GENERAL TECHNICAL NOTES FOR SITE INVESTIGATION WORKS

MALAYSIAN SITE INVESTIGATORS ASSOCIATION

Compiled by MSIA From references and contributors

APPENDIX A – GEOTECHNICAL DESIGN CRITERIA FOR ROAD WORKS APPENDIX B - LIST OF LABORATORY & INSITU TESTS APPENDIX C – LIST OF ABBREVIATIONS / SYMBOLS APPENDIX D - APPLICABILITY OF COMMON FIELD OR INSITU TESTS APPENDIX D1- SCOPE OF SI AND SI METHODS APPENDIX E – COMMON SAMPLERS APPENDIX F - LIST OF STANDARD SIZES OF DRILLING RODS. CORE BITS & CASING APPENDIX G – QUALITY OF SAMPLES (AFTER ROWE) APPENDIX H - GUIDELINES FOR PREPARATION OF SUMMARY OF SCOPE OF SI WORKS

(DESIGN OF SCOPE OF SI FOR ROAD PROJECTS)

Figure 1 - FLOW-CHART FOR SI WORKS

APPENDIX A

GEOTECHNICAL DESIGN CRITERIA FOR ROAD WORKS DESIGN COMPONENT

MODE OF FAILURE

MINIMUM

FACTOR OF SAFETY

DESIGN

LIFE (durability

of materials)

MAXIMUM PERMISSIBLE MOVEMENTS

VERTICAL

LATERAL

DIFFERENTIAL

1. Unreinforced Slopes

1.1 Local & global stability (cut & fill slopes) 1.2 Bearing (fill)

1.20

2.0

75 yrs

2. Reinforced or treated slopes (not on soft ground)

2.1 Local & global stability (cut & fill slopes) 2.2 Bearing (fill)

1.50

1.5

75 yrs

Analysis should be according to GEOTECHNICAL MANUAL FOR SLOPES (1984), GEO Hong Kong

3. Permanent Anchors

3.1 Tensile Resistance 3.2 Resistance at Soil Grout Interface 3.3 Creep/corrosion

2.0

3.0

75 yrs

Geo Spec 1 (1989), GEO Hong Kong BS 8081

4. Rigid Retaining Structures

4.1 Overturning 4.2 Sliding 4.3 Overall Stability 4.4 Bearing

1.8 1.6 1.5 2.0

75 yrs

15 mm along face of wall Geoguide 1 (1983), GEO Hong Kong

15 mm along face of wall

1:150

along face of wall

5. Reinforced fill walls/ structures

External Stability

120 yrs

±5mm per metre height

±15mm from reference alignment

1:100

along face of wall

Internal Stability

BS 8006

6. Individual Foundation Piles (mainly under axial loads)

6.1 Shaft Resistance

2.0

75 yrs

12 mm along axis of pile at pile head at design load. 38 mm or 10% pile size at pile head at twice design load.

6.2 Base Resistance

2.0

BS 8004

7. Individual Foundation loads (mainly under lateral & bending loads perpendi- cular to axist of pile)

Ultimate lateral Resistance

2.5

75 yrs

12 mm along axis of pile at pile head at design load BS 8004

12 mm perpendicular to axis of pile at design load

8. Pile group

Block Bearing Capacity

2.0

75 yrs

12 mm at Working Load BS 8004

10 mm

9. Piles as retaining structures

As for 4, 6 & 7 above

As for individual foundation piles

75 yrs

As 4 above for rigid retaining structures BS 8004

10. Embankment on Soft Ground

11.1 Bearing (short term) 11.2 Local & global slope stability (long term)

1.4 1.2

75 yrs

- Total post construction settlement < 400 mm - 5 years post construction settlement < 100 mm (or 10% of estimated ultimate settlement) (For embankment within 10 m from bridge abutment, the above settlement criteria should be reduced to 15%).

APPENDIX B

LIST OF LABORATORY & INSITU TESTS 1. Soil Classification Tests: BS 1377: Part 2: 1990

Moisture content, Liquid limit, Plastic limit, Plasticity index, linear shrinkage, particle size distribution. (These tests are from disturbed samples such as split spoon samplers (SPT), bulk samples, etc.).

2. Chemical & Electro-chemical Tests: BS 1377 Part 3: 1990

Organic matter content, Mass loss on ignition, Sulphate content of soil and ground water, Carbonate content, Chloride content, Total dissolved solids, pH value, Resistivity and Redox potential.

