BS 1377-9:1990:2007 Edition
$198.66
Methods for test for soils for civil engineering purposes – In-situ tests
| Published By | Publication Date | Number of Pages |
| BSI | 2007 | 70 |
This Part of BS 1377 describes in-situ methods of test on soils for civil engineering purposes, i.e. tests made directly on the soil in place as distinct from laboratory tests, described in Parts 2 to 8 of this standard, for which samples first need to be taken. The methods described in this Part of this standard have been arranged in groups either according to the purpose of the test or the mode of execution.
These groups are as follows.
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Five methods for the determination of the in-situ density.
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Three methods for the determination of penetration resistances.
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Four methods for the determination of the vertical deformation and strength characteristics.
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Two methods for the determination of the in-situ corrosivity characteristics.
NOTE The titles of the publications referred to in this standard are listed on the inside back cover.
PDF Catalog
| PDF Pages | PDF Title |
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| 1 | BRITISH STANDARD BS 1377-9: 1990 Methods of test for Soils for civil engineering purposes – Part 9: In-situ tests |
| 2 | This British Standard, having been prepared under the direction of the Road Engineering Standards Policy Committee, was published under the authority of the Board of the BSI and comes into effect on 31 August 1990 Committees responsible for this British Standard The preparation of this British Standard was entrusted by the Road Engineering Standards Policy committee (RDB/-) to Technical committee RDB/38, upon which the following bodies were represented: Association of consulting Engineers British Civil Engineering Test Equipment Manufacturers’ Association County Surveyors’ Society Department of the Environment (Property Services Agency) Department of the Environment (Building Research Establishment) Department of Transport Department of Transport (Transport and Road Research Laboratory) Co-opted members |
| 3 | Contents |
| 5 | Foreword This Part of BS 1377 has been prepared under the direction of the Road Engineering Standards Policy Committee. It is a revision of the in-situ test methods described in BS 1377:1975 which are superseded by amendment. NOTE Amendment 2 to this standard removes text superseded by BS EN ISO 2247-2 and BS EN ISO 22476-3, and makes reference to the relevant standard for each affected subclause. BS 1377:1975 which has now been withdrawn is replaced by the following Parts of BS 1377:1990: Regarding the in-situ test methods in BS 1377:1975, all have been retained except Test 15(C), determination of the dry density o… In addition to the change in the method for determining the density of coarse-grained soils, referred to above, the opportunity has been taken to add other test methods as follows: In each of the test methods the measurement of only one value of the overall result is required. It is recognized that it is nec… Consideration was given to the inclusion of a test method for pressure meters but it was decided that it would be restrictive at this stage to formulate a standard. |
| 6 | General information relevant to the tests and common specification requirements applicable to a number of tests are given in Par… Typical forms are included for a number of the test methods to illustrate how the results may conveniently be recorded and calculated. The layout of such forms is a matter of individual preference. This information is given in Appendix A. It has been assumed in the drafting of this British Standard that the execution of its provisions is entrusted to appropriately experienced people, for whose guidance it has been prepared. A British Standard does not purport to include all the necessary provisions of a contract. Users of British Standards are responsible for their correct application. Compliance with a British Standard cannot confer immunity from legal obligations. This document comprises a front cover, an inside front cover, pages i to iv, pages 1 to 62, an inside back cover and a back cover. This standard has been updated (see copyright date) and may have had amendments incorporated. This will be indicated in the amendment table on the inside front cover. |
| 7 | 1 Scope This Part of BS 1377 describes in-situ methods of test on soils for civil engineering purposes, i.e. tests made directly on the … a) Five methods for the determination of the in-situ density. b) Three methods for the determination of penetration resistances. c) Four methods for the determination of the vertical deformation and strength characteristics. d) Two methods for the determination of the in-situ corrosivity characteristics. 2 In-situ density tests 2.0 Introduction This clause specifies five methods for determining the in-situ density of soil, four of which use the direct measurements of mas… 2.1 Sand replacement method suitable for fine- and medium-grained soils (small pouring cylinder method) 2.1.1 General. This method covers the determination in-situ of the density of natural or compacted fine- and medium-grained soil… The requirements of Part 1 of this standard, where appropriate, shall apply to the test methods described in this clause. 2.1.2 Apparatus 2.1.2.1 A pouring cylinder, similar in detail to that shown in Figure 1. 2.1.2.2 Suitable tools for excavating holes in soil, e.g. a bent spoon dibber and a scraper tool, similar to that shown in Figure 2, to make a level surface. 2.1.2.3 Cylindrical, metal, calibrating container, with an internal diameter of 100 ± 2 mm and an internal depth of 150 ± 3 mm of the type illustrated in Figure 3, fitted with a lip 50 mm wide and about 5 mm thick surrounding the open end. 2.1.2.4 Balance, readable to 1 g. 2.1.2.5 Glass plate, a convenient size being one at least 10 mm thick and about 500 mm square. 2.1.2.6 Metal tray or container to take excavated soil, a convenient size being one about 300 mm in diameter and about 40 mm deep. 2.1.2.7 A cylindrical, steel core cutter (for fine-grained cohesionless soils), 130 mm long and 100 ± 2 mm internal diameter, wi… 2.1.2.8 Apparatus for moisture content determination as specified in BS 1377-2:1990. 2.1.2.9 A metal tray about 300 mm square and about 40 mm deep with a 100 mm diameter hole in the centre. 2.1.3 Material. The replacement sand shall be a clean closely graded silica sand which provides a bulk density that is reasonabl… 2.1.4 Calibrations 2.1.4.1 Determination of the mass of sand in the cone of the pouring cylinder 2.1.4.1.1 Fill the pouring cylinder so that the level of the sand in the cylinder is within about 15 mm of the top. Find its tot… |
| 8 | Close the shutter on the pouring cylinder and place the cylinder on a plane surface, e.g. the glass plate. 2.1.4.1.2 Open the shutter on the pouring cylinder and allow sand to run out. Do not tap or otherwise vibrate during this period. When no further movement of sand takes place in the cylinder, close the shutter and remove the cylinder carefully. 2.1.4.1.3 Collect the sand on the glass plate that had filled the cone of the pouring cylinder and determine its mass, m2, to the nearest 1 g. 2.1.4.1.4 Repeat these measurements at least three times and calculate the mean value of m2. 2.1.4.2 Determination of the bulk density of the sand (ra) 2.1.4.2.1 Determine the internal volume, V (in mL), of the calibrating container. Place the empty container on the flat pan of the balance, ensuring that the upper rim of the container is horizontal, if necessa… V = m6 – m5 2.1.4.2.2 Place the pouring cylinder concentrically on the top of the calibrating container after it has been filled to the cons… 2.1.4.2.3 Repeat these measurements at least three times and calculate the mean value of m3. 2.1.5 Procedure 2.1.5.1 Expose a flat area, approximately 450 mm square, of the soil to be tested and trim it down to a level surface, preferably with the aid of the scraper tool. Brush away any loose extraneous material. 2.1.5.2 Lay the metal tray on the prepared surface with the hole over the portion of the soil to be tested. Using this hole as a… 2.1.5.3 Alternative method for fine-grained cohesionless soils (see note). Without using the metal tray, press the steel core cutter (Figure 6) evenly and carefully into the soil untill its top edge is f… 2.1.5.4 Place a representative sample of the excavated soil in an airtight container and determine its moisture content, w, as specified in BS 1377-2:1990. Alternatively, the whole of the excavated soil shall be dried and its mass, md, determined. |
