APPLICATION TECHNOLOGY Rolling Training.pdfThe Nijboer´sche number / PLD value should not exceed 0.25 kg/cm² if possible! For the same axle load, the larger the drum diameter, the

Handout - Application technology

1

Soil and asphalt compaction

APPLICATION TECHNOLOGY

Herausgeber Hamm AG CTT - Center for Training and Technology Hammstraße 1 95643 Tirschenreuth [email protected] www.hamm.eu Fon: +49 9631 80-0 Weitergabe sowie Vervielfältigung dieses Dokumentes, Verwertung und Mitteilung seines Inhaltes sind verboten, soweit nicht ausdrücklich gestattet. Zuwiderhandlungen verpflichten zu Schadensersatz. Alle Rechte für den Fall der Patent-, Gebrauchsmuster- oder Geschmacksmustereintragung vorbehalten. Copyright © HAMM AG 2018 Bestell Nr.: 2693019 EN / Version 00

Publisher Hamm AG CTT - Center for Training and Technology Hammstrasse 1 95643 Tirschenreuth [email protected] www.hamm.eu Fon: +49 9631 80-0 The disclosure as well as the duplication of this document, the use and the forwarding of its contents, are forbidden as far as not expressively permitted. Violations will cause indemnities. With respect to patent, utility sample or design patent registration all rights reserved. Copyright © HAMM AG 2018 Order no.: 2693019 EN / Version 00

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2

CONTENTS

History page 5

Basic of the compaction page 13

Machine technology page 41

Basics of earth work page 69

Basics of asphalt construction page 105

Troubleshooting page 151

Attachment / Tables page 161

3

NOTES

Your notes:

4

HISTORY

History

HISTORY

History of road and path construction

The first ways:

• Not built according to plan, but mostly given by nature.

• Easy trails for hunting and transportation of raw materials.

• After the invention of the wheel, the paths were further developed, but not yet paved.

• In bad weather, these paths were often impassable.

Figure: Beaten path Source: https://de.wikipedia.org/wiki/Trampelpfad

6

HISTORY

The first paved roads:

• First systematic construction of roads dates back to the Roman Empire (A.D. 500).

• For military reasons, a Europe-wide road network has been established.

• Road construction art was further developed, cross slope & different layers.

• After the Roman Empire, the knowledge of road construction was lost.

• The Roman roads continued to be used, but fell into decay due to war and lack of maintenance.

• Some routes from that time, however, partly lasted until today.

Figure: Brick paved Roman Road in Pompeii Source: https://de.wikipedia.org/wiki/Pompeji

7


HISTORY

Further development of road construction:

• Road construction was further developed at the beginning of the 18th century.

• Tests have shown that the durability is directly related to the carrying capacity of the substructure and the tightness of the top layer.

• Macadam construction by Mc Adam: Three layers each with different sized, crushed aggregates. Curved base to allow water to run to the side.

Figure: Makadam road Source: https://de.wikipedia.org/wiki/Makadam

8


HISTORY

Asphalting of roads

• The Jungfernstieg in Hamburg was 1838 Germany's first asphalted road (compressed asphalt).

• 1870 de Smedt invented the rolled asphalt in the USA. He mixed sand, limestone and natural asphalt.

• 1911 build HAMM the first motor-driven road roller.

• 1958 are build the first vibratory roller in Germany.

• At the beginning of the 20th century are started the spread of rolled asphalt in Germany (Stuttgart 1911, Hamburg 1912 and Dresden 1913).

Figure: Manual paving of asphalt in the United States 1897 Source: https://de.wikipedia.org/wiki/Asphalt

9


HISTORY

Figures, data and facts:

• 95% of all paved roads in the Federal Republic of Germany are equipped with asphalt pavement

• Length of the road network in Germany approximately 643,500 km Municipal roads: 413,000km District roads: 91,800km National roads: 86,200km Federal roads: 39,600km Motorways: 12,900km Date: August 2014

Figure: National road network in Germany Sources: https://www.weltkarte.com/europa/deutschland/autobahnen-deutschland.htm

10


NOTES

Your notes:

11

NOTES

Your notes:

12

BASIC OF THE COMPACTION

Basics of compaction

13


Basics of compaction

The most important characteristics of compacted soil and asphalt layers are:

• High load capacity

• Good stability

• Low water permeability

• High evenness

• Long service life

• High grip

• Grading curve

• Layer thickness

Important characteristics of compacted soil layers:

• Soil type (cohesive/non cohesive)

• Water content

• Grain shape (cubic/flat)

• Fracture area (round/edged)

Important characteristics of compacted asphalt layers:

• Type of mix

• Temperature of the mix

• Type and proportion of binder

• Ambient temperatures during installation

14


Static compaction

15

Static Typical applications:

• Pre-compacting sensitive pavements with low load-bearing capacity

• Ironing of the asphalt layer at the end of the compression process

• Rolling chippings into the asphalt

• Compaction where a risk exists that water (earthworks) or bitumen (asphalt construction) will be pulled to the surface by vibration


Static linear load

16

• Comparability of different rollers (working width / weight).

• The higher the static linear load, the greater the compaction effect.

• In asphalt, high static linear loads can tend to push, which can lead to waves and cracks.

𝑆𝑡𝑎𝑡𝑖𝑐 𝑙𝑖𝑛𝑒𝑎𝑟 𝑙𝑜𝑎𝑑 = 𝐴𝑥𝑙𝑒 𝑙𝑜𝑎𝑑 (𝑘𝑔)

𝐷𝑟𝑢𝑚 𝑤𝑖𝑑𝑡ℎ (𝑐𝑚) 𝑘𝑔

𝑐𝑚

The static linear load is changed by attachments!


Nijboer´sche number / PLD value

17

Drum with good Nijboer´scher number

Drum with bad Nijboer´scher number

Larger bead formation, because the drum sinks deeper

Low bead formation, because the drum does not sink in

𝑁𝑖𝑗𝑏𝑜𝑒𝑟´𝑠𝑐ℎ𝑒 𝑛𝑢𝑚𝑏𝑒𝑟 = 𝐴𝑥𝑙𝑒 𝑙𝑜𝑎𝑑 (𝑘𝑔)

𝐷𝑟𝑢𝑚 𝑤𝑖𝑑𝑡ℎ 𝑐𝑚 × 𝐷𝑟𝑢𝑚 𝑑𝑖𝑎𝑚𝑒𝑡𝑒𝑟 (𝑐𝑚) 𝑘𝑔

𝑐𝑚2

The Nijboer´sche number / PLD value should not exceed 0.25 kg/cm² if possible! For the same axle load, the larger the drum diameter, the smaller the bead formation!


