MAÚT Mérnökakadémia Útépítés és geotechnika szabályok és tapasztalatok MAKADÁM-Klub Budapest, Lövőház u január 2008

MAÚT Mérnökakadémia Útépítés és geotechnika – szabályok és tapasztalatok MAKADÁM-Klub Budapest, Lövőház u. 15. 16. január 2008

Földművek tervezése, minőségbiztosítása és monitoringja Ausztriában Standardization, Design, Quality Assurance and Monitoring of Earth Works in Road Engineering in Austria

Assoc.Prof. Dipl.-Ing. Dr.techn. Dietmar ADAM

GEOTECHNIK ADAM Vienna University of Technology

GEOTECHNIK ADAM ZT GmbH

Institute for Ground Engineering and Soil Mechanics A-1040 Vienna, Karlsplatz 13/221

Wiener Straße 66-72/15/4 A-2345 Brunn am Gebirge

John Loudon McAdam (1756-1836)

GEOTECHNIK ADAM 1823

24.01.2005

D. Adam: „Földművek tervezése, minőségbiztosítása és monitoringja Ausztriában“

Budapest, 16. január 2008 2 – First American Macadam Road (State of Marylande)

1

[RVS RVS 8.24] 8.24 Ö RVS 08.03.01 [draft] „Earthworks“ „Earthworks under Traffic Routes“

earthworks (substructure)

GEOTECHNIK ADAM

24.01.2005

D. Adam: „Földművek tervezése, minőségbiztosítása és monitoringja Ausztriában“ Budapest, 16. január 2008 3

Cross Section – Definitions and Standards RVS 08.15.01 [8S.05.11]: base and sub-base layer RVS [8S.05.12]: mechanical stabilized base / sub-base layer RVS 08.17.01 [8S.05.13]: with binder stabilized base / sub-base layer PAVEMENT WORKS (without wearing course)

EARTH WORKS RVS 08.03.01[draft] [8.24] ÖNORM B 4417: static load plate test RVS 08.03.04: compaction control with the dynamic load plate (LFWD) RVS 08.03.02 [8S.02.06]: continuous compaction control (CCC) GEOTECHNIK ADAM

24.01.2005


2

Traffic Route – Requirements

strength & stability + serviceability

COMPACTION

+ durability GEOTECHNIK ADAM

24.01.2005


Methods of Ground / Fill Improvement

1

Ground COMPACTION

2

Ground REPLACEMENT

3

MECHANICAL Improvement

surface-near compaction soil excavation and soil exchange Mixing in suitable granular material to improve poorly graded materials (SP, GP), fine materials (silty or clayey) or soft soils

4

Ground reinforcement with geotextiles: in combination with soil REINFORCEMENT replacement to reduce excavation depth

5

stabilization with lime (ÖN EN 14227-11), cement (ÖN EN 14227-10), clinker (ÖN EN 14227-12), hydraulic binder (ÖN EN 14227-13), fly ash (ÖN EN 14227-14) DEEP IMPROVE- surcharging and preloading MENT OF SUBSOIL vertical drains deep vibro compaction deep dynamic compaction (heavy tamping) pile foundation

6

Ground STABILIZATION

GEOTECHNIK ADAM

24.01.2005


3

Surface-near and Deep Ground Improvement surface-near Dynamic roller compaction

deep

vibratory, oscillatory, VARIO,

surface-near & deep Heavy Dynamic Tamping

automatically controlled rollers

TRANSIENT

PERIODIC

HARMONIC

Deep vibro compaction vibro compaction, vibro replacement, grouted stone/gravel columns

Rapid Impact Compactor 24.01.2005


GEOTECHNIK ADAM

Compaction Depth – Comparison of Techniques Dynamic Rolling

Static Rolling 0.2 m 0.5 m

RIC

Heavy Dynamic Tamping

0.4 m 1.0 m

4.5 m

6.5 m

10 m

14 m

normal range possible range

GEOTECHNIK ADAM

24.01.2005


4

Dynamic roller compaction

24.01.2005

GEOTECHNIK ADAM


GEOTECHNIK ADAM

Budapest, 16. (CCC) január 2008 10 Continuous Compaction Control

24.01.2005

D. Adam: „Földművek tervezése, minőségbiztosítása és monitoringja Ausztriában“

5

Deep Dynamic Compaction (Heavy Tamping)

