CPT Tool 3.2 gINT Add-In · 2018. 1. 2. · DATGEL CPT TOOL DGD LIB 2.23.GLB Graph CPT ROBERTSON 90...

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Extend querying power with the most user-definable CPT software available.

More ways to interpret data

Rich-data presentation with more than 600 customisable log, fence, graph and cross section reports.

• User-defined correlation formulas

• Preconfigured soil parameters

• Soil behaviour type correlations

• Preconfigured liquefaction correlations

• Pile axial capacity and shallow foundation settlement

• Dissipation test analysis

• Seismic cone presentation

• Choose SI (Metric), USCS (English) or configure the units to suit your needs

• Begemann Mechanical CPT

• Magnetometer cone derivations and presentation

CPT Tool 3.2 is proven third-generation software that puts you in control with code-free report definition, formula creation tools and a library of preconfigured calculations unrivalled in cone penetration testing that can be written to the database for presentation in a range of customisable reporting formats.

Multi-format file import Import CPT data files from numerous formats and fast

import into SQL Server.

Data accuracy Adjust measured data after importation with data

correction tool.

High-volume data processing The power of multi-threaded calculation with support

for Access and SQL Server database formats.

Centralised data Storage Store all your CPT and dissipation test data securely in a

single database for longevity and straightforward reuse.

Define your own CPT reports extracting the right information every time across projects and sites.

CPT Tool 3.2 gINT Add-In

Formula Configuration1

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89100

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0.1 2 3 4 5 6 7 8 9 1 2 3 4 5 6 7 8 9 10

Qt

Fr

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FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

2.22

Not To Scale

21/02/2012

21/02/2012Client 1

Engineer 1Somewhere

CPT Tool ProjectRobertson 1990 Qt vs. Fr - CPT 02

METHOD: Robertson 19901 - Sensitive, fine grained

2 - Organic soil - peats

3 - Clays - clay to silty clay

4 - Silt mixtures - clayey silt to silty clay

5 - Sand mixtures - silty sand to sandy silt

6 - Sands - clean sand to silty sand

7 - Gravelly sand to sand

8 - Very stiff sand to clayey sand

9 - Very stiff fine grained

SBT graph

-7

-6

-5

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-1

0

1

2

30 10 20 30 40 50

PointID

CPT 00CPT 01CPT 02CPT 03CPT 04

Ele

vatio

n (m

)

Cone Resistance, qc (MPa) or Total Cone Resistance, qt (MPa)

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9

FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

123456

Not To Scale

27/10/2009

CB

DB

27/10/2009CPT ClientSomewhere

CPT Tool ProjectCone Resistance versus Elevation

1

CPT QC QT VS ELEVATION Colour Graph Report

Import FormatsThe Datgel CPT Tool natively supports a range of common CPT data file formats. Where applicable the CPT Tool also imports dissipation test data.

Users can customise the gINT import correspondence files to control which field and table data imports to.

Choose to import 1 file, multiple files or a folder of files.

Datgel Import Engine imports data into an SQL Server database in seconds instead of minutes to hours with gINT.

Supported import file formats include:

• Access• AGS 3.1, AGS 3.1 RTA 1.1 and AGS4• A.P. van den Berg Gorilla!• ConeTec (COR)• Datem Neptune (CDF)• Douglas Partners• GEF 1.1.0 and 1.0.0• Geo-Explorer (CSV) and V2• Geomil PlotCPT• gINT Excel• gINT CSV• Gregg Drilling (COR)• Hogentogler (CPD) • Pagani (CPT, DAT, CPTU-ACQ, TGSA08)• ProbeDrill• Simple Delimited Depth qc fs u• Swedish Geotechnical Data

Format (SGF) • Vertek (ECP)

Soil Behaviour Type The CPT Tool is supplied with seven soil behaviour type (SBT) interpretation methods:

• Begemann (1965)• Eslami and Fellenius (1997)• Ramsey (2002)• Robertson (1990)• Robertson, Campanella, Gillespie

and Greig (1986) • Schmertmann (1978)• Schneider, Randolph, Mayne and

Ramsey (2008)

Additional methods may be defined by users and stored in the library or project file - for site specific correlations.

The SBT can be summarised onto your existing borehole description lithology/stratigraphy table.

Your existing material graphic code can be associated with each SBT number, geotechnically insignificant layers may be excluded, and thin layers of the same type (fine/coarse) can be appended together.

Soil Behaviour Type Index

• Been and Jefferies (1992)• Jefferies and Davies (1993)• Robertson and Wride (1998)• Robertson (2010)

General features• Multi threaded calculation• Support for gINT Access and SQL

Server database formats• Filtering of rod changes• Depth correction due to inclination • User definable units allowing for

SI (Metric) and USCS (English) unit systems

• Design line• Options for Friction Ratio calculation• Mechanical cone derivations• CPT Compaction Boxes

Derived Parameters• Corrected sleeve friction, ft • Corrected total cone resistance, qt• Differential pore pressure

ratio, DPPR • Dimensionless penetration

resistance, Qt(1-Bq)+1• Effective cone resistance, qe• Excess pore pressure, Δu• Friction ratio, Rf • In situ effective vertical stress, σvo’• In situ total vertical stress, σvo • Net cone resistance, qn • Normalised cone resistance, Qt • Normalised excess pore pressure• Normalised friction ratio, Fr • Penetration Rate • Pore pressure ratio, Bq • Stress Normalised Cone

Resistance, qt1

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PointID

CPT 00CPT 01CPT 02

Method: Baldi et al. (1986) and Al-Homoud and Wehr (2006) Jamiolkowski et al. (2001) Kulhawy and Mayne (1990)

Relative Density, Dr (%)

Ele

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, AH

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FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

2.04

Not To Scale

4/05/2010

PMW

PMW

4/05/2010CPT ClientSomewhere

CPT Tool ProjectRelative Density versus Elevation

CPT Dr Depth graph with 3 correlations

1.25 2.50 3.750 5FRICTION RATIO, Rf (%)

2 4 60 8

SLEEVE FRICTION, fs (kPa)

125 250 3750 500

CONE RESISTENCE, qc (MPa)12.5 25.0 37.50 50

Hole ID

SHEET : 1 OF 1STATUS : 1DATE : 11/12/08

CPT 01

CHECKED BY : B. SmithCHECKED DATE : 02/06/2009APPROVED BY : C. DoeAPPROVED DATE : 02/06/2009

REMARKA general remark.

RIG : Crawler 1no anchoringCONE TYPE : C+F+W2CONE ID : S15CFIIP.D76OPERATOR : Operator A

CLIENT : CPT ClientENGINEER : CPT EngineerPROJECT : CPT Tool ProjectLOCATION : Somewhere WorldPROJECT No. : ABC

CPT LOG

AREA : Area 1EASTING : 247985.8 mNORTHING : 1267342.9 mCOORD. SYS.: MGA94 56ELEVATION : 10.23 m AHD

Dep

th (m

)

1

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AH

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Design Line

CPT Measured Parameters

ELE

VA

TIO

N(m

AH

D)

0

-2

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-12

Design Line

ELE

VA

TIO

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AH

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DE

PTH

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1 - Sensitive, fine grained







9 - Very stiff fine grained6 - Sands - clean sand to silty sand

METHOD: Robertson 1990

0 1.5 3 4.5 6

Friction Ratio, Rf (%)Corrected Cone Resistance, qt (MPa)

0 10 20 30 40

PointID 1SHEET: 1 OF 1

CLIENT : CPT ClientENGINEER : ABC EngineeringPROJECT : CPT Tool ProjectLOCATION : SomewherePROJECT No. : 2.10

COMPARISON CPT LOGPointID 2

CPT 05STATUS : 2DATE : 23/12/09AREA : PlaceLAYER :EASTING : 248139.6 mNORTHING : 1267426.3 mELEVATION : 1.51 m AHD

CPT 04STATUS :DATE : 12/11/08AREA : PlaceLAYER :EASTING : 248114.9 mNORTHING : 1267400.2 mELEVATION : 1.20 m AHD

DA

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SOIL BEHAVIOUR TYPE:Robertson 1990 Extrapolated

