus one or several base layers.

Concrete surfacing Single-layer or dual-layer concrete surfacing. Stone

Fully bound pavement Asphalt pavement: asphalt surfacing and base layer on subgrade. Concrete pavement: concrete surfacing, fibre mat and base layer with hydraulic binder directly on subgrade.

Asphalt surfacing Asphalt binder course plus overlying asphalt surface course or asphalt surface course only.

paving 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.

Base layer Base underlying the surfacing and, depending on formulation, distinguished into: V Base layer without binder - Frost blanket - Crushed-stone base - Gravel base

Subsoil Soil or rock lying immediately below the pavement or subgrade. Subgrade Artificial earth structure between subsoil and pavement.

V Base layer with binder - Stabilized layer with hydraulic binders - Hydraulically bound base - Concrete base - Asphalt base V Base layer with special properties - Roller-compacted concrete base - Porous concrete base

12//11

1.1.2 Terms and body of rules and regulations for soil treatment

Area of application

Subsoil/Subgrade

I Generic term

Terms

Soil treatment

Soil improvement

Qualified soil improvement

'f Correlation with rules and regulations

ZTV E-StB'l “Code of practice on soil improvement and soil stabilization with binders" (Merkblatt über Bodenverbesserungen und Bodenverfestigungen mit Bindemitteln)

ZTV E-StB'i “Code of practice on soil improvement and soil stabilization with binders" (Merkblatt über Bodenverbesserungen und Bodenverfestigungen mit Bindemitteln)

___ 1 __ Increase of bearing capacity of subgrade

Application and resulting reduction

11

Additional technical conditions of contract and directives for earthworks in road construction 21 Directives for the standardization of the superstructures of trafficked surfaces 31 Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements

Attribution of terms --------------------------------------------- ►

Pavement

I Base layers with hydraulic binders

r

Soil stabilization F1 soil F2 / F3

FHydraulically bound base layers

Stabilized layer with hydraulic binders

soil

RStO21 ZTV Beton-StB31

'i

RStO21 ZTV E-StB'l "Code of practice on soil improvement and soil stabilization with binders” (Merkblatt über Bodenverbesserungen und Bodenverfestigungen mit Bindemitteln)

RStO21 ZTV Beton-StB31

' > Reduction of layer thickness of asphalt pavement

14 //15

1.1.3 Correlating rules and regulations with the different layers

Surfacing (asphalt/concrete)

Asphalt base and/or

Base layer with hydraulic binder

Gravel or crushed-stone base and/or frost blanket or layer of frost-resistant material

Subsoil/subgrade - possibly stabilized or qualified soil improvement

ZTV Beton-StB1)

11

TLAsphalt-StB2’ TL Beton-StB3)

ZTV Beton-StB”11

Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements 31 Technical delivery terms for asphalt mix for the construction of paved traffic areas 31 Technical delivery terms for construction materials and construction material mixtures for base layers with hydraulic binders and concrete pavements A) Additional technical conditions of contract and directives for the construction of unbound granular layers in road construction 81 Technical delivery terms for aggregates in road construction 61 Additional technical conditions of contract and directives for earthworks in road construction 71 Technical delivery terms for soils and construction materials in earthworks for road construction 81 Directives for the standardization of the superstructures of trafficked surfaces

TL Beton-StB3)

*

RStO B)

ZTV SoB-StB4*

TL Gestein-StB51

ZTV E-StB6)

TL BuB E-StB7)

16//11

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

properties. It is distinguished into soil stabilization and soil improvement.

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

traffic loading and climate, thus creating permanent bearing capacity and frost resistance.

1.2.2 Soil improvement Soil improvement comprises a range of processes which improve both the suitability for placing and

compactability of existing soils and facilitate the execution of construction work.

1.2.3 Qualified soil improvement Qualified soil improvement comprises a range of soil improvement processes complying with more

1.2.4

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.

They count toward the overall pavement thickness. The most important design parameter for base layers is layer thickness. It is determined based on: V the traffic volume; V the bearing capacity of the subgrade; and V the requirements placed on frost resistance.

1.3 1.3.1

Geotechnical investigations General

The soil must be investigated and tested well In advance with regard to V its properties; V Its suitability as subsoil or construction material; V any fills; and V any contamination with harmful substances so that the findings can be considered V in the planning process; V for design-related conclusions; and V in the concept of construction and construction sequence. Soils reclalmable from excavations, side cuts and

1.3.2

This enables other investigations and tests required during construction to be determined well in advance. Geotechnical Investigations required for Invitations to tender have to be performed by the client. If the construction project Is executed on the basis of an alternative tender, feasibility and 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 V a noun for the major fraction; and V

borrow pits require testing for their possible use.

one or several adjectives for the minor

fractions.

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 V minor influence are characterized by the prefix “slightly”; and V 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”.

The following basic rules apply: Major fraction Is defined as V the largest mass fraction; or V the fraction determining the properties of the soil.

18 //19

Letter symbol DIN EN 14688

Letter symbol DIN 4022

Blocks

Bo

Y

> 200 mm

Stones

Co

X

from > 63 mm to s 200 mm

Gravel Coarse gravel Medium gravel Fine gravel

Gr (Gravel) CGr MGr FGr

G gG mG fG

Sand Coarse sand Medium sand Fine sand

Sa (Sand) CSa MSa FSa

mS fS

from > 0.06 mm to s 2 mm from > 0.6 mm to s 2.0 mm from > 0.2 mm to s 0.6 mm from > 0.06 mm to s 0.2 mm

Si (Silt) CSi MSi FSi

U gu mU fU

from > 0.002 mm to s 0.06 mm from > 0.02 mm to s 0.06 mm from > 0.006 mm to =s 0.02 mm from > 0.002 mm to s 0.006 mm

Cl (Clay)

T

Range / Designation

Coarse aggregate range

Silt Fine aggregate

Coarse silt Medium silt Fine silt Clay (ultra-fines)

1.3.3

S gs

Soil classification according to DIN 18196

Particle size range [mm]

from > 2 mm to s 63 mm from > 20.0 mm to =s 63.0 mm from > 6.3 mm to s 20.0 mm from > 2.0 mm to s 6.3 mm

< 0.002 mm

For the purpose of describing the civil engineering properties and suitability according to DIN 18196, the different types of soil are classified into

1.3.3.1

Soil groups

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: V particle size range; V plastic properties; and V 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

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

G = gravel 0 = organic matter S = sand H = peat, humus U = silt F = digested sludge T = clay K = lime Z = degraded peat N = marginally degraded peat

20 #21

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.

1.3.3.6

mass and 40% by mass constitute mixed-grained soils.

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.

It is assessed based on the water content at the liquid limit wL and plasticity Index lp.