Static compaction with the GRW

18

• High basic weight

• High ground pressure

• Self friction in the mix is overcome

• Grains shift to a denser position

• Fine particles are drawn to the surface

Additional compaction due to kneading and rolling action below the tyre


Wheel load of a pneumatic tyre roller

19

Weight per wheel:

Weight per axle (linear load)

𝑊ℎ𝑒𝑒𝑙 𝑙𝑜𝑎𝑑 = 𝑇𝑜𝑡𝑎𝑙 𝑤𝑒𝑖𝑔ℎ𝑡 (𝑘𝑔)

𝑁𝑢𝑚𝑏𝑒𝑟 𝑜𝑓 𝑡𝑦𝑟𝑒𝑠 𝑘𝑔

𝑤ℎ𝑒𝑒𝑙

𝑆𝑡𝑎𝑡𝑖𝑐 𝑙𝑖𝑛𝑒𝑎𝑟 𝑙𝑜𝑎𝑑𝐺𝑅𝑊 = 𝐴𝑥𝑙𝑒 𝑙𝑜𝑎𝑑 (𝑘𝑔)

4 × 𝑇𝑦𝑟𝑒 𝑤𝑖𝑑𝑡ℎ𝑘𝑔

𝑐𝑚

An even distribution of the wheel load is strongly dependent on the tyre pressure!


Dynamic compaction

20

Typical applications:

• Faster compaction in a small time window

• Compaction where a high depth effect is required

• More effective grain rearrangement through dynamic forces (change from static friction to sliding friction)

• Dynamic rollers compact by the interaction of static linear load, amplitude, frequency, oscillating and spring-loaded mass, drum diameter and rolling speed

Dynamic

Vibration Oscillation


21

Compaction system

21

Vibration Oscillation Directed

vibrator Static


Vibration travel - Vibration

Vibration displacement = the measure by which the vibrating bandage moves up and down.

Typical values: Compactors: 0,70 – 2,00mm Tandem rollers: 0,25 – 0,80mm

Vibration displacement

Amplitude (positive)

Am

plitu

de /

oscilla

tion p

ath


22

Time [s]


Frequency during vibration

23

Frequency = number of revolutions per second

𝐹𝑟𝑒𝑞𝑢𝑒𝑛𝑐𝑦 =𝑅𝑒𝑣𝑜𝑙𝑢𝑡𝑖𝑜𝑛𝑠

1 𝑠𝑒𝑐

𝑈

𝑠𝑒𝑐= 𝐻𝑧

Amplitude

1 turn

1 second

1 Hz Time [s]

Way [mm]


Oscillating and spring-loaded mass

24

High frequencies are selected for low amplitudes, for high amplitudes, low frequencies.

The vibrations are held off the frame by rubber buffers.

Spring-loaded mass (overload mass)

Amplitude in mm

Fre

quency in H

z

Oscillating mass


Different amplitudes

25

Large amplitude + high impact + high depth effect + large layer thicknesses - Danger of destruction of the grain - Danger of wave formation

Small amplitude + smaller blow distances + higher frequencies + Higher working speeds - Low depth effect - Low impact force

The higher the amplitude, the more compaction energy is generated!


Vibration - different amplitudes

26

Operating direction - unbalance loose

Operating direction - unbalance fixed

Resulting operating direction

large amplitudes small amplitudes


Comparison of amplitudes

27

Am

plitu

de /

oscilla

tion p

ath

Large amplitudes

Small amplitudes

Time


Rolling speed

28

The distance between strokes depends on the driving speed and frequency.

0

10

20

30

40

50

60

70

80

90

100

110

0 1 2 3 4 5 6 7 8 9 10

27Hz e.g. large amplitudes earth work

50Hz e.g. small amplitudes asphalt work

Dis

tan

ce b

etw

een

tw

o c

om

pacti

on

str

okes S

(m

m)

Driving speed V (Km/h)

Earth work Asphalt

𝐶𝑜𝑚𝑝𝑎𝑐𝑡𝑖𝑜𝑛𝑖𝑚𝑝𝑎𝑐𝑡 𝑑𝑖𝑓𝑓𝑒𝑟𝑒𝑛𝑐𝑒

=𝑉

0.0036 × 𝑓𝑚𝑚 =

𝑘𝑚 ℎ

𝐻𝑧


Guide values for rolling speed

29

Machine type Pre compaction Main compaction Rerolling Chippings

Static Oscillation Static Vibration Oscillation (Ironing)

GRW

4 - 10 km/h 4 - 6 km/h 12 - 19 km/h

Tandem rollers

3 - 6 km/h 3 - 5 km/h 3 - 5 km/h 3 - 5 km/h 3 - 5 km/h 4 - 7 km/h 2 - 4 km/h


Vibration displacement - oscillation

30

Oscillation - Vibration displacement = the measure by which the drum moves tangentially forwards and backwards

Typical values: Compactor: 1,37 - 1,74 mm Tandem rollers: 1,22 - 1,46 mm




Time [s]

Amplitude / Vibration displacement



Amplitude 1 Hz

1 turn

1 second

Frequency during oscillation

31

Frequency = number of revolutions per second

𝐹𝑟𝑒𝑞𝑢𝑒𝑛𝑐𝑦 =𝑅𝑒𝑣𝑜𝑙𝑢𝑡𝑖𝑜𝑛𝑠

1 𝑠𝑒𝑐

𝑈

𝑠𝑒𝑐= 𝐻𝑧

Time [s]

Way [mm]


Oscillation field

32

Vibration Oscillation


VIO = VIbration and Oscillation

33

Tandem rollers:

• Due to the design 2 drums, front vibration, rear oscillation.

Compactors:

• Only one drum, therefore vibration and oscillation in one drum.


34

VIO = Vibration and Oscillation

Vibration:

Both imbalances are commutated, Vibration will be generated.

Oscillation:

The imbalances are displaced by 180°, Oscillation will be generated.

In the VIO drum, as in the oscillation, two waves are installed and connected to each other. The position of the unbalance shaft is determined from the direction of rotation of the hydraulic engine, therefore it will be switched between vibration and oscillation.


Drum design VIO

35


VIO Unbalance

36

Unbalance mass

Unbalance shaft

Unbalance way


Oscillation in the HD CompactLine

37

Ideal for smaller construction sites, especially in the seam area:

- No grain fragmentation

- Adjustment of evenness by "old layer"

- Perfect compaction of the joint

- Joint is very well closed

- Dynamic compaction by oscillation possible

NOTES

Your notes:

38

NOTES

Your notes:

39

NOTES

Your notes:

40

MACHINE TECHNOLOGY

Machine technology

41

MACHINE TECHNOLOGY

Compactors

42

• A compactor consists of a smooth drum or padfoot drum at the front and two profiled tyres at the rear.

• HAMM compactors are equipped with vibratory or VIO drums.

• Compactors are mainly used for earthworks.

• High ascending slopes can be driven with compactors.