1 2 3 4 5 6 7 8 9


1 2 3 4 5 6 7 8 9

qt Strata Average

qt Moving Average Over 0.5 mqt Stepped Average Over 1 m

Comparison Log Report

CPT LogsA range of sophisticated log reports are included. All reports include options to:

• Control plot scales in numerous ways; either set minimum and maximum values, or have the Tool automatically find the maximum value in a PointID or Project and round up to the nearest number e.g. 5 or 10

• Easily define line and data marker types, colours and thickness from INPUT

• Control number of major divisions on log plots

• Display of design lines• Display lines across the log identifying sea

water level, seabed level, natural/original level below a reclamation

• Control number of metres per page• Display qc or qt moving average, stepped

average, and strata average

Dynamic Log Reports for Analysis

• A4, A3, Letter and 11x17 paper sizes• At output time, select up to 10 columns to

display on the logs, and optionally define the column widths

Comparison Logs for Ground Improvement

• Display two CPT PointIDs on one log report with data related by elevation

• Applicable to ground improvement and reclamation projects

Fixed Log Reports for Mass Production

• A4, A3, Letter and 11x17 paper sizes

Undrained Shear Strength Method:1. su = (qt·103 - vo)/Nkt; or (qc·103 - vo)/Nk2. su = (qt·103)/Nkt; or (qc·103)/Nk3. Wroth (1984)4. Trak et al. (1980), Terzaghi et al. (1996)

Overconsolidation Ratio Method:1. Mayne (1995); Demers & Leroueil (2002)2. Chen & Mayne (1996)3. Mayne (2005)4. Robertson (2009)5. Mayne (2005)6. Mayne (2007)

Relative Density Method:1. Baldi et al. (1986); Al-Homoud & Wehr (2006)2. Jamiolkowski et al. (2001)3. Kulhawy & Mayne (1990)

CPT 05

CPT LOG


AREA : PlaceEASTING : 248139.6 mNORTHING : 1267426.3 mCOORD. SYS. : MGA94 56ELEVATION : 1.51 m AHD

CLIENT : CPT ClientENGINEER : ABC EngineeringPROJECT : CPT Tool ProjectLOCATION : SomewherePROJECT No. : 2.10

A general remark.REMARKRIG : no anchoring

CONE TYPE : C+F+W2CONE ID : S15CFIIP.D76OPERATOR : Operator A

CHECKED BY : B. SmithCHECKED DATE : 06/02/2009APPROVED BY : C. DoeAPPROVED DATE : 06/02/2009

PointID

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DissipationTest

Design Line

1 - Sensitive, fine grained







9 - Very stiff fine grained6 - Sands - clean sand to silty sand

METHOD: Robertson 1990qt Moving Average Over 0.5 mqt Stepped Average Over 1 mqt Strata Average

-300 9000 300 600

In Situ Pore Pressure, u0 (kPa)

Porewater Pressure, u2 (kPa)5

3

4

2

6

25 50 750 100

Overconsolidation Ratio, OCR

1 1

4

32

40 80 120 1600 200

Undrained Shear Strength, su (kPa)

25 50 750 100

Relative Density, Dr (%)

1 32

-0.6 -0.1 0.4 0.9 1.4

Pore Pressure Ratio, Bq

0 1.5 3 4.5 6

Friction Ratio, Rf (%)0 10 20 30

1 2 30

0 400Sleeve Friction Resistance, fs (kPa)

4

100 200 300

40Corrected Cone Resistance, qt (MPa)

0 6

Slope Indicator (°)

1.5 3 4.5Friction Ratio, Rf (%)

20 -513.75 7.5 1.25

Normalised Cone Resistance, Qt(MPa)

100001 10 100 1000 1 2 3 4 5 6 7 8 9


ELE

VA

TIO

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AH

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DE

PTH

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Dynamic Log Report

CorrelationsUser Definable Correlation Formulas

The Datgel Formula Tool is the first way for a user to write a formula in gINT Input without writing complex VBA code. Simply define the referenced fields, and write your correlation formula in a standard formula syntax.

• Reference any related field in the database• Built in mathematical and statistical functions• Define result format, i.e. decimal

places or significant figures• Results may be numbers or text• Store your common formulas in the library,

and project specific formulas in the project• Data averages• Data extrapolations

Liquefaction Assessment

Primary references:• Idriss & Boulanger (2008 and 2014)• Jefferies & Been (2006)• Robertson & Wride (1998) / NCEER• Kayen et al. (2013)

Preconfigured correlations:• Clean-Sand Equivalent Normalised Cone

Resistance• Cyclic Resistance Ratio, CRR• Cyclic Stress Ratio, CSR• Factor of Safety, FS• Residual Shear Strength, Sr• Maximum Shear Strain• Lateral Displacement, LD• Post Liquefaction Volumetric Strain• Post Liquefaction Reconsolidation Settlement, S• Liquefaction Potential Index• Liquefaction Severity Number

Foundation Design

• Pile capacity to Bustamante and Gianselli / LCPC (1982)

• Shallow foundation settlement to Schmertmann (1978)

Preconfigured correlations

• Angle of friction, φ’• Coefficient of lateral earth

pressure, K0• Coefficient of Volume Change, mv• Compression Index, Cc• Constrained Modulus, M• Effective cohesion, c’• Extrapolated shear wave velocity, Vs• Fines content , FC• Hydraulic conductivity

(permeability), K• Overconsolidation ratio, OCR• Preconsolidation stress, σp’• qc and qt moving average,

stepped average and strata average

• Relative Density Index, Dr• Rigidity index, Ir• Sensitivity, St• Shear wave velocity, Vs• Small strain shear modulus, G0• Soil behaviour type Index, Ic• SPT N60 and stepped average • State Parameter• Undrained Shear Strength, su• Unit Weight, γ• Young’s modulus, E

100

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0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0

Por

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Square Root Time, t1/2 (min1/2)

u at U = 50%

t50

u0

AREA : Sydney 19-05-08EASTING : 248189.7 mNORTHING : 1267403.9 mCOORD. SYS.: MGA94 56ELEVATION : 3.10 m AHD

Test ID

DISSIPATION TEST

V-Diss test NC - 14.63 mCLIENT : CPT ClientENGINEER :PROJECT : CPT Tool ProjectLOCATION : SomewherePROJECT No. : 123456

REMARKRIG : TRACK RIGCONE TYPE :CONE ID : EC17OPERATOR :

ANALYSED BY : DATE:CHECKED BY : DATE:APPROVED BY : DATE:

Horizontal Coefficent of Consolidation, ch: 1.50x103 m2/yrRatio ch/cv: 3Vertical Coefficent of Consolidation, cv: 4.99x102 m2/yr

SHEET : 1 OF 1STATUS :DATE :

In Situ Pore Pressure, u0: 128.76 kPaInitial Pore Pressure, ui: 579.6 kPaFinial Pore Pressure: 579.640255 kPaDegree of Dissipation: 50 %Dissipation Pressure: 354.06 kPaTime for 50% Dissipation, t50: 0.34 min

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Normally Consolidated Test

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0 1 2 3 4 5 6 7 8 9

uc

Por

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Square Root Time, t1/2 (min1/2)

u at U = 50%

t50

u0

AREA :EASTING :NORTHING :COORD. SYS.: MGA94 56ELEVATION :

Test ID

DISSIPATION TEST

V-Diss test OC - 7.49 mCLIENT : CPT ClientENGINEER :PROJECT : CPT Tool ProjectLOCATION : SomewherePROJECT No. : 123456