| 9 | 2.1.5.5 Place the pouring cylinder, filled to the constant mass, m1, as specified in 2.1.4.1.1 so that the base of the cylinder … 2.1.6 Calculations and expression of results. Calculate the mass of sand, ma (in g), required to fill the calibrating container from the equation: ma = m1 – m3 – m2 where Calculate the bulk density of the sand, ra (in Mg/m3), from the equation: where V is the volume of the calibrating container (in mL). Calculate the mass of sand required to fill the excavated hole, mb (in g), from equation: mb = m1 – m4 – m2 where Calculate the bulk density of the soil, r (in Mg/m3), from the equation: where Calculate the dry density, rd (in Mg/m3), from the equation: where w is the moisture content of the soil (in %). or where 2.1.7 Test report. The test report shall affirm that the test was carried out in accordance with this Part of this standard and shall contain the following information: a) the method of test used; b) the in-situ bulk and dry densities of the soil (in Mg/m3) to the nearest 0.01 Mg/m3; c) the moisture content, as a percentage to two significant figures; d) the information required by clause 9 of BS 1377-1:1990. 2.2 Sand replacement method suitable for fine-, medium- and coarse-grained soils (large pouring cylinder method) 2.2.1 General. This method covers the determination in situ of the density of natural or compacted soil containing coarse- grain… With granular materials having little or no cohesion, particularly when they are wet, there is a danger of errors in measurement… |
| 10 | The test described in 2.3 should also be used when very coarse-grained material is present. The requirements of Part 1 of this standard, where appropriate, shall apply to the test methods described in this clause. 2.2.2 Apparatus 2.2.2.1 A pouring cylinder similar in detail to that shown in Figure 4. 2.2.2.2 Suitable tools for excavating holes in compacted soil, e.g. a bent spoon dibber, large screwdriver and/or pointed steel rod about 250 mm long and 7 mm to 10 mm in diameter with a handle. 2.2.2.3 Cylindrical metal calibrating container with an internal diameter of 200 ± 5 mm and an internal depth of 250 mm (see note to 2.2.1), of the type shown in Figure 5, fitted with a lip about 75 mm wide and about 5 mm thick surrounding the open end. 2.2.2.4 Balance, readable to 10 g. 2.2.2.5 A glass plate or other plane surface, a convenient size being one at least 10 mm thick and about 500 mm square. 2.2.2.6 Metal trays or containers to take the excavated soil and to take the supply of sand to fill the pouring cylinder. 2.2.2.7 Apparatus for moisture content determination as specified in BS 1377-2:1990. 2.2.2.8 A metal tray about 500 mm square and about 50 mm deep with a 200 mm diameter hole in the centre. 2.2.3 Material. The replacement sand shall be a clean closely graded silica sand which provides a bulk density that is reasonabl… 2.2.4 Calibrations 2.2.4.1 Determination of the mass of sand in the cone of the pouring cylinder 2.2.4.1.1 Fill the pouring cylinder with a given initial mass of sand, m1, weighed to the nearest 10 g and always use the same i… 2.2.4.1.2 Open the shutter on the pouring cylinder and allow sand to run out. Do not tap or otherwise vibrate the pouring cylind… 2.2.4.1.3 Collect the sand on the plane surface that had filled the cone of the pouring cylinder and determine its mass, m2, to the nearest 10 g. 2.2.4.1.4 Repeat these measurements at least three times and calculate the mean value of m2. 2.2.4.2 Determination of the bulk density of the sand (ra) 2.2.4.2.1 Determine the internal volume, V (in mL), of the calibrating container by the mass of water required to fill it. (See note to 2.2.2.4.) V = m5 – m6 |
| 11 | 2.2.4.2.2 Place the pouring cylinder concentrically on the top of the calibrating container and fill with the constant mass of s… 2.2.4.2.3 Repeat these measurements at least three times, and calculate the mean value of m3. 2.2.5 Procedure 2.2.5.1 Expose a flat area, approximately 600 mm square, of the soil to be tested and trim it down to a level surface. Brush away any loose extraneous material. 2.2.5.2 Lay the metal tray on the prepared surface with the hole over the portion of the soil to be tested. Using this hole as a… Remove the metal tray before placing the pouring cylinder in position over the excavated hole. 2.2.5.3 Place a representative sample of the excavated soil in an airtight container and determine its moisture content, w, as specified in BS 1377-2:1990. 2.2.5.4 Place the pouring cylinder filled with the constant mass of sand (m1) as specified in 2.2.4.1.1 so that the base of the … 2.2.6 Calculations and expression of results. Calculate the mass of sand required to fill the calibrating container, ma (in g), from the equation: ma = m1 – m3 – m2 where Calculate the bulk density of the sand, ra (in Mg/m3), from the equation: where V is the volume of the calibrating container (in mL). Calculate the mass of sand required to fill the excavated hole, mb (in g), from the equation: mb = m1. – m4 – m2 where Calculate the bulk density of the soil, r (in Mg/m3), from the equation: where |
| 12 | Calculate the dry density, rd (in Mg/m3), from the equation: where w is the moisture content of the soil (in %). 2.2.7 Test report. The test report shall affirm that the test was carried out in accordance with this Part of this standard and shall contain the following information. a) The method of test used. b) The in-situ bulk and dry densities of the soil (in Mg/m3) to the nearest 0.01 Mg/m3. c) The moisture content, as a percentage, to two significant figures. d) The information required by clause 9 of BS 1377-1:1990. 2.3 Water replacement method suitable for coarse-grained soils 2.3.1 General. This method covers the determination in-situ of the density of natural or compacted coarse-grained soil using a c… Alternative density determinations may be made as follows: a) for the total material within the hole excavated (see 2.3.5.1): 1) to an unspecified depth; 2) to a specified depth; 3) in successive tests as a hole is progressively deepened in order to determine the variation of density with increasing depth, e.g. when placing and compacting material in specified stages. b) for the proportion of the soil finer than a specified size, normally not less than coarse gravel (see 2.3.5.2). The requirements of Part 1 of this standard, where appropriate, shall apply to the test methods described in this clause. 2.3.2 Apparatus. The following list of apparatus applies to both procedures a) and b). (See 2.3.5.1 and 2.3.5.2 respectively.) The number and size of the items will vary with the type of material present and the size of the hole to be excavated. 2.3.2.1 Density ring of rigid construction providing an unobstructed inner surface that is of a right cylinder approximately 100… 2.3.2.2 Rigid straightedge sufficiently long to level the area of the density ring to be used. 2.3.2.3 Spirit level of suitable length to use with the straightedge in order to level the density ring. 2.3.2.4 Pointer gauge assembly consisting of an adjustable vertical pointer that can be locked in a fixed position, which is mou… 2.3.2.5 Calibrated water containers (see also 2.3.4.1), of suitable capacity for the water supply, each with a volume measuring … 2.3.2.6 Balance or balances readable to 100 g. 2.3.2.7 Sample containers, suitable for holding the excavated soil and for the measurement of its mass. |
| 13 | 2.3.2.8 Digging tools for excavating and removing material from the hole, e.g. pick, shovel, vibrating hammer and chisel point, crowbar, broom, handbrush and scoop. 2.3.2.9 Self-priming pump with suction and delivery hose for removing water from within the flexible plastics sheet. 2.3.2.10 Mixing equipment for the quick-setting plaster, such as a bucket and a perforated disc on the end of a pole. 2.3.2.11 Apparatus for moisture content determination as specified in BS 1377-2:1990. 2.3.2.12 Test sieves, if required. 2.3.2.13 Apparatus for dry density determination as specified in clause 7 of BS 1377-2:1990, if required. 2.3.3 Materials 2.3.3.1 Flexible plastics sheet that will mould to the shape of the hole yet is sufficiently thick not to be punctured by angular material. 2.3.3.2 Plaster of Paris. 2.3.3.3 Clean water. 2.3.4 Calibration 2.3.4.1 Calibrated water containers. Calibrate each container, fitted with its delivery hose and control valve, by locating it o… 2.3.5 Procedure. Since there are stages in both test procedures which cannot be repeated, all observations and recordings shall be independently checked as the test proceeds. 2.3.5.1 Procedure for determining the density of the total material within the hole excavated 2.3.5.1.1 Select a suitable size of density ring such that its internal diameter exceeds by five times the size of the largest particle expected to be present. 2.3.5.1.2 Prepare a horizontal flat area, sufficiently large to accommodate the selected density ring, and remove all loose material and sharp projections from the surface. 2.3.5.1.3 Mix the plaster of Paris with water into a thick quick-setting paste sufficient to bed the density ring. Mark the posi… 2.3.5.1.4 Bed the density ring on the plaster paste ensuring that there are no voids remaining between the ring and the prepared surface of the ground. Secure the ring in place using the spikes. Trim away any surplus plaster paste from inside the ring. 2.3.5.1.5 Set up the pointer gauge assembly so that the datum bar can be removed from the test area between readings and the tip at the lower end of the adjustable vertical pointer can be returned to a fixed position below the top of the ring. Remove the datum bar and locked pointer to a safe position away from the test area, leaving the support in place if this is part of the assembly. 2.3.5.1.6 Select a suitable size of the plastics sheet or liner and check that it is undamaged and without punctures. Place the … 2.3.5.1.7 Fill the space contained by the plastics sheet up to the precise level of the tip of the locked pointer with water fro… After filling observe the water level at the pointer tip for several minutes in order to determine whether water is leaking thro… The measured volume of water used shall be within 0.1 % of the total volume being measured. This volume is the initial reading (Ri) which shall be recorded in litres. 2.3.5.1.8 Remove the datum bar and locked pointer to a safe position. Remove the water and the plastics sheet, checking the prepared surface for indication of leakage. If leaking is found to have occurred repeat stages 2.3.5.1.6 and 2.3.5.1.7. |
