Földművek tervezése, minőségbiztosítása és monitoringja ... · Institute for Ground Engineering and Soil Mechanics A-1040 Vienna, Karlsplatz 13/221 2 24.01.2005 GEOTECHNIK

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

MAÚT MérnökakadémiaÚtépítés és geotechnika – szabályok és tapasztalatok

MAKADÁM-KlubBudapest, Lövőház u. 15.

21. november 2007

GEOTECHNIKADAM

Vienna University of TechnologyInstitute for Ground Engineering and Soil Mechanics

A-1040 Vienna, Karlsplatz 13/221

2

24.01.2005GEOTECHNIK

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

Budapest, 21. november 2007

John Loudon McAdam(1756-1836)

1823 – First American Macadam Road (State of Marylande)

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3




RVS 8.24„Earthworks“

RVS 08.03.01 [draft] „Earthworks under Traffic Routes“

[RVS 8.24]

earthworks(substructure)

4




Cross Section – Definitions and Standards

EARTH WORKS

PAVEMENT WORKS (without wearing course)

RVS 08.03.01[draft] [8.24]

RVS 08.15.01 [8S.05.11]: base and sub-base layerRVS [8S.05.12]: mechanical stabilized base / sub-base layer

RVS 08.17.01 [8S.05.13]: with binder stabilized base / sub-base layer

RVS 08.03.04: compaction control with the dynamic load plate (LFWD)RVS 08.03.02 [8S.02.06]: continuous compaction control (CCC)

ÖNORM B 4417: static load plate test

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5




Traffic Route – Requirements

strength & stability+ serviceability

+ durabilityCOMPACTION

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Methods of Ground / Fill Improvement

Ground REPLACEMENT

soil excavation and soil exchange

Ground COMPACTION

surface-near compaction

MECHANICALImprovement

Mixing in suitable granular material to improve poorly graded materials (SP, GP), fine materials (silty or clayey) or soft soils

Ground REINFORCEMENT

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

Ground STABILIZATION

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-MENT OF SUBSOIL

surcharging and preloadingvertical drainsdeep vibro compaction (RSV/RDV)Deep Dynamic Compaction (DYNIV)pile foundation

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456

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7




Surface-near and Deep Ground Improvement

Dynamic roller compactionvibratory, oscillatory, VARIO,

automatically controlled rollers

Deep vibro compactionvibro compaction, vibro replacement,

grouted stone/gravel columns

Heavy Dynamic Tamping

HARMONIC TRANSIENTPERIODIC

Rapid Impact Compactor

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Compaction Depth – Comparison of TechniquesStatic

RollingHeavy Dynamic

Tamping0.2 m0.5 m 0.4 m

1.0 m

10 m

14 m normal range

possible range

Dynamic Rolling R I C

4.5 m

6.5 m

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Dynamic roller compaction

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Budapest, 21. november 2007Continuous Compaction Control (CCC)

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11




Deep Dynamic Compaction(Heavy Tamping)

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Budapest, 21. november 2007Rapid Impact Compactor (RIC)

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13




Deep Vibro Compaction in Granular MaterialVibro Compactiondensification and homogenization of granular soil

Penetration of vibrator into soil with pressurized water jet

Compaction by horizontal vibration effect

crater around the vibrator

compactedand

homogenizedgranular soil

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Deep Vibro Replacement of Cohesive SoilsPenetration of bottom feed vibrator

Stone / gravel column formation by re-

penetration of vibrator

very soft layer

soft layer

soft layer

Vibro Replacementformation of stone / gravel columns and lateral densification of soft soil

groutedmaterial

oder concrete

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claysilt and

silty clays

sand and gravel

rock fill

B A S E

S U B – B A S EE M B A N K M E N T

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Classification of Soil Types by Grain Size

FINE-GRAINED (cohesive)hydrometer analysis (sedimentation)

COARSE-GRAINED / GRANULAR PARTICLES (non cohesive)

sieve analysis

BouldersCobbles

GravelSand

SiltClay

border line between sand and silt: d = 0.063 mm

2 mm63 mm

200 mm

0.002 mm

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Material for Embankments

„Guidelines for Recycling Materials“

For the suitability of embankment materials the state at the time of emplacement is decisive!

