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 1.1 Local & global stability (cut & fill slopes) 1.2 Bearing (fill)
1.20
2. Reinforced or treated slopes (not on soft ground)
2.1 Local & global stability (cut & fill slopes) 2.2 Bearing (fill)
1.50
3. Permanent Anchors
3.1 Tensile Resistance 3.2 Resistance at Soil Grout Interface 3.3 Creep/corrosion
2.0
4. Rigid Retaining Structures
4.1 4.2 4.3 4.4
5. Reinforced fill walls/ structures
External Stability
1. Unreinforced Slopes
75 yrs
LATERAL
DIFFERENTIAL
Analysis should be according to GEOTECHNICAL MANUAL FOR SLOPES (1984), GEO Hong Kong
2.0 75 yrs
1.5 75 yrs
Geo Spec 1 (1989), GEO Hong Kong BS 8081
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
BS 8006
120 yrs
±5mm per metre height
±15mm from reference alignment
1:100 along face of wall
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
7. Individual Foundation loads (mainly under lateral & bending loads perpendicular to axist of pile)
Ultimate lateral Resistance
2.5
8. Pile group
Block Bearing Capacity
9. Piles as retaining structures
As for 4, 6 & 7 above
10. Embankment on Soft Ground
11.1 Bearing (short term) 11.2 Local & global slope stability (long term)
Overturning Sliding Overall Stability Bearing
3.0
Internal Stability 6. Individual Foundation Piles (mainly under axial loads)
BS 8004 75 yrs
12 mm along axis of pile at pile head at design load
12 mm perpendicular to axis of pile at design load
BS 8004 2.0
As for individual foundation piles 1.4 1.2
75 yrs
12 mm at Working Load BS 8004
10 mm
75 yrs As 4 above for rigid retaining structures BS 8004
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 3.2 3.3
4.*
Compressibility, Permeability and Durability Tests: BS 1377: Part 5 4.1 4.2 4.3 4.4
5.*
Lab vane shear Direct shear box (small) Direct shear box (large) Residual strength Undrained shear strength (UU) Undrained shear strength (multi loading)
Shear Strength Tests (Effective Stress) BS 1377: Part 8 7.1 7.2
8.
Consolidation Properties using hydraulic cell Permeability in hydraulic consolidation cell Isotropic consolidated properties using triaxial cell Permeability in a triaxial cell
Shear Strength Tests (Total Stress) BS 1377: Part 7 6.1 6.2 6.3 6.4 6.5 6.6
7.*
1-D consolidation test Swelling and collapse tests Permeability by constant head Dispersibility
Consolidation & Permeability Tests in Hydraulic Cells & with pore pressure measurements: BS 1377: Part 6 5.1 5.2 5.3 5.4
6.*
Dry density - moisture relationship (2.5 kg/4.5 kg hammer) Soil with some coarse gravels vibrating method Moisture condition value (MCV) CBR tests
CIU with pore pressure measurement CD with pore pressure measurement
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 ASTM BS BQ Cc Cv C1 Cu CBR CIDB CU CD CIUC
= = = = = = = = = = = = =
CIUE CkoUC DB DS GL HA HMLC IEM JKR LL M/C Mv MHB MS NW NMLC P.Eng pH PL PI Pc RL RQD R/r SI SPT TNW UU UCS WT
= = = = = = = = = = = = = = = = = = = = = = = = = = = = = =
Association of Consulting Engineers Malaysia American Society For Testing And Meterials British Standard Bills of Quantities Compression Index Coef. of Consolidation Effective Cohesion Cohesion California Bearing Ratio Construction Industry Development Board Consolidated Undrained Triaxial Test Consolidated Drained Triaxial Test Consolidated Undrained Compression Triaxial Test With Pore Pressure Measurement (Effective stress) - Ditto - extension Consolidated Undrained Compression At Ko Conditions Deep Boring (rotary drilling) Deep Sounding (Static Dutch Cone Penetrometer) Ground Level Hand Auger 65 mm Triple Tube Core Barrel (DCMA) Institution of Engineers Malaysia Jabatan Kerja Raya Liquid Limit Moisture Content Coef. of Compressibility Motorized Hand Boring (Wash Boring/Percussion Drilling) Malaysian Standard N Size Casing (101.6 mm diam) 52 mm Triple Tube Core Barrel (DCMA) Professional Engineer registered with Board of Engineers Malaysia Acidity Index Plastic Limit Plasticity Index Effective Preconsolidated Pressure Reduced Level Rock Quality Designation Recovery Ratio Site Investigation Standard Penetration Test 61 mm Double Tube Core Barrel (Atlas Copco) Unconsolidated Undrained Test gives undrained shear strength (total stresses) Unconfined Compression Strength Water Table
APPENDIX D APPLICABILITY OF COMMON FIELD OR INSITU TESTS FIELD TESTS
1.