| 14 | 2.3.5.1.9 Excavate with the digging tools a hole within the density ring as nearly cylindrical as practicable taking care not to… Keep the floor and wall of the hole flat and free from sharp protrusions which may puncture the plastics sheet. Cease excavating… Ensure the hole is finally cleared of all loose material with the wall and base left undisturbed. 2.3.5.1.10 Weigh each container of excavated material, as well as any separate very coarse-sized material, to the nearest 100 g … 2.3.5.1.11 When moisture or absorbent material is present in all or part of the excavated soil and rock which may affect the dry density determination, determine the moisture content as specified in BS 1377-2:1990. The moisture content shall be representative of the whole of the material excavated, therefore collect a representative portion … 2.3.5.1.12 Select a suitable size of the plastics sheet and check that it is undamaged and without punctures. Place the plastics… 2.3.5.1.13 Fill the space contained by the plastics sheet with water from the calibrated containers up to the precise level of the tip of the locked pointer, as set for the initial volume measurement (see 2.3.5.1.7). While filling, loosely support the plastics sheet away from the hole wall in the upper part in order to allow the rising water to form the lining to the shape of the hole and the inside of the ring. After filling observe the water level at the pointer tip for several minutes in order to check for leaks as during the initial v… 2.3.5.1.14 Remove the datum bar and locked pointer to a safe position. Remove the water and plastics sheet, checking the hole for indications of leakage. If leaking is found to have occurred repeat 2.3.5.1.12 and 2.3.5.1.13. 2.3.5.1.15 Dismantle the apparatus and backfill the hole. 2.3.5.2 Procedure for determining the density of the proportion of the soil finer than a specified size 2.3.5.2.1 Proceed as specified in 2.3.5.1.1 to 2.3.5.1.9. 2.3.5.2.2 Separate all the material larger than the specified size which has been excavated from the hole using test sieves where appropriate and if grading is required. Determine and record the total mass (ms) of this oversize material in kg. 2.3.5.2.3 Determine the moisture content (wp) of the proportion remaining represented by the material finer than the specified size, as specified in BS 1377-2:1990. 2.3.5.2.4 Determine the volume of the proportion of the soil finer than the specified size by one or other of the following methods. a) Proceed as specified in 2.3.5.1.12 and 2.3.5.1.13 except that the oversize material shall be placed in the hole after positioning the plastics sheet and before filling with water to obtain the volume in litres (Rp). b) Complete 2.3.5.1.12 and 2.3.5.1.13 to determine the total volume of the hole. Determine the volume of the oversize material (… |
| 15 | 2.3.5.2.5 Proceed as specified in 2.3.5.1.14 and 2.3.5.1.15. 2.3.6 Calculations and expression of results 2.3.6.1 For the total material in the hole excavated. Calculate the volume, vh (in m3), of the hole from the equation: where Calculate the bulk density, r (in Mg/m3), of the soil from the equation: where Calculate the dry density, rd (in Mg/m3), of the soil from the equation: where 2.3.6.2 For the proportion of the soil finer than a specified size a) Where the oversize material has been replaced in the hole, calculate the dry density, rdp (in Mg/m3), of the remaining proportion of the soil from the equation: b) Where the volume of oversize material has been separately determined calculate the dry density, rd (in Mg/m3), of the remaining proportion of the soil from the equation: 2.3.7 Test report. The test report shall affirm that the test was carried ovut in accordance with this Part of this standard and shall contain the following information. a) The method of test used. b) The in-situ bulk and dry densities of the soil (in Mg/m3), to the nearest 0.01 Mg/m3 c) The moisture content, as a percentage, to the nearest 0.5 %. d) The fraction of the soil for which the density has been determined (if appropriate). e) The grading analysis (if appropriate). f) The approximate diameter and depth of the hole, and whether either was specified or not. g) The methods of determining the mass and volume of coarse and oversize material if carried out separately. h) The information required by clause 9 of BS 1377-1:1990. 2.4 Core cutter method for cohesive soils free from coarse-grained material 2.4.1 General. This method covers the determination of the density of natural or compacted soil in-situ. The requirements of Part 1 of this standard, where appropriate, shall apply to the test methods described in this clause. |
| 16 | 2.4.2 Apparatus 2.4.2.1 Cylindrical steel core cutter, 130 mm long and of 100 ± 2 mm internal diameter, with a wall thickness of 3 mm bevelled at one end, of the type illustrated in Figure 6. The cutter shall be kept greased. 2.4.2.2 Steel dolly, 25 mm high and of 100 mm internal diameter, with a wall thickness of 5 mm, fitted with a lip to enable it to be located on top of the core cutter (see Figure 6). 2.4.2.3 Steel rammer of the type illustrated in Figure 6. 2.4.2.4 Balance, readable to 1 g. 2.4.2.5 Palette knife, a convenient size is one having a blade approximately 200 mm long and 30 mm wide. 2.4.2.6 Steel rule, graduated to 0.5 mm. 2.4.2.7 Grafting tool, or spade, and a pickaxe. 2.4.2.8 Straightedge, e.g. a steel strip about 300 mm long, 25 mm wide and 3 mm thick, with one bevelled edge. 2.4.2.9 Apparatus for moisture content determination, as specified in BS 1377-2:1990. 2.4.2.10 Apparatus for extracting samples from the cutter (optional). 2.4.3 Procedure 2.4.3.1 Calculate the internal volume of the core cutter in cubic centimetres from its dimensions which shall be measured to the nearest 0.5 mm (Vc). 2.4.3.2 Weigh the cutter to the nearest 1 g (mc). 2.4.3.3 Expose a small area, approximately 300 mm square, of the soil layer to be tested and level it. Remove loose extraneous m… 2.4.3.4 Determine the mass of the cutter containing the core to the nearest 1 g (ms). 2.4.3.5 Remove the core from the cutter, crumble it and place a representative sample in an airtight tin and determine its moisture content, w, using the method specified in BS 1377-2:1990. 2.4.4 Calculations and expression of results. Calculate the bulk density of the soil, r (in Mg/m3), from the equation: where Calculate the dry density, rd (in Mg/m3), from the equation: where 2.4.5 Test report. The test report shall affirm that the test was carried out in accordance with this Part of this standard and shall contain the following information: a) the method of test used; b) the in-situ bulk and dry densities of the soil (in Mg/m3) to the nearest 0.01 Mg/m3; c) the moisture content, (in %), to two significant figures; d) the information required by clause 9 of BS 1377-1:1990. 2.5 Nuclear methods suitable for fine-, medium-, and coarse-grained soils 2.5.1 Safety precautions. The nuclear equipment used in this test method utilizes radioactive materials emitting ionizing radiat… |
| 17 | Keep time spent near the gauge to a minimum in order to minimize radiation effects. a) Radioactive Substances Act 1960. b) Radioactive Substances (Carriage by Road) (Great Britain) Regulations 1985 and associated Code of Practice. c) Ionising Radiations Regulations 1985 with the associated Approved Code of Practice -“The protection of persons against ionising radiation arising from any work activity” (ACoP). Part 2, section 8, of ACoP is relevant. d) Section 6 of the Health and Safety at Work, etc., Act, 1974, HSW 74, (as amended by the Consumer Protection Act, 1987, and modified by Regulation 32 of the Ionising Radiations Regulations, 1985, IRR 85). 2.5.2 General. This method covers the determination in situ of the density and moisture content of natural or compacted fine-, medium-, and coarse-grained soils by means of a nuclear gauge designed to operate on the ground surface. The method is indirect for both measurements and does not necessarily provide the average value within the zone of influence of the test. The standard means of measuring density and moisture content with nuclear gauges have been taken together because the gauges nor… The direct measurements made with the nuclear gauge consist of: a) bulk density, i.e. the combined masses of solids and water per unit volume of the soil; and b) moisture density, i.e. the mass of water per unit volume of the soil. Note that this value is not the same as moisture content. The terms bulk density and moisture density have been used throughout this standard when describing the measurements in order to… The test is suitable for most fine-, medium- and coarse- grained soils (see note) where the plan area of the gauge is of a suffi… Bulk density measurements may be made using these gauges in two different modes. These modes of operation are referred to as: c) direct transmission; and d) backscatter. The principles upon which each is based are shown in Figure 7. Direct transmission is the preferred type for a density measurement and should be used where possible because of its deeper zone of influence. Moisture density can be determined only by using the backscatter type of transmission [see Figure 7(a)]. However, some gauges permit measurement of moisture density while at the same time measuring bulk density by either mode of operation. The zone of influence including the depth below the surface for either type of measurement is not precise and will depend on the… e) Both measurements: 1) heterogeneity of the soil which may cause a bias to particular parts within the zone of influence; 2) surface texture of the soil, the effect of which should be minimized by ensuring maximum contact between the gauge and soil being tested. |