GEOTECHNIK ADAM

24.01.2005


GEOTECHNIK Rapid Impact Compactor (RIC) ADAM

24.01.2005


6

Deep Vibro Compaction in Granular Material crater around

Vibro Compaction

the vibrator

densification and homogenization of granular soil

Compaction by horizontal vibration effect

compacted

Penetration of

and

vibrator into soil

homogenized

with pressurized

granular soil

water jet

GEOTECHNIK ADAM

24.01.2005


Deep Vibro Replacement of Cohesive Soils Penetration of bottom feed vibrator

Stone / gravel column formation by repenetration of vibrator

soft layer very soft layer

soft layer

grouted Vibro Replacement formation of stone / gravel columns and lateral

material oder concrete

densification of soft soil GEOTECHNIK ADAM

24.01.2005


7

BASE

SUB EM

rock fill GEOTECHNIK ADAM

sand and gravel

BA

–BA

NK

ME

SE

NT

silt and silty clays

clay 24.01.2005


Classification of Soil Types by Grain Size 200 mm

Boulders

COARSE-GRAINED / GRANULAR PARTICLES (non cohesive) 63 mm 2 mm Ö sieve analysis

Cobbles Gravel Sand border line between sand and silt: d = 0.063 mm

FINE-GRAINED (cohesive) Silt Ö hydrometer analysis (sedimentation) GEOTECHNIK ADAM

0.002 mm

Clay 24.01.2005


8

Material for Embankments

ÖNORM B 4400

Guidelines for Recycling Materials E.g.: Jet Grouting return flow Ö „recycled, light aggregates“ Standards: ÖNORM EN 132424, 13055-2; ÖNORM B 3137

Quality assurance: suitability test (laboratory) + test site / calibration field For the suitability of embankment materials the state at the time of emplacement is decisive! 24.01.2005


GEOTECHNIK ADAM

Embankment Materials

SC

≥ 60 < 60 GP

GP

5 – 40

GC 15 – 40 5 – 15

GM

SP

SP GW

SM SW

≤5

GEOTECHNIK ADAM

24.01.2005


9

Relationship Water Content – Dry Density ρd [g/cm3]

ρd =

S = r 1 ,0 na =

Sr = 0

dry density [g/cm3]

ρs

ρs (1-na)ρs wρs = wρs 1+ 1+ Sr ρw ρw

Proctor curves

0

w [%] ρd

na = 1,0

wn

24.01.2005


GEOTECHNIK ADAM

water content [%]

Proctor Test Standard Modified Proctor Test

ρmodPr

Proctor mould Ø150 mm falling height 450 mm falling weight 4.5 kg

ρ

Pr

Sr

blows/layer

59

3

layers

5

0.6

energy [MJ/m³]

,0 =1

22

Sr ,7 =0

wmodPr GEOTECHNIK ADAM

wPr

2.65

mod ρPr = 1.03 …1.15 ρPr24.01.2005


10

M, s, g

FINE GRAINED MATERIALS

C

S

C, m; M

G

G, s

Proctor Curves of Different Types of Soils

COARSE GRAINED MATERIALS

24.01.2005


GEOTECHNIK ADAM

Compaction Control – Spot Testing Methods DIRECT

INDIRECT

DENSITY

STIFFNESS

in-situ labora-

replacement methods tory Proctor (sand, water, balloon), Test nuclear gauge probe

dry density ρd

Standard Proctor density ρPr

COMPACTION DEGREE ρd DPr = ρ 100 [%] Pr GEOTECHNIK ADAM

California load plate Bearing Ratio test (CBR)

Benkelman Beam

DEFORMATION MODULUS

static

dynamic

Ev1, Ev2 , Ev2/Ev1

Evd

24.01.2005


11

Determination of Density in Field Sand replacement

Tube sampling

Nuclear gauge method (Troxler probe)

24.01.2005


GEOTECHNIK ADAM

Compaction Control – Spot Testing Methods DIRECT

INDIRECT

DENSITY

STIFFNESS

replacement methods (sand, water, balloon), nuclear gauge probe

Proctor Test

dry density ρd

Standard Proctor density ρPr

COMPACTION DEGREE ρd DPr = ρ 100 [%] Pr GEOTECHNIK ADAM

California load plate Bearing Ratio test (CBR)

