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

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Chapter 1 PLANNING AND SCOPE 140 ‘A’ BH1 Site boundary 130 120 BH2 110 BH6 BH3 BH7 100 90 BH4 Probable position of structure 60 BH5 ‘A’ (a) Site plan BH1 BH2 BH3 BH5 BH4 (b) Section ‘A’ – ‘A’ Figure 1.1 Alignment of Boreholes 1-8 March 2009
Chapter 1 PLANNING AND SCOPE 1.6.2 Depths of Borings The required depths depend mainly on the subsoil conditions and on the type of proposed structure or development. Where poor foundation material, such as soft clay, loose sand or uncompacted fill, is encountered, borings should be extended through this to reach sounder material. If great depths of soft, compressible or loose material are encountered, borings should be taken down to a depth where the imposed stress from the proposed structure is negligible. Where good conditions are encountered at shallow depths, borings should be taken to a depth where the possible presence of weaker material below the depth explored would not seriously affect the proposed structure. Where bedrock is encountered, borings should extend typically about l.5m into sound rock and 3-5m into weathered rock, though this. will depend on site conditions and will be inadequate, for instance, where old mine workings may be present. At least one boring should extend well below the zones normally investigated, as a check on the conditions at depth. As a rough guide to the necessary depths, as determined from considerations of stress distribution or seepage, the following depths may be used. 1. Reservoirs. Explore soil to: (i) the depth of the base of the impermeable stratum, or (ii) not less than 2 x maximum hydraulic head expected. 2. Foundations. Explore soil to the depth to which it will be significantly stressed. This is often taken as the depth at which the vertical total stress increase due to the foundation is equal to 10% of the stress applied at foundation level (Fig. 1.2). 3. For roads. Ground exploration need generally only proceed to 2 - 4 m below the finished road level, provided the vertical alignment is fixed. In practice some realignment often occurs in cuttings, and side drains may be dug up to 6 m deep. If site investigation is to allow flexibility in design, it is good practice to bore to at least 5 m below ground level where the finished road level is near existing ground level, 5 m below finished road level in cut, or at least oneand-a half times the embankment height in fill areas. 4. For dams. For earth structures, Hvorslev (1949) recommends a depth equal to one-half of the base width of the dam. For concrete structures the depth of exploration should be between one-and-a-half and two times the height of the dam. Because the critical factor is safety against seepage and foundation failure, boreholes should penetrate not only soft or unstable materials, but also permeable materials to such a depth that seepage patterns can be predicted. 5. For retaining walls. It has been suggested by Hvorslev that the preliminary depth of exploration should be three-quarters to one-and-a-half times the wall height below the bottom of the wall or its supporting piles. Because it is rare that more than one survey will be carried out for a small structure, it will generally be better to err on the safe side and bore to at least two times the probable wall height below the base of the wall. 6. For embankments. The depth of exploration should be at least equal to the height of the embankment and should ideally penetrate all soft soils if stability is to be investigated. If settlements are critical then soil may be significantly stressed to depths below the bottom of the embankment equal to the embankment width. The general required depths of ground exploration for the various engineering structures are further illustrated in Fig. 1.3. March 2009 1-9
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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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CHAPTER 1 GENERAL
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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 7 RETAINING WALL
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Chapter 8 GROUND IMPROVEMENT Table
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PART 3: ENGINEERING SURVEY
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Chapter 1 GEOMATICS AND LAND SURVEY
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CHAPTER 3 TYPES OF SURVEY
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CHAPTER 6 CHECKLIST FOR TERRAIN FEA
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