| 18 | f) Density measurements: 1) layers of compacted soil can contain significant vertical gradients of density such that the state of compaction at the top m… 2) chemical composition of soil, such as blast furnace slag, which makes it unsuitable for testing. g) Moisture density measurements: 1) Constituent material containing hydrogen which is not removed during the oven-drying process. Examples of such soils would be those containing organic matter or chemically bound water such as gypsum of a sufficient amount to affect the result. 2) Some elements such as cadmium, boron and chlorine can have an effect on the measurement of moisture content since they have high thermal-neutron capture probabilities. When these elements are present this method has to be used with caution. 3) Where the soil contains constituent material that affects moisture content measurements made with nuclear gauges, if this proportion is sensibly constant then it may be possible to adjust the calibration curve as described in 2.5.6.3.3. Variations in the design of the nuclear gauges are such that in describing this method it has not been possible to detail fully the operation of the gauge and reference is made to the manufacturer’s handbook. 2.5.3 Principles 2.5.3.1 Bulk density. The method uses the attenuation of gamma rays from a gamma source (usually in a moveable probe) due to Com… 2.5.3.2 Moisture density. The method uses the moderation (slowing down) of neutrons from a fast neutron source due to collisions… 2.5.4 Apparatus 2.5.4.1 Calibrated nuclear surface gauge suitable for bulk density and moisture density measurements. It shall contain sealed nu… A manufacturer’s handbook and current certificate of calibrations, and an approved transport case, shall also be provided. A nuclear gauge limited to bulk density measurements may be used provided it complies with this specification in all relevant respects. The gauge shall be recalibrated as in 2.5.5 and/or 2.5.6 as appropriate after any repair or overhaul involving change of the sources, detectors or reference blocks. 2.5.4.2 Reference block of suitable material for checking the gauge operation and to establish conditions for reproducible stand… |
| 19 | 2.5.4.3 Gamma radiation monitor. 2.5.4.4 Test area preparation equipment, i.e. suitable tools for levelling the ground at the site of the test, such as shovel, trowel, brush and straightedge. 2.5.4.5 Steel drive pin and hammer and/or suitable auger with template to form and position the test hole for the direct transmi… 2.5.4.6 Gauge log to record standardization (see 2.5.7) and stability (see 2.5.8) test results. 2.5.4.7 Calibration results. These may be in the form of charts and may also be stored in the memory bank of the readout system. 2.5.4.8 Dry clean fine quartz sand for bedding gauge on uneven surfaces. 2.5.5 Calibration for bulk density measurements 2.5.5.1 Manufacturer’s bulk density calibration. This calibration shall initially be carried out in accordance with ASTM D2922. … 2.5.5.2 Initial site calibration for bulk density. Calibrate the nuclear gauge in accordance with this clause for each mode of o… a) ground investigation comparative tests; b) ground investigation absolute tests; c) compliance tests for compacted material. 1) Ground investigation comparative tests. These tests require no initial site calibration, provided that the.data obtained are … 2) Ground investigation absolute tests. Carry out an initial test before using the gauge at any location or when any significant… 3) Compliance tests for compacted material. Where the nuclear gauge is to be used for compliance tests on compacted material, ca… 2.5.5.3 Soil calibration for bulk density. Carry out a minimum of five separate calibration tests on the selected soil as descri… 2.5.5.3.1 Calibration by the container method. Proceed as follows. a) Select a suitable container (or containers) having sufficiently rigid walls and base not to deform when soil is placed and compacted within it, and a sufficient size not to change the observed count (or count rate) if made larger in any dimension. |
| 20 | b) Place the clean empty container on a level rigid base, measure the internal dimensions to the nearest 1 mm and calculate the … c) Prepare a block of selected soil within the container to a density within the required range (see note). Finish the top of th… d) Within 1 h of filling the container measure the bulk density with the nuclear gauge in the same manner as described for making site measurements of bulk density and according to the mode of operation for which the calibration is being made. 2.5.5.3.2 Calibration by the in-situ method. Proceed as follows. a) Carefully select an area for a minimum of five calibration tests in order to provide as close agreement as practicable to the range of densities likely to be found at the test location. b) Measure the in-situ bulk density with the nuclear gauge in the same manner as described for making site measurements of bulk density and according to the mode of operation for which the calibration is being made. c) Carry out at each calibration test location an appropriate alternative in-situ test method, such as sand/water replacement or core cutter method as described in 2.1 to 2.4 to determine an alternative bulk density measurement. 2.5.5.3.3 Derivation of the calibration. Proceed as·follows. a) Plot the bulk densities obtained from the alternative in-situ tests or from the dimensions and masses of soil placed in the container(s) against the nuclear bulk density measurements. b) Calculate the least-square best fit line from the data and obtain an adjusted bulk density from the equation: c) Repeat the calibration every 3 months when testing is to continue for a particular calibration for longer than this period. 2.5.6 Calibration for moisture density measurements 2.5.6.1 Manufacturer’s moisture density calibration. This calibration shall initially be carried out in accordance with ASTM D3017. Every 24 months the manufacturer’s calibration shall be checked for the nuclear gauge. 2.5.6.2 Initial site calibration for moisture density. Calibrate the gauge in accordance with this clause depending upon the nature of the measurement calibration. These categories are: a) Ground investigation comparative tests. b) Ground investigation absolute tests. c) Compliance tests for compacted material. 1) Ground investigation comparative tests. These tests require no initial site calibration provided that the data obtained are u… 2) Ground investigation absolute tests. Carry out an initial test before using the gauge at any location or when any significant… |
| 21 | 3) Compliance tests for compacted material. Where the nuclear gauge is to be used for compliance tests on compacted material, ca… 2.5.6.3 Soil calibration for moisture density. The procedures are similar to those described in 2.5.5.3 except that a minimum of… 2.5.6.3.1 Calibration by the container method. Proceed as follows. a) Select a suitable container (or containers) having sufficiently rigid walls and base not to deform when soil is placed and compacted within it, and a sufficient size not to change the observed count (or count rate) if made larger in any dimension. b) Place the soil in the container(s) as described in 2.5.5.3.1 b) and c) in a manner to provide a uniform bulk density and moisture density. c) Carry out the nuclear measurement following the principles described in 2.5.5.3.1 d). d) Calculate the bulk density of the soil block from the internal volume of the container and the mass of wet soil. Then take a … e) Calculate the moisture density, i.e. the mass of water present per unit volume of placed soil. 2.5.6.3.2 Calibration by the in-situ method. Proceed as follows, the procedure being similar to that described in 2.5.5.3.2. Aft… 2.5.6.3.3 Derivation of the calibration. Proceed as follows. a) Use the two sets of data on moisture density, i.e. the count ratio or moisture density measurement by the existing gauge calibration and the results of the alternative test methods to obtain the required calibration. b) The relation of the best fit for moisture density is normally linear. Use the results of the analysis to adjust the manufacturer’s calibration when this is incorporated in the gauge electronics. c) Where the new calibration points all lie uniformly on one side of the previous calibration, it may be due to the presence of … d) Repeat soil calibrations for moisture density measurements every 3 months when testing is to continue for a particular calibration for longer than this period. 2.5.7 Gauge standardization procedure. Carry out the standardization of the gauge on the reference block for each type of measur… |