Benkelman Beam

DEFORMATION MODULUS

static

dynamic

Ev1, Ev2 , Ev2/Ev1

Evd

24.01.2005


12

Compaction Control Methods using Load Plate Tests determination of deformation modulus checking of compaction quality and material stiffness counter weight for earth works and road construction

measurement of plate displacement

hydraulic jack F

notching attachment Δσ

load plate device with 3 gauges

∅300mm

guide rod gauge F(t)

Static load plate test Dynamic load plate test with the Light Falling Weight Device GEOTECHNIK ADAM

falling weight spring-dampermeasurement of element acceleration electronic measuring device σ(t) load plate ∅300mm 24.01.2005


Dynamic Load Plate – „Light Falling Weight Device“ notching attachment

handle Design of device:

guide rod falling weight

spring-damper element

electronic measuring device

• loading device - falling weight - guide rod - spring-damper element • loading plate • deflection measuring device

sphere load plate with sensor GEOTECHNIK ADAM

Weingart 1977 24.01.2005


13

Standardized Test Evaluation

Δt

determination of moduli

Δσ Δz σ = 1.5 r const z max

E v = 1 .5 r

E vd

E vd [MN / m²] =

GEOTECHNIK ADAM

22.5 zmax [mm] 24.01.2005


Research Results Ö Standardization RVS 08.03.04 Requirements on the device: + → tuning of the device parameters + set of disc springs made of steel

– synthetic spring (!)

+ → exactly defined requirements on the deflection measuring device + → calibration at least once a year

Standardized test execution and test evaluation: + → measuring range Evd = 10 – 90 MN/m² + → 3 pre-loading impacts and 3 measuring impacts + → assumption of a constant maximum ground contact force (max F) + → simplified determination of the dynamic deformation modulus (Evd) + → measuring depth (2 x plate diameter), lateral angle of influence (40°) ~ → ratio “s/v” as criterion for the compaction quality – → direct correlation with values obtained by static load plate tests GEOTECHNIK ADAM

24.01.2005


14

Check of the required Ev1 with the LFWD req Ev1

RVS 08.03.01[draft] [8.24] < 25 MN/m2

no

yes no

cohesive material yes

Evd =

6 4 RVS 08.03.01 Ev1 Evd = 10 + Ev1 [draft] 5 5

regression function

Evd m

~ Δ%

RVS 08.03.04

~ Δ%( Evd ) 1 = Evd ⋅ (1 + )⋅ 100 Evd Faktor

Ev1

Evd ref

Evd ref

Evd

Evd

[MN/m²]

[MN/m²] nichtbindig 0 3 6 9 12 15 18 21 24 27 30 33 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 74 76 78 80 82 84 86 88 90

[MN/m²] bindig 10 12 14 16 18 20 22 24 26 28 30

[MN/m²] nichtbindig 0,0 3,0 6,0 9,0 12,0 15,0 18,1 21,1 24,2 27,3 30,5 33,6 34,7 36,8 38,9 41,0 43,2 45,4 47,5 49,7 51,9 54,1 56,4 58,6 60,9 63,1 65,4 67,7 70,0 72,3 74,7 77,0 79,4 81,8 84,2 86,6 89,0 -

[MN/m²] bindig 10,0 12,0 14,0 16,0 18,1 20,1 22,2 24,2 26,3 28,4 30,5

0,0 2,5 5,0 7,5 10,0 12,5 15,0 17,5 20,0 22,5 25,0 27,5 30,0 32,5 35,0 37,5 40,0 42,5 45,0 47,5 50,0 52,5 55,0 57,5 60,0 62,5 65,0 67,5 70,0 72,5 75,0 77,5 80,0 82,5 85,0 87,5 90,0 92,5 95,0 97,5 100,0

HMP2443 18.10.2005

Must er SAMPLE

calibration limit

Abweichung in % = [ -0,29725853 + (Evd * 0,07197705) + (Evd² * 0,0005825276) ] Evd-Faktor= MW / 7070 = 1,00873

24.01.2005


GEOTECHNIK ADAM

Selection of Compaction Control Method (RVS 08.03.01[draft]) Standards 1. Dynamic Load Plate Test (LFWD) Ö Evd or

2. Static Load Plate Test Ö Ev1

RVS 08.03.04 ÖNORM B 4417

or

3. Compaction degree DPr:

determination of Proctor density ρPr + determination of density in field ρd 3.1 sand replacement 3.2 water replacement 3.3 nuclear gauge probe

ÖNORM B 4418

4. Continuous Compaction Control (CCC) when area of subgrade level ≥ 30,000 m²

other control methods: Benkelman Beam dynamic penetration tests (e.g. DPH) levelling GEOTECHNIK ADAM

ÖNORM B 4414-2 DIN 18125-2 Bulletin FGSV

RVS 08.03.02 Bulletin FGSV ÖNORM B 4405 + B 4419

24.01.2005


15

Continuous Compaction Control (CCC)

Drum acceleration Quality management system

Continuous Compaction Control (CCC) Roller-integrated and continuous „on-line“control of compaction progress - Optimization of compaction procedure - Self-control GPS-supported positioning!