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

Fine-grained soils

Soil classification based on grading and plastic properties

Organic soils

Soil classification based on plastic properties only (consistency limits according to DIN 18122)

cohesive-loose Grain-to-grain contact

Grain-to-grain contact

Fines < 0.063 mm: < 5% by mass Frost-proof Low compressibility

Fines < 0.063 mm: 5% to 15% by mass Slightly frost-susceptible Low compressibility

No grain-to-grain contact Coarse grain “floats” in fine-grained matrix Fines < 0.063 mm: 15% to 40% by mass H ighly frost-susceptible Properties of fine grain are dominant

Parallel Honeycomb Lump structure structure structure

Micropore

Fibrous structure Highly frost-susceptible

&

Macropore

Large pore spaces

Large pore spaces

Small pore spaces

Small pore spaces

High or relatively high water permeability, low water-binding capacity

High water permeability, low water-binding capacity

Low water permeability, medium water-binding capacity

Very low water permeability, high Very low water to very high water-binding capacity permeability and very high water-binding capacity

Gravels and sands

Fines < 0.063 mm: < 5% by mass Particle size fraction 40% by mass

< 40% by mass

GE

SE

GW

sw

Gl

SI

Clayey-silty gravels and sands

Fines < 0.063 mm: < 5% by mass < 15% by mass

>15% by mass

Particle size fraction < 2 mm > 40% by mass

< 40% by mass

GU GT

SU ST

GU*

SU*

GT*

ST*

Silts and clays

Small pore spaces

Peat, humus, digested sludge

1.3.3.8 Classifying soils according to their plastic properties 1.3.3.8.1 Determining consistency

Consistency range

liquid Liquid limit wL Soil creeps out between the fingers when pressing together by making a fist

Liquid limit wL Water content at the point of transition from liquid to plastic state

mushy

Ic=0.50

soft

Soil is easy to knead

È U Soil is difficult to knead but can be rolled into 3 mm thick rolls by hand without tearing or crumbling

ïfl stiff Plastic limit WP

Soil crumbles when trying to roll into 3 mm thick rolls but is moist enough for moulding into a lump

semi-firm Shrinkage limit ws

Soil can no longer be kneaded but can only be crushed

Plastic limit wP Water content at the point of transition from plastic to semi-firm state

firm

Consistency limits and consistency ranges At the point of transition from the semi-firm to firm state, the soil is in the optimum water content range, i.e., it is ideal for placing and compacting.

Shrinkage limit wa Water content at the point of transition from semi-firm to firm state

1.3.3.8.2

Plasticity chart for classification of fine-grained soils

(according to DIN 18196,10.88 edition) Liquid limit WL in %

Tests performed to determine the plasticity index of soils having a low liquid limit give inaccurate results. Soils in the intermediate range must therefore be

Plasticity index lP in %

1)

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.

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.

Gravel-silt mixtures

7

GU

£60%

8

Gravel-clay mixtures 5-15%

9

Sand-silt mixtures

5% to 15% by mass £ 0.06 mm

GT F2*> SU

>60% 7

Sand-clay mixtures

ST

11

Gravel-silt mixtures

GU*

£ 60% 12

Gravel-clay mixtures 15-40%

13

Sand-silt mixtures

15% to 40% by mass £ 0.06 mm

GT* SU*

>60% 14

Sand-clay mixtures

15

Silts of low plasticity 4% or below the A-line

17

19 20

W L < 35%

IP s

16

18

ST*

Silts of medium plasticity Silts of high plasticity

35% £ W L £ 50%

UM

wL > 50%

UA

>40% Clays of low plasticity

WL < 35% 7% and Clays of medium plasticity 35% £ w £ 50% L above the A-line Clays of high plasticity wL > 50%

TL

IP a

TM TA

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

River gravel and beach gravel Terrace gravel

Continuous grading curve extending over several particle size ranges Volcanic slag 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 Steep grading curve due to prevalence of one particle size range

Dune sand and drifting sand, quicksand, Berlin sand, basin sand, tertiary sand Moraine sand, terrace sand, granitic sand

Steep grading curve due to prevalence of one particle size range silty clayey .32

1

Thickness of frost-resistant pavement )

55

65

75

85

Asphalt base and base with hydraulic Asphalt surface course

Chart 1: Asphalt surfacing design for pavements on F2 and F3 subsoil / subgrade

Asphalt binder course

$§§§£ 14

Asphalt base

2.1

Hydraulically bound base

Frost blanket

41

▼45

T T 4 8

Asphalt surface course Asphalt binder course

2.2

CO

I

I

Thickness of frost blanket

▼120 //

Asphalt base

14

Stabilized layer Layer of frost-resistant material (F1)

15

- wide-graded or gap-graded in accordance with DIN 18196 Thickness of layer of frost-resistant material

▼45 104) 204) 30

45

40

Asphalt surface course Asphalt binder course 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. ?) Applicable with round aggregates only if proven locally. 31 Applicable only with crushed aggregates and if proven locally. 4) To be executed only if the frost-resistant material and material to be stabilized can be placed as a single layer.

2.3

Layer of frost-resistant material (F1) narrow-graded in accordance with DIN 18196▼45 Thickness of layer of frost-resistant material

54) 154) 25

35

1

ii

> 10 and s 32 55

65

75

> 3.2 and s 10

85

55

65

IV

V

VI

> 0.3 and =s 1.0

s 0.3

£ 0.3

in

> 1.8 and s 3.2 / > 1.0 and a 1.8

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

▼100/

n

15

35 29 ▼45

-

▼45

3)

28 38

48

-

▼45

25

30 40

50

-

21

-

34 44

-

29 ▼45

▼ 45

3)

26 36

46

-

29

▼45 3)

16 26

36

-

1631 26

36

Z 15

▼45

144) 24

▼45

34

44

184) 28

z . 38

z _

z_ 29

33 ▼45

48

▼45

124) 22

32

42

164) 26

15

29

▼45

36

46

64) 164) 26

29 ▼45

36

641 164) 26

36

4

10 15

z. 38 ▼45

▼45

94) 194) 29

39

134) 23

29

▼45

33

43

74)

▼45

174) 27

37

164) 26

29 ▼45

36

46

64) 164) 26

29 ▼45

36

64) 164) 26

36

38//35

1.5.3.4 Excerpt from the “Directives for the standardization of the superstructures of trafficked (RStO 01), Chart 2a Base layers surfaces” with hydraulic binders underlying concrete surfacing (Thickness in cm; ▼ EvZ minimum values in MN/m2) Chart 2: Concrete surfacing design for pavements on F2 and F3 subsoil / subgrade

1)

2) 3) 4)

If values deviate, the layer thicknesses of the frost blanket or frostresistant material respectively have to be determined by taking the difference. Applicable with round aggregates only if proven locally. Applicable only with crushed aggregates and if proven locally. To be executed only if the frost-resistant material and material to be stabilized can be placed as a single layer.