| 22 | The procedure is as follows: a) Switch on the gauge and allow for normalization if required in accordance with the manufacturer’s handbook. This period will … b) Place the gauge on the reference block and ensure that the bulk density gamma source is correctly located. For each type of m… c) Make a record of the results of each standardization check with the date of the measurements in the gauge log in order to retain a continuity of the results. d) Check whether the arithmetical mean value in each case is within the limits set by the following equation and record the value of Ns in the gauge log, using the equation: e) If Ns is within the limits permitted above, the Ns can be used to determine the count rate ratios for the current day’s use of the gauge. f) If Ns is outside the permitted limits repeat at least twice more the procedure for determining the average standard count rat… g) If the standardization at the end of the working period gives values outside the permitted limits all results within that working period are invalidated. 2.5.8 Gauge stability procedure. Carry out the gauge stability check for each type of measurement at least once a month when in general daily usage and at least once every 3 months otherwise. The procedure shall be as follows. a) Follow the gauge standardization procedure in 2.5.7 except that a series of at least 16 repetitive readings of the standard c… b) Separately record each of the measurements for each radioactive source in the gauge log with the date of the measurements. c) Determine the standard deviation (SD) and determine the average value of each series of repetitive measurements. d) Check that each stability ratio, expressed as the standard deviation divided by the square root of the average value, lies wi… e) Where either of the stability ratios falls outside the manufacturer’s specified range or the trend in successive checks is erratic withdraw the gauge from service until the fault is rectified. 2.5.9 Test procedure. The following particulars are subdivided according to the mode of operation used for bulk density measurem… |
| 23 | 2.5.9.1 Direct transmission procedure for bulk density. Proceed as follows. a) Standardize the gauge as described in 2.5.7. b) Select and prepare a test location at which the bulk density and moisture density are to be measured. c) Remove extraneous material from the test position, which shall be essentially flat and free of depressions. d) Using the template as a guide, drill or drive a hole for the probe to the appropriate depth. The depth of the hole may need t… e) Place the gauge on the test location and ensure there is good overall contact between the base of the gauge and the soil bein… f) Insert the probe to the selected depth according to the manufacturer’s handbook. g) Pull the gauge in the direction that will bring the probe against the side of the hole, closest to the detector location in the gauge housing. h) Follow the gauge manufacturer’s handbook to obtain a gauge bulk density reading, and if required a gauge moisture density reading, both with a minimum test period of 1 min using the built-in timer. i) Take the field readings of bulk density and moisture density at the test location, and record them where necessary. j) Retract the extendable probe into the housing, ensure the shutter is closed and check that the radioactive source is safely h… 2.5.9.2 Backscatter procedure for bulk density and moisture content. Proceed as follows. a) Follow the procedure given in 2.5.9.1 a), paragraphs 1 and 2 b), d) and f). b) Follow the gauge manufacturer’s handbook to obtain a gauge bulk density reading and gauge moisture density reading, both with a minimum test period of 1 min using the built-in timer. |
| 24 | c) Take the field readings of bulk density and moisture density at the test location and record them where necessary. d) Retract the extendable probe into its housing, ensure the shutter is closed and check that the radioactive source is safely h… 2.5.10 Calculations and expression of the results 2.5.10.1 Dry density. Calculate the dry density, rd (in Mg/m3), from the equations: a) for nuclear gauge determinations b) for laboratory determination of moisture content 2.5.10.2 Moisture content. Calculate the moisture content, w (as %), from the equation: where 2.5.11 Test report. The test report shall affirm that the test was carried out in accordance with this Part of this standard and shall contain the following information. a) Method of test used. b) The in-situ bulk density of the soil (in Mg/m3) to the nearest 0.01 Mg/m3, and mode of operation of the gauge. c) Where applicable, the moisture content (in %) to two significant figures. d) Where applicable, the dry density of the soil (in Mg/m3) to the nearest 0.01 Mg/m3. e) Nature of measurement application (2.5.5.2 and/or 2.5.6.2). f) The model and serial number of the gauge. g) The information required by clause 9 of BS 1377-1:1990. 3 In-situ penetration tests 3.0 Introduction This clause describes methods for determining three different types of penetration resistance of soil. All are empirical methods… 3.1 Determination of the penetration resistance using the fixed 60˚ cone and friction sleeve (static cone penetration test CPT) 3.1.1 General. This method covers the determination of the resistance of soils in situ to the continuous penetration at a slow u… |
| 25 | This method requires the use of a penetrometer tip with electrical sensors as defined in 3.1.2.4, thereby permitting continuous … The requirements of Part 1 of this standard, where appropriate, shall apply to the test methods described in this clause. 3.1.2 Apparatus. The complete apparatus, known as the penetrometer, shall consist of the parts described in 3.1.2.1 to 3.1.2.11. 3.1.2.1 Penetrometer tip. The penetrometer tip shall comprise a cylindrical terminal body which is mounted on the lower end of t… The axes of the cone friction sleeve, if included, and the body of the penetrometer tip shall be coincident. The diameter of the penetrometer tip shall nowhere be 0.3 mm smaller or 1 mm larger than the diameter of the base of the cone. I… The gap width between base of cone and base of friction sleeve shall not exceed 5 mm except when occupied by another sensor in w… Examples of suitable penetrometer tips are shown in Figure 8. 3.1.2.2 60˚ cone. The cone of hard-wearing material shall consist of a lower externally shaped conical part with a nominal base … 3.1.2.3 Friction sleeve. An independent cylindrical unit, which shall nowhere be smaller than the external diameter of the cone … 3.1.2.4 Cone and friction sleeve sensors. The sensing devices for measuring the cone and frictional resistance shall be construc… 3.1.2.5 Piezometric sensor. If required, pore pressures may be measured at the penetrometer tip. The sensor shall be capable of … 3.1.2.6 Push rods. Push rods shall consist of steel cylindrical tubes, each 1 m nominal effective length, screwed or attached to… The external diameter of the push rods shall be such that it does not influence measurements at the penetrometer tip. Normally t… |
| 26 | The deflection from a straight line through the ends at the mid-point of a 1 m long push rod shall not exceed a) 0.5 mm for the … 3.1.2.7 Friction reducer. A ring, fixed on the outside of the push rods, with an external diameter larger than the base of the cone, to reduce soil friction acting on the push rods. The position of this ring on the push rods shall be more than 400 mm above the base of the cone and at least 200 mm above the top of the friction sleeve. 3.1.2.8 Push rod guides. Guides shall be provided for the part of the push rods protruding above the soil, and for the rod lengt… 3.1.2.9 Calibrated measuring equipment. Direct readings of the resistance of the cone and local friction sleeve (if fitted), and… 3.1.2.10 Thrust machine. The thrust machine shall be constructed such that a) the reaction providing the thrust does not influen… 3.1.2.11 Spirit level to observe verticality of the thrust machine and the push rods and their deviation. 3.1.3 Calibrations 3.1.3.1 Initial calibration before use and recalibration records shall be retained in the penetrometer calibrations register for… 3.1.3.2 Measuring equipment for resistances. Calibration of each force-measuring instrument shall be made before and after every 2 000 m of use, and after a repair or overhaul. 3.1.3.3 Grading of resistance-measuring equipment. Taking into account all parts of the systems including the sensors, signal tr… 5 % of the actual applied resistance; 1 % of the maximum value that is permitted for the range of the equipment. This overall grading shall be verified in accordance with BS 1610, but the grading limits specified therein shall be disregarded. 3.1.3.4 Piezometric sensors. Calibrations shall be made before and after every 2 000 m of use, and after a repair or overhaul. The precision requirements are as specified in 3.1.2.5. 3.1.3.5 Linear recordings. Where equipment is incorporated in the penetrometer for recording the penetration of the tip this app… 3.1.4 Procedure 3.1.4.1 The principle to be followed shall be that of continuous testing in which the resistance measurements are made while all elements of the penetrometer tip are moving downwards simultaneously and at the standard rate of penetration. 3.1.4.2 Pretest checks. Make the following inspections before each test and replace defective items of apparatus with others in sound condition. a) Push rods. Stand the push rod vertically, spin it, and observe whether it wobbles while it is rotating. If there is wobble discard the rod or check it for compliance with 3.1.2.6. |