- Acceptance testing GEOTECHNIK ADAM

24.01.2005


Automatically Controlled Compaction

recordings

automatic inclination of exciter unit GEOTECHNIK ADAM

24.01.2005


16

Operating Modes of Vibratory Roller Drums

chaotic

operating condition

continuous contact

CONT. CONTACT

yes

PARTIAL UPLIFT

yes

DOUBLE JUMP

yes

ROCKING MOTION

non-periodic loss of contact

CHAOTIC MOTION

GEOTECHNIK ADAM

soil contact force

left

roller speed

drum amplitude

low

fast

small

high

slow

large

application soil of stiffness CCC

Interaction drum-soil

periodic loss of contact

periodic

drum motion

right

no

no

24.01.2005


Compactometer – CMV is based on the evaluation of the acceleration in the frequency domain

Terrameter – OMEGA is based on the evaluation of the energy transmitted to the soil in the time domain

CCCsystems Terrameter – EVIB Ö inclination of the soil contact force displacement relationship during loading; time domain

GEOTECHNIK ADAM

ACE – kB Ö derived from the soil contact force displacement relationship at maximum drum deflection; time domain

24.01.2005


17

CCC-values – CMV, OMEGA, Evib, kB CCC-VALUES

CONT. CONTACT

100 %

CCC-VALUES [% OF MAX. VALUE]

90 % 80 % 70 % 60 %

CMV

50 %

OMEGA 40 %

Evib kB

30 % 20 %

PARTIAL UPLIFT

DOUBLE JUMP

10 %

E - MODULUS SOIL [MN/m²] 0 % 0

GEOTECHNIK ADAM

20

40

60

80

100

120 24.01.2005


CMV in Dependence of the Operating Conditions rocking motion, chaotic

large amplitude

double jump partial uplift 28 Hz

small amplitude

GEOTECHNIK ADAM

contact

24.01.2005

és monitoringja „soft“ soilD. Adam: „Földművek tervezése, minőségbiztosítása„stiff“ soilAusztriában“

Budapest, 16. január 2008 36

18

Comparison of Different CCC-Values rocking motion, chaotic

partial uplift

OMEGA

CMV

double jump

rocking motion, chaotic

contact

double jump

partial uplift contact



double jump

28 Hz

kB

Evib

double jump

partial uplift

partial uplift contact GEOTECHNIK ADAM

contact 24.01.2005


Earth Work Ö RVS 08.03.01[draft] [8.24] ∨ ∧

GEOTECHNIK ADAM

∨

∧

+

24.01.2005


19

Continuous Compaction Control (CCC) test site

H = 25 m

test compaction calibration

Länge der Dammkrone 170 m

static load plate test

Calibration of CCC-values Determination of a clear correlation between soil stiffness and CCC-values 24.01.2005


GEOTECHNIK ADAM

Calibration of CCC-values

Test site to be situated on typical area within construction site CCC-values

180

Static load plate Dynamic load plate

160

9 tests 36 tests (4 x 9)

140

high values

CCC-VALUE [ ]

120

Layer thickness and different depth effects have to be taken into account!

100

mean values

80

60

low values

40

r > 0,7

CCC-VALUE

20

GEOTECHNIK ADAM

Determination of regression line 0 0

10

20

30

40

50

60

Ev1, Ev2, Evd [MN/m²] 24.01.2005


20

Calibration of CCC-values 180

Determination of limit values 160

According to Austrian guidelines and regulations RVS RVS08.03.02 8S.02.6

140

SDCCC … STANDARD DEVIATION < 20% CCC-VALUE [ ]

120

ΔCCC … INCREASE < 5% MAX

100

r > 0,7

50% 80

MV MIN

60

0,8 MIN

MV double jump

20%

40 - 5%

+ 5%

20

limit EV-value 0 0

10

20

30

40

50

60

Ev1, Ev2, Evd [MN/m²] GEOTECHNIK ADAM

24.01.2005


CCC VALUE [CMV, OMEGA, Evib]