Soil
Soil
Rock
SOIL TYPE
SOIL PARAMETERS
type
Profile
H.Rock
S.Rock
Gr
Sand
Silt
Clay
Peat
Ø
Cu
Mv
Cv
K
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
Penetrometer 1.1 1.2 1.3 1.4 1.5 1.6
JKR Probe SPT DS (CPT) Piezocone (CPTU) Flat Dilatometer Resistivity Probe
2
Vane Shear
B
C
X
X
X
X
B
A
B
X
A
X
X
X
3
PB Pressuremeter
B
B
C
A
B
B
B
A
B
X
B
B
C
X
4
SB Pressuremeter
B
B
C
B
B
B
B
A
B
B
B
B
B
B
5.
Continuous Soil Sampling
A
A
X
B
B
A
A
A
A
C
B
B
B
C
Legends:A B C X
= suitable/useful = moderate = doubtful = not suitable
Cu Mv Cv
φ = effective frictional angle = undrained strength = coef. of volume compressibility = coef. of consolidation
K
= coef. of permeability
B
soil
B
Stability
rock
A
B
soil
A
B
B
Identify soil & rock weathering profile
A
B
B
suitability of construction material survey
A
B
surface deposit
A
A
B
rock property (strength, etc)
A
A
B
geologic strata (fault, etc)
A
A
B
B
B
B
B
A
B
A
B
A
B
A
B
A
B B B B
A
B
B
B
B
B
B
B
B
B
B
B
A
A
A
B
B
A
A
A
A
B
A
B
B
A
A
A
B
A
B B
B
B
A
B
B
A
B
B
A
B
B
A
B
A
A
B
A
A
A
B
B B
B
B
B
clayey soil
B
B
sandy soil
B
B
B
clayey soil
B
B
sandy soil
A
clayey soil
B
B
B
B
B B B
A
A
B
A
B
A
A
A
B
B
B
A
B
B
A
B
B
A
B
B
B
A
B
B
B
B
A
A
B
A
A
A
B
peat
A
A
A
foundation for pipe culvert, retaining wall (toe wall <2m)
A
B
structures with
mountainous/rolling
B
small-medium
flat (general)
B
scale
flat (soft)
B
B B
B
B B
A
A
A
B
B
B
A
B
A
A
B
A
A
A
B
B
A
B
B
A
A
A
B
B
B
A
B
A
B
B
A
B
B
B
A
B
B
A
B
B
A
B
A
B
A
A
B
B
B B
B A
A
B
supporting strata
B
B
A
B
A
B
mountainous
excavation
B
B
A
B
A
B
/rolling
large scale excavation
B
B
A
B
supporting strata
B
B
A
B
B
A
B
A
B
B
A
B
B
flat (general)
scale flat (soft)
B
B
**
A
B
B
A
B
A
B
B
B
B
A
B
B
A
B
B
B
B
B
A
B
B
A
B
supporting strata
B
A
A
A
B
A
A
excavation
B
A
A
B
B
A
A
A
B
B
A
B
A
B
A
B
excavation below water level
A : applicable B : supplementary or may be applicable
B
A
excavation
excavation below water level
A A
A B
with
B
B
B
B
B B
B
Fill
B
sandy soil
A
A
large
sand gravel
B
B
A
structures
B
A
B
B
flat (soft)
B
B
B
rolling/flat
tulus
B
B
A B
B
A
mountainous
Horizontal Boring
B
Pressuremeter Test
Loading Test
Plate/Loading Test
Vertical
Inclined
Horizontal
Test Pit/Trench A
A
Packer Test/Seepage Pressure
Ground water
Rock-core boring Continuous Foil Sampling
Double or Triple Tube
Thin Wall Tube
Hand Augering
SPT
In Situ Vane Test
Boring and soil sampling JKR Probe
Piezocon B
Boring and Sampling
Variation in Ground Water Level
rock
(after excavation)
Dutch Cone Penetration Test (DS)
B
B
subgrade investigation
Flat Dilatometer Test
Nucleonic
Electric
B
Reflection
A
Sounding
Pumping or Permeability Test
Cut Borrow Pit Tunnel
PS Wave
B
B
Velocity
A
A
Vertical
S. Wave Refraction
A
suitability of construction material survey
see-page
Structure
Electric
Identify soil & rock weathering profile
Scope & purpose of SI by type of road structure
Geophysical Logging
Seismic P. Wave Refraction
SI Method
Geophysical survey
Horizontal
Fill Inspection/ Walk-Over Survey
APPENDIX D1 SCOPE OF SI & SI METHODS
A
B
A A
B
A
A
A
A
A
A
A
A
B
A
A
A
A
A
A
A
A
B
A
A
A
A
A
B
A
B
A
B
A
APPENDIX E COMMON SAMPLERS REMARKS
TYPE OF SAMPLERS 1.