MACHINE TECHNOLOGY

Padfoot shells

43

Installation without drum change

MACHINE TECHNOLOGY

Padfeet / Padfoot / Schafffuß

44

Padfoot drums are only used in earthworks and cold recycling. They knead and roughen the soil. The pad feet enlarge the surface (coloured orange), so that moist soils can dry out faster.

MACHINE TECHNOLOGY

Special compactors

45

MACHINE TECHNOLOGY

VC - Vibration Crusher

46

Standard Heavy duty Padfoot

for low-abrasive

mixed soils

for hard rock and highly abrasive materials

for cohesive materials

Special tools for a wide variety of applications.

MACHINE TECHNOLOGY

Crushing and compacting rock

47

With chisels... • Break rock • Pre-crush and loosen rock • Crush and compact rock in layers • Prepare and maintain access and

transport routes in open-cast mines • Crush and compact mixed soils • Compact cohesive soils

With padfoot inserts • Compact cohesive soils • Compact during cold recycling and

soil stabilization

Observe slow speed: 1 - 1,5 km/h!

MACHINE TECHNOLOGY

48

Vibrator plates • For compacting on the surface =

surface conclusion. • Compacting the road shoulder. • Ideal for mineral rock. • To compact until an lateral barriers

and to the edge of the slope (no risk of fall of the roller).

Should be only pulled - Float position! Observe slow speed: 1 - 1,5 km/h!

Special compactors

MACHINE TECHNOLOGY

49

Dozer blade for fast distribution of material

Special compactors

MACHINE TECHNOLOGY

Tyres

50

Diamond profiles (standard)

EM profiles (extreme conditions)

Tractor profiles (good traction)

MACHINE TECHNOLOGY

Pneumatic tyre rollers

51

MACHINE TECHNOLOGY

52

• Pneumatic tyre rollers are static compactors.

• Due to their kneading and rolling effect, the GRW is therefore very well suited for pre-compacting in addition it is used to "ironing" the asphalt layer (surface sealing).

• The wheels can be run to operating temperature by means of a tyre heater.


MACHINE TECHNOLOGY

53

In the earth work it will be compacting with the GRW fine cohesive material. It also has a good sealing effect on the surface.


MACHINE TECHNOLOGY

Track overlapping

54

Front and rear axle offset: track overlapping The track overlap is also guaranteed when slightly cornering.

MACHINE TECHNOLOGY

Options GRW

55

Tyre inflation system Edge pressing device

MACHINE TECHNOLOGY

Effects of tyre pressure

56

Optimum air pressure

Too much air pressure

To low air pressure

Weight class Tyre air pressure

10 – 15t 4 – 5 bar

18 – 20t 6 – 7 bar

20 – 28t 6 – 8 bar

MACHINE TECHNOLOGY

Separating compound for rubber wheels

57

When to aggressive is used as a separating compound e.g. Diesel, the rubber becomes soft. This forces the rock into the tyre material and the tyre wear faster. Therefore only use a suitable separating compound!

MACHINE TECHNOLOGY

Tandem rollers

58

DV+ 70i-90i

(pivot-steered)

HD 8-14

HD+ 70i-140i

(articulated)

MACHINE TECHNOLOGY

Tandem rollers

59

• Have two drums and have a hydrostatic drive and vibration drive.

• HAMM-Tandem rollers are available with operating weights between 1.5 and 14 tonnes and working widths between 80 and 214 cm.

• They are mainly used for asphalt construction.

MACHINE TECHNOLOGY

Steering types

60

Pivot-steered drums allow different steering mode (analogue - single wheel).

Big trace offset!

Articulated rollers have a pivot in the middle of the frame.

Small trace offset!

= steering point = rolling direction

MACHINE TECHNOLOGY

Split roller drum

61

• Less material displacement and cracks

Splitting the drum can reduce the lateral sliding by half.

Split roller drum

Non-split roller drum

= pivot point of the drum

MACHINE TECHNOLOGY

Sprinkling system

62

At least two water pumps are installed in all asphalt rollers from Hamm from 7 to, which can be controlled via a changeover button.

By a water test you can test the sprinkling system, then the water pump 3 min constant water through the system (see operating manual).

Fine nozzles distribute water evenly over the drum, preventing asphalt from sticking to the drum

MACHINE TECHNOLOGY

Combination rollers

63

• Combination rollers are articulated or all-wheel steered rollers, with rubber wheels mounted on one axle and a smooth drum mounted on the other axle.

• The rubber wheels should always be driven into the uncompacted material first, so that the kneading and rolling effect can be optimally utilized.

• At a combination of different compaction systems the result of compaction can be positively influenced.

• Combination roller are not suitable for polymer-modified type of asphalt.

MACHINE TECHNOLOGY

Three-wheeled roller

64

• They have a central drum at the front and two drums at the rear. The traces of these three drums overlap.

• The compaction performance is purely static and is based solely on its high static linear load, due to its high weight and small drum width.

• Due to the large drum diameter, a very good flatness of the surface is achieved.

• They are suitable for smoothing asphalt surfaces.

• No risk of water or bitumen being pulled up due to dynamic compaction.

• Main direction of travel: backwards to the paver.

MACHINE TECHNOLOGY

Different types of drums

65

Smooth drum Padfoot drum

Rubber wheels

Sta

tic

Split

sta

tic

Vib

ration

Split

Vib

ration

Oscilla

tion

VIO

Vib

ration

Sta

tic

Compactor

Tandem roller

Combination roller

Pneumatic tyre roller

Three-wheeld roller

NOTES

Your notes:

66

NOTES

Your notes:

67

NOTES

Your notes:

68

BASICS OF EARTH WORK

Earth work

69


70

Typical earthworks:

• Road substructure

• Sound barriers

• Dam construction

• Landfill construction.

• Sealing layers

• Pipeline and culvert construction

Earthworks include all construction projects necessary for the erection of earth structures or for shaping the earth's surface (loosening, loading, conveying, installation and compacting).

Earth work


Basic idea of soil compaction

71

Overa

ll v

olu

me

Air voids

Water

Aggregate grain size

Air voids

Water

Aggregate grain size

Overa

ll v

olu

me

Volume change after compaction

Before compaction After compaction

By the compaction process it can only reduce the cavity! Stone or water cannot be compressed!


72

Abbildung anpassen!

Super- structure

Substructure and Base

Planum

Superstructure: Artificially produced to absorb and transmit the loads of road traffic. Substructure: Embankment filled under the superstructure and on the subsoil. Underground: Soil directly underneath the substructure or superstructure. Planum: Technically worked surface of the ground or substructure directly adjacent to the superstructure.

Construction of traffic routes (ZTVE-StB 09)


73

Abbildung anpassen!

