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

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Chapter 1 PLANNING AND SCOPE H Retaining & Quay Walls D D = 2H to 3H L H 2L D Terraces/Fill Embankments H D D = 2L (embankment) to 4L (terraces) H Deep Cuts D = 2B to 4B Figure 1.3 (b) Figure 1.3 Required Depth of Exploration Because many investigations are carried out to determine the type of foundations that must be used, all borings should be carried to a suitable bearing strata, and a reasonable proportion of the holes should be planned on the assumption that piling will have to be used. 1.6.3 Sampling, Laboratory Testing and In situ Testing Requirements D The types and spacing of samples depends on the material encountered and the type of project undertaken. As a general guide, undisturbed samples in clays or standard penetration tests in sands should be carried out at l.5m to 3m intervals and at every change in stratum, in shell and auger borings. Standard or cone penetration tests should be carried out every l.5m in rotary drillholes B 1-12 March 2009
Chapter 1 PLANNING AND SCOPE through sand and gravel. Disturbed samples however, should be taken in all kinds of borings at 1.5m intervals and at each change of stratum. Accordingly, the sampling routine should be aimed at: i. Providing sufficient samples to classify the soil into broad soil groups, on the basis of particle size and compressibility; ii. Assessing the variability of the soil; iii. Providing soil specimens of suitable quality for strength and compressibility testing; and iv. Providing specimens of soil and groundwater for chemical testing. In soft clays or for special conditions, continuous sampling may be necessary. Excessive use of water to advance borings in clays should be avoided and, before a sample is taken, the bottom of the borehole should be carefully cleaned out. Undisturbed samples should be kept sealed with wax. Bulk samples are usually stored in heavy-duty polythene bags tied up tightly with string. Small disturbed samples, usually taken from the cutting shoe of an open-ended sampler or from the split-spoon sampler used in the standard penetration test, are kept in jars, tins or small polythene bags. Water samples should be taken whenever water is encountered during drilling. Samples are stored in jars whose lids are sealed by dipping them in paraffin wax. All samples must be clearly labelled, with labels both inside and outside the containers, and must be carefully transported and stored. Once they are no longer required for inspection or testing, samples may be discarded. However, care should be taken that they are not discarded too soon and all the people who may wish to make use of the samples should be informed before they are disposed of. In situ testing is carried out when: i. Good quality sampling is impossible (for example, in granular soils, in fractured rock masses, in very soft or sensitive clays, or in stoney soils); ii. The parameter required cannot be obtained from laboratory tests (for example, in situ horizontal stress); iii. When in situ tests are cheap and quick, relative to the process of sampling and laboratory testing (for example, the use of the spt in clay, to determine undrained shear strength); and most importantly, iv. For profiling and classification of soils (for example, with the cone test, or with dynamic penetration tests). The most commonly used test is the Standard Penetration Test (SPT), which is routinely used at 1.5 m intervals within boreholes in granular soils, stoney soils, and weak rock. Other common in situ tests include the field vane (used only in soft and very soft cohesive soils), the plate test (used in granular soils and fractured weak rocks), and permeability tests (used in most ground, to determine the coefficient of permeability). The primary decision will be whether to test in the laboratory or in situ. Table 1.3 gives the relative merits of these options. March 2009 1-13
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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 1 GENERAL (This page is int
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Chapter 1 GENERAL (This page is int
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Chapter 2 GEOTECHNICAL DESIGN PROCE
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CHAPTER 3 FUNDAMENTAL PRINCIPLES
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Chapter 4 SOIL SETTLEMENT Table of
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CHAPTER 5 BEARING CAPACITY THEORY
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CHAPTER 7 RETAINING WALL
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Chapter 7 RETAINING WALL List of Ta
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Chapter 7 RETAINING WALL 7.4.3 Late
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Chapter 7 RETAINING WALL Definition
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Chapter 7 RETAINING WALL 7.5.3 Bear
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Chapter 7 RETAINING WALL 7.6.2 Type
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7.6.3.3 Design of Anchor - General
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Chapter 7 RETAINING WALL d) Design
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Chapter 7 RETAINING WALL REFERENCES
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Chapter 8 GROUND IMPROVEMENT Table
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CHAPTER 9 FOUNDATION ENGINEERING
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Page 239 and 240: PART 2: SOIL INVESTIGATION
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CHAPTER 4 LAB TESTING FOR SOILS
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PART 3: ENGINEERING SURVEY
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Chapter 1 GEOMATICS AND LAND SURVEY
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CHAPTER 2 MAP PROJECTION
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CHAPTER 3 TYPES OF SURVEY
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CHAPTER 6 CHECKLIST FOR TERRAIN FEA
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