3. Compaction-related Tests: BS 1377: Part 4

(These tests are from bulk samples)

3.1 Dry density - moisture relationship (2.5 kg/4.5 kg hammer) - Soil with some coarse gravels - vibrating method

3.2 Moisture condition value (MCV) 3.3 CBR tests

4.* Compressibility, Permeability and Durability Tests: BS 1377: Part 5

4.1 1-D consolidation test 4.2 Swelling and collapse tests 4.3 Permeability by constant head 4.4 Dispersibility

5.* Consolidation & Permeability Tests in Hydraulic Cells &

with pore pressure measurements: BS 1377: Part 6

5.1 Consolidation Properties using hydraulic cell 5.2 Permeability in hydraulic consolidation cell 5.3 Isotropic consolidated properties using triaxial cell 5.4 Permeability in a triaxial cell

6.* Shear Strength Tests (Total Stress) BS 1377: Part 7

6.1 Lab vane shear 6.2 Direct shear box (small) 6.3 Direct shear box (large) 6.4 Residual strength 6.5 Undrained shear strength (UU) 6.6 Undrained shear strength (multi loading)

7.* Shear Strength Tests (Effective Stress) BS 1377: Part 8

7.1 CIU with pore pressure measurement 7.2 CD with pore pressure measurement

8. Insitu Tests: BS 1377: Part 9

Field Density (cone, sand replacement & balloon), CBR, SPT, Plate Bearing, Vane shear (Acker, Geonor, cylindrical), DS (Static Dutch Cone), Piezocone Test, etc.

* These tests are from undisturbed samples (thin wall samplers, piston samplers, Mazier samplers, block

samples etc).

APPENDIX C

LIST OF ABBREVIATIONS/SYMBOLS ACEM = Association of Consulting Engineers Malaysia ASTM = American Society For Testing And Meterials BS = British Standard BQ = Bills of Quantities Cc = Compression Index Cv = Coef. of Consolidation C1 = Effective Cohesion Cu = Cohesion CBR = California Bearing Ratio CIDB = Construction Industry Development Board CU = Consolidated Undrained Triaxial Test CD = Consolidated Drained Triaxial Test CIUC = Consolidated Undrained Compression Triaxial Test With Pore Pressure

Measurement (Effective stress) CIUE = - Ditto - extension CkoUC = Consolidated Undrained Compression At Ko Conditions DB = Deep Boring (rotary drilling) DS = Deep Sounding (Static Dutch Cone Penetrometer) GL = Ground Level HA = Hand Auger HMLC = 65 mm Triple Tube Core Barrel (DCMA) IEM = Institution of Engineers Malaysia JKR = Jabatan Kerja Raya LL = Liquid Limit M/C = Moisture Content Mv = Coef. of Compressibility MHB = Motorized Hand Boring (Wash Boring/Percussion Drilling) MS = Malaysian Standard NW = N Size Casing (101.6 mm diam) NMLC = 52 mm Triple Tube Core Barrel (DCMA) P.Eng = Professional Engineer registered with Board of Engineers Malaysia pH = Acidity Index PL = Plastic Limit PI = Plasticity Index Pc = Effective Preconsolidated Pressure RL = Reduced Level RQD = Rock Quality Designation R/r = Recovery Ratio SI = Site Investigation SPT = Standard Penetration Test TNW = 61 mm Double Tube Core Barrel (Atlas Copco) UU = Unconsolidated Undrained Test gives undrained shear strength (total stresses) UCS = Unconfined Compression Strength WT = Water Table

APPENDIX D

APPLICABILITY OF COMMON FIELD OR INSITU TESTS

FIELD TESTS

Soil

Soil

Rock

SOIL TYPE

SOIL PARAMETERS

type

Profile

H.Rock

S.Rock

Gr

Sand

Silt

Clay

Peat

Ø

Cu

Mv

Cv

K

1.

Penetrometer 1.1 JKR Probe 1.2 SPT 1.3 DS (CPT) 1.4 Piezocone (CPTU) 1.5 Flat Dilatometer 1.6 Resistivity Probe

X A B A B C

C B A A A C

X X X X X X

X B X X X X

C B B A C C

B A A A A A

B A A A A A

B A A A A A

B A A A A A

X B C B B B

B B B B B C

X X C A C X

X X C A C X

X X X B X X

2 3 4 5.