Road shoulder

Road shoulder

1. Base layer (e.g. frost protection layer)

Substructure

Base

Top layer

Planum

Tasks of the base layers according to ZTVE-StB 09: • Transfer of live loads and dead load to the ground. • Protection against damage by frost and freeze-thaw action. • Increasing the resistance of a soil to climatic and mechanical stress by mixing in

binders.

Construction of traffic routes (ZTVE-StB 09)


Important material parameters in earthworks

74

The compatibility of a building material is strongly dependent on its material properties.

The most important material parameters for soils are:

• Soil type

• Grading curve

• Grain shape and fracture area

• Water content (moisture and dry density)

• Layer thickness

• Substrate (abutment)

• Carrying capacity


Classification of soils

75

Soils are classified according to various criteria and regulations. Examples are to be mentioned: • Soil classification according to DIN 1054: Definition of non-cohesive, cohesive, grown and piled soils • Soil classification according to DIN 18196: Classification of soils for construction purposes (coarse-grained, mixed-grained, fine-grained soils and others) • Soil classification according to DIN 18300 and ZTVE: Classification of soils into 7 soil classes according to solubility and usability • …


Soil type - non-cohesive, coarse-grained soils

76

Non-cohesive soils (soil classification according to DIN 1054) Coarse-grained soils (soil classification according to DIN 18196) Examples: Stones, gravel, sand,...

• Consists mainly of individual grains

• Material particles larger than in cohesive soils

• Material does not adhere to each other

• Shape, size and distribution determine the properties

Compaction with: • low dumping heights • Vibration/Oscillation • Small amplitude • Rollers > 5 t.


• Grading curve and grain grading

• Grain shape

• Water content

Decisive compaction factors for non-cohesive, coarse-grained soils:


Soil type - cohesive, fine-grained soils

77

Cohesive soils (soil classification according to DIN 1054 ) Fine-grained soils (soil classification according to DIN 18196) Examples: Clay, loam, silt, …

• Consists mainly of very small grains with a large surface area

• Material adheres very well to each other

• Structure and consistency depends to a large extent on water content

Compaction with: • Small dumping heights • Vibration and oscillation • High amplitudes • Strongly dependent on

water content • Padfoot drum

• Water content

• Plasticity

• Grading curve

Decisive compaction factors for cohesive, fine-grained soils:



Soil type - Mixed-grained soils

78

Mixed-grained soils (soil classification according to DIN 18196) Examples: gravel silt, sand clay, ...

• Consist of a mixture of cohesive and non-cohesive soils

• Consistency depends on the mixing ratio

Due to the variety of different material combinations, no concrete statement can be made about the choice of suitable amplitudes.

• Mixing ratio of fine and coarse grain

• Water content of the fine grain

• Grading curve and plasti-city of the fine grain size

Decisive compaction factors for mixed-grained soils



Grading curve - Earthworks

79

Typical structure of a sieve analysis. The dried minerals pass through sieves with standardized mesh sizes. The contents of each sieve are then weighed individually and the percentage calculated.

Example: fine-grained

Example: mixed-grained

Example: coarse-grained

grading grain slimes

clay filler grained sand grained gravel grained fine mixed coarse fine mixed coarse fine mixed coarse

100

90

80

70

60

50

40

30

20

10

0

0,0

02

8

16

31,5

63

4

2

1

0,0

06

0,0

2

0,5

Scre

enin

g p

ass in M

.-%

Particle diameter in mm


80

Particle size distribution according DIN 18123

Differentiation according to grain size ranges: • Filler < 0,063 mm • Sand > 0,063 mm < 2,0 mm • Gravel > 2,0 mm <63,0 mm • Stone > 63,0 mm <200mm • Blocks > 200mm

Filler Sand Gravel Stone

0,0 mm – 0,063 mm 0,063 mm – 2,0 mm 2,0 mm – 63,0 mm 63,0 mm – 200,0 mm

Clay < 0,002 mm Fine sand 0,063 – 0,2 mm Fine gravel

2,0 – 6,3 mm Stones 63,0 – 200,0 mm

Silt 0,002mm - 0,063mm Middle sand 0,2 – 0,63 mm Middle gravel

6,3 – 20,0 mm Blocks > 200,0 mm

Coarse sand

0,63 – 2,0 mm Coarse gravel

20,0 – 63,0 mm

Chips 2,0 – 32,0 mm

Crushed rock

32,0 – 63,0 mm



Grain shape and grain roughness

81

The grain shape according to DIN EN ISO 14688 influences strength and formability (compressibility).

• Squeezed grains can be transferred more easily and thus compacted well. • They tend to crush grains under mechanical stress. • There is a strong danger of loosening up with squeezed grains.

Low stability with spherical and compact shapes, as they roll easily.

Compact form Spherical shape

Low fracture area (grain roughness)


82

• Prismatic grains are more difficult to transfer and thus not so good for compaction. • They tend to crush grains under high mechanical stress. • Low risk of loosening with prismatic grains.

Good stability with prismatic shape, as it cants or jams.

Prismatic shape

Large fracture area (grain roughness)


The grain shape influences strength and formability (compressibility)


83

These grain shapes (DIN EN ISO 14688) also have an influence on the strength and deformability (compressibility):

• Flat grains are more difficult to transfer and thus not so good for compaction. • They tend to easily crush grains under mechanical stress.

Flattened shape Rod shape Flake shape



84

Layer thickness and working depths

Vibration, large amplitude

Vibration, small amplitude

VIO- drum, with oscillation

VIO

Vibration, small amplitude vibratory plate

= loosening up

= compaction

With high amplitude, a high depth effect is achieved, but also a high degree of loosening. With small amplitude, the depth effect is lower, but little re compaction.


Working depths in rocky soil

85

Average data, which can vary greatly due to different soil conditions.

12 14 16 18 20 25 10 0

50

100

150

200

7 5

Compaction of rocky soils: Machine type: Heavy earthmoving rollers (10-25 t) Drum type: Smooth drum Amplitude: First large amplitude (possibly small amplitude)

Economic working depth Maximum working depths (= more passes) W

orkin

g d

ep

ths i

n [

cm

]

Operating weights of rollers in [t]


86

Compaction of sand, gravel, crushed rock …: Machine type: all earth work rollers Drum type: smooth drum Amplitude: first large amplitude, then small amplitude

12 14 16 18 20 25 10 0

50

100

150

200

7 5

Working depths for non-cohesive, coarse-grained soils


orkin

g d

ep

ths i

n [

cm

]




87

12 14 16 18 20 25 10 0

50

100

150

200

7 5

In cohesive soils, compaction depends very much on the water content!