REMARKRIG :CONE TYPE :CONE ID : 3167OPERATOR : PMW

adsf; varANALYSED BY : ABC DATE: 02/01/2009CHECKED BY : DEF DATE: 03/01/2009APPROVED BY : GHI DATE: 04/01/2009

Horizontal Coefficent of Consolidation, ch: 2.68x100 m2/yrRatio ch/cv: 5Vertical Coefficent of Consolidation, cv: 5.36x10-1 m2/yr


In Situ Pore Pressure, u0: 73.48 kPaInitial Pore Pressure, ui: 240 kPaFinial Pore Pressure: 261 kPaBack Extrapolated Pore Pressure, uc: 277 kPaDegree of Dissipation: 50 %Dissipation Pressure: 175.2 kPaTime for 50% Dissipation, t50: 43.27 min

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Overconsolidated Test with Back Extrapolation

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220 240 260 280 300 320 340 360 380

(3 m) 0

qt (MPa)4010 20 300300

su (kPa)

100200

Sof

tFi

rmStif

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Ver

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Ver

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Rf (%)1.534.5 0

Dr (%)

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Ver

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Ver

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Den

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Den

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Ver

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1 2 3

(1 m) 0

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Sof

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Dr (%)

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Ver

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Ver

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Den

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Den

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Loos

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Ver

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1 2 3

(2 m) 0

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su (kPa)

100200

Sof

tFi

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Ver

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Ver

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Har

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1 2 34 5

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Rf (%)1.534.5 0

Dr (%)

10025 50 75

Ver

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Ver

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Den

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Med

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Den

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Loos

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Ver

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1 2 3

(2 m) 0

qt (MPa)4010 20 300300

su (kPa)

100200

Sof

tFi

rmStif

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Ver

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tiff

Ver

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oft

Har

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1 2 34 5

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Rf (%)1.534.5 0

Dr (%)

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Ver

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Ver

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Den

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Med

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Den

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Loos

eV

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Loos

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1 2 3(-2 m)0

qt (MPa)4010 20 300300

su (kPa)

100200

Sof

tFi

rmStif

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Ver

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tiff

Ver

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Rf (%)1.534.5 0

Dr (%)

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Ver

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Ver

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Den

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1 2 3

Relative Density Method:1. Baldi et al. (1986); Al-Homoud & Wehr (2006)2. Jamiolkowski et al. (2001)3. Kulhawy & Mayne (1990)

Undrained Shear Strength Method:1. su = (qt - vo)/Nkt; or (qc - vo)/Nk2. su = qt/Nkt; or qc/Nk3. Wroth (1984)4. Trak et al. (1980), Terzaghi et al. (1996)5. Robertson (2009), su = u/N

714.505

DH2

111.121

121.137

130.881

140.822

150.850

160.639

170.694

180.415

190.539

200.043

190.832

200.884

210.934

220.805225

250

275

300

325 350

375

SP

SM

CH

OH

ELE

VA

TIO

N (m

MS

L)

MAP KEY Borehole Cone penetration test

A3

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FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

2.22

H 1:507 V 1:140

1/01/2012PMW

21/02/2012Client 1

Engineer 1Somewhere

CPT Tool ProjectInferred Subsurface Section

METHOD: Robertson 19904 - Silt mixtures - clayeysilt to silty clay

5 - Sand mixtures - siltysand to sandy silt

1 - Sensitive, finegrained


3 - Clays - clay to siltyclay

6 - Sands - clean sandto silty sand

7 - Gravelly sand tosand

8 - Very stiff sand toclayey sand

9 - Very stiff fine grained

CP

T 01

CP

T 02

CP

T 03

CP

T 04

CP

T 05

2480

00E

2480

00E

2480

25E

2480

25E

2480

50E

2480

50E

2480

75E

2480

75E

2481

00E

2481

00E

2481

25E

2481

25E

2481

50E

2481

50E

1267325N

1267325N

1267350N

1267350N

1267375N

1267375N

1267400N

1267400N

1267425N

1267425N

1267450N

1267450N

CPT 01A

CPT 05 SchneiderCPT TEST 02CPT TEST 03

CPT TEST 04

CPT TEST 05CPT TEST 06V-CPTU BUW u0 TS Profile

CPT 01

CPT 02CPT 03

CPT 04

CPT 05

Fence Diagram

datgel.com/cpt | [email protected]

Register for your FREE trial of CPT Tool 3.2

datgel.com/trial

Data Correction Tool

Data Correction ToolAllows for one-off corrections of data

Example applications:• Offset one parameter a fixed depth, e.g. offset sleeve

friction for many tests in one process• Re-zero the depth if 0 depth is not the ground surface• Apply calibrations to a parameter defined by a formula• Correct depth for inclination

Dissipation TestDissipation tests may be analysed using the strain path method (SPM) proposed by Houlsby and Teh 1988.

Dissipation tests carried out in overconsolidated soils maybe corrected using the square root time method, as proposed in Sully et al. 1999, and short tests may be extrapolated forward to estimate tx, (e.g. t50).

Reports can show qc graph below u graph.

Fence Diagram/Cross SectionDynamic user-definable fence or cross section reports:

• Choose up to 6 parameters and correlations to display, e.g. qc, qt, Rf, Ic plots

• Soil behaviour type coloured column• Material graphic column• Legend for soil behaviour type • Legend for material graphic • A4, A3, Letter and 11x17 paper sizes

Additional Sensors and Instruments • Ball Penetrometer Test presentation• Magnetometer presentation• Seismic cone presentation

2017-09

Datgel DGD Tool gINT Add-InThe complete gINT system for logging, and geotechnical in situ and lab result storage and summary reporting. Ideal for SI companies and consultants.

Ask Datgel to migrate your company to DGD, and use gINT to its maximum potential!

datgel.com | [email protected]

Longer, understandable table and field names

Support for AGS 3.1, AGS 3.1 RTA 1.1, AGS 3.1 (SG), AGS 4 and AGS 4 NZ

Over 300 reports for in situ and lab reporting: log, basic fence, summary graph, histogram, tables and maps

AS, ASTM, BSI, ISO and NZGS logging standards and component description; can support all of these using one library and data template, hence one system can be used in many countries using different standards

Downhole geophysics and offshore geotechnical logs

Localisations for Australia, Malaysia, New Zealand, Singapore, Hong Kong and UK

User definable summary table reports

Limits number of gINT licenses used

Program Features Calculations for SPT, core, soil classification, and borehole related validation Point load test data entry and calculations PI and LI calculations Lab Data Entry Form - easy data entry of simple lab results Multiple productivity tools to make your data entry task easier DCP pre-population and calculation of correlations for CBR and bearing capacity Show/hide tables based on usage scenario Import tool Excel export tool Soil/rock mass classification Processing and querying of 3D surfaces, alignments and tidal data Automatic check of test results against specification requirements

Key Features

EditionsProfessional Edition - has all features

Logs Edition - entry level product ideal for users with gINT Logs, or for field data collection using gINT

Only log reports and program features directly related to logging are included; AGS format support not included

2017-09

0.00 to 1.20 m: Very soft dark greenish grey (10Y4/1) lean CLAY with few shell fragments.0.20 to 1.20 m: -0.2m : Encountered clayey SAND

1.20 to 9.00 m: Medium dense very dark greenishgrey (10Y 3/1) SAND with traces of clay partingsand shell fragments.1.40 to 9.00 m: -1.4m : Encountered clayey SAND

9.00 to 10.60 m: Very stiff dark greenish grey (10Y4/1) lean CLAY with traces of sand pockets andshell fragments.

10.60 to 16.30 m: Medium dense greenish grey(10Y 5/1) silty SAND with traces of shell fragments.

16.30 to 20.30 m: Very stiff dark greenish grey(10GY 4/1) lean CLAY with traces of shellfragments.