| 27 | b) Cone and friction sleeve. Check that the wear does not exceed the permitted tolerances (see 3.1.2.2 and 3.1.2.3). c) Seals between different elements of the penetrometer tip. Check for wear and remove any particles of soil present that might interfere with the measurements. d) Electric cable for signal transmission from the penetrometer tip. Check for sound outer cover and ensure it is already threaded through sufficient push rods not to affect continuous testing. 3.1.4.3 Selection of test location. In order to obviate disturbance locate the test position at least 1 m from previously perfor… 3.1.4.4 Piezometric sensors. Ensure that there is full saturation of the filter and other spaces of the measuring system prior to each test. 3.1.4.5 Verticality. Erect the thrust machine to provide thrust on the push rods in as near a vertical direction as practicable. The maximum deviation of the thrust direction from the vertical shall not exceed 2 %. 3.1.4.6 Penetration. After joining the penetrometer tip to the leading push rod place them in the machine so that their axis coincides with the thrust direction. Where a friction reducer is used ensure that it is located as described in 3.1.2.7. Check that verticality is maintained throughout the test by observing the verticality of the upstanding push rod immediately aft… Use the push rod guides when the required penetration pressure begins to exceed the buckling resistance of the upstanding length of the push rods and thereafter keep them in use to the end of the test. Complete each penetration test in one continuous operation to the full depth required. Record the duration of abnormal delays be… 3.1.4.7 Rate of penetration. The rate of penetration whether or not readings are being taken shall normally be 20 ± 5 mm/s. 3.1.4.8 Data for site record and the intervals of measurements. Measure and record the following: a) the axial force (Qc) acting on the cone (in kN); and b) the frictional force (Qs) acting on the sleeve (in kN); c) the cone resistance (qc) (in MPa) (see 3.1.5.1); and d) the local unit side friction resistance (fs) (in MPa) (see 3.1.5.2); e) the pore water pressure (u) acting on the piezometric sensor (in kPa); and/or f) the inclinometer value (in degrees or radians). g) the depth of the cone base below the ground surface corresponding to the above measurements. Measure the depth to an accuracy of at least 100 mm. Take a continuous series of measurements if possible, except for the inclinometer, otherwise take readings at linear intervals that do not exceed 200 mm. Note sounds from, or unusual vibrations of, the push rods, (representing indications of the presence of coarse material or obstructions), and note the depths corresponding to when they occurred. Record any unusual event during the test including the depths at which the push rods may have been extracted over a limited height in order to break the lateral resistance, and then been pushed back into the soil. 3.1.4.9 Post-test checks and records. Check and record the following at the end of each test. a) Immediately upon completion of each test, when the resistance measuring equipment is unloaded, record the reading for both the cone and friction sleeve if fitted and used. b) Inspect the cone, sleeve, seals and piezometers where fitted, for damage and wear since the commencement of the test. |
| 28 | c) Record, where possible, the depth to the water level in the hole after withdrawal of the penetrometer tip, or the depth at which, the hole collapsed. d) Record whether the test hole has been backfilled, and if so by which method. e) Record the identification number of the penetrometer tip used for the test. f) Record the dates and reference numbers of the calibration certificates for the measuring devices. g) Record the name of the operator in charge of the crew which performed the test. 3.1.5 Calculations and expression of the results 3.1.5.1 Cone resistance. Calculate the cone resistance, qc (in MPa), from the equation: where 3.1.5.2 Local unit side friction resistance. Calculate the local unit side friction resistance, fs (in MPa), from the equation: where 3.1.5.3 Friction ratio and friction index. Calculate the friction ratio (Rf) and the friction index (If) for measurements of the… Friction ratio. Calculate the friction ratio, Rf (in %), from the equation: 3.1.6 Test report. The report shall affirm that the test was carried out in accordance with this Part of this standard and shall contain the following information. a) The method of test used. b) Graphic representations with respect to the depth of the following measurements: c) Readings of the inclinometer, if taken, beyond a limit to be specified. d) The capacity and type of the penetrometer used. e) The type of resistance-measuring system used. f) The type of the penetrometer tip and cone used and the capacities of the different resistance-measuring devices used and their conditions with respect to wear. g) If piezometric sensors are used, their position and the type of filter. h) The depth over which a friction reducer or push rods with reduced diameter has been used. i) The depth at which push rods have been partly withdrawn in order to reduce the side friction resistance. j) Details of any unusual event or abnormal interrruption to the test. k) Observations on sounds from or unusual vibrations of the push rods and the depths corresponding to when they occurred. l) The depth to the water level in the hole remaining after withdrawal of the penetrometer tip or the depth at which the hole collapsed. m) Whether or not the test hole was backfilled. n) The information required by clause 9 of BS 1377-1:1990. 3.2 Determination of the dynamic probing resistance using the 90˚ cone (dynamic probing DP) The DP method is given in BS EN ISO 22476-2. |
| 29 | 3.3 Determination of the penetration resistance using the split-barrel sampler (the standard penetration test SPT) The SPT method is given in BS EN ISO 22476-3. 4 In-situ vertical deformation and strength tests 4.0 Introduction This clause decribes four methods for investigating in-situ strength and load settlement characteristics of soil. The plate load… 4.1 Determination of the vertical deformation and strength characteristics of soil by the plate loading test 4.1.1 General. This method covers the determination of the vertical deformation and strength characteristics of soil in situ by … The requirements of Part 1 of this standard, where appropriate, shall apply to the test methods described in this clause. 4.1.2 Preliminary considerations. The form of apparatus and the testing procedure selected shall provide a safe method for condu… a) an estimate of the expected strength and deformation characteristics of the soil to be tested in order to judge the required loading and the size of the apparatus; b) the elevation of the loading plate with respect to the loading frame and whether the plate is to be in an open position or in a borehole; c) the parameters to be determined and their required precision (see 4.1.6.4.1 and 4.1.6.4.2). In the case of a constant rate of penetration test the rate of penetration and its tolerance limits; d) the size of loading plate to be used. The plate size shall be as large as practicable taking into account the soil fabric and… e) the maximum reaction load, the range of loads to be measured and how the total load is to be provided; f) the settlement range to be measured and the accuracy required. 4.1.3 Apparatus 4.1.3.1 General. The particular form of each item in the following list of apparatus is not fixed and shall be determined in accordance with the degree of precision required and the considerations given in 4.1.2. 4.1.3.1.1 A loading plate of rigid construction. The plate shall be rigid and nominally flat on the underside. The top shall con… The plan area of the plate shall be determined within ± 1 %. 4.1.3.1.2 Reaction loading system. Provision of the reaction load may be made in several different ways including by kentledge, … Care shall be taken to ensure that the reaction load remains stable throughout the test without the possibility of load tilting or collapsing. (See note 2.) |