OPEN DRIVE SAMPLERS 1.1 Split-spoon for SPT 1.2 Thin-wall sampler 1.3 Thick wall sampler (50mm, 75mm, 100mm, 150mm).
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.
THIN-WALL SAMPLER WITH STATIONARY PISTON (50mm, 75mm, 100mm, 150mm)
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.
DENISON SAMPLER (Double tube with thin wall tube)
3.
No piston; suitable for stiff to very stiff cohesive soil and sandy soil (SPT = 4-20); open drive sampler
4.
MAZIER SAMPLER (74mm)
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.
FOIL CONTINUOUS SAMPLERS (DELFT 29mm, 66mm OR SWEDISH SAMPLER 68mm diam)
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.
BLOCK SAMPLING
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.
ROTARY ROCK CORE SAMPLERS
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
Double Tube
T2-76 TNW T2-101 T6-101
Core size (mm) 62 61 84 79
Triple Tube
NMLC HMLC 3C-MLC C-MLC
52 64 76 102
__________________________________________________ Outside Diameter Inside Diameter _______________ _______________ Size Designation in mm In mm __________________________________________________ RWT 1.16 29.5 0.375 18.7 WF series (BS4019) EWT 1.47 37.3 0.905 22.9 WT series (CDDA) EWG, EWM 1.47 37.3 0.845 21.4 WM series (DCMA) AWT 1.88 47.6 1.282 32.5 Craelius T or K series AWG, AWM 1.88 47.6 1.185 30.0 (Atlas Copco) BWT 2.35 59.5 1.750 44.5 BWG, BWM 2.35 59.5 1.655 42.0 NWT 2.97 75.3 2.313 58.7 NWG, NWM 2.97 75.3 2.155 54.7 2 3/4 x 3 7/8 3.84 97.5 2.69 68.3 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) Properties
Quality Class
Typical Sampling Procedure Piston thin walled sampler with water balance
- 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)
- Remoulded properties - Fabric - Water content - Density and porosity - Compressibility and deformation* - Effective strength parameters* - Total strength parameters*
Laboratory data on in situ insensitive soils
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)
1
2
*
Purpose
Mazier sampler with foam drilling Block samples Pressed or driven thin or thick walled sampler with water balance Mazier sampler
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) -
3.
Types & methods SI & the brief quantities should be summarized & indicated Locations of SI shown on Drawings should be indicated
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”
Project Initiation
Preliminary Engineering Assessment • Project Brief • Scope of Works • Design Criteria • Define Project Work Plan
Preliminary Project Appraisal • Desk Studies • Site reconnaissance • Preliminary SI
• • •
Identify likely geotechnical issues & problems Determine design parameters required Prepare SI programme & budget
NOT OK
NOT OK Send SI proposal to client for approval
OK • •
Design or determine scope of SI in detail (see Appendix H) Preparation of tender/contract documents, BQ & Spec.
Audit by Expert
OK • • •
Execute SI works programme Determine scope of Lab tests Direct, supervise and monitor SI Works by Designer
Yes Additional SI ?
NO Prepare factual SI report (SI Contractor)
Prepare factual SI interpretative report by Designer
Detail Geotechnical Design
End Fig 1: Flow-chart for SI works