Compaction of clay, loam, silt …: Machine type: All earth work rollers Drum type: Padfoot drum for kneading Smooth drum for post-smoothing Amplitude: first large amplitude, then small amplitude

Working depths for cohesive, fine-grained soils


orkin

g d

ep

ths i

n [

cm

]




Reference values (strongly dependent on local construction site conditions)

88

Compaction device

Coarse-grained soil

Mixed-grained soil

Fine-grained soil

Rock blocks

GRW 10-20 cm 6 – 10 ÜF

10 – 20 cm 6 – 10 ÜF

10 -20 cm 6 – 10 ÜF

Not suitable

Quick-action tamper 50-80 Kg

20 – 30 cm 3 -7 ÜF

20 – 30 cm 3 – 7 ÜF

10 – 20 cm 2 – 4 ÜF

Not suitable

Tandem roller <= 7 t

20 – 30 cm 4 – 6 ÜF

Subgrade suitable

Not suitable Not suitable

Tandem roller > 7 t

30 – 40 cm 4 -6 ÜF

20 – 40 cm 5 – 8 ÜF


Vibratory plate to 400 Kg

20 – 30 cm 4 – 6 ÜF

10 – 20 cm 4 – 6 ÜF


Vibratory plate Over 400 Kg

30 – 40 cm 4 – 6 ÜF

20 – 40 cm 4 – 6 ÜF

20 – 30 cm 6 – 8 ÜF

Not suitable


89

Compaction device

Coarse-grained soil

Mixed-grained soil

Fine-grained soil

Rock blocks

Compactor <= 7 t

20 - 30 cm 4 – 8 ÜF

20 - 30 cm 4 – 8 ÜF

20 - 30 cm 4 – 8 ÜF

Not suitable

Compactor <= 12 t

20 – 50 cm 4 - 8 ÜF

30 - 40 cm 3 – 8 ÜF

20 – 30 cm 4 –8 ÜF

20 – 50 cm * 4 – 6 ÜF

Compactor <= 20 t

30 – 60 cm 4 – 8 ÜF

40 – 50 cm 4 – 8 ÜF

20 – 40 cm 4 – 8 ÜF

30 – 60 cm * 4 – 6 ÜF

Compactor > 20 t

40 – 80 cm 4 – 8 ÜF

40 – 80 cm 4 – 8 ÜF

30 – 60 cm 4 – 8 ÜF

40 – 80 cm * 6 – 8 ÜF

The data assume a water content in the range of the optimum water content

ÜF = pass 1 pass = a forward and backward movement *Permissible size grain 2/3 of height



Pneumatic tyre rollers in earthworks

90

Pneumatic tyre rollers are ideally suited for cohesive, sandy soils that tend to loosen up again. They are also suitable for closing the surface.


Test method for determining the optimum water content

91

Proctor density according to DIN 18127:

When determining the Proctor density , the optimum water content is determined in order to achieve the densest storage of the individual rock grains and thus the highest "dry density" of the soil.


92

Water content too low

Water content too high

Optimum water content

Proctor test Modified Proctor test

5 layers Greater mass and drop height of the drop weight

3 layers Smaller mass and drop height of the drop weight

The water content of a soil has a decisive influence on its compactibility. The water contained acts as a "lubricant“.

Test method for determining the optimum water content

Proctor curve

Modified Proctor curve

Try density [t/m3]

Water content [%]


Carrying capacity

93

The carrying capacity...

• is the measure of the carrying capacity of the soil

• allows conclusions to be drawn about its degree of compaction

• determined by site tests - Static plate load test (Ev1 & Ev2) - Dynamic plate load test (Evd)

• measured as modulus of elasticity (Ev1, Ev2 and Evd) in MPa or MN/m² units

• Load capacity requirements according to RStO 12:

• Planum: 45𝑀𝑁

𝑚²≅ 45000

𝑘𝑔

𝑚2

• Frost protection layer: 120𝑀𝑁

𝑚²≅ 120000

𝑘𝑔

𝑚²

𝟏 𝑴𝑷𝒂 = 𝟏𝑴𝑵

𝒎²


Static plate load test (DIN 18134)

94

Interesting facts about the static plate load test:

• A test method in which the ground is repeatedly loaded and unloaded in stages by a circular load plate with the aid of a pressure device.

• It requires a high counterweight (10kN greater than the maximum test load)

• Measurement takes 20- 30 minutes

• Measurements very accurate, approved and immediately available (compared to the Proctor test)

Discharge

Soil pressure 𝜎 𝑁/𝑚𝑚²

∆s1 = 1. Settlement (Path, the load plate penetrates the soil)

∆𝝈: Medium

soil pressure

First load = Ev1

Sett

lem

ent

s

Second load = Ev2

∆s2 = 2. Settlement (Path, the load plate penetrates the soil)

Limiting points of the mean soil pressure


95

Dynamic plate load test

• A dynamic plate load test requires a drop weight (10kg) and a plate of Ø 30cm

• Measurement takes 2 to 3 minutes

• Measurements inaccurate and only for self-monitoring

Time [s]

E-Modul [MN/m2]

Forc

e [

kN

] Sin

kin

g s

[µm

]


Conventional compaction measurements

96

Soil densitometer according to Haas (DIN 18125-2) or also balloon method:

Taking soil samples for density determination

Troxler probe

Used for non-destructive density and moisture measurement with

the aid of radioisotopes.


HAMM Compaction Meter (HCM)

97

Basic prerequisite for measurements

- Homogeneous material

- Constant water content

- Constant frequency

- Constant amplitude

- Constant speed

- Equal material

- Constant dumping height

- Only possible with vibration

- Measure in one direction only

The HCM compaction meter is used to measure and display the stiffness of the subsoil when compacting soils and asphalt.

HMV HAMM Measurement Value [-]

RMV Resonance Measurement Value [-]

Important!!! If a parameter is changed, the measured values also changed!


HAMM Compaction Meter (HCM)

98

Loosening up

No increase in compaction

1

2

3

4

5

6

Example:


Reference values of the soil improvement

99

Soil type Machine setting (last pass)

HMV value

Stiffness Load capacity

Silty / loamy soils with excessive water content

- Large amplitude - Maximum frequency - Speed: 2 - 2.5 km/h

0 – 5 low

Silty / loamy soils with the correct water content


5 - 15 low

Sandy soils Gravely soils

- Small amplitude - Reduce the frequency by 5 - 8 Hz - Speed: 2.5 - 3 km/h

15 - 30 mean

Anti-freeze compound Base layer HGT


30 – 50 high

Blocks Rock


50 – 100 very high


HCM Search for weak points

100

Measuring depth, small amplitude:

Measuring depth, large amplitude:


HAMM Compaction Quality - HCQ

101

The HCQ navigator is a satellite-based documentation system for recording and displaying all essential compaction parameters and the compaction progress of one or more rollers. It is uses in earthworks and asphalt compaction.