Vane Shear PB Pressuremeter SB Pressuremeter Continuous Soil Sampling

B

B

B

A

C

B

B

A

X

C

C

X

X

A

B

B

X

B

B

B

X

B

B

A

B

B

B

A

A

A

A

A

B

B

B

A

X

X

B

C

A

B

B

B

X

B

B

B

X

C

B

B

X

X

B

C

Legends:-

A = suitable/useful φ = effective frictional angle K = coef. of permeability B = moderate Cu = undrained strength C = doubtful Mv = coef. of volume compressibility X = not suitable Cv = coef. of consolidation

SCOPE OF SI & SI METHODS

Geophysical Geophysical Sounding Boring and Sampling Ground Loading survey Logging water Test

Boring and Rock-coreSI Method Seismic Electric soil sampling boring

Scope & purpose of SIby type of road structure

Identify soil & rock weathering profile A A B A B B B A B A Bsuitability of construction material survey A B B B B B A A Asubgrade investigation rock B B(after excavation) soil B B B A B AStability rock A B B A B B B B A B

soil A B B B B B B B A B B B A B B A B B B B A B

Identify soil & rock weathering profile A B B B B B A B B A B

suitability of construction material survey A B B B B A A B A Bsurface deposit A A B B B B A A B B A B B B Brock property (strength, etc) A A B A A A B B A A B A B B Ageologic strata (fault, etc) A A B B B A A A A A B B A A A B B B Asee-page B B A A B B A B B A B B A B A

tulus B B A B Bmountainous sand gravel B B A B B

sandy soil B B B A B Bclayey soil B B B A B B B B

rolling/flat sandy soil B B B B B A B Bclayey soil B B B B B B A A B Bsandy soil A A A B A B B B A B

flat (soft) clayey soil A A A B A A B A A A Bpeat A A A B A B B A A A B

foundation for pipe culvert, retaining wall (toe wall <2m) A B B B B A B A B B B Bstructures with mountainous/rolling B B A B B B A B Asmall-medium flat (general) B A B B A B B A B B Ascale flat (soft) B A B ** A B A A A

supporting strata B B A B A B B B A B A Amountainous excavation B B A B A B A A A

structures /rolling large scale excavation B B A B A B A B A A Awith supporting strata B B B B A B B A B A B B A B Alarge flat (general) excavation B B B B A B B A B A B B A B A Ascale excavation below water level B B B B A B B A B A A A A

supporting strata B A A A B A A B A B Aflat (soft) excavation B A A B B A A A B A A

excavation below water level A A B B A A A A B A

A : applicableB : supplementary or may be applicable

APPENDIX D1

Pres

sure

met

er T

est

Hor

izon

tal B

orin

g

Pack

er T

est/S

eepa

ge

Pres

sure

Pum

ping

or P

erm

eabi

lity

Test

Varia

tion

in G

roun

d W

ater

Le

vel

Plat

e/Lo

adin

g Te

st

Test

Pit/

Tren

ch

Hor

izon

tal

Incl

ined

Verti

cal

Han

d Au

gerin

g

Thin

Wal

l Tub

e

Dou

ble

or T

riple

Tub

e

Con

tinuo

us F

oil

Sam

plin

g

In S

itu V

ane

Test

SPT

Dut

ch C

one

Pene

tratio

n Te

st

(DS)

JKR

Pro

be

Flat

Dila

tom

eter

Tes

t

Piez

ocon

PS W

ave

Ref

lect

ion

Elec

tric

Nuc

leon

ic

Hor

izon

tal

Verti

cal

S. W

ave

Ref

ract

ion

Velo

city

Stru

ctur

e

Fill

Insp

ectio

n/ W

alk-

Ove

r Sur

vey

P. W

ave

Ref

ract

ion

Cut

Borr

ow P

itTu

nnel

Fill

APPENDIX E

COMMON SAMPLERS

TYPE OF SAMPLERS

REMARKS

1. OPEN DRIVE SAMPLERS 1.1 Split-spoon for SPT 1.2 Thin-wall sampler 1.3 Thick wall sampler (50mm, 75mm, 100mm, 150mm).

2. THIN-WALL SAMPLER WITH

STATIONARY PISTON (50mm, 75mm, 100mm, 150mm)

3. DENISON SAMPLER

(Double tube with thin wall tube) 4. MAZIER SAMPLER

(74mm) 5. FOIL CONTINUOUS SAMPLERS

(DELFT 29mm, 66mm OR SWEDISH SAMPLER 68mm diam)

6. BLOCK SAMPLING 7. ROTARY ROCK CORE SAMPLERS

1. No piston; penetration by static thrust or dynamic impact; suitable for almost all types of soils except gravelly soils or hard/dense materials.