Continuous Compaction Control (CCC)

“REPRODUCEABILITY” “UNIFORMITY”

ΔCCC < 5% MAX … MV … MIN … 0,8MIN … SDCCC …

MAXIMUM VALUE MEAN VALUE CALIBRATION MINIMUM VALUE 80% MINIMUM VALUE STANDARD DEVIATION < 20%

ROLLER LANE [m]

GEOTECHNIK ADAM

24.01.2005


21

Acceptance Test („Identitäts-[Abnahme-]Prüfung“) subgrade (RVS 08.03.01[draft] [8.24])

GEOTECHNIK ADAM

24.01.2005


Acceptance Test („Identitäts-[Abnahme-]Prüfung“) base and sub-base (RVS 08.15.01 [8S.05.11])

GEOTECHNIK ADAM

24.01.2005


22

DPr = 101% , Ev1 ≥ 60 MN/m² , Evd ≥ 58 MN/m²

gravel filter

GW-GP GM-GC crushed grain 0/90 (max. 15 M-% < 0.063 mm)

DPr = 100% , Ev1 ≥ 35 MN/m² , Evd ≥ 38 MN/m² frost protection layer (RVS 08.15.01 [8S.05.11]) level of subgrade natural soil

Backfill – track in cut

backfill material + compaction acc. to RVS 08.03.03 [8B.04.01] and RVS 08.03.01[draft][8.24] drainage

Backfill of bridge abutments base + sub-base RVS 08.15.01 [8S.05.11] RVS 03.08.63 [3.63]

frost protection layer

level of subgrade

backfill

subgrade RVS 08.03.01[draft] [8.24] embankment fill

Acceptance Test (RVS 08.03.01[draft] [8.24]) („Identitäts-[Abnahme-]Prüfung“) :

every 600 m³ but ≥ 3 static load plate tests 24.01.2005 natural soil „Földművek D. Adam: tervezése, minőségbiztosítása és monitoringja every 150 m³ but ≥ 12 dynamic loadAusztriában“ plate tests Budapest, 16. január 2008 45

roller compaction drum types Continuous Compaction Control calibration of CCC-values dynamic load plate (LFWD) 180

160

140

high values

120

CCC-VALUE [ ]

GEOTECHNIK ADAM

Backfill – track in fill

MAX

100

MV MIN

80

60

mean values

MV double jump

0,8 MIN

40

low values - 5%

+ 5%

20

MAX = 103,74 MW = 80,44 MIN = 69,16 0,8 MIN = 55,33 r = 0,87

limit EV1-value: 35 MN/m² 0 0

10

20

30

40

50

60

Ev1, Ev2, Evd [MN/m²]

23

Embankment on Soft Soil – Measurement of Deformations settlement column

gauge mark horizontal inclinometer

gauge mark

gauge mark

piezometer

vertical inclinometer

soft soil stiff soil / bedrock

24.01.2005


GEOTECHNIK ADAM

p [kN/m²]

ξ=

p pmax

Prediction of Final Settlement – Sherif (1973) pmax

ÖNORM B 4431-2

time-load curve

ξ

measurement of settlements s documentation of load history p

time [d]

extrapolated measured settlements final settlement

s

st=∞

interpolated time-settlement curve

assumption: hyperbolic function for settlement curve t ξ s (t ) = a + bt dimensionless parameter ξ p ξ= pmax

sm a t ξ s

Ö adaption of settlement curve to the load history transformation:

1 b regression line

t s→ ξ s regression line: a + b.t

t GEOTECHNIK ⎡ d ⎤ ξ s ⎢⎣ cm ⎥⎦ ADAM

24.01.2005

D. Adam: „Földművek tervezése, minőségbiztosítása és monitoringja Ausztriában“ 48 t=∞ Budapest, 16. január 2008

extrapolation: s

= 1/b

24

Monitoring of Slope Deformations c extensometer in borehole d inclinometer gauge - lateral inclination - axial incremental displacement e deflectometer f multiple rod extensometer g anchor force measurement

24.01.2005

GEOTECHNIK ADAM


GEOTECHNIK ADAM


24.01.2005

25

GEOTECHNIK ADAM

24.01.2005


26

MAÚT Mérnökakadémia Útépítés és geotechnika szabályok és tapasztalatok MAKADÁM-Klub Budapest, Lövőház u január 2008

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