E.g.: Jet Grouting return flow = „recycled, light aggregates“ÖNORM EN 132424, 13055-2; ÖNORM B 3137

suitability test (laboratory) + test / calibration field

ÖNORM B 4400

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Embankment Materials

≤ 5

15 – 40

5 –

40

5 – 15

≥ 60

< 60

GW

GPGP

SW

SP SP

SM

SC

GM

GC

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Relationship Water Content – Dry Density

wn

ρsρd = =

ρs

1 +wρsSr ρw

(1-na)ρs

1 +wρsρw

Sr = 1,0 n

a = 0

na = 1,0

dry

dens

ity[g

/cm

3 ]

ρd

S r =

0

Proctor curves

ρd [g/cm3]

w [%]

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Proctor Test

Sr = 1,0

Sr = 0,7

ρPr

ρmodPr

wmodPr wPr

modρPr = 1,03 …1,15ρPr

Standard ModifiedProctor Test

Proctor mould Ø150 mm

falling height 450 mmfalling weight 4.5 kg

22 blows/layer 59

3 layers 5

0,6 energy [MJ/m³] 2,65

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Proctor Curves of Differnet Types of Soils

COARSE GRAINED MATERIALS

FINE GRAINED MATERIALS

SG

G, s

C

C, m

; MM

, s, g

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Compaction Control – Spot Testing Methods

D I R E C T

dry densityρd

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

ProctorTest

COMPACTION DEGREE

Standard Proctor density

ρPr

DPr = 100 [%]ρdρPr

I N D I R E C T

DENSITY STIFFNESS

CaliforniaBearing Ratio

(CBR)

BenkelmanBeam

static

load platetest

dynamic

Ev1, Ev2 , Ev2/Ev1

DEFORMATION MODULUS

Evd

in-situ labora-tory

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Determination of Density in FieldSand replacement

Nuclear gaugemethod(Troxler probe)

Tube sampling

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Compaction Control – Spot Testing Methods

D I R E C T

dry densityρd

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

ProctorTest

COMPACTION DEGREE

Standard Proctor density

ρPr

DPr = 100 [%]ρdρPr

I N D I R E C T

DENSITY STIFFNESS

CaliforniaBearing Ratio

(CBR)

BenkelmanBeam

static

load platetest

dynamic

Ev1, Ev2 , Ev2/Ev1

DEFORMATION MODULUS

Evd

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ADAMÖIAV Erdbebenseminar, 6. September 2007

Dietmar ADAM: „Erdbeben – Interaktion Boden und Bauwerk“

Static load plate test

Dynamic load plate test with theLight Falling Weight Device

counter weight

device with 3 gaugesload plate∅300mm

hydraulic jack

gauge falling weight

electronicmeasuring device

load plate ∅300mm

F

F(t)

Δσ

measurement of plate displacement

measurement of acceleration

Compaction Control Methods using Load Plate Tests

σ(t)

guide rod

notchingattachment

spring-damper-element

determination of deformation moduluschecking of compaction quality and material stiffnessfor earth works and road construction

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Dynamic Load Plate – „Light Falling Weight Device“

Design of device:

• loading device- falling weight- guide rod- spring-damper element

• loading plate• deflection measuring device

Weingart 1977

notching attachment

load plate with sensor

sphere

spring-damper element

falling weight

handle

guide rod

electronic measuring device

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Standardized Test Evaluation

Δtdetermination of moduli

zr5.1Ev Δ

σΔ=

max

constvd z

r5.1E σ=

]mm[z5.22²]m/MN[E

maxvd =

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Research Results 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 = 7,5 - 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

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Check of the required Ev1 with the LFWD

15410 vvd EE +=15

6vvd EE =

req Ev1

< 25 MN/m2 no

yes

cohesive material

yes

no

%~Δ

FaktorEE

EEvd

vdvdmvd

1)100

)%(~1( ⋅

Δ+⋅=

calibration factor of device

RVS 08.03.01[draft] [8.24]

RVS 08.03.01 [draft]