The additional conditions of contract for the German States (Bundesländer) have to be complied with.

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 Eluierbarkeit umweltrelevanter Inhaltsstoffe).

1 >10 and -s 32 55

65

75

85

55

ii

in

IV

V

VI

> 3.2 and s10

>1.8 and s 3.2 / >1.0 and s 1.8

> 0.3 and -s 1.0

£ 0.3

£ 0.3

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

40//35

23

15

▼12Q y//

▼120'

▼120 '

-

▼45

25* 35

48

-

▼45

26* 36

46

25

▼45 1541 25

45

-

273) 37

24

23

15

15

▼45

35

38

39

40 ▼45

15

▼ 45

16*' 26

36

46

741

1741 27

37

24

25

77

▼45 104) 20

40

11

43

▼45

▼45 30

20

20

20

21

31

41

2A)

1241 22

32

41//35

1.6.1

Compaction

At the start of compaction, the contractor has to complete a trial field to verify that the compaction requirements will be met. 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 1.6.2

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. When placing weather-sensitive construction materials, the bulk surfaces have to be built with a cross slope of no less than 6%.

Basic principles of earthworks Compaction requirements on subsoil and subgrade

The subsoil or subgrade of roads and paths has the degree of compaction DPr or the maximum to be compacted so as to meet the following 10 percentile for the air voids ratio na respectively, requirements on the minimum 10 percentile for

Area

Soil groups

Dp, 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, Gl, GE SW, SI, SE GU, GT, SU, ST

100

-

1.00 m below grade to embankment base GW, Gl, GE SW, SI, SE GU, GT, SU, ST

98

-

Subgrade to embankment base Subgrade to GU*, GT*, SU*, ST* U, a depth of 0.50 m for cuts T, ou1>, or)

97

122)

1) These requirements apply to soils of groups OU and OT only if their 2) If the soils are not improved by means of soil stabilization or quali- suitability and placing conditions have been investigated separately tied soil improvement, a requirement on the maximum and determined in consultation with the client. 10 percentile for the air voids ratio is recommended as follows: • 8% by volume when placing water-sensitive 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.

The subgrade must comply with specifications 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

Reducing the cross slope after soil treatment Example. — 2.5% savings in pavement results in qpavement huge potential qsubgrade — 4.0% material. Width of subgrade = 6.00 m »Savings: approx. 0.30 m3/m At the raised edge of the carriageway, the subgrade has to be designed with a reverse gradient.

The subgrade must have the following cross slope: V a 4.0% for water-sensitive soils and construction materials V a 2.5% after soil treatment with binders

1.6.3 Requirements on the subgrade 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.

42//43

1.6.4

Deformation modulus on the subgrade (minimum 10 percentile)

Being the foundation for the road’s pavement, The static and dynamic deformation moduli can be the subgrade must exhibit adequate bearing and inferred from the following table, deformation behaviours.

Frost-resistant subsoil or subgrade (F1 soil)

Construction class SV, 1 to IV E.2 a 120 MN/m2 Evd a 65 MN/m2

Construction class V to VI E„2 a 100 MN/m2 Evd a 50 MN/m2

Frost-susceptible subsoil or subgrade (F2 and F3 soils)

Construction class SV, I to VI Erf a 45 MN/m 2

Frost-susceptible subsoil or subgrade (F2 and F3 soils) after qualified soil improvement

Erf a 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: V improve or stabilize the subsoil or subgrade; or V 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 DPr or maximum 10 percentile for the air voids ratio na when improving or stabilizing the subgrade S)

DPr a98%

Subgrade ▼ 0.00 m

Requirements on EV2 see separate table immediately after completion of compaction

DP, a 100 % for GW, Gl, GE, SW, SI, SE, GU, GT, SU, ST DPr a 97 % and na s 12% for GU*, GT*, SU*, ST*. U, T, OU3), OT3>

DP, s 98% for GW, Gl, GE, SW, SI, SE, GU, GT, SU, ST DP, 2 97 % and na GE, GW, Gl, SE, SW, SI V Fine-grained and mixed-grained soils -►SU,

1.8.2

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

V Clays of high plasticity to the extent that they are of soft to stiff consistency and can be sufficiently crushed ->TA V Mixed-grained soils containing stones larger than 63 mm to the extent that these can be removed or crushed if in weathered state V Soils containing organic matter and

1.8.3

The soils to be treated should be available in a largely homogeneous quality.

organogenic soils V Soils of varying composition or nature V Recycled and manufactured aggregates V 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) or sufficiently stabilized (bearing capacity, frost resistance) by adding high binder contents and using standard equipment. V Clays of high plasticity and semi-firm to firm consistency ->TA V Rocks of variable strength (siltstones and clay

stones) if they cannot be sufficiently crushed V 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 aggregates and recycled construction materials must comply with both environmentally relevant and water-management requirements. These requirements are stipulated, for example, in the “Directives for the environmentally compatible

1.8.5

use of Industrial by-products and recycled construction materials in road construction” (RuAStB), “Directives for the environmentally compatible use of reclaimed materials containing tar-bound matter and for the use of reclaimed asphalt in road construction” (RuVA-StB) and “Technical delivery terms for aggregates in road construction” (TL Gestein-StB).

Sulphate influence

Heaving may destroy the structure as a result of chemical reactions of the sulphates and sulphides (pyrite) with the free calcium contained in the lime or cement (or both substances when using a mixed binder). In the process, volumetric strains ranging from 10% to 30% develop at swelling pressures of up to 5 MPa caused by ettringite or thaumasite growth. Caution should generally be exercised with all sulphate-bearing soils or waters, pyrite, gypsum and anhydrite in combination with free calcium at a pH value > 10.5.

Ettringite or thaumasite reaction is, among other things, additionally influenced by the following factors: V temperature (reaction requires temperatures < 15°C); V dry-wet cycles; V pore size of soil mixture (compaction); V sulphate type and solubility; and V clay content of soil (clay content < 10% unproblematic).

Criteria for assessing native soils V No risk: electrical conductivity of soil saturation extract < 200 pS/cm V Low risk: sulphate content between 3,000 ppm and 5,000 ppm r Medium to high risk: sulphate content between 5,0 ppm and 8,000 ppm V Soil not suitable for soil treatment: sulphate content > 8,000 ppm A mlneralogical analysis of the soil should always be performed on critical soil types in order to avoid exposure of the structure to any risk.

