Volume 6 – Geotechnical Manual, Site Investigation and Engineering ...

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Chapter 1 PLANNING AND SCOPE Atterberg limits Density Specific gravity Particle size distribution Pinhole dispersion test Table 1.6 Standards Available for Laboratory Testing of Soils Test British Standard American Standard Classification tests Moisture content BS 1377:part 2:1990, clause 3 ASTM D2216-91 ASTM D4643-87 ASTM D4318-84 Organic matter content Loss on ignition Sulphate content Carbonate content Chloride content pH Resistivity Redox potential Proctor or 2.5kg rammer Heavy or 4.5kg rammer Vibrating hammer California bearing ratio Undrained triaxial shear strength Effective strength from the consolidated-undrained triaxial compression test with pore pressure measurement Effective strength from the consolidated-drained triaxial compression test with volume change measurement Residual strength by direct shear testing in the shear box Residual strength using the Bromhead ring shear apparatus One-dimensional compressibility in the oedometer Isotropic consolidation in the triaxial apparatus BS 1377:part 2:1990, clause 4, 5 BS 1377:part 2:1990, clause 7 BS 1377:part 2:1990, clause 8 BS 1377:part 2:1990, clause 9 Chemical tests BS 1377:part 3:1990, clause 3 BS 1377:part 3:1990, clause 4 BS 1377:part 3:1990, clause 5 BS 1377:part 3:1990, clause 6 BS 1377:part 3:1990, clause 7 BS 1377:part 3:1990, clause 9 BS 1377:part 3:1990, clause 10 BS 1377:part 3:1990, clause 11 Compaction tests BS 1377:part 4:1990, clause 3.3 BS 1377:part 4:1990, clause 3.5 BS 1377:part 4:1990, clause 3.7 Strength tests BS 1377:part 4:1990, clause 7 BS 1377:part 7:1990, clause 8, 9 BS 1377:part 8:1990, clause 7 BS 1377:part 8:1990, clause 8 BS 1377:part 7:1990, clause 5 Compressibility tests BS 1377:part 5:1990, clause 3, 4 BS 1377:part 8:1990, clause 6 ASTM D854-92 ASTM D422-63 (reapproved 1972) ASTM D2217-85 ASTM D4647-87 ASTM D2974-87 ASTM D4373-84 ASTM G51-77(reapproved 1984) ASTM D698-91 ASTM D1557-91 ASTM D1883-92 ASTM D2850-87 ASTM D3080-90 ASTM D2435-90 Permeability tests In the constant-head apparatus BS 1377:part 5:1990, clause 5 ASTM D2434-68 (reapproved 1974) 1-16 March 2009
Chapter 1 PLANNING AND SCOPE The key points in checking the effectiveness of a site investigation are as follows. 1. Avoid excessive disturbance. Look for damaged cutting shoes, rusty, rough or dirty sample barrels, or badly designed samplers. Check the depth of casings to ensure that these never penetrate beneath the bottom of the borehole. Try to assess the amount of displacement occurring beneath power augers, and prevent their use if necessary. 2. Check for water. Ensure that adequate water levels are maintained when drilling in granular soils or soft alluvium beneath the water table. The addition of water in small quantities should be kept to a minimum, since this allows swelling without going any way towards replacing total stress levels. Make sure the driller stops drilling when groundwater is met. 3. Check depths. The depths of samples can be found approximately by noting the number of rods placed on the sampling tool as it is lowered down the hole, and the amount of ‘stick-up’ of the last rod at the top of the hole. This type of approach is often used by drillers, but is not always satisfactory. Immediately before any sample is taken or in situ test performed the depth of the bottom of the hole should be measured, using a weighted tape. If this depth is different from the last depth of the drilling tools then either the sides of the hole are collapsing, or soil is piping or heaving into the base. Open-drive sampling should not then be used. 4. Look for faulty equipment. On-site maintenance may lead to SPT hammers becoming nonstandard, for example owing to threading snapping and the central stem being shortened, giving a short drop. When working overseas with subcontract rigs the weight of the SPT hammer should also be measured. Other problems which often occur are: (i) the blocking of vents in sampler heads; and (ii) the jamming of inner barrels in double tube swivel-type corebarrels. 5. Examine driller’s records regularly. The driller should be aware that the engineer is seeking high quality workmanship. One of the easiest ways of improving site investigation is to demand that up to the moment records are kept by the driller as drilling proceeds. These should then be checked several times a day when the engineer visits the borehole. Any problems encountered by the driller can then be discussed, and decisions taken. 1.7 METHODS OF SITE INVESTIGATION – DRILLING AND SAMPLING The next phase of the SI planning involves an appreciable understanding of the different methods commonly available for the local SI practices, and their corresponding use and limitations. This chapter briefly describes the equipment and procedures commonly used for the drilling and sampling of soil and rock. The methods addressed in this chapter are used to retrieve soil samples and rock cores for visual examination and laboratory testing. 1.7.1 Subsurface Exploration The primary functions of any ground investigation process will be one of the following: i. Locating specific ‘targets’, such as dissolution features or abandoned mineworkings ii. Determining the lateral variability of the ground; iii. Profiling, including the determination of groundwater conditions; iv. Index testing; v. Classification; vi. Parameter determination. March 2009 1-17
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GOVERNMENT OF MALAYSIA DEPARTMENT O
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DID MANUAL Volume 6 Foreword The fi
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DID MANUAL Volume 6 List of Volumes
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DID MANUAL Volume 6 Registration of
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DID MANUAL Volume 6 List of Symbols
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CHAPTER 1 GENERAL
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Chapter 2 GEOTECHNICAL DESIGN PROCE
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CHAPTER 3 FUNDAMENTAL PRINCIPLES
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CHAPTER 5 BEARING CAPACITY THEORY
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CHAPTER 7 RETAINING WALL
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PART 3: ENGINEERING SURVEY
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Chapter 1 GEOMATICS AND LAND SURVEY
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CHAPTER 6 CHECKLIST FOR TERRAIN FEA
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