Ev1 Evd ref Evd ref Evd Evd[MN/m²] [MN/m²] [MN/m²] [MN/m²] [MN/m²]

nichtbindig bindig nichtbindig bindig0,0 0 10 0,0 10,02,5 3 12 3,0 12,05,0 6 14 6,0 14,07,5 9 16 9,0 16,0

10,0 12 18 12,0 18,112,5 15 20 15,0 20,115,0 18 22 18,1 22,217,5 21 24 21,1 24,220,0 24 26 24,2 26,322,5 27 28 27,3 28,425,0 30 30 30,5 30,527,5 33 33,6 30,0 34 34,7 32,5 36 36,8 35,0 38 38,9 37,5 40 41,0 40,0 42 43,2 42,5 44 45,4 45,0 46 47,5 47,5 48 49,7 50,0 50 51,9 52,5 52 54,1 55,0 54 56,4 57,5 56 58,6 60,0 58 60,9 62,5 60 63,1 65,0 62 65,4 67,5 64 67,7 70,0 66 70,0 72,5 68 72,3 75,0 70 74,7 77,5 72 77,0 80,0 74 79,4 82,5 76 81,8 85,0 78 84,2 87,5 80 86,6 90,0 82 89,0 92,5 84 - 95,0 86 - 97,5 88 HMP2443 - 100,0 90 18.10.2005 -

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

Must er

calibrationlimit

SAMPLE

RVS 08.03.04

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Selection of Compaction Control Method (RVS 08.03.01[draft])

1. Dynamic Load Plate Test (LFWD) Evd2. Static Load Plate Test Ev13. Compaction degree DPr:

determination of Proctor density ρPr+ determination of density in field ρd3.1 sand replacement3.2 water replacement3.3 nuclear gauge probe

4. Continuous Compaction Control (CCC)

other control methods:Benkelman Beamdynamic penetration tests (e.g. DPH)

levelling

StandardsRVS 08.03.04

ÖNORM B 4417

ÖNORM B 4414-2DIN 18125-2

Bulletin FGSV

ÖNORM B 4418

RVS 08.03.02

Bulletin FGSVÖNORM B 4405 + B 4419

or

or

when area of subgrade level≥ 30,000 m²

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Continuous Compaction Control (CCC)

Quality management system

Continuous Compaction Control (CCC)Roller-integrated and continuous „on-line“-control of compaction progress

- Optimization of compaction procedure

- Self-control

- Acceptance testing

Drum acceleration

GPS-supported positioning!

32




Automatically Controlled Compaction

recordings

automatic inclination of exciter unit

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Operating Modes of Vibratory Roller Drums

drum motion Interaction drum-soiloperating condition soil contact force

application of

CCC

soil stiffness

roller speed

drum ampli-tude

continuous contact

CONT. CONTACT yes low fast small

PARTIAL UPLIFT yes

DOUBLE JUMP yes

ROCKING MOTION no

chaotic non-periodic loss of contactCHAOTIC MOTION no high slow large

perio

dic

perio

dic

loss

of c

onta

ct

left right

34




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

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

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

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

CCC-systems

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

0 %

10 %

20 %

30 %

40 %

50 %

60 %

70 %

80 %

90 %

100 %

0 20 40 60 80 100 120

E - MODULUS SOIL [MN/m²]

CC

C-V

ALU

ES [%

OF

MA

X. V

ALU

E]

CMVOMEGA

EvibkB

DOUBLE JUMP

CO

NT.

CO

NTA

CT

PARTIAL UPLIFT

36




CMV in Dependence of the Operating Conditions

largeamplitude

smallamplitude

contact

double jump

partial uplift

rocking motion, chaotic

„soft“ soil

28 Hz

„stiff“ soil

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37




Comparison of Different CCC-Values

28 Hz

CM

V

OM

EGA

E vib

k B

contact

double jump

partial uplift


contact

double jump

partial uplift


contact

double jump

partial uplift


contact

double jump

partial uplift


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Earth Work RVS 08.03.01[draft] [8.24]