| 30 | The loading column shall be of sufficient strength to prevent undue buckling under the maximum load and in the case of borehole tests shall be well clear of the borehole walls. 4.1.3.1.3 Calibrated force measurement system. To obtain the required accuracy it may be necessary to have more than one force-measuring device to cover the load range desired up to the defined maximum reaction load. (See 4.1.2. e).) 4.1.3.1.4 Deformation measurement system. The deformation measurements shall be made to the required accuracy, independently of … All settlement devices, e.g. dial gauges, shall be readable to ± 0.05 mm. 4.1.3.1.5 Temperature gauge and thermo-couple system. When temperature measurements are specified a thermometer readable to 0.5 … 4.1.3.1.6 Test area preparation equipment. Suitable primary excavation equipment to penetrate rapidly close to the test level, s… For exposing undisturbed soil at the test level select suitable hand digging tools such as a sharp-edged spade, trowel, hand bru… 4.1.3.1.7 Mixing equipment for quick setting plaster if used. 4.1.3.1.8 Levelling equipment, readable to 0.1 mm and a stable datum when specified. The levelling staff shall have a bubble attached to it so that the verticality of the staff can be checked. 4.1.3.1.9 Field dry density test apparatus, when specified, complying with clause 2 of this standard and suitable for the soil type expected to be tested. 4.1.3.1.10 Containers for disturbed and undisturbed samples, suitable for the soil type expected to be tested. 4.1.4 Materials 4.1.4.1 Quick setting gypsum plaster for tests on cohesive soils. 4.1.4.2 Clean dry sand for tests on granular soils. 4.1.5 Calibration 4.1.5.1 Calibrated force measurement. For high precision tests reverification of the calibration shall be carried out before and… 4.1.5.2 Deformation measurement. Instruments, used for measuring deformations, such as levelling equipment shall be maintained in adjustment according to manufacturer’s instructions. |
| 31 | 4.1.6 Procedure 4.1.6.1 Primary excavation. Excavate to the test level as quickly as practicable to minimize the effects of stress relief, parti… Review the method of excavation when within about 0.5 m of the test level in order to ensure that the remaining soil is removed by careful means to minimize local disturbance at the test level prior to its preparation. 4.1.6.2 Preparation at test level. Carefully trim off and remove all loose material and any embedded fragments so that the area for the plate is generally level and as undisturbed as possible. Hollows shall not be infilled with soil. For tests on cohesive soils proceed as soon as possible thereafter to pour and spread the paste of the quick-setting plaster to obtain a level surface not more than 15 mm to 20 mm thick. Immediately the paste is spread, bed the plate. For tests on granular soils fill any hollows with clean dry sand to produce a level surface on which to bed the plate. The final preparation of the test level in boreholes shall be done if possible by hand for deformation modulus measurements. When carrying out manual operations in a pit or the base of a borehole comply with BS 5573. When lowering the plate down a borehole take care not to scrape clay from the side of the borehole. Protect the test area and the apparatus from moisture changes, sunlight and the effects of adverse weather as soon as the test level is exposed and throughout the test. 4.1.6.3 Preparation and erection of loading and measuring apparatus. Place in a convenient position the reaction loading, force … Take care not to preload the test plate during erection of the reaction loading and force measurement systems. Position the load… Take check levels on the test datum or reference beam before the test commences and refer the level to a stable benchmark clear of the load site. 4.1.6.4 Test loading and records of measurements. When specified, note and record the local air temperature during testing and take this into account when recording the load measurements. 4.1.6.4.1 Constant rate of penetration test. This test is suitable when the undrained loading characteristics of the soil are required. Apply the load in a controlled manner such that the selected rate of penetration is uniform and continuous. Continue the test until the penetration reaches at least 15 % of the plate width. Where there is no clear indication of failure … Intermediate cycles of unloading and reloading may be made during the constant rate of penetration test at various stages to obtain an indication of the relative amounts of reversible (elastic) and irreversible deformation that have occurred. Plot applied pressure versus penetration as the test proceeds. Record separately the value of the peak load recorded. Measurements of the applied load and penetration shall be to the required accuracy. 4.1.6.4.2 Incremental loading test. This test is suitable when the drained loading characteristics of the soil are required. |
| 32 | In order to decide the loading for the increments make an initial estimate of the likely maximum load to be applied. Select at l… Intermediate cycles of unloading and reloading may be made during the incremental loading test at various stages to obtain an in… Record the load for each increment and ensure that the load is kept constant. Record the settlement under each load increment ag… When specified, to obtain the required precision during the incremental loading tests record temperatures regularly. When change… 4.1.6.5 Record the reference datum level and air temperature to the required accuracy when specified immediately prior to the re… 4.1.6.6 Density measurements. Where specified, make in-situ density measurement tests on the soil immediately beneath the plate in accordance with clause 2 upon completion of the test loading and when the plate is removed. 4.1.6.7 Sample record. Take samples of the soil immediately beneath the plate and down to at least twice the plate width in orde… 4.1.6.8 Duration of the test. Keep a record of the time and date when each stage of the procedure was commenced and completed, together with details of any delays. 4.1.7 Calculation and expression of the results 4.1.7.1 Maximum applied pressure. Calculate the maximum applied pressure, q (in kPa), beneath the plate from the general equation: where 4.1.8 Test report. The test report shall affirm that the test was carried out in accordance with this Part of this standard and shall contain the following information. a) The method of test used. b) For the constant rate of penetration test, the graphic representation between applied pressure and penetration. The rate of penetration shall also be given. |
| 33 | c) For the incremental loading test, the graphic representation between deformation and time from the start of the test and, if required, graphic representations between: 1) deformation and time from start of each load increment; 2) deformation and logarithm of time from start of each load increment; 3) load and the final settlement at end of each load increment. d) The maximum applied pressure (in kPa). e) The maximum deformation. f) The in-situ density of the soil and its moisture content if required. g) The depth of the test level from ground level. h) A description of the reaction load. i) The plate size. j) The information required by clause 9 of BS 1377:1990. k) the distance between the edge of the loaded plate and the wall of the excavation. 4.2 Determination of the settlement characteristics of soil for lightly loaded foundations by the shallow pad maintained load test 4.2.1 General. This method covers the determination of the settlement characteristics of soil in-situ by a test in which a const… The test should make it possible to estimate the settlement that will occur due to an applied foundation load. However, it shoul… The requirements of Part 1 of this standard, where appropriate, shall apply to the test methods described in this clause. 4.2.2 Apparatus 4.2.2.1 Rigid rectangular pad of suitable dimensions (see note 1) and known mass. The larger dimension (B1) and the smaller dime… 4.2.2.2 Kentledge of known mass sufficient to provide the required bearing pressure. 4.2.2.3 Levelling equipment. Surveyor’s level with tripod and staff capable of measuring to a resolution of at least 0.1 mm. The… 4.2.2.4 Levelling datum stations which shall not move more than 0.5 mm during the course of the test. 4.2.3 Procedure 4.2.3.1 Levelling datum stations. Establish two levelling datum stations for the load test at a distance from each other of at l… |