Recycled construction materials intended for use in soil treatment must always be tested for sulphatesl

1.9 1.9.1

Binders 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

Types of binder

The following binders may be used for soil treatment without requiring further agreement provided they comply with the pertinent standards: V Cements according to DIN 197-1 and DIN 197-4 V Cements according to DIN 1164-10 V Building limes according to DIN EN 459-1 In addition, these must comply with supplementary requirements in terms of reactivity and grading according to the “Additional technical conditions

1.9.3

of contract and directives for earthworks in road construction” (ZTV E-StB). V Hydraulic soil and road binders according to DIN 18506 V 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.

Mode of binder action

A distinction in the mode of action of fine limes is made between instantaneous and long-term reaction. The instantaneous reaction commences within minutes after mixing and is complete after some days. strength.

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 mineralógica! and soil-mechanical investigations.

1.9.3.1

Building limes

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

Instantaneous reaction: V 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 V Crumbling caused by incipient chemical reactions in the clay minerals and at their contact surfaces V Aggregation of fine-grained soils V Increase of plastic limit V This leads to an increase of consistency index lc and a reduction of plasticity index lp.

Result: V Improved compactabillty V Improved plastic properties and thus decreasing susceptibility to water V Proctor curve shifts to the wet side resulting in a decrease of the dry density and simultaneous increase of the optimum water content V This results in an increase of the bearing capacity

Clayey soil (TM) untreated

treated with 2% of binder

treated with 4% of binder

treated with 6% of binder

10

12

14

16

18

20

22

24

Water content w [%]

60//35

Long-term reaction:

Result:

V Pozzolanic hardening (chemical conversion of the clay minerals) V Cation exchange V Bridging V Carbonation (with C02)

V 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, mixed binders can be 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.

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

1.9.4.2

The binder’s hydrophobic action is neutralized by the milling operation, which extends the time frame available for processing.

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.

62//35

63//35

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. a) In soil improvement operations, mixed binders work most effectively in mixed-grained soils and In soils of low to medium plasticity. The natural water content of soils suitable for this type of treatment Is reduced and the bearing capacity improved in a single operation. Based on the grading curve, the most suitable binder can be selected in accordance with the grading chart.

The areas of application of the different types of binders are shown in the grading chart.

Fine aggregate range Silt medium

Ultrafines fine 90 £ c _ § 80 CT W

Non-suitable, — not crushable

s'

b) The strength of mixed-grained soils and soils of low plasticity (TL, GU*) is determined by the hydraulic proportion of the binder while the overall binder content remains unchanged. The highest strengths are achieved using a mixed binder with a high content of cement or a road binder (cement). Mixed binders produce the highest strengths in clays of medium plasticity (TM). With clays in the transition zone from medium to high plasticity and with clays of high plasticity (TA), the highest strengths are achieved when using mixed binders with a high lime proportion or lime respectively. c) Coarse-grained soils are treated using either mixed binders with a high content of cement or road binders (cement). d) Mixed binders with a higher content of lime are used for soils with a high water content in order to reduce the water content and obtain a soil- binder mixture of Ideal consistency for placing.

S 70

s'

X

.C +-•

y

O so 60 o'c _______

A %

TJ v 50 (0 c

ra

Type of soil: TA

® 40 o c g ü 30 S »♦(A (A •5 20 Type of soil: TM, TL, UM 10

0.001 0.002 0.006 0.01 0.02

/

✓*

64//35

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: V 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 V 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

V Use of mixed binder: measured from commencement 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. V Cement and road binders react upon contact with the moist soil and have fairly short processing times. V Hydrophobic cement and hydrophobic road binders react only when mixed into the soil. V Mixed binders react upon contact with the moist soil and have longer processing times than cement.

1.9.6 Binder processing times 1.9.7 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: V an increase of the optimum water content; V a reduction of the Proctor density; and V a reduction in strength of the soil-binder mixture.

Significant reductions in strength occur when cal testing regulations for soil and rock in road Fine lime Binder Mixed binder Part B 11.3, stipulating I extending the reaction time of cement. The Cement CEM construction” (TP BF-StB), CL90Q reaction time of one hour specified for soil a reaction time of six hours produce the most stabilization the “Technical testing regulations for 1 significant change3-5 in the Proctor curve. >Factoring Reactionintime h 6 soil and rock in road construction” (TP BF-StB), in the development of strength, shorter reaction Part B 11.1, should also be complied with for soil times can be chosen also with a view to a way of improvement. This approach results in the highest working that is more in line with practical bearing capacity and lowest sensitivity to water requirements. immersion of the soil-binder mixture. The following time periods between working in the Longer reaction times are required for white fine binder and compaction should be adhered to: lime. The requirements specified in the “Techni

The reaction times of mixed binders depend on their hydraulic proportion and have to be set to between 3 and 5 hours.

Where appropriate, the reaction time of mixed binders can be adjusted in accordance with their main binder components.

66//35

1.10 Water

The water content of the soil to be treated should be equivalent to the optimum water content for placing and compacting. If the water content of coarse-grained or mixedgrained soils intended for soil treatment is too low, water should be added as follows: V with fine-grained soils: early enough for the moisture to have penetrated the soil completely and uniformly when the binder is mixed in; and V with mixed-grained or coarse-grained soils: shortly after spreading the binder. As an option, the water to be added can also be injected into the milling and mixing chamber during the milling operation. The water must not contain any substances and/or

impurities that would have a detrimental effect on the soil treatment process. If the water content of a mixed-grained or finegrained soil intended for soil treatment is significantly higher than the optimum water content, it must be reduced by appropriate measures. Appropriate measures include, for 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. 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.

Addition of binder (% by weight)

Example:

™ = w„„ > wopl ■ = W„« = W.p, ™ = wn„ 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 time of several days has to be 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 stabilization

Qualified soil improvement

Soil improvement

Preparatory measures The binder must be spread evenly using appropriate machinery. Even distribution of the binder is not guaranteed when using fertilizer spreaders or blowing the binder from a silo transporter. The latter is generally ruled out because of the risk of accidents and pollution of the environment associated with this method. The pertinent EC safety data sheet has to be complied with when working with hydraulic binder and building 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, the amount of binder is specified in kg/m 2; for the mixed-in-plant 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 against binder drifts must be ensured during construction. The spreaders should be fitted with appropriate protective equipment (such as low guards).

In soil improvement operations, dust development caused by wind can be reduced by scarifying the surface prior to spreading the binder. In addition, binders are available which cause less dust during processing. Spreading of the binder and mixing should generally be carried out in quick succession. Hydro- phobic cements enable longer processing times because of their water-repellent properties; their reaction time does not commence until they are mixed with the soil.