∧ ∨ ∧∨ +

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39





H = 25 m

Länge der Dammkrone 170 m

test site

calibration

Calibration of CCC-valuesDetermination of a clear correlation between soil stiffness and CCC-valuesstatic load plate test

test compaction

40




Calibration of CCC-values

0

20

40

60

80

100

120

140

160

180

0 10 20 30 40 50 60

Ev1, Ev2, Evd [MN/m²]

CC

C-V

ALU

E [

]

Determination of regression line

CC

C-V

ALU

E

r > 0,7

Test site to be situated on typical area within construction site

Static load plate 9 testsDynamic load plate 36 tests (4 x 9)

CCC-values

high values

mean values

low values

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

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41




Calibration of CCC-values

0

20

40

60

80

100

120

140

160

180

0 10 20 30 40 50 60


CC

C-V

ALU

E [

]

r > 0,7

limit EV-value

+ 5%- 5%

MV

MAX

MIN

0,8 MIN

MV double jump

Determination of limit values

According to Austrian guidelines and regulations

RVS 8S.02.6

20%

50%

SDCCC … STANDARD DEVIATION < 20%ΔCCC … INCREASE < 5%

RVS 08.03.02

42





“REPRODUCEABILITY”“UNIFORMITY”

ΔCCC < 5%

MAX … MAXIMUM VALUEMV … MEAN VALUE CALIBRATIONMIN … MINIMUM VALUE0,8MIN … 80% MINIMUM VALUESDCCC … STANDARD DEVIATION < 20%

ROLLER LANE [m]

CC

C V

ALU

E [C

MV,

OM

EGA

, Evi

b]

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43




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

44




Acceptance Test („Identitäts-[Abnahme-]Prüfung“)

base and sub-base (RVS 08.15.01 [8S.05.11])

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45




gravel filternatural soil

backfill

level of subgrade

frost protection layer (RVS 08.15.01 [8S.05.11])

drainage

level of subgradefrost protection layer

subgradeRVS 08.03.01[draft]

[8.24]

base + sub-baseRVS 08.15.01 [8S.05.11]RVS 03.08.63 [3.63]

backfill

embankment fill

natural soil

material + compactionacc. to RVS 08.03.03 [8B.04.01]

DPr = 100% , Ev1 ≥ 35 MN/m² , Evd ≥ 38 MN/m²

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

Backfill of bridge abutments

Backfill – track in fill

Backfill – track in cut

GW-GPSW-SPGM-GCSM-SC

0

20

40

60

80

100

120

140

160

180

0 10 20 30 40 50 60


CC

C-V

ALU

E [

]

highvalues

lowvalues

meanvalues

MAX = 103,74MW = 80,44MIN = 69,16

0,8 MIN = 55,33r = 0,87

limit EV1-value: 35 MN/m²

+ 5%- 5%

MV

MAX

MIN

0,8 MIN

MV double jump

roller compactiondrum typesContinuous Compaction Controlcalibration of CCC-valuesdynamic load plate (LFWD)

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47




Embankment on Soft Soil – Measurement of Deformations

soft soil

stiff soil / bedrock

settlementcolumn

verticalinclinometer

piezometer

gauge mark

gauge markgauge mark

horizontal inclinometer

48




Prediction of Final Settlement – Sherif (1973)

measuredsettlements

time-load curve

regression line

1

time [d]

p[kN/m²]

ξ

s

ξst

a

b

extrapolatedfinal settlement

st=∞

pmaxmaxpp

=ξ

sm

⎥⎦⎤

⎢⎣⎡cmd ξ

st

measurement of settlements s

documentation of load history p

assumption: hyperbolic functionfor settlement curve

dimensionless parameter ξ

adaption of settlement curve to the load history

transformation:

regression line: a + b.t

extrapolation: st=∞ = 1/b

interpolatedtime-settlement curve

ÖNORM B 4431-2

ξtba

tts+

=)(

maxpp

=ξ

ξsts →

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49




Monitoring of Slope Deformations

extensometer in borehole

inclinometer gauge- lateral inclination- axial incremental displacementdeflectometer

multiple rod extensometer

anchor force measurement

50




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51




52




27

53




RVS 8.24

54




RVS 8.24 RVS 08.03.01

CUT !!!