2. The most reliable sampler to procure

undisturbe soft to stiff cohesive soils; area ratio is usually about 10%. The inside clearance ratio shall be 0.5 to 1%. Mainly for shear strength & consolidation tests.

3. No piston; suitable for stiff to very stiff

cohesive soil and sandy soil (SPT = 4-20); open drive sampler

4. Triple tube sampler; usual core size 74mm

diam & PW casing is required; air foam drilling technique is preferred to procure high quality undisturbed samples from residual soils. Not suitable for gravelly soils.

5. With stationary piston; suitable for minor

stratification ie sand seams because of continuous samples of 5 to 8m can be procured.

Continuous samples for soil fabrics & stratigraphical or profiling evaluation etc.

6. Blocks of soil (200 to 350mm cubes) cut

from test pits; Need careful sealing and handling. Mainly for triaxial, shear box & permeability tests.

7. Double tube core barrels for strong rock

(Grade 1 or 2): 30mm; 42mm; 54mm; TNW, 61mm; T2-76, 62mm.

Triple tube core barrels for fractured rock; HMLC, 52mm; HMLC, 64mm

Notes: 1. Std. sampler size (UK): 50, 75, 100, 150, 250 mm diam Std. sampler size (US): 1 1/2, 2, 2 1/2, 3, 4, 5 inches diam 2. Samples should be labeled, handled, transported and extruded carefully in accordance with BS 5930.

APPENDIX F

LIST OF STANDARD SIZES OF DRILLING RODS. CORE BITS & CASING

ASTMD2113

DCMA E,A,B,N,H,P = 1 1/2", 2", 3", 4", 5"

TABLE 1 Core Bit Sizes __________________________________________________

Outside Diameter Inside Diameter _______________ _______________

Size Designation in mm In mm __________________________________________________

Core size RWT 1.16 29.5 0.375 18.7 WF series (BS4019) (mm) EWT 1.47 37.3 0.905 22.9 WT series (CDDA)

T2-76 62 EWG, EWM 1.47 37.3 0.845 21.4 WM series (DCMA) Double TNW 61 AWT 1.88 47.6 1.282 32.5 Craelius T or K series Tube T2-101 84 AWG, AWM 1.88 47.6 1.185 30.0 (Atlas Copco)

T6-101 79 BWT 2.35 59.5 1.750 44.5 BWG, BWM 2.35 59.5 1.655 42.0

NMLC 52 NWT 2.97 75.3 2.313 58.7 Triple HMLC 64 NWG, NWM 2.97 75.3 2.155 54.7 Tube 3C-MLC 76 2 3/4 x 3 7/8 3.84 97.5 2.69 68.3

C-MLC 102 HWT 3.89 98.8 3.187 80.9 HWG, ... 3.89 98.8 3.000 76.2 4 x 5 1/2 5.44 138.0 3.97 100.8 6 x 7 3/4 7.66 194.4 5.97 151.6 __________________________________________________ K3 - 76 48 Tb - 76 57 K3 - 86 58

TABLE 2 Casing Sizes ______________________________________________________________________________________________________ Size Designation Outside Diameter Inside Diameter Will Fit Hole Drilled with

_______________ _______________ Threads per in. Core Bit Size in mm in mm

______________________________________________________________________________________________________ RW 1.144 36.5 1.19 30.1 5 EWT, EWG, EWM EW 1.81 46.0 1.50 38.1 4 AWT, AWG, AWM AW 2.25 57.1 1.91 48.4 4 BWT, BWG, BWM BW 2.88 73.0 2.38 60.3 4 NWT, NWG, NWM NW 3.50 88.9 3.00 76.2 4 HWT, HWG HW 4.50 114.3 4.00 101.6 4 4 x 5 1/2 PW 5.50 139.7 5.00 127.0 3 6 x 7 3/4 SW 6.63 168.2 6.00 152.4 3 6 x 7 3/4 UM 7.63 193.6 7.00 177.8 2 ... ZW 8.63 219.0 8.00 203.2 2 ... ______________________________________________________________________________________________________