1

2

P1

P2

P3

P4

P5

P6

P7

P8

P9

P10

P11

P12

P13

P14

P15

P16

P17

P18

P19

P20

Moisture Content

DE

PTH

SO

ILP

RO

FILE

SA

MPL

E N

O

MATERIAL DESCRIPTION

20 40 60 80

PL LLPIft

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

34

36

38

40

42

44

46

48

50

52

54

56

58

60

UNDRAINED SHEAR STRENGTH (kPa)80 160 240 320

Torvane UU Triaxial OnshorePocket Penetrometer UU Triaxial OffshoreLab Vane UU RemouldedLab Vane Remoulded In Situ VaneCIU Triaxial In Situ Vane RemouldedEst. from CPT, Nkt=15 Est. from CPT, Nkt=20Normally Consolidated Profile Design Profile

SubmergedUnit Weight, sub

(kN/m3)

4 8 12

DO

WN

HO

LEC

PT

m

2

4

6

8

10

12

14

16

18

BOREHOLE: V-BH OffshoreWATER DEPTH 56.20 mCOORDINATES EAST 298166.4 m NORTH 673672.3 m SVY21DATE PERFOMRED 01/01/2014 - 02/01/2014MADE BY - DATE LB - 02/01/2014CHECKED BY - DATE LB - 10/03/2014

SHEET 1 OF 5

PROJECT

LOCATION

POSITION

JOB NO.

Construction Project

Somewhere, World

Leg 5

2.09

BOREHOLE LOG

DLS

T LI

B 2

.09.

GLB

Log

IS

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SH

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5 13

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8.3

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D |

Lib:

DLS

T/D

GD

2.0

9 20

15-0

3-01

Prj:

DLS

T/D

GD

2.0

9 20

15-0

3-01

=36°

=31°

=11°

=34°

=36°

=25°

=85°

15

10

11

16

16

0

10

20

30

40

50

60

0 20 40 60 80 100Liquid Limit (%)

Pla

stic

ity In

dex

(%)

A4

Geology Unit Legend

CL CI CH CV CE

MLMI MH MV ME

DLS

T LI

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RB

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.09

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01 P

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LST/

DG

D 2

.09

2015

-03-

01

FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLEPMW

Not to Scale

25/04/2015

25/04/2015

2.09

DatgelEngineer 1

Somewhere, WorldConstruction Project

Atterberg Limits Summary

E - Kallang Esturaine (Transitional)F2 - Kallang Formation - Alluvial soil ( Non-granu...FILL - FillG(VI) - Bukit Timah Granite - VIM - Kallang Formation - Marine ClayO(A) - Old Alluvium - AO(B) - Old Alluvium - BO(C) - Old Alluvium - C

0.8

1.0

1.2

1.4

1.6

1.8

2.0

2.2

2.4

0 10 20 30 40 50 60

Dry

Den

sity

, d

(t/m

3 )

Moisture Content (%)

Assumed Particle Density = 2.65 t/m3

0% Air Voids \ 100% Saturation5% Air Voids \ 95% Saturation10% Air Voids \ 90% Saturation

A4

Geology Unit Legend

DLS

T LI

B 2

.09.

GLB

Gra

ph A

L C

R D

D V

S M

C B

Y U

NIT

DLS

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Dat

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DG

D 2

.09

2015

-03-

01 P

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LST/

DG

D 2

.09

2015

-03-

01

FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLEPMW

Not to Scale

25/04/2015

25/04/2015

2.09

DatgelEngineer 1


Dry Density versus Moisture Content

FILL - FillG(VI) - Bukit Timah Granite - VI

V-Lab 1 D 0.00 - 0.10 2.65 8.33 0 23.6 69.6 6.8 28.0 22.0 6.0 0.03 0.00 7.00 1.07 123.00 234.0 CADE 5.0 15.0 0.0 45.7 77.10 13 5.0

V-Lab 1 D 0.10 - 0.20 11.8 2.70 1.34 1.50 0 26.1 72.2 1.7 25.0 0.02 1.0 0.0 35.9 3.94 2.56

V-Lab 1 D 0.20 - 0.30 5.4 2.73 1.46 1.54 0 19.3 21.5 59.3 64.0 40.0 24.0 20.01 0.02

V-Lab 1 D 0.30 - 0.40 30.8 0.73 0.95 38 55.6 5.3 0.9 32.0 28.0 4.0 0.96 20.01

V-Lab 1 D 0.40 - 0.50 66.7 0.92 1.53 38 55.6 5.3 0.9 64.0 2.70

V-Lab 1 D 0.50 - 0.60 2.1 1.81 1.85 0 0 0 100 61.0 0.32

V-Lab 1 D 0.60 - 0.70 1.5 0 1.5 49.1 49.4 0.00

V-Lab 1 D 0.70 - 0.80 0 0 0 100 -0.23

V-Lab 1 D 0.80 - 0.90 8.40

V-Lab 1 D 0.90 - 1.00 0 0 0 123.3

V-Lab 1 D 1.00 - 1.10 0 0 59.6 40.4 0.06

V-Lab 1 D 1.10 - 1.20 100

V-Lab 1 D 1.20 100

V-Lab 1 D 1.90 3.00 2.00

CohesionIntercept

c'(kPa)

EModulus(MPa)

Rock PropertiesMoisture Content

SHEET: 1 OF 1

TestType

TriaxialParticle Size Distribution Shear Box

UCS(MPa)PointID

Sample Identification

UndrainedShear

Strength(kPa)

CohesionIntercept

c'(kPa)

Angleof

Friction '

(deg)

PI(%)

PL(%)

Comp-ressionIndex

Cc

Precon-solidationPressure

'p(kPa)

LL(%)

Atterberg Limits

Sand(%)

Gravel(%)

Cobbles(%)

Chlorideas Cl(%)

Sulphateas SO3

(%)

SiltClay(%)

InitialVoidRatio

eo

pH

Angleof

Friction '

(deg)

Peak

SampleNo.

Density

Depth(m)

BulkDensity(Mg/m3)

DryDensity(Mg/m3)

ParticleDensity(Mg/m3)

MoistureContent

(%)

NaturalMoistureContent

(%)

Acid Soluble Water Soluble

Sulphateas SO3

(%)

Oedometer Consolidation

Chlorideas Cl(%)

OrganicMatter

Content(%)

Chlorideas Cl(%)

Sulphateas SO3

(%)

Total

Chemical Analysis

Porosity(%)

Point Load Index

SampleType

AxialIs(50)

(MPa)

DiametralIs(50)

(MPa)

PROJECTCLIENT : DatgelPROJECT : Construction ProjectLOCATION : Somewhere, WorldPROJECT No. : 2.09RFI No. :

DLS

T LI

B 2

.09.

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Grfc

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A L

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S S

UM

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2.0

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3-01

DW

SWto

XWRS

6.45m

8.00m

NM

LC

JT 0 - 90° Fe Clay PR RF AlsoIR & S WITH CLAY POCKETS

HBJT 30 - 60° Fe PR RF Jointsalso IR

JT 5° Fe Clay PR RFJT 90° Fe PR SJT 55° Clay PR S

JT 5° Clay PR RFJT 50° Clay PR SLDBJT 5° PR S

SANDY SILTSTONE META AND META SILTSTONE:dark grey with red brown and grey-brown, 45deg -70deg bedding. Scatter of Fe sealed joints at 40deg -90deg., Fine grained sand.

START CORING AT 6.45m0%

LOSS

7.15

0%LOSS

5% P

olym

er L

OS

S (C

AS

ING

AT

3.20

m)

DRILLING

Description, orientation, infillingor coating, shape, roughness,

thickness, other

BARREL (Length) : 1.50 mCASING DIAMETER : NW

DRILLDEPTH

MATERIAL

(joints, partings, seams, zones, etc)

20 40 100

300

1000G

RA

PH

ICLO

G

DE

PTH

(m)

0.0

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

FRACTURESPROGRESS NATURAL

FRACTURE(mm)

VIS

UA

L

- Axial - Diametral

EL

VL

L M H VH

EH

-0.0

3

-0.1

-0.3

-1 -3 -10

WA

TER

ESTIMATED STRENGTHIs(50)

BIT CONDITION : GoodBIT : IMPREG

Wea

ther

ing

DR

ILLI

NG

& C

AS

ING

ADDITIONAL DATADESCRIPTION

ROCK TYPE : Colour, Grain size, Structure(texture, fabric, mineral composition, hardness

alteration, cementation, etc as applicable)(CO

RE

LO

SS

RU

N %

)

SA

MP

LES

&FI

ELD

TE

STS

RIG TYPE : 30t ExcavatorDATE COMPLETED : 18/12/09 DATE LOGGED : 18/12/09

CONTRACTOR : Contractor 1DATE STARTED : 18/12/09

HOLE NO :

File: 2.09 V-BH AS 2 OF 3

FILE / JOB NO : 2.09SHEET : 2 OF 3

See Explanatory Notes fordetails of abbreviations& basis of descriptions.