Calibration of HMV values

102

Create test field: 3-5 tracks min. 20m, ca. 10% overlapping. At least 9 - 12 measuring points with a mix of low, medium and high HMV values. These values are usually calibrated with Ev2 values. E.g. M1: 17HMV – 36Ev2, M2: 21HMV – 41Ev2, ect.

static load plate

NOTES

Your notes:

103

NOTES

Your notes:

104

BASICS OF ASPHALT CONSTRUCTION

105

Asphalt construction


Typische Asphaltarbeiten

106

Typical asphalt works:

• Road construction

• Landfill sealing

• Dams sealing


Construction of asphalt road surfaces (ZTV Asphalt-StB 07/13)

107

Superstructure

Substructure and Underground

Planum

Superstructure: Artificially constructed to absorb the stresses of road traffic and pass them on to the subsoil or substructure. Substructure: Artificial embankment filled under the superstructure and on the subsoil. Underground: Natural soil directly underneath the substructure or superstructure. Planum: Technically worked surface of the soil or substructure directly adjacent to the superstructure.


Structure of the bituminous bound superstructure

108

Top layer

Abbildung anpassen!

Planum

Bituminous bound superstructure

Substructure

Base

Binder layer

Base layer


Requirements for asphalt road pavements

109

• load-bearing, • shear-

resistant, • even, • good grip,

• wear-resistant, • durable, • high deformation resistance

Surface layers alone cannot meet these requirements; this is the task of the entire "layer package" of different types of mix!


Requirements and composition of asphalt mixes

110

Load class according to RStO 12

Dimensioning relevant stress (equivalent 10 t axis transitions in millions)

Example Building class

according to (old) RStO 01

Abbreviations L, N, S

Bk100 Over 32 Kg Motorways, expressways SV

Heavy duty Bk32 over 10 to 32 Industrial roads I

Bk10 over 3 to 10 Main shopping streets II

Bk3,2 over 0.8 to 3 Connecting roads III Normal stress

Bk1,8 Over 0.3 to 0.8 Collecting streets, main shopping streets with little traffic

IV

Light stress

Bk1,0 0.1 to 0.3 Residential streets V

Bk0,3 to 0.3 Residential routes VI

Stress and stress classes according to RStO 12


Mix and bitumen designations according to DIN EN 13108 ff

111

Each type of mix can also be divided into the letters L, N and S: • Light stress • Normal stress • Heavy duty

Some types of mix and their abbreviations

Asphalt concrete AC

Stone mastic asphalt SMA

Open porous asphalt PA

Mastic asphalt (no rolled asphalt!) MA

Example of a practice-relevant mix designation:

AC 16 B N 50/70

Bitumen type (needle penetration) Normal stress Binder layer Largest grain Asphalt concrete

Declaration position 3 - Layer type: D = Top layer B = Binder layer T = Base layer TD = Base-Top layer


New mix and bitumen designations according to DIN EN 13108 ff

112

Common types of mix and their most common types of bitumen in Germany

Type of mix Type of bitumen

Asphalt concrete 50/70 and 70/100

Stone mastic asphalt 25/55-55A

Special mix requirements can be achieved by adding additives, e.g.: • Low-temperature asphalts: addition of waxes to the mix • High resistance and long service life: Use of polymer modified bitumen (PmB)



113

Open porous asphalt PA11

Asphalt concrete AC11DS

Mastic asphalt MA11S

Stone mastic asphalt SMA11S


114

0

10

20

30

40

50

60

70

80

90

100

0,0625 0,125 0,25 0,5 1 2 4 8 16 32

Sie

bd

urc

hga

ng

in G

ew

.-%

Maschenweite/Quadratlochweite [mm]

Kornbereiche verschiedener Mischgutsorten

SMA11S

PA11

AC11DS

SC11BN

AC22TS

MA11S

A lot

of

coars

e

rock g

rain

Lots

of

filler

Scre

enin

g s

tage in G

ew

.-%

Mesh size/square perforation size [mm]

Grain range divers composition of asphalt mixes



115

Fine aggregate grain size

Filler

Bitumen

Coarse aggregate grain size

Asphalt concrete AC11DS

Features and Notes: • The "preferred layer construction method" • Variable layer thicknesses • Surface with good grip • Paving with paver but also by hand possible • Early driving on the top layer, therefore short off-times

for traffic • AC can be milled and re-installed • Inexpensive

Requirements: • Degree of compaction ≥ 97% • Cavity content in % by volume ≤6.5 or 5.5



116


Filler

Bitumen


Stone mastic asphalt SMA11S

Features and Notes: • It has a grain size and is produced with stabilizing

additives • High chippings content of up to 80 % by mass • High binder and filler content • After installation, the surface is spreaded with raw or

binder-coated split • Installation in thin layers (1.5 to 2.5 cm) possible • If SMA is heated above 180°C, there is a risk of

segregation by draining the binder Requirements: • Degree of compaction ≥ 97% • Cavity content in % by volume. ≤ 5,0



117


Filler

Bitumen


Open porous asphalt

PA11

Features and Notes: • Also known as "Drain Asphalt wearing course" or

"Noise-reducing wearing course" • After compaction, PA has >22% voids • Surface water penetrates through the PA surface

course and is discharged to the edge of the pavement on binder course

• No formation of spray vane • The unrolling noise of the tires are absorbed

up to 5 dB(A) • 90-95% coarse aggregates

Requirements: • Minimum binder content in % by mass: 5.5 • Minimum void content MPK in % by volume: 24 • Maximum void content MPK in % by volume: 28



118


Filler

Bitumen


Mastic asphalt MA11S

Features and Notes: • Mastic asphalt can be poured or spreadable when hot

and does not require compaction! • Mixture that is produced with very little void space

(suitable for bridges) • The layers underneath are protected from surface

water by the low-cavity mixture • Tends to form bubbles or cannula when mastic asphalt

is paved on wet binder course • High costs



Drill core of an asphalt pavement at Hamburg Airport

119

Top layer 4cm

Binder layer 8cm

Asphalt base layer 8cm

Asphalt base layer 8cm

Cavities in the asphalt: insufficient compaction!


120

Further cavities



121

Fractured grains on the upper side of the base layer



122

Drill core of an asphalt pavement at Hamburg Airport "Grain crushing" at the top of the binder course, about too much dynamic compaction! -> Grain breakage, therefore no bitumen at the breaking point!


Influence parameters of asphalt paving

123

= changeable = not changeable

RESULT Machine type and weight

Passages

Speed

Mix

Frequency Mix

temperature

Weather conditions

Amplitud

Cooling

behavior

Driver


124

Qualitative course of the available time span for efficient compaction:

Installation temperature

Minimum temperature

Time period available

Available time span for optimum compaction

Mix

tem

pera

ture

Time after paving

12 cm layer thickness, warm weather

12 cm layer thickness, cold weather





125

Easy Drive for permanent control of the mix temperature:

• In the example the temperature span is around 120°C. • The time span for optimum dynamic compaction varies depending on the type of mix.