74//75

_ . .... .. Qualified Soil stabilization

Soil Improvement soil improvement Mixing

For soil stabilization, only high-performance machines (such as soli 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 excavators.

tr'

■ ■< ’ 1 f ,

i,

‘

tr'

■ ■< ’ 1 f ,

i,

‘

Mixing result after one milling pass

Mixing result after two milling passes

Mixing result after three milling passes

76//73

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 (U 60 K) 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 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.

1.12.4

Requirements for soil treatment Soil stabilization

Requirements 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 strength of the binder. Hydraulic binders resulting in a slow development of strength in the soil-binder mixture may require the compressive strength to be verified after a period exceeding 28 days. z) Compressive strength only is tested if the Sdii is classified intd frostsusceptibility class F1. Both tests are performed if the soil is classified

Fine lime and hydrated lime

Coarse-grained soils: The “Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements” (ZTV Beton-StB) apply. Fine-grained or mixed-grained soils: The binder quantity has to be selected to meet the following requirements: Soil groups

Frost resistance (heaving of specimen)

GU, GT, SU, ST2»

-AL.Ui.

Compressive strength) (after 28 days) 6.0 N/mm2

GU*, SU*, UL, UM GT*, ST*, TL, TM, TA Recycled manufactured aggregates

-

and 6.0 N/mm2

1.12.4.2 Compaction characteristics into frost-susceptibility class F2.

according to the “Technical testing regulations for soil and rack 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-ln-place process only) Requirements on the minimum 10 percentile for the degree of compaction DP, or maximum 10 percentile for the air voids ratio na GW, Gl, GE SW, SI, SE DP,>100% GU, GT, SU, ST GU*, GT*, SU*, ST* U, DPr> 97% and na< 12% T, OU'), OT« Requirements on the degree of compaction of the stabilized layer immediately after completion of compaction DR, > 98% of the Proctor density of the soil-binder mixture

Qualified soil improvement

Soil improvement

Binder content a 3% by mass Qualified soil improvement of subgrade The binder quantity has to be selected to meet the following requirements: Unconfined compressive strength after 28 days and testing in accordance with the “Technical testing regulations for soil and rack in road construction” (TP BF-StB), Part B 11.3, 2 0.5 N/mm2 The loss in strength after soaking in water for 24 hours must not exceed 50%. Alternatively: CBR after 28 days and testing in accordance with the “Technical testing regulations for soil and rack in road construction” (TP BF-StB), Part B 7.1, a 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 degree of compaction DP,or maximum 10 percentile for the air voids ratio na Area Soil groups Dpr in nfl in % % Subgrade to a depth of 1.00 GW, Gl, GE SW, >100 m for embankments SI, SE GU, GT, Subgrade to a depth of 0.50 SU, ST m for cuts 1.00 m below grade to embankment base

GW, Gl, GE SW, SI, SE GU, GT, >98 SU, ST

Subgrade to embankment GU*,GT*,SU*,ST* base >97 Subgrade to a depth of 0.50 U, T, OU", OT" m for cuts

-

-

100 SI, SE GU, GT, SU, ST

1.00 m below grade to embankment base

GW, Gl, GE SW, SI, SE GU, GT, >98 SU, ST

Subgrade to embankment GU*,GT\SU*,ST* base U, T, OU", OT" >97 Subgrade to a depth of 0.50 m for cuts

-

-

12 cm when using the mixed-in-plant process V > 15 cm when using the mixed-in-place process

2.7.3.2

Depending on the maximum particle size, stabilized layers must have the following minimum paving thicknesses: r > 12 cm with paving mixes of particle size 0/32 mm r > 15 cm with paving mixes of particle size 0/45 mm V > 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:

V>12 cm

with paving mixes of particle size 0/32 mm

V>15 cm

with paving mixes of particle size 0/45 mm

104//105

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 s50

100

Edge design of asphalt surfacing on top of base layer with hydraulic binders (hydraulically bound base):

Edge design of asphalt pavement on top of stabilized layer:

106//105

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

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. The surface of base layers with hydraulic binders

2.7.8

addition, effective draining facilities must be in place which have to be adjusted and protected and the function of which has to be maintained in accordance with the progress of construction.

underlying a concrete road pavement must not deviate from the design level by more than + 0.5 cm or -1.5 cm.

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

Tolerances of paving thickness

The paving mass (in kg/m2) for V a stabilized layer; V a hydraulically bound base layer; and V 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 V 3.0 cm for a stabilized layer or hydraulic base layer; and V 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 with binders must be 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 has to be laid between a base 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.

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 concrete surfacing, the grooves must be cut in accordance with the joint pattern of the concrete surfacing. Work sections and daily sections have to be vertical in design over the entire paving thickness. Working joints have to be designed as compression joints. Expansion joints have to be created adjacent to structures or around fixtures.

Longitudinal and transverse joints prior to being overlaid with an asphalt surfacing

Special regulations may be required for aircraft movement areas due to the increased thickness of the 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: V wet curing; V spraying a bitumen emulsion; or V 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

110//105

2.7.11.1 Table: Summary of requirements on base layers with hydraulic binders in accordance with ZTV Beton-StBa) I)

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 Q) Paving thickness is considered to be the arithmetic mean of all single values of the paving thickness for the respective layer over the entire construction lot. ^Typically the mean value over the entire construction lot; however, mean values may also be formed for partial sections which, as a minimum, must equal the output of one working day. a) Tested on Proctor specimens with a height of 125 mm and diameter of 150 mm; when testing on specimens with a height of 120 mm and diameter of 100 mm, the compressive strength values determined have to be multiplied by 1.25 to be comparable with the values indicated in the table. 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/mm 2. 115 Single value II) Mean value 121 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) a 15 cm if compacted by internal vibrators 141 The fines content < 0.063 mm determined during initial testing and increased by the binder centent must not be exceeded by more than 2.0% by mass. 25

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 thickness0 paving weight73 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) Additional technical conditions of contract and directives for the construction of base layers with hydraulic binders and concrete pavements b) Compressive strength * Mean compressive strength 4 Single compressive strength test results

Stabilized layer Mixed-in-place process 2 100%')

Hydraulically bound base

Concrete base

-

-

Mixed-in-plant process a98%’> £ ± 1.5 cm21 s + 0.5 cm or £ -1.5 cm’ < 1.5 cm / 4 m single values £ 3.0 cm mean £ 10%

single values £ 2.5 cm mean £ 10%

7.0 a 15.0 N/mm23)8)91

fCkb'

a 3.5 N/mm2 41101 n = 1 a 6.0 N/mm! «"! n a 8 a 8.0 N/mm23)8)11> n a 9 a 10.0 N/mm25'"1 -

-

-

foi40 a fokbl- 4 N/mm2 fcmb) a fckb) + 4 N/mm2

C12/15 toC20/25

change of length £ 1 %«

-

> 3.0 M.-%

-

mean -5 to +8% rel. single values -10 to +15% rel.4)6)