V-BH AS

CHECKED BY : CBLOGGED BY : ABC

SURFACE ELEVATION : 24.150 (MSL) ANGLE FROM HORIZONTAL : 90°MOUNTING : Truck DRILLER : OR

Engineer 1

PROJECT : Construction ProjectLOCATION : A1.10

CORED DRILL HOLE LOG

POSITION : E: 261502.7, N: 6073043.1 ( SVY21)

DLS

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N/A

Freq

uenc

y (%

)

0

10

20

30

40

50

60

70

80

90

100

Soil and Rock Bulk Density, b (t/m3)

< 1

Count: 00%

1 - < 1.2

Count: 00%

1.2 - < 1.4

Count: 00%

Count: 111Mean: 1.84Minimum: 1.47Maximum: 2.28Standard Deviation: 0.20

2.6

Count: 00%

2.4 - < 2.6

Count: 00%

2.2 - < 2.4

Count: 55%

2.0 - < 2.2

Count: 2523%

1.8 - < 2.0

Count: 2523%

1.6 - < 1.8

Count: 5247%

1.4 - < 1.6

Count: 44%

A4FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLEPMW

Not to Scale

25/04/2015

25/04/2015

2.09

DatgelEngineer 1


Soil and Rock Bulk Density Histogram

DLST LIB 2.09.GLB Hist A L CS R BULK DENSITY DLST 2.09.GPJ <<DrawingFile>> 25/04/2015 13:39 8.30.004 Datgel Lab and In Situ Tool - DGD | Lib: DLST/DGD 2.09 2015-03-01 Prj: DLST/DGD 2.09 2015-03-01

Lab & In Situ

Datgel’s gINT Add-In Tools

0

1.0

2.0

3.0

4.0

5.0

6.0

0 250 500

1.71.41.40.91.1

Flow Rateper m

(L/min/m)

LugeonValue

(L/min/m)

HydraulicConductivity

K(m/sec)

HydraulicConductivity

K(m/day)

Flow RateQ

(L/min)

VolumeLoss(L)

Effective Head(kPa)

V-BH uL 1

PressureStage(kPa)

320.5465.3572.1461.8310.1

0.50.70.80.40.3

286431538427276

Typical Description:SANDSTONE: fine to medium grained, light grey, variably spaced, cross bedding at 0-10°, occasionalcarbonaceous laminations, undulating, non persistent

Interpreted Lugeon Value - turbulent flow (Houlsby:1976)

2.09E-71.80E-71.78E-71.18E-71.35E-7

16.020.024.313.010.0

4.0

INTERVAL : 39.80 - 45.80 mTEST No. : 1STATUS : FinalTEST DATE : 01/09/2016

2.0

2.6

4.9

3.2

Flow

Rat

e Q

(L/m

in)

Lugeon Unit K (L/min/m)Pressure Head (kPa)5010 20 30 40 908070

Borehole size : HQ3Borehole Diameter : 96 mmPacker type : SinglePacker Inflation Pressure : N/APacker seal condition : GoodFriction losses : 0.00 kPaInclination of Borehole : -60°

60 100

1.6E-71

1.81E-21.56E-21.54E-21.02E-21.17E-2

0

3. Calculation

4. Graphic Presentation

5. Core Description

6. Other Observations

Any leakages, unstable pressure, hole stability or other test issues?None

Analysed By : PB Date: 02/09/2016Checked By : CB Date: 03/09/2016

Fracture Spacing : 10-3000 mmRQD : 50-90 %Weathering Condition : SWIs(50) : 3.0-5.0 MPa

30

Average

1. Field Record

3.24.04.92.62.0

Flow

Rat

e Q

(L/m

in)

Top of test section : 34.5 mbglBottom of test section : 39.7 mbglCentre of test section : 37.1 mbglLength of test section : 6.0 mPressure gauge height : 1.5 mInitial depth of GW : 2.0 mbglCorrection to gauge pressure : 34.3 kPa

1.4E-2

CLIENT : DatgelCONTRACTOR : Contractor 1PROJECT : Construction ProjectLOCATION : Somewhere, WorldPROJECT No. : 4.00.2

LUGEON WATER TESTHole ID

POSITION : Area 1EASTING :NORTHING :COORD. SYS. : SVY21GROUND RL :

DG

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00.2

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4.00

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4

Flow Meter Readings (L) Water Taken Over Time Period (L)

Start 5 min

286431538427276

15 min 10-15 min0-5 min

88369023925295009715

88529043927695209730

88849083932595399745

10 min

PressureStage(kPa)

1620242015

1519241915

5-10 min

88679062930095399745

17212500

2. Gauge Record

1

2

3

45

Advanced In Situ

Fence & Map

PointID : B-2 Depth Range: 6.00 - 7.00 m - Core Box 2





SCALE

CHECKED DATE

DATEDRAWNTITLE

Project 1

Not To Scale

5/06/2009

DG

DG

5/06/2009

1

MINISTRY OF SILLY WALKSENGINEER

SOMEWHERE, WORLDGINT AGS SAMPLE PROJECT

NEW HIGHWAY

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CHECKED DATE

DATEDRAWNTITLE

Project 1

Not To Scale

5/06/2009

DG

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5/06/2009

1



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CHECKED DATE

DATEDRAWNTITLE

Project 1

Not To Scale

5/06/2009

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PM

CBR = at 2.5 mm / at 5 mm %Soak Time Days

Dry Density (Mg/m3)

Dry Density (Mg/m3)

EL

EH

Emerson Class

Fracture Frequency

EL EL EH

Rock Strength

21.81, 23.0mm, 2.9%

Weathering

RS

UCS

10 20102030

50

TFV = Dry / Wet kN

50

TCR (%)

100

RQD (%)

100SPT N

UCS=2.1MPa UCS=2.1MPa

30 40

0

1.2

0

0 0

0

TCR

Rock Strength

Lugeons 100

SSI = 2.1 %/pF

DD = 1.51 t/m3

2

Geology Unit 3

50 SPT N Value

0

HydraulicConductivity (m/s)

SPT N Value

Plasticity Index

EH EL

2

UCS

4050

Moisture Content

Origin

CI/CL-CI

Lab CBR

Depth Scale

EH

Depth Scale

Cl (mg/kg)

10-6

Geology Unit 2B

45

RQD

QASSIT Criteria

K (m/s)

COLLUVIUM

100

50

Dry Density

RQD

RQD (%)

SPLab USCS

30

29.81, 23.0mm, 2.9%

15

3000

100

Shrink-SwellIndex

PI = 15%

Fracture Spacing

50

Core Photo

80

SPT N Value

2.60 m

TCR

100

Ten PercentFines Value

DW

25SPT N

50 SPT N ValueSPT N Value

Consistency

GWL

10

uL

10-4

USCS

EMC = 6

MC = 55%

RQD

HydraulicConductivity (m/s)

DD = 1.51 t/m3

Fracture Spacing

Lab USCSSP

Rock Strength

40 20

C

Origin

CBR = at 2.5 mm / at 5 mm %Soak Time Days

Core Photo

RS

DW

25

In Situ Permeability

POST LEGEND

Liming Rate Net (kg/m3), Scr(SPOS), Net Acidity (%S)20, 65, (40), 5

1.5 12.5

10-4

Lugeons

3015

USCS

Rock Strength

CI/CL-CI

<0.4uL

Liming Rate Net (kg/m3), Scr(SPOS), Net Acidity (%S)