126

The effect of "trough formation" during asphalt paving: • Danger of longitudinal cracks

Kerb

Substructure/binding layer

Kerb



10 Notes for roller drivers

127

1. Compact as close as possible to the paver.

2. First compact the seams (connections).

3. When compacting always start at the lower edge.

4. Switch off the vibration/oscillation before reversing.

5. Always change the rolling speed gently.

6. Forward and backward in the same lane.

7. Changing the rolling track on the cold side.

8. Rolling in parallel tracks.

9. Sprinkle the drums sufficiently to avoid adhering bitumen.

10. Never leave the rollers on hot asphalt.


Compaction of the seam transversely to the road surface

128

Overlapping up to 1/3 drum

Compaction static or with oscillation

HO

T C

OLD


129

Compaction of the seam in the fan shop H

OT C

OLD

Compaction static or with oscillation


Reversing before the paver

130

Danger of wave formation in asphalt

Avoidance of wave formation by

turning in

The next graphics will

no longer show the

turning in!


Road without side fixing

131

5

1

2

3

4

Note slope!


132

Road with side fixing

1

2

3

4

Note slope!


Asphalt paving „hot to cold“

133

1

2

3

4

5

Note slope!


Limited space due to moving traffic

134

1

2

3

Note slope!


Asphalt paving „hot to hot“

135

7

6

5

1

2

3

4

Note slope!


Asphalt paving with „crown profile“

136

2

4

6

1

3

5

7

Note slope!


Walzschema bei Kurven

• Turn in slightly at the vertex of the curve

• Compaction always from inside to outside

• Optional use of crab steering on the rear drum

1 3

2

4

Rolling pattern for curves

137


The production of longitudinal and transverse seams

138

Typical errors during seam formation "cold to hot"

Wrong! • Do not "heat" seams with an open flame

that burns bitumen

Use infrared radiators

Cold side Hot side

Bitumen tape


139

• Great care must be taken in the production of longitudinal and transverse seams, as they are very prone to errors and therefore often lead to potholes.

• Many faults can be avoided by shifting the longitudinal seams in the asphalt pavement.

Top layer

Asphalt base layers

Longitudinal seams

Offset of 10 to 20 cm each



140

Emulsion

Overlapping 2-3 cm



141



Edge formation of rolled asphalt layers

142

Pressing: Applicable to all seams and edges. Result: Formation of a rough, well compacted contact surface

Cutting: Only in case of faulty paving and still warm material

The use of the KAG for the production of the edge formations

Pressure roll

Cutting wheel



143

Pressing with the KAG Cutting with the cutting wheel


144

The seam formation needs special attention

• Too flat inclination of the contact surface • Material can slip off

Vertical seam formation: • Danger that the mix does not get into

the corners • Small contact areas




145

Typical errors in seam formation

• Too early driving on the edge areas! • For protection of the edge put planks! • Edge areas are very susceptible to cyclists

in the early stages!


146


• The aim of the edge formation is to prevent surface water from penetrating into the surface course and the entire superstructure.

• The free edges of all rolled asphalt layers shall be laid with an inclination not steeper than 2:1 and shall be pressed down over the entire surface of the flanks.

• Edge pressing devices (KAG) are used to produce an edge formation in accordance with the regulations.

• Exception: Open porous asphalt layers!

Inclination <2:1

Press on the edge areas


After-treatment of the paved top layer

147

Why is the post-treatment necessary? • In order to remove the existing bitumen film on the

surface and to increase the initial roughness . • To lighten the surface of the top layer. How is the post-treatment carried out? • By spreading and immediate rolling in of raw or

binder-coated fine crushed sands or chippings into the warm surface course.

Sources of error: • Spreading too late, the grain is ground on the cold

surface by the drum. • Moist spreading material cannot bond to the top

layer, no adhesive effect.


148

After-treatment of the paved top layer

Precision spreaders are available for small and large tandem rollers

In addition to precision spreaders, disc spreaders can also be used

NOTES

Your notes:

149

NOTES

Your notes:

150

TROUBLESHOOTING

151

Troubleshooting

Typical damage patterns in asphalt construction and their sources of error

TROUBLESHOOTING

Typical damage patterns in asphalt construction

152

Ruts are caused by: • Over-compaction - due to insufficient

voids in the compacted asphalt body, the mix cannot "contract" or "relax" due to the traffic load. This results in plastic deformation and no visco-elastic deformation.

• Under-compaction - there is an insufficiently interlocked grain structure! This is compressed by traffic over time.

• Defective mix

TROUBLESHOOTING

153

Settlements are caused by: • Insufficiently load-bearing soil that

is compacted locally under the traffic load (weak point in the subsoil).

• Penetrating water (e.g. burst pipe) that penetrates into the road body and flushes out the subgrade


TROUBLESHOOTING

154

Binder enrichment results from: • Too high binder content in asphalt • Too much bitumen emulsion • Incorrect use of the dynamic

compaction binder is pulled to the surface by vibration compaction.

• Too Intensive use of pneumatic tyre rollers

• Over-compaction - bitumen is drawn to the surface by "ironing".

• Mix that is too hot


TROUBLESHOOTING

155

Outbreaks are caused by: • Faulty mix formulation- adhesive

effect between the grain structure is not sufficient

• Bursting of ice lens through penetrating water

• Dynamic compaction on cold asphalt

• Insufficient bond between layers


TROUBLESHOOTING

156

Longitudinal and transverse cracks are caused by: • Deformation - settlements • Frost damage - In dew periods, heavy

vehicles can destroy the road surface by destroying frostbite.

• Incorrectly made seams • Fatigue • Low-temperature behaviour of the

asphalt • Error during paving:

• Too much dynamic compaction • Roller too heavy • Rolling start too early • Pan formation


TROUBLESHOOTING

157

Wave formation by the paver

Wrong screed setting

• Mix (temperature, material flow, ratio grain size / paving thickness)

• Uneven substructure • Wrong sensors on the paver • Insufficient pre-compaction of the screed • No constant speed

Wave formation through the roller

• Rolling over the bow wave (speed) • No steering in front of the paver • Strong steering movements on hot mix • Wrong frequency / amplitude / speed of the

roller


NOTES

Your notes:

158

NOTES

Your notes:

159

NOTES

Your notes:

160

ATTACHMENT / TABLES

161

ATTACHMENT / TABLES

Guide values for rolling speed

162

Machine type

Pre compaction Main compaction Rerolling Chippings

Static Oscillation Static Vibration Oscillation (Ironing)