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55




Methods of Ground Improvement

Ground REPLACEMENT

Ground COMPACTION

Ground CEMENTATION

Ground REINFORCEMENT

Ground DRAINAGE

soil excavation and soil exchange

surface-near compaction, deep vibro compaction, heavy dynamic tamping, Rapid Impact Compaction

soil stabilization with cement and lime, grouting, jet grouting, soil freezing

vertical drains, vacuum consolidation, surcharging and preloading

reinforcement, cell structures

MECHANICAL Ground

Improvement

56




Technical Testing Standard TP BF - StB part B 8.3

Dynamic load plate test with the Light Falling Weight Device (LFWD)1. Application range → Evd = 15 - 80 MN/m²

Testing of bearing capacity and compaction quality of soils and unbound base layers in earth works and construction of traffic systems

2. Terms

3. Devices → dimensions, masses, measurement data acquisition, tolerances

4. Testing conditions → soil characteristics and inclination of testing surface

5. Test execution → 3 pre-loading impacts + 3 measuring impacts

6. Test report and evaluation

7. Calibration of the device → carried out by a certified institute(at least once a year)

→ loading device adjustment of falling height + possibly spring prestressing

→ displacement measuring device

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Technische Universität WienInstitut für Grundbau und Bodenmechanik

VÖBU-Veranstaltung „Vom Ziegelschutt zur Tiefenverdichtung“, 8. November 2005D. Adam & I. Paulmichl: „Bodenphysikalische Grundlagen der Bodenverbesserung“

Oberflächenverdichtung mit Walzen1. statische Walzen

2. dynamische Walzen2.1 Vibrationswalze2.2 Oszillationswalze2.3 Walze mit Richtschwinger2.4 automatisch geregelte Walzen (VARIOCONTROL,

VARIOMATIC, ACE)

2.4

2.1 2.2

static vibration

oscillation horizontal

vertical stresses

30

static vibration

oscillation horizontal

shear stresses

60




Compaction Control Methods using Load Plate Tests

static load plate testdynamic load plate test

counter weight

device with 3 gaugesload plate

hydraulic jack

gauge

falling weight

electronicdevice

load plate

F

F(t) q

measurement of plate displacement

measurement of acceleration

determination of deformation moduluschecking of compaction quality and bearing capacityfor earth works and road construction

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61




Dynamic Load Plate – „Light Falling Weight Device“

Weingart 1977

62




CCC-value Evib time domain

Schwingweg z1

Bod

enko

ntak

tkra

ft F

bei Sprungbetrieb Belas

tung

Entla

stun

g

ΔFΔz1

90%

40%10

0%

ΔF

Δz1

⎟⎟⎠

⎞⎜⎜⎝

⎛⋅⋅++⋅⋅ν−

⋅⋅⋅π⋅+⋅ν−⋅

π⋅⋅⋅=

ΔΔ

))2/()(16)1(

)2(ln(5,014,2)1(2

2

2

321

dgmmmEa

aEzF

reb

vib

vib

32

63




CCC-value kB time domainFerr=(me.e.ω²).sin(ω.t).Vario

ω.t

Sch

win

gweg

z1

Err

eger

kraf

t

max Ferr

π 2π 3π 4π

ϕm

ax z

1

2.A

(z1) ⎟

⎟⎠

⎞⎜⎜⎝

⎛ ϕ⋅⋅⋅++⋅ω=

)(

2

1

)cos()()(z

eebB A

Varioemmmk

Belas

tung

Ent

last

ung

F(z1

=0)

Fmax

2.A(z1)

Bod

enko

ntak

tkra

ft F

Schwingweg z1

bei Sprungbetrieb

)(

)0(

1

1)(

z

rebzB A

gmmmFk

⋅++−= =&

contact

loss of contact

64




Earth Work RVS 08.03.01 (RVS 8.24) … revision

33

65




Earth Work RVS 08.03.01[draft] [8.24]

+∧ ∨ ∧∨

66




Acceptance Test („Identitäts- [Abnahme-] Prüfung“)

Documents

Földművek tervezése, minőségbiztosítása és monitoringja ... · Institute for Ground Engineering and Soil Mechanics A-1040 Vienna, Karlsplatz 13/221 2 24.01.2005 GEOTECHNIK