-

-

-

15 cm (£ 0/45) 20 cm (> 0/45)

12 cm (£ 0/32) 15 cm (0/45) 20 cm (> 0/45)

12 cm (0/32) 15 cm (0/45)

12 cm13)

-

< 0.063 mm £ 15% by mass, > 2 mm between 55% and 84% by mass, according to DIN 1045 or coarsest fraction a 10% by mass, oversize £ DIN EN 206 respectively 10% by mass

-

for 2 mm, 8 mm and 16 mm ± 8 < 0.063 mm 14 >

-

112//105

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

2.8.3

previously placed, already hardened stabilized layer. Additional layers may be applied on top of the freshly placed stabilized layer provided that the stabilized layer is not squeezed excessively and is not deprived of the water required for hardening. Stabilized layers can be produced using the mixedin-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 the new, adjacent cut at a minimum overlap width have to be placed “fresh-in-fresh”. Each finished of 20 cm. cut has to be milled and compacted together with

2.8.4

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 compaction. 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.

114//105

The paving mix has to be placed evenly in order to layer thickness, surface evenness and degree of prevent segregation and ensure that the specified compaction are achieved.

2.8.6

Requirements on the degree of compaction

Layers for stabilization using the mixed2.8.5 intended Placing and compaction in-place process must have a minimum degree of compaction DP, of 100% of the Proctor density of If the mixed-in-place process is used, the fresh, the soil or construction material mixture. compactable paving mix is produced in-situ on the paving site. The paving mixes produced in-plant are transported to the paving site in trucks. In case of adverse weather or longer transport distances, the mix needs to be covered with tarpaulins. The paving mix can be placed using road pavers, graders or bulldozers. Depending on the maximum particle size and type of paving mix, the minimum paving thickness for each layer after compaction must be V12 cm for paving mixes of particle size 0/32 mm; r 15 cm for paving mixes of particle size 0/45 mm; and V 20 cm for paving mixes of particle sizes > 0/45 mm. V Concrete base layers must have a minimum thickness of 12 cm.

The compacted, not yet hardened layer must have a minimum degree of compaction DP, of 98% of the Proctor density of the paving mix. 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. Removing or, even more importantly, applying fresh paving mixes to produce a surface of correct vertical and horizontal position should be avoided. The following compaction equipment (optional or in combination) is used for compaction of the paving mixes: V pneumatic-tyred rollers, weight between 151 and 32 t V single-drum compactors, weight between 121 and 251 V large surface vibrators

2.9 2.9.1 2.9.2

Producing hydraulically bound base layers Requirements on the paving mix Production, transport and placing

The optimal paving mix formula has to be determined within parametersbound of initial testing. The paving mix forthe hydraulically base layers is produced in-plant in accordance with initial When placing the paving mix, the optimum water testing. content must not be exceeded and the degree of The paving mix is transported to the paving site in compaction must not be lower than specified. 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.

Compared with initial testing, the aggregate fractions in thecompaction paving mixequipment larger than(optional 2 mm, 8 or mm The following and 16 mm mayisbe higher lower by no more in combination) used for or compaction of the than 8%mixes: by mass relative to the dry construction paving material mixture. The finesweight contentbetween < 0.063 mm of V pneumatic-tyred rollers, the121 dry and construction material mixture must not be 251 exceeded by more than 2.0% by mass. V single-drum compactors, weight between 121 and 181 V 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, and any loose material having accumulated along the edges of the hardened base layer has to be removed. Additional layers may be applied on top of the base layer provided that the paving process does not cause any excessive squeezing in the hardening base layer and that the base layer is not deprived of the water required for hardening.

116//105

2.9.3

Requirements on the finished layer

A compacted hydraulically bound base layer that has not yet hardened must have a degree of compaction of no less than 98%. When underlying a concrete surfacing, the The concrete strength must comply with strengthbound classes compressive of a hydraulically C12/15 to C20/25 in be accordance base layer must not lower thanwith DIN EN 2061. V 6.0 N/mmz for each single value; and 2 Concrete base havecalculated to be produced In than V 8.0 N/mm inlayers the mean from less accordance with DIN 1045-3 9 related single values; or and have to be cured for a minimum period of 3 days. V 10.0 N/mm2 in the mean calculated from more Road are single typically used to place the thanpavers 8 related value concrete uniformly, compacting in the determined after 28fully days within the itparameters of paving process. Paper layers or polyethylene films compliance testing using specimens with a height underlying layer may be of 125 mm the andconcrete diameterbase of 150 mm. omitted.

2.10 Producing concrete

When underlying base layersan asphalt surfacing, the compressive strength of a hydraulically bound base layer must not be lower than V 3.5 N/mm2 for each single value; and 2 Where appropriate, the subsoil or subgrade below V 8.0 N/mm in the mean calculated from less thethan concrete basesingle layer values; has to be 9 related or moistened if there a risk 2ofindehydration of the concrete base V 10.0isN/mm the mean calculated from more layer. Additional be applied on top of than 8 related layers single may values the base layer provided that it hasthe hardened determined after 28 days within parameters of sufficiently. compliance testing using specimens with a height of 125 mm and diameter of 150 mm.

2.11 Type and scope of testing 2.11.1

Initial testing for stabilized layers

Criteria for determining the binder quantity during initial testing of paving mixes 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 %o. 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 V 7.0 N/mm2 when underlying an asphalt surfacing; and V a 15.0 N/mm2 when underlying a concrete surfacing.

The following requirements must be complied with during initial testing: TThe minimum binder quantity is 3.0% by mass of the dry soil or construction material mixture. V 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. V 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. V 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. V 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.

for stabilized layers: Type of soils and/or construction material mixtures

Frost resistance Change of length [%«.]

Fines contents in soils and/or construction material mixtures s 5% by mass

Compressl after 2 ve strength 8 days under asphalt layers [N/mm2]

under concrete surfacings [N/mm2]

7

a 15.0

-

Fines contents in soils and/or Als 1.0 construction material mixtures > 5% by mass and s 15% by mass The requirements on compressive strength relate to a test specimen with a height A of 125 mm and diameter D of 150 mm.

118//105

Flow chart for determining the minimum binder quantity:

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 s 0.063 mm must not exceed 15% by mass. In addition, the aggregate fraction s 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 s 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 V 7.0 N/mm2 when underlying an asphalt surfacing; and V a 15.0 N/mm2 when underlying a concrete surfacing. The following requirements must be complied with during Initial testing: V The minimum binder quantity is 3.0% by mass of

the dry construction material mixture. V 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. V For a hydraulically bound base layer underlying a concrete surfacing, the mean compressive strength of three related test specimens must not be lower than 15 N/mm2. V 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. V The change of length determined during frost resistance testing must not exceed 1 %o. If a higher binder quantity is determined as a result of frost resistance testing, the higher binder quantity is applicable.