TABLE 3 Drill Rods ______________________________________________________________________________________________________ Size Designation Rod and Coupling Outside Rod Inside Diameter Coupling Bore, Threads

______________________ ______________________ ____________________________ in mm in mm in mm per in

______________________________________________________________________________________________________ RW 1.09 27.7 0.72 18.2 0.41 10.3 4 EW 1.38 34.9 1.00 25.4 0.44 11.1 3 AW 1.72 43.6 1.34 34.1 0.63 15.8 3 BW 2.13 53.9 1.75 44.4 0.75 19.0 3 NW 2.63 66.6 2.25 57.1 1.38 34.9 3 HW 3.50 88.9 3.06 77.7 2.38 60.3 3 ______________________________________________________________________________________________________

APPENDIX G

QUALITY OF SAMPLES (AFTER ROWE)

Quality Class

Properties

Purpose

Typical Sampling

Procedure 1

- Remoulded properties - Fabric - Water content - Density and porosity - Compressibility & deformation - Effective strength parameters - Total strength parameters - Permeability* - Consolidation*

Laboratory data on in situ soils (classification tests & engineering properties)

Piston thin walled sampler with water balance Mazier sampler with foam drilling Block samples

2

- Remoulded properties - Fabric - Water content - Density and porosity - Compressibility and deformation* - Effective strength parameters* - Total strength parameters*

Laboratory data on in situ insensitive soils

Pressed or driven thin or thick walled sampler with water balance Mazier sampler

3

- Remoulded properties - Fabric A * 100% recovery. Continuous B * 90% recovery. Consecutive

Fabric examination and laboratory data on remoulded soils

Pressed or driven thin or thick walled samplers. Water balance in highly permeable soils.

4

- Remoulded properties

Laboratory data on remoulded soils. Sequence of strata

Bulk and jar samples (from SPT split samplers)

5

None

Aproximate sequence of strata only

Washings (washed samples)

* Items changed from original German classification (7th. Int. Conf. Soil Mech. Foundn.

Engng. Mexico 1969).

APPENDIX H

GUIDELINES FOR PREPARATION OF SUMMARY OF SCOPE OF SI WORKS (DESIGN OF SCOPE OF SI FOR ROAD PROJECTS)

Summary of Scope of SI Works with the following details should be given to the SI Contractor: 1. Brief project description and objectives of SI. 2. SI Methods & Locations (Scope of SI Works)

- Types & methods SI & the brief quantities should be summarized & indicated - Locations of SI shown on Drawings should be indicated

3. Criteria of Terminating Boreholes

Criteria of terminating boreholes or other SI methods should be clearly indicated, eg, in Cut Areas, in fill areas (in soft ground/swamp and residual soil areas) and in structure areas.

4. Field testing & sampling criteria

Types & frequency of various field testing & sampling should be specified. 5. Laboratory Testing

Types of lab testing & the selection criteria of samples should be specified. 6. Special requirements

Special requirements about SI methods, testing & sampling if any should be clearly mentioned. Method Statement for SI methods & tests plus works programme shall be submitted to the Designer at least 3 working days before commencement of SI works.

* Example of Scope of SI Works for road project is enclosed. * Scope of SI works are based on “Guidelines for planning SI works for Road Projects”

OK

Detail Geotechnical Design

Prepare factual SI interpretative report by Designer

End

Prepare factual SI report (SI Contractor)

NO

Additional SI ?

• Execute SI works programme • Determine scope of Lab tests • Direct, supervise and monitor SI Works by Designer

Yes

OK

NOT OK

NOT OK

• Identify likely geotechnical issues & problems • Determine design parameters required • Prepare SI programme & budget

Preliminary Project Appraisal • Desk Studies • Site reconnaissance • Preliminary SI

Preliminary Engineering Assessment • Project Brief • Scope of Works • Design Criteria • Define Project Work Plan

Project Initiation

Audit by Expert

• Design or determine scope of SI in detail (see Appendix H) • Preparation of tender/contract documents, BQ & Spec.

Send SI proposal to client for approval

Fig 1: Flow-chart for SI works