20, 65, (40), 5

Vane Shear

H - EH

Scale0 - 100%

25

50 100

50

Dry Density

PSD

Point LoadStrength Index

SPT N

Scale0 - 100%

Piezo Static Level

Ten PercentFines Value

Emerson Class

Moisture Content

TFV = Dry / Wet kN

EMC = 6

TCR

Scale0 - 100%

RQD

Scale0 - 100%

GWLPiezo Static Level

2.60 m

10-6

RQD (%)

100

PSD

Weathering

Rock TensileStrength

Acid Sulfate Soil

VS=50/23kPa

Backfill

Sample

1.5

Piezometer

3000

100

RQD (%)

100SPT N

RMRRMR

RQD

Fracture Frequency

SSI = 2.1 %/pF

MC = 55%

Weathering

Chemical Plot2 1 0.5 0.5

C 6.45-7.15 m

Lab CBR

COLLUVIUM

SPT N Value

RQD

10

uL

K (m/s)

Shrink-SwellIndex

PI = 15%

Plasticity Index

50 100

TCR50 100

TCR (%)

PP=50

Sample Interval

In-Situ Density

Pocket Penetrometer(UCS kPa)

SAND

3000

COLLUVIUM

Formation

Graphic Name

100

MUDSTONE

Fracture Spacing

Material Name

2.4

2.1

1.8

1.5

1.2

3000

Fracture Spacing

COLLUVIUM

Sample Interval

Material NameMUDSTONE

Graphic NameSAND

Pocket Penetrometer(UCS kPa)

PP=50

1.5

1.8

2.1

2.4

In-Situ Density

Formation

100

RTS = 5.1 MPa

100

60

DCP or PSP 30 15DCP Blows/100 mm

15 30 DCP or PSPDCP Blows/100 mm

RS

DW

Weathering Weathering

RS

DW

804020

B

CGeology Unit 3

Rock TensileStrength

Point LoadStrength Index

RTS = 5.1 MPa

RMR

100

60

Geology Unit 2

RMR

Is(50) Test Type = 1.5 MPa Is(50) Test Type = 1.5 MPa

N=4

Sample

0 0 1 1.5 2Cl (mg/kg)

C 6.45-7.15 m

EW - DW

Drilling Water Info

Rock Strength

RQD45

Chemical Plot

Actual Acid Sulfate SoilPotential Acid Sulfate Soil

Potential Acid Sulfate Soils

Non Acid Sulfate Soil50

Baseline Offset

Max mbglDate

Min mbglDate

BottomResponse

Zone

Rf (%)36

Moderate Field Pass Potential

Field Indicators

Low Field Pass Potential

TopResponse

Zone

Piezometer

Max mbglDate

BottomResponseZone

TopResponseZone

F - H

AGeology Unit 1

SPT N ValueN=4

Rock Strength

Consistency

RQD

Weathering

Vane Shear

Backfill

In Situ Permeability

Geology Unit 1

EW - DW

45

H - EH

F - H

A

<0.4uL

Drilling Water Info

VS=50/23kPa

SPT N Value

TCR

Min mbglDate

Clay or Crushed Seam

High Angle Defect Swarm

Shale Clasts

Shear Zone / Faulted Zone

Volcanic Ash Marker Seam

Major Defects

37.5q* (MPa)

4.5 50 CPT

Exceeds QASSIT Action LevelBelow QASSIT Action Level

45TCR

High Field Pass Potential

ASS Type

994

(0 m)

4

CPT

#

(0 m)

BH #

Fence & Map

Add-In Tools:

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Advanced In Situ Tool Stores, calculates and reports In Situ tests

• Lugeon Water Test / Packer Test

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• Standpipe and Vibrating Wire Piezometer• Settlement Marker, Total Station and

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Security Tool Enterprise Fine grained user access control for gINT SQL Server databases, and limit what data is exported to a third party

www.datgel.com | [email protected]

Get more from gINT Fill the gap between off the shelf gINT and your needs

Output

-40

-30

-20

-10

0

10

20

30

-60 -40 -20 0 20 40 60

N=9N=6N=5N=9N=9N=8

N=13N=7

N=11N=29N=37N=20N=16N=20N=27N=37N=67

25 50SPT N

(16 m)

VS=60/45

N=RN=R

N=R

N=R

N=R

25 50SPT N

(-4 m)(1 m)

A3

FEN

CE

GEN

ER

ATO

R T

OO

L AG

S R

TA L

IB 1

.00.

GLB

Fen

ce F

ENC

E G

EN C

RO

SS

SEC

TIO

N 2

X 2

FEN

CE

GEN

ER

ATO

R T

OO

L AG

S R

TA 1

.00.

GPJ

2X

2 - 1

.GD

W 2

4/11

/200

9 09

:11

8.2

.005

Dev

elop

ed b

y D

atge

l

FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

ABC134

H 1:1000 V 1:750

24/11/2009

CB

DB

24/11/2009

Figure 1 (1 OF 2)

Road DepartmentCompany A

Somewhere, WorldgINT AGS Sample Project

SUB SURFACE SECTION - STATION 0 m

ELE

VAT

ION

(m A

HD

)


MATERIAL GRAPHIC

SP-SM

SP

CL

GP

CI

CL-CI

SILTSTONE

CORE LOSS

CLAYSTONE

SANDSTONE

CH

GRANITE

-40

-30

-20

-10

0

10

20

30

-60 -40 -20 0 20 40 60

N=RN=4

N=R

25 50SPT N

(-30 m)

VS=<200

VS=<=300

N=9N=4

N=R

25 50SPT N

(3 m)

(22 m)

ELE

VAT

ION

(m A

HD

)


-40

-30

-20

-10

0

10

20

30

-60 -40 -20 0 20 40 60

N=9N=6N=5N=9N=9N=8

N=13N=7

N=11N=29N=37N=20N=16N=20N=27N=37N=67

25 50SPT N

(-22 m)

(25 m)

(36 m)

VS=200/100

(51 m)

ELE

VAT

ION

(m A

HD

)


-40

-30

-20

-10

0

10

20

30

-60 -40 -20 0 20 40 60

(51 m)(39 m)

VS=200/100

(-49 m)(6 m)

ELE

VAT

ION

(m A

HD

)


BH

001

BH

021

DC

P00

2

BH

002

BH

003

CP

T001

BH

005

CP

T002 BH

004

BH00

6

CP

T003

CP

T004

BH00

6

BH00

7

Fence Output

-10

-9

-8

-7

-6

-5

-4

-3

-2

-1

0

0 10 20 30 40 50 60 70 80 90-10

-9

-8

-7

-6

-5

-4

-3

-2

-1

00 10 20 30 40 50 60 70 80 90

May Jun Jul Aug

TIME (DAYS)

WA

TER

LE

VE

L (m

AH

D)

Form

Num

ber:

DG

M05

RL0

Piezo SP-2 - 13.5 mPiezo EPIE-1 - 6.0 m

Piezo EPIE-2 - 6.0 m

Piezo SP-1 - 4.5 m

Piezo SP-2 - 7.5 m

Piezo SP-2 - 10.0 m


SCALE

CHECKED DATE

DATEDRAWNTITLE

ABC-123

Not to Scale

11/11/2009

CB

DB

11/11/2009DatgelDatgel

SomewhereSample Project

Groundwater Level versus Time 1 4/4

DATGEL MONITORING TOOL LIB 1.05.GLB Graph MON HYDROGRAPH A4L DATGEL MONITORING TOOL 1.05.GPJ <<DrawingFile>> Datgel Monitoring Tool 11/11/2009 11:47

Filte

r: ((

[PO

INT]

.[Typ

e] =

'BH

')Or(

[PO

INT]