120//121

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 Frost re Change

sistance of length

of length under asphalt layers [N/mm2]

under concrete surfacings [N/mm2]

[96o]

Fines contents in soils and/or

-

construction material mixtures •; 5% by mass 7

Fines contents in soils and/or

;»15.0

Al s 1.0

construction material mixtures > 5% by mass and s 15% by mass The requirements on compressive strength relate to a test specimen with a height A of 125 mm and diameter □ 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

122//105

2.11.5 Internal control and compliance testing for hydraulically bound base layers The process of paving base layers with hydraulic Type and scope of the tests to be performed can 2. Hydraulically bound base binders has to be monitored by means of internal be inferred from the following table. Internal control testing Compliance testing control and 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

a) Paving thickness / Paving weight b) Correct vertical and horizontal position and evenness

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

as required

at intervals not exceeding 50 m

at intervals of less than 500 m, c) Degree of compaction (of the not but at least every 6,000 m2 or part as 2required, at least every 6,000 yet hardened layer) m of base layer or part thereof thereof

2.11.6 Internal control and compliance testing for concrete base layers The process of paving base layers with hydraulic Type and scope of the tests to be performed can 3. Concrete base binders has to be monitored by means of internal be inferred from the following table. Internal control testing Compliance testing control and 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

at least every 3,000 m2

every 3,000 m2 or part thereof

as required

at intervals not exceeding 50 m

e) Paving thickness f) Correct vertical and horizontal position and evenness

as required

124//125

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 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

2.12.2

Source materials - Aggregates

Mixing reclaimed tar-bound road construction materials with non-tar-bound materials should be avoided. A maximum quantity of 15% by mass of new aggregates in accordance with the “Technical delivery terms for aggregates in road construction” (TL Gestein-StB) - relative to the dry aggregate mixture - and/or additives may be added to the tarbound materials in order to achieve an impermeable structure of the highest possible density. Where appropriate, adequate frost resistance has to be

2.12.3

asphalt in road construction" (Richt- linien für die umweltverträgliche Verwertung von Ausbaustoffen mit pechhaltigen Bestandteilen sowie 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-KD.

verified. A minimum quantity of 25% by mass of the aggregate mixture used must pass the 2 mm sieve. The maximum particle size is limited to 45 mm. An oversize percentage of 10% by mass is permissible for a particle size of up to 56 mm. Reclaimed asphalt must comply with the “Technical delivery terms for reclaimed asphalt” (Technische Lieferbedingungen fur Asphaltgranulat [TL AGStB]). It has to be reclaimed and stocked in accordance with the “Code of practice for the use of reclaimed asphalt” (Merkblatt fur die Verwertung von Asphaltgranulat [M VA-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-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

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.

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

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.

2.12.6 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

8% by mass than the value specified in the mix design.

2.12.7 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).

126//105

References

Eifert, H.; Vollpracht, A.; Hersei, O.: Straßenbau heute - Betondecken, 2004 Published by: Beton Marketing Deutschland GmbH, Erkrath Verlag Bau+Technik GmbH, Düsseldorf Eifert, H.: Straßenbau heute - Tragschichten, Planung und Ausführung, 2006 Published by: Beton Marketing Deutschland GmbH, Erkrath Verlag Bau+Technik GmbH Hersei, O.; Dürrwang, R.; Hotz, C.: Zementstabilisierte Böden - Anwendung, Planung, Ausführung, 2007 Published by: Beton Marketing Deutschland GmbH, Erkrath Verlag Bau+Technik GmbH 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 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 Kalk Kompendium, Bodenverbesserung, Bodenverfestigung mit Kalk Bundesverband der Deutschen Kalkindustrie e.V. www.kalk.de

Die Reaktionsfähigkeit von Mischbindemitteln 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 in Stuttgart, 2008 Bodenbehandlung Im Straßenbau Oliver Kühl, Hessisches Landesamt für Straßen- und Verkehrswesen, Wiesbaden Lecture at the 4th specialist conference of the GBB Gütegemeinschaft Bodenverfestigung Bodenverbesserung in Walsrode, 2009 Erwünschte und unerwünschte Reaktionsmechanismen 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

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: Allgemeine Vertragsbedingungen für die Ausführung von Bauleistungen - DIN 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, 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 soll (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] Erdarbeiten) German construction contract procedures - Part C: General technical specifications In construction contracts Dredging work (VOB - Tell 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)

128 //129

DIN 18316

DIN 18506 DIN 18915 DIN 18916 DIN 18920

DIN 50929

Parts 1 and

3

DIN EN 206-1 DIN EN 197-1 DIN EN 197-4

DIN EN 459-1 DIN EN 1097-6

DIN EN 1367-1 DIN EN 12350 DIN EN 12390 DIN EN 13055-2

DIN EN 14227-1 DIN EN ISO 14688 DIN EN ISO 14689 DIN EN ISO 17025

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 mad binders - Composition, specifications and conformity criteria (Hydraulische Boden- und Tragschichtbinder-Zusammensetzung, Anforderungen und Konformitätskriterien) Vegetation technology in landscaping - Soil working (Vegetationstechnik Im Landschaftsbau - Bodenarbeiten) Vegetation technology in landscaping - Plants and plant care (Vegetationstechnik Im Landschaftsbau - Pflanzen und Pflanzarbeiten) 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) 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) 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 (Tell 3: Korrosion der Metalle; Korrosionswahrscheinlichkeit metallischer Werkstoffe bei äußerer Korrosionsbelastung; Rohrleitungen und Bauteile in Böden und Wässern) Concrete - Part 1 : Specification, performance, production and conformity (Beton - Teil 1 : Festlegung, Eigenschaften, Herstellung und Konformität) Cement - Part 1 : Composition, specifications and conformity criteria for common cements (Zement - Teil 1 : Zusammensetzung, Anforderungen und Konformitätskriterien von Normalzement) Cement - Part 4: Composition, specifications and conformity criteria for low eariy-strength blast-furnace cements (Zement - Teil 4: Zusammensetzung, Anforderungen und Konformitätskriterien von Hochofenzement mit niedriger Anfangsfestigkeit) Building lime - Part 1 : Definitions, specifications and conformity criteria (Baukalk - Teil 1 : Definitionen, Anforderungen und Konformitätskriterien) 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) 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) Testing fresh concrete (Prüfung von Frischbeton) Testing hardened concrete (Prüfung von Festbeton) 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) Hydraulically bound mixtures - Specifications - Part 1 : Cement bound granular mixtures (Hydraulisch gebundene Gemische Anforderungen - Teil 1 : Zementgebundene Gemische) Geotechnical Investigation and testing - Identification and classification of soil (Geotechnische Erkundung und Untersuchung - Benennung, Beschreibung und Klassifizierung von Boden) Geotechnical Investigation and testing - Identification and classification of rock (Geotechnische Erkundung und Untersuchung - Benennung, Beschreibung und Klassifizierung von Fels) 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 (Geotechni- sche Erkundung und Untersuchung - Probenentnahmeverfahren und Grundwassermessungen) DIN EN ISO 22476 Geotechnical investigation and testing - Field testing (Geotechnlsche Erkundung und Untersuchung Felduntersuchungen) DIN report Geotextiles and geotextile-related products - On-site quality control (Geotextilien und geotextil- verwandte CEN/TR 15019 Produkte - Baustellenkontrolle FGSV 21 Source: ^ 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 ATV DBT FDVK HBS H GeoMess MAFS-H MBEB MFP1