GRW

4 - 10 km/h 4 - 6 km/h 12 - 19 km/h

Tandem rollers

3 - 6 km/h 3 - 5 km/h 3 - 5 km/h 3 - 5 km/h 3 - 5 km/h 4 - 7 km/h 2 - 4 km/h

ATTACHMENT / TABLES

Effects of tyre pressure

163

Optimum air pressure

Too much air pressure

To low air pressure

Weight class Tyre air pressure

10 – 15t 4 – 5 bar

18 – 20t 6 – 7 bar

20 – 28t 6 – 8 bar

ATTACHMENT / TABLES

Different types of drums

164

Smooth drum Padfoot drum

Rubber wheels

Sta

tic

Split

sta

tic

Vib

ration

Split

Vib

ration

Oscilla

tion

VIO

Vib

ration

Sta

tic

Compactor

Tandem roller

Combination roller

Pneumatic tyre roller

Three-wheeld roller

ATTACHMENT / TABLES

165

Particle size distribution according DIN 18123

Differentiation according to grain size ranges: • Filler < 0,063 mm • Sand > 0,063 mm < 2,0 mm • Gravel > 2,0 mm <63,0 mm • Stone > 63,0 mm <200mm • Blocks > 200mm

Filler Sand Gravel Stone

0,0 mm – 0,063 mm 0,063 mm – 2,0 mm 2,0 mm – 63,0 mm 63,0 mm – 200,0 mm

Clay < 0,002 mm Fine sand 0,063 – 0,2 mm Fine gravel

2,0 – 6,3 mm Stones 63,0 – 200,0 mm

Silt 0,002mm - 0,063mm Middle sand 0,2 – 0,63 mm Middle gravel

6,3 – 20,0 mm Blocks > 200,0 mm

Coarse sand

0,63 – 2,0 mm Coarse gravel

20,0 – 63,0 mm

Chips 2,0 – 32,0 mm

Crushed rock

32,0 – 63,0 mm


ATTACHMENT / TABLES

Working depths in rocky soil

166


12 14 16 18 20 25 10 0

50

100

150

200

7 5

Compaction of rocky soils: Machine type: Heavy earthmoving rollers (10-25 t) Drum type: Smooth drum Amplitude: First large amplitude (possibly small amplitude)


orkin

g d

ep

ths i

n [

cm

]


ATTACHMENT / TABLES

167

Compaction of sand, gravel, crushed rock …: Machine type: all earth work rollers Drum type: smooth drum Amplitude: first large amplitude, then small amplitude

12 14 16 18 20 25 10 0

50

100

150

200

7 5

Working depths for non-cohesive, coarse-grained soils


orkin

g d

ep

ths i

n [

cm

]



ATTACHMENT / TABLES

168

12 14 16 18 20 25 10 0

50

100

150

200

7 5

In cohesive soils, compaction depends very much on the water content!

Compaction of clay, loam, silt …: Machine type: All earth work rollers Drum type: Padfoot drum for kneading Smooth drum for post-smoothing Amplitude: first large amplitude, then small amplitude

Working depths for cohesive, fine-grained soils


orkin

g d

ep

ths i

n [

cm

]



ATTACHMENT / TABLES


169

Compaction device

Coarse-grained soil

Mixed-grained soil

Fine-grained soil

Rock blocks

GRW 10-20 cm 6 – 10 ÜF

10 – 20 cm 6 – 10 ÜF

10 -20 cm 6 – 10 ÜF

Not suitable

Quick-action tamper 50-80 Kg

20 – 30 cm 3 -7 ÜF

20 – 30 cm 3 – 7 ÜF

10 – 20 cm 2 – 4 ÜF

Not suitable

Tandem roller <= 7 t

20 – 30 cm 4 – 6 ÜF

Subgrade suitable


Tandem roller > 7 t

30 – 40 cm 4 -6 ÜF

20 – 40 cm 5 – 8 ÜF


Vibratory plate to 400 Kg

20 – 30 cm 4 – 6 ÜF

10 – 20 cm 4 – 6 ÜF


Vibratory plate Over 400 Kg

30 – 40 cm 4 – 6 ÜF

20 – 40 cm 4 – 6 ÜF

20 – 30 cm 6 – 8 ÜF

Not suitable

ATTACHMENT / TABLES

170

Compaction device

Coarse-grained soil

Mixed-grained soil

Fine-grained soil

Rock blocks

Compactor <= 7 t

20 - 30 cm 4 – 8 ÜF

20 - 30 cm 4 – 8 ÜF

20 - 30 cm 4 – 8 ÜF

Not suitable

Compactor <= 12 t

20 – 50 cm 4 - 8 ÜF

30 - 40 cm 3 – 8 ÜF

20 – 30 cm 4 –8 ÜF

20 – 50 cm * 4 – 6 ÜF

Compactor <= 20 t

30 – 60 cm 4 – 8 ÜF

40 – 50 cm 4 – 8 ÜF

20 – 40 cm 4 – 8 ÜF

30 – 60 cm * 4 – 6 ÜF

Compactor > 20 t

40 – 80 cm 4 – 8 ÜF

40 – 80 cm 4 – 8 ÜF

30 – 60 cm 4 – 8 ÜF

40 – 80 cm * 6 – 8 ÜF

The data assume a water content in the range of the optimum water content

ÜF = pass 1 pass = a forward and backward movement *Permissible size grain 2/3 of height


ATTACHMENT / TABLES

Reference values of the soil improvement

171

Soil type Machine setting (last pass)

HMV value

Stiffness Load capacity

Silty / loamy soils with excessive water content


0 – 5 low

Silty / loamy soils with the correct water content


5 - 15 low

Sandy soils Gravely soils


15 - 30 mean

Anti-freeze compound Base layer HGT


30 – 50 high

Blocks Rock


50 – 100 very high

ATTACHMENT / TABLES


172

Load class according to RStO 12

Dimensioning relevant stress (equivalent 10 t axis transitions in millions)

Example Building class

according to (old) RStO 01

Abbreviations L, N, S

Bk100 Over 32 Kg Motorways, expressways SV

Heavy duty Bk32 over 10 to 32 Industrial roads I

Bk10 over 3 to 10 Main shopping streets II

Bk3,2 over 0.8 to 3 Connecting roads III Normal stress

Bk1,8 Over 0.3 to 0.8 Collecting streets, main shopping streets with little traffic

IV

Light stress

Bk1,0 0.1 to 0.3 Residential streets V

Bk0,3 to 0.3 Residential routes VI

Stress and stress classes according to RStO 12

ATTACHMENT / TABLES

173

Qualitative course of the available time span for efficient compaction:

Installation temperature

Minimum temperature

Time period available

Available time span for optimum compaction

Mix

tem

pera

ture

Time after paving






NOTES

Your notes:

174

NOTES

Your notes:

175

NOTES

Your notes:

176

Documents

APPLICATION TECHNOLOGY Rolling Training.pdfThe Nijboer´sche number / PLD value should not exceed 0.25 kg/cm² if possible! For the same axle load, the larger the drum diameter, the