.[Typ

e] =

'MW

')Or(

[PO

INT]

.[Typ

e] =

'PIE

'))

Monitoring

Lab & In Situ

2017-09

Zone Load Test

NW

Cas

ing

AD

/TR

RN

MLC

100

100

100

100

71

70

60

50

C

C

C

C

C

C

C

C

C

C

C

24.50

23.25

22.40

21.55

21.20

20.1019.95

19.2019.10

17.55

15.40

Greyish brown occasionally brown spotted greyand brown, slightly clayey silty fine to coarseSAND with some angular to subangular fine tomedium gravel sized rock fragments. (FILL)

Pinkish brown occasionally brown spotted greyand brown, slightly clayey silty fine to coarseSAND with some angular to subangular fine tomedium gravel sized rock fragments. (FILL)

Brown occasionally greyish brown spotted greyand brown, clayey silty fine to coarse SAND withsome angular to subangular fine to coarsegravel sized rock fragments. (COLLUVIUM)

Strong to very strong occasionally moderatelystrong, grey occasionally brown and brownspotted pink, black and grey, slightlydecomposed medium grained GRANITE withclosely to medium occasionally very closelyspaced, rough planar and stepped occasionallyundulating, limonite and manganese oxidestained joints, dipping at 20°-30°, 40°-50° and50°-60° occasional 0°-10° and 20°-30°.Extremely weak to very weak, greyish brownspotted grey and brown, completelydecomposed medium grained GRANITE.(Slightly clayey silty fine to coarse SAND withsome fine to medium gravel sized granite andquartz fragments.)Moderately strong occasionally strong, brownoccasionally grey spotted pink, grey and brown,moderately decomposed medium grainedGRANITE with closely to medium spaced, roughplanar and undulating, limonite and manganeseoxide stained joints, dipping at 0°-10°, 40°-50°and 50°-60°.Extremely weak to very weak, pinkish brownoccasionally pinkish grey spotted grey andbrown, completely decomposed medium grainedGRANITE. (Slightly silty fine to coarse SANDwith some fine to coarse gravel sized weakgranite and quartz fragments.)Moderately strong occasionally strong, pinkishbrown occasionally yellowish brown, moderatelydecomposed medium grained GRANITE.(CORESTONE)Extremely weak to very weak, brown spottedgrey and brown, completely decomposedmedium grained GRANITE. (Slightly silty fine tocoarse SAND with some fine to medium gravelsized granite and quartz fragments.)Strong, white, slightly decomposed QUARTZVEIN.Extremely weak to very weak, pinkish brownoccasionally brown spotted white, grey andbrown, completely decomposed medium grainedGRANITE. (Slightly clayey silty fine to coarseSAND with some fine to coarse gravel sizedweak granite and quartz fragments.)

Terminated at 10.15 mTarget depth

MC=75.0% LL=90.0% PL=80.0%Is(50)=142.61 MPa

MC=55.0% LL=50.0% PL=40.0%cu=75 kPa c'=8 kPa =27.5°Is(50)=1.47, 0.97 MPaMC=55.0%

MC=25.0% LL=30.0% PL=10.0%Is(50)=2.9 MPaMC=25.0%

25-07-0626-07-06

00.0000.00

2.31.55

100

100

99

99

98

10097

100

100

3,3/0mm,2,3/0mm,2,2/0mmN=9/150mm

0,1,1,2/0mmN=4/150mm

1,2/0mm,1,2/0mm,2,2/0mmN=7/150mm

U

U

U63

U

C52-1C52

C-2C

C-3C

C-4C

1.35-1.80

2.85-3.30

4.20-4.65

5.70-6.15

6.45-7.15

7.15-8.05

8.05-9.55

9.55-10.15

Dep

th (m

)

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

Met

hod

& C

asin

g

TCR

(%)

Boring Progress and Water Observations

RQ

D (%

)

Location: KLClient: Jabatan Kerja RayaEngineer: Jabatan Kerja Raya

Project: A Road

Brit

ish

Soi

lC

lass

ifica

tion

Project No.: GD/1727/SI

Lege

nd

Red

uced

Leve

l (m

)

Description Remarks

HoleDepth (m)TimeDate Casing

Depth (m)Water

Depth (m)

Contractor: Jabatan Kerja Raya

Rec

over

y (%

)

Sample & Test

Gra

phic

Log

REPORT OF BOREHOLE: BH 2Sheet No.: 1 of 1

Date: 25/07/2006 - 25/07/2006RL: 25.55 m MHD

Rig: DB515

Drilled By: EFGLogged By: ABCChecked By: Mohiuddin

Coord's: 104.9 m E 375.9 m N MRT68 56/2

Vane Shear Test (V)

Pressuremeter Test (PMT)

Permeability Test (PBT)

Legend

Type

& N

o.

Dep

th (m

)

JKR

_LIB

_03.

GLB

Log

JK

R B

OR

EH

OLE

JK

R_0

3.G

PJ <

<Dra

win

gFile

>> 1

3/07

/201

0 17

:07

8.2

.008

Packer Test (PKT) Mazier Sample (M) Core Run (C)

Standard Penetration Test (SPT)Small Distrubed Sample (D) Attempted (U*), (P*), (M*)

Undisturbed Sample (U) Piston Sample (P)

0

1.0

2.0

3.0

4.0

5.0

0 2 4 6 8 10 12 14

STAGE NUMBER 1 2 3

Requirement Remark

Type 1 Not Applicable

BS1377-7:1990:4.5.4 small shearbox - singlestage

TB

STATUS: 2

HORIZONTAL DISPLACEMENT (mm)

VE

RTI

CA

L D

ISP

LAC

EM

EN

T (m

m)

Fill TypeRem;VPRem;SDRem

CB

AB

01/01/2010

03/01/2010

04/01/2010

Lab 1

DIRECT SHEAR

TEST METHOD:SPECIMEN PREPARATION:Approved Date

Checked Date

Tested Date

Form

Num

ber:

DG

L38

RL0

GENERAL REMARKS: Tested By

Checked By

Approved By

CLIENT : Client 1ENGINEER : Engineer 1PROJECT : Construction ProjectLOCATION : Somewhere, WorldPROJECT No. : 1234LABORATORY :

BS1377-7:1990:4.5.4

SAMPLING DATAHOLE ID : V-LabHOLE TYPE : TPSAMPLE DEPTH : 0.00-1.00 mSAMPLE TYPE : DSAMPLE REF : 1SPECIMEN DEPTH : 0.10 mSPECIMEN REF : 2SAMPLE DATE :SAMPLED BY : LB - Contactor 1

LOCATIONDUMP AREA:LAYER :CH / OS :COORDS. :ELEVATION :

LABORATORY SPECIMEN DESCRIPTION:Slightly silty very gravelly well graded SAND (SW) medium to coarse sand, fine to medium gravel

DA

TGEL

LAB

TO

OL

LIB

1.00

.GLB

Gra

ph L

AB

SOIL

DIR

EC

T SH

EAR

-C- V

DIS

VS

H D

IS D

ATG

EL L

AB T

OO

L 1.

00.G

PJ 1

1430

40.G

DW

09/

03/2

010

20:0

0 8

.2.0

07 D

atge

l Lab

Too

l

0

10

20

30

40

50

60

0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5


SH

EA

R/H

OR

IZO

NTA

L S

TRE

SS

(kP

a)

-5

0

5

10

15

20

25

30

35

0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5

STAGE NUMBER 1 2 3

Requirement Remark



TB

STATUS: 2


VE

RTI

CA

L D

ISP

LAC

EM

EN

T (m

m)

Fill TypeRem;VPRem;SDRem

CB

AB

01/01/2010

03/01/2010

04/01/2010

Lab 1

DIRECT SHEAR


Checked Date

Tested Date

Form

Num

ber:

DG

L38

RL0


Checked By

Approved By


BS1377-7:1990:4.5.4




DA

TGEL

LAB

TO

OL

LIB

1.00

.GLB

Gra

ph L

AB

SOIL

DIR

EC

T SH

EAR

-C- V

DIS

VS

H D

IS D

ATG

EL L

AB T

OO

L 1.