MGUB MKRC MLs MOB MRC

MVB-K

MGeokE

General technical specifications in construction contracts (Allgemeine Technische Vertragsbedingungen für Bauleistungen [FGSV 024]) Code of practice for porous concrete base layers (Merkblatt für Dränbetorrtragschichten [FGSV 827]) Continuous dynamic compaction control (Flächendeckende Dynamische Verdichtungskorrtrolle [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-appllcation (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: Regelbauwei se (Ungebundene Ausführung) [FGSV 618/1]) Code of practice on geotechnical Investigations and designs In road construction (Merkblatt über geo- technische 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 Recycling- Baustoffe im Straßenbau [FGSV 616/3]) Code of practice for the use of reclaimed tar-bound road construction materials and reclaimed asphalt in bituminous base layers by cold processing in mixing plants (Merkblatt 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 Anwendung von Geokunststoffen im Erdbau des Straßenbaues (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])

130//105

MGUB

MTSE

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 leachabi- lity 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 293/4]) Directives for the construction of roads, Part: Cross-sections (Richtlinien für die Anlage von Straßen (RAS), Teil: Querschnitte [FGSV 295])

RAA RAPStra

Directives for the construction of urban roads (Richtlinien fur 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 RiStWag Straßenbau [FGSV 916]) RLW Directives for civil engineering measures on roads in water protection areas (Richtlinien fur bautechnische RStO Maßnahmen an Straßen in Wasserschutzgebieten [FGSV 514]) RuA-StB Directives for rural road construction (Richtlinien für den ländlichen Wegebau [FGSV 675/1D Directives for the Standardization of the superstructures of trafficked surfaces (Richtlinien für die Standardisierung des Oberbaues von Verkehrsflächen [FGSV 499]) RuVA-StB Directives for the environmentally compatible use of industrial by-products and recycled construction materials in road construction (Richtlinien fur 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 TL Asphalt-StB 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 TL BE-StB TL Straßenbau [FGSV 795]) Technical delivery terms for asphalt mix for the construction of paved traffic areas (Technische Liefer Beton-StB bedingungen für Asphaltmischgut für den Bau von Verkehrsflächenbefestigungen [FGSV 797]) Technical delivery terms for bitumen emulsions (Technische Lieferbedingungen für Bitumenemulsionen [FGSV 793]) TL G SoB-StB 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 TL BuB E-StB 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 TL Gestein-StB Baustoffgemische und Böden zur Herstellung von Schichten ohne Bindemittel im Straßenbau, Teil: Güteüberwachung [FGSV 696]) TL Geok E-StB Technical delivery terms for soils and construction materials in earthworks for road construction (Technische Lieferbedingungen fur Böden und Baustoffe im Erdbau des Straßenbaues [FGSV 597]) TL NBM-StB TL Technical delivery terms for aggregates in road construction (Technische Lieferbedingungen für Gesteinskörnungen im Straßenbau [FGSV 613]) Pflaster-StB Technical delivery ternis for geosynthetics in earthworks for road construction (Technische Lieferbedingungen für Geokunststoffe im Erdbau des Straßenbaues [FGSV 549]) Technical delivery ternis for liquid concrete curing agents (Technische Lieferbedingungen für flüssige BetonTL SoB-StB Nachbehandlungsmittel [FGSV 814]) Technical delivery ternis for construction products for the production of stone pavings, slab pavings and kerbs (Technische Lieferbedingungen für Bauprodukte zur Herstellung von Pflasterdecken, Plattenbelägen TP Asphalt-StB und Einfassungen [FGSV 643]) TP Beton-StB Technical delivery ternis 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 TP BF-StB TP regulations for asphalt (Technische Prüfvorschriften für Asphalt [FGSV 756]) Technical testing regulations for base layers with hydraulic binders and concrete pavements (Technische D-StB Prüfvorschriften für Tragschichten mit hydraulischen Bindemitteln und Fahrbahndecken aus Beton [FGSV 892]) Technical testing regulations for soil and rock in road construction (Technische 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])

132//105

TP Eben 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 TP Eben 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 TP Gestein-StB Berührungslose Messungen) [FGSV 404/2]) Technical testing regulations for aggregates In road construction (Technische Prüfvorschriften für TP HGT-StB VOB Gesteinskörnungen im Straßenbau [FGSV 610]) Technical testing regulations for base layers with hydraulic binders (Technische Prüfvorschriften für ZTVA-StB ZTV Tragschichten mit hydraulischen Bindemitteln [FGSV 822; AP 52]) Construction contract procedures (Vergabe- und Vertragsordnung für Bauleistungen [FGSV 024]) Additional Asphalt-StB 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 ZTV BEA-StB 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 ZTV BEB-StB Asphalt design (Zusätzliche Technische Vertragsbedingungen und Richtlinien für die Bauliche Erhaltung von Verkehrsflächen - Asphaltbauweisen [FGSV 798]) Additional technical conditions of contract and directives for the structural maintenance of traffic areas ZTV Beton-StB Concrete design (Zusätzliche Technische Vertragsbedingungen und Richtlinien für die Bauliche Erhaltung von Verkehrsflächen - Betonbauweisen [FGSV 898/1]) ZTVE-StB ZTV 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 Ew-StB 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]) ZTV-ING Additional technical conditions of contract and directives for the construction of drainage systems in road ZTV-Lsw 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 ZTV-Lsw (Supplement) 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]) ZTVLW 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 ZTV Pflaster-StB 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 ZTV SoB-StB 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])

«f

^Wirtgen

Wirtgen GmbH Reinhard-Wirtgen-Strasse 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] 11

In accordance with the “Additional technical conditions of contract and directives for earthworks in road construction” (ZTV E-StB) *1 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

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 In Germany

6.0 < U < 15.0, the particle fraction smaller 0.063 mm permissible for classifying as F1 may be interpolated linearly (see chart).