00.G

PJ 1

1430

40.G

DW

09/

03/2

010

20:0

0 8

.2.0

07 D

atge

l Lab

Too

l

0

5

10

15

20

25

30

35

40

45

50

55

60

0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5

Fill TypeRem;VPRem;SDRemTB

CB

AB

01/01/2010

03/01/2010

04/01/2010

Requirement Remark


STATUS: 2


SPECIMEN INFORMATION

INITIAL FINALSTAGE NUMBER

DIMENSIONS (mm)HEIGHT (mm)PARTICLE DENSITY (Mg/m3)MOISTURE CONTENT (%)BULK DENSITY (Mg/m3)DRY DENSITY (Mg/m3)VOID RATIODEGREE OF SATURATION (%)

SHEARING INFORMATION SHEAR STRENGTH PARAMETERS1

24.7

18.41.416.53.0

250.8

34.92.034.73.4

378.1

57.63.056.74.0

PEAK APPARENT COHESION, c' (kPa)

PEAK FRICTION ANGLE, ' (deg)

0.0

35.9°

0.0

35.4°

HO

RIZ

ON

TAL

STR

ES

S (k

Pa)


1

60 x 6039

2.65 Assumed0.01.501.500.760.0

2

60 x 6039

2.65 Assumed0.01.501.500.760.0

3

60 x 6039

2.65 Assumed0.01.501.500.760.0

1

68

0.00.860.862.080.0

2

48

0.01.221.221.170.0

3

69

0.00.850.852.120.0

ULTIMATE APPARENT COHESION, cR' (kPa)

ULTIMATE FRICTION ANGLE, R' (deg)

STAGE NUMBERNORMAL STRESS (kPa)TEST STATERATE OF DISPLACEMENT (mm/min)PEAK SHEAR STRESS (kPa)PEAK DISPLACEMENT (mm)ULTIMATE SHEAR STRESS (kPa)ULTIMATE DISPLACEMENT (mm)NUMBER OF TRAVELS

Lab 1

DIRECT SHEAR


Checked Date

Tested Date

Form

Num

ber:

DG

L28

RL0


Checked By

Approved By


BS1377-7:1990:4.5.4




DA

TGEL

LAB

TO

OL

LIB

1.00

.GLB

Gra

ph L

AB

SOIL

DIR

EC

T SH

EAR

- H

ST

VS H

DIS

P D

ATG

EL L

AB T

OO

L 1.

00.G

PJ <

<Dra

win

gFile

>> 0

9/03

/201

0 20

:00

8.2

.007

Dat

gel L

ab T

ool

Datgel Professional ServicesDatgel is a specialist geotechnical and geoenvironmental software development company, providing bespoke and

custom data management solutions. Our dual understanding of

subsurface data and software development makes Datgel the ideal consultant to design and optimise your data management system.

Our services include:• gINT database development – we consider all your user

groups, and design streamlined logical schemas utilising lookups and validation

• gINT report design – logs for all industries, summary tables and graphs

• Data management advice and system design• gINT Rules applications written in VBA, VB.NET, or C#• Onsite installation and one-on-one support• AGS Format compatibility• Import of legacy data• Import of electronic data including lab tests, field tests,

geophysics, monitoring• Data migration to gINT Professional Plus (SQL Server)• Custom software development (unrelated to gINT)• Integrating GIS and geotechnical / geoenvironmental data

web applications• In-house gINT and Datgel Product Training, customised to

your needs

Our international experience working to different standards and expertise in data collection, database design, data management and software development means Datgel can deliver a timely and cost effective solution for your project.

Ras Laffan Port Expansion Project, QatarDatgel developed the construction phase Geotechnical Data Management System, including: a material lab, in situ testing calculations and reporting system, and compaction progress tracking and mapping solution.

Datgel provided the on-site installation, training, and continued support and maintenance for the system until the completion of the project.

Roads and Traffic Authority of NSW, AustraliaDatgel developed the Geotechnical Data Management System and Custom AGS Data Dictionary to meet the needs of the RTA.

Ongoing support, training and feature development are provided and the system is used extensively throughout the RTA, providing a cost benefit to their operations.

Jabatan Kerja Raya (Malaysian Public Works) • Geotechnical database system• Log, and fence report design• AGS Format advice• Training

Ruwais Refinery Expansion Project, UAEDatgel developed the construction phase Geotechnical Data Management System, including a calculations and reporting system for:

• Materials lab – classification, CBR, Compaction, Direct Shear

• In situ testing – CPTs, Boreholes, CBR, Density

• Monitoring – Piezometer, Magnetic Extensometer, Rod Settlement Gauge

Automating

repetitive or

time consuming

work flows is our

business.

-8

-6

-4

-2

0

2

4

6

8

10

12

14

16

18

0 20 40 60 80 100 120 140 160 180 200 220 240

EL

VL

L

M

H

VH / EH

EW

HW

MW

MW

SW

F

EL

EH

M 0 100

3000

(5 m)

EL

VL

L

M

H

VH / EH

EW

HW

MW

MW

SW

F

EL

EH

M 0 100

3000

(8 m)

EL

VL

L

M

H

VH / EH

EW

HW

MW

MW

SW

F

EL

EH

M 0 100

3000

(7 m)

EL

VL

L

M

H

VH / EH

EW

HW

MW

MW

SW

F

EL

EH

M 0 100

3000

(-6 m)

EL

VL

L

M

H

VH / EH

EW

HW

MW

MW

SW

F

EL

EH

M 0 100

3000

(8 m)

EL

VL

L

M

H

VH / EH

EW

HW

MW

MW

SW

F

EL

EH

M 0 100

3000

(-3 m)

ELE

VAT

ION

(m A

HD

)

A3

MATERIAL GRAPHIC

FILL

SAND SILTY

SAND

SANDSTONE

RO

CK

MEC

HAN

ICS

TO

OL

AGS

RTA

LIB

1.0

0.G

LB F

ence

FEN

CE

A3L

RO

CK

MEC

HAN

ICS

TOO

L AG

S R

TA 1

.00.

GPJ

<<D

raw

ingF

ile>>

16/

11/2

009

17:0

7 8

.2.0

05 D

evel

oped

by

Dat

gel

Road DepartmentCompany A

Somewhere, WorldgINT AGS Sample Project

Subsurface Section 1FIGURE NoPROJECT No

SCALE

CHECKED DATE

DATEDRAWNTITLE

ABC 123

H 1:750 V 1:250

16/11/2009

CB

DB

16/11/2009

Fill - ModerateExcavation

Sandstone -Blast to Loosen

Sandstone -Blasting

Sandstone -DifficultExcavationSandstone -ModerateExcavationSoil - ModerateExcavation

PROJECT UNIT 2

BH

1

BH

2

BH

3

BH

4 BH

5

BH

6

2479

50E

2479

50E

2479

75E

2479

75E

2480

00E

2480

00E

2480

25E

2480

25E

2480

50E

2480

50E

2480

75E

2480

75E

2481

00E

2481

00E

2481

25E

2481

25E

2481

50E

2481

50E

2481

75E

2481

75E

2482

00E

2482

00E

1267300N

1267300N

1267325N

1267325N

1267350N

1267350N

1267375N

1267375N

1267400N

1267400N

1267425N

1267425N

1267450N

1267450N

MAP KEY Borehole

BH 1

BH 2

BH 3BH 4

BH 5

BH 6

www.datgel.com2017-09

CPT Tool 3.2 gINT Add-In · 2018. 1. 2. · DATGEL CPT TOOL DGD LIB 2.23.GLB Graph CPT ROBERTSON 90...

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Transcript of CPT Tool 3.2 gINT Add-In · 2018. 1. 2. · DATGEL CPT TOOL DGD LIB 2.23.GLB Graph CPT ROBERTSON 90...