| 34 | 4.2.3.2 Preparation of test area. Excavate the area of the load test to the required depth and prepare a level surface. The excavated area shall be sufficiently large to make possible the installation of the loading pad but no larger. 4.2.3.3 Installation of pad. The pad shall be either cast in situ or prefabricated. 4.2.3.3.1 Cast in-situ pad. Place the concrete directly onto the prepared surface of the soil. The upper surface of the pad shal… 4.2.3.3.2 Prefabricated pad. Place a layer of sand, nowhere exceeding 100 mm in thickness, and with a level surface, on the prepared soil surface. Bed the prefabricated pad onto the sand. 4.2.3.4 Initial measurements. Using the levelling equipment establish first the difference in height between the two datum stati… 4.2.3.5 Loading sequence. Apply the load so that it is evenly distributed over the pad. Where the load is mobilized above the pa… 4.2.3.6 Maintained load test. When the final load increment has been applied and the immediate settlement has been measured using the procedure specified in 4.2.3.4, take further measurements of settlement at suitable intervals of time. 4.2.3.7 Unloading. Remove the load in equal decrements corresponding to the incremental application of load. Immediately following each load decrement measure the vertical movement of the pad using the procedure specified in 4.2.3.4. 4.2.4 Calculations and expression of the results 4.2.4.1 Bearing pressure. Calculate the mean net bearing pressure, q (in kPa), applied to the ground through the pad at each stage of the loading sequence from the following equations. With the pad in position but no load increment applied: |
| 35 | With one load increment applied: With all the load increments applied: where 4.2.4.2 Settlement. Calculate the difference in height between the centre of the loading pad and the levelling datums for each s… Calculate the difference in height, d (in m), between the centre of the pad and the datum stations by the equation: Calculate the settlement of the pad, s (in m), at each set of levelling observations by the equation: s = do – d where do (in m) is calculated from the initial measurements taken before the load is applied. 4.2.5 Test report. The test report shall affirm that the test was carried out in accordance with this Part of this standard and shall contain the following information. a) The method of test used. b) For the maintained load test the graphic representation between settlement and time elapsed since the application of the load and between settlement and the logarithm of the elapsed time. c) For each intermediate incremental load test the graphic representation between applied net bearing pressure and settlement. This shall include the unloading as well as the loading sequence. d) The maximum applied net bearing pressure (in kPa). e) The maximum settlement (in m). f) The type of loading pad, its dimensions and mass. g) The information required by clause 9 of BS 1377-1:1990. 4.3 Determination of the in-situ California Bearing Ratio (CBR) 4.3.1 General. This method covers the determination of the California Bearing Ratio (CBR) of a soil tested in situ, with a selec… On account of the plunger size the test is appropriate only to material having a maximum particle size not exceeding 20 mm. Henc… The requirements of Part 1 of this standard, where appropriate, shall apply to the test methods described in this clause. 4.3.2 Apparatus. The apparatus described in 4.3.2.1 to 4.3.3. is required, most of which is illustrated schematically and assembled in Figure 13. When assembled the overall rigidity shall be sufficient to suit the capacity of the jack. 4.3.2.1 Cylindrical corrosion-resistant metal plunger, the lower end of which shall be of hardened steel and 49.65 ± 0.1 mm in diameter (nominal cross-sectional area 1935 mm2). The minimum length shall be 100 mm. |
| 36 | 4.3.2.2 Jack for applying the test force through the plunger at a controlled rate. The minimum capacity shall be 45 kN. The mini… 4.3.2.3 Metal extension rods for coarse height adjustment of the plunger. The overall length will depend upon the height of the reaction frame above the ground. 4.3.2.4 Adjustable metal extension rod, such as a screw thread and bolt assembly, for the initial seating adjustment of the height of the plunger relative to the soil surface. 4.3.2.5 Reaction load. The provision of the reaction load, incorporating the frame on which to attach the jack, may be in any co… 4.3.2.6 Annular surcharge discs 4.3.2.6.1 Two discs suitably slotted or consisting of semi-circular segments. Each disc shall have a mass equal to 4.5 kg ± 100 g, an internal diameter between 52 mm and 54 mm and a nominal external diameter of 250 mm. 4.3.2.6.2 Two discs, each with a mass equal to 9.0 kg ± 200 g with a similar shape and the same diameters as specified in 4.3.2.6.1. 4.3.2.6.3 Discs with other masses and shape may be used to represent the actual surcharge. The tolerance shall correspond to that specified above. The bottom disc shall be 250 mm in diameter. 4.3.2.7 Calibrated force-measuring devices. Three ranges are required depending upon the CBR value as follows: a) for CBR values up to approximately 8 % a 2 kN capacity force-measuring device readable to 2 N; b) for CBR values from approximately 8 % to approximately 40 % a 10 kN capacity force-measuring device readable to 10 N; c) for CBR values above approximately 40 % a minimum of 40 kN capacity force-measuring device readable to 50 N. The force-measurement devices shall each include a substantial purpose-made transit case in order to prevent damage when the devices are not in use. 4.3.2.8 Linear measurement system for determining the vertical penetration of the plunger and to enable the rate of penetration … 4.3.2.9 Clock for controlling the rate of plunger penetration readable to 1 s. 4.3.2.10 Straight steel cutting edge to prepare a flat area for the test. Suitable dimensions for the cutting edge are 500 mm by 25 mm by 3 mm. 4.3.2.11 Container for sample of sufficient size for laboratory tests. 4.3.3 Materials. Clean dry sand for placing beneath the lowest surcharge disc on uneven surfaces. 4.3.4 Procedure 4.3.4.1 Remove from the test area any material which is not representative of the soil to be tested, and prepare a circular area… The minimum spacing between adjacent tests shall be 250 mm. 4.3.4.2 Position the reaction load and its supports, such as the jacks when using a vehicle, so that the cylindrical plunger aft… 4.3.4.3 Carefully lower the cylindrical plunger so that its lower surface just comes into contact with the soil. Ensure the assembly is vertical. 4.3.4.4 Place a sufficient number of surcharge discs, one on top of another, around the central test area and plunger to correspond with the specified overburden pressure for the test. Select the number nearest to the specified value. 4.3.4.5 Assemble and position the linear measurement system as shown typically in Figure 13. |
| 37 | 4.3.4.6 Apply a seating force to the plunger, depending on the expected CBR value as follows. Record the reading of the force-measuring device as the initial zero reading (because the seating force is not taken into account during the test) or reset the force measurement device to read zero. 4.3.4.7 Reset to zero the penetration measurement gauge or record its initial zero reading. 4.3.4.8 Start the test so that the plunger penetrates the soil at a uniform rate of 1 ± 0.2 mm per minute, and at the same instant start the clock. 4.3.4.9 Record the force measurement in kN at intervals of penetration of 0.25 mm, to a total penetration not exceeding 7.5 mm. 4.3.4.10 At the completion of the test and after removal of the surcharge discs and any sand that may have been used, take a sam… 4.3.4.11 Where the bulk density has to be determined the test shall be made in an appropriate manner according to the grading at a location just outside the area influenced by the CBR test. 4.3.5 Calculations, plotting and expression of the results 4.3.5.1 Force-penetration curve. Calculate the force applied to the plunger from each reading of the force-measuring device observed during the penetration test. Plot each value of force as ordinate against the corresponding penetration as abscissa and draw a smooth curve through the points. The normal type of curve is convex upwards as shown by the curve labelled test 1 in Figure 14, and needs no correction. If the initial part of the curve is concave upwards as shown for test 2 (curve OST in Figure 14), the following correction is ne… If the graph continues to curve upwards as for test 3 in Figure 14, and it is considered that the penetration of the plunger is increasing the soil density and therefore its strength, the above correction is not applicable. 4.3.5.2 Calculation of California Bearing Ratio. The standard force-penetration curve corresponding to a CBR value of 100 % is s… The CBR value obtained from a test is the force read from the test curve (after correction and calculation if necessary) at a gi… Penetrations of 2.5 mm and 5 mm are used for calculating the CBR value. From the test curve (with corrected penetration scale if… If the force-penetration curve is plotted on a diagram similar to Figure 15, the CBR value at each penetration can be read direc… |
| 38 | 4.3.6 Test report. The test report shall affirm that the test was carried out in accordance with this Part of this standard and shall contain the following information. a) The method of test used. b) The California Bearing Ratio (CBR) to two significant figures. c) The graphic representation of the relationship between applied force and penetration, showing corrections if appropriate. d) The moisture content of soil beneath the central test area. e) If the reaction load was inadequate the maximum recorded force and the corresponding penetration from the start of the test. f) The surcharge discs used and their equivalent overburden pressure. g) The presence or otherwise beneath the central test area of soil particles 20 mm or larger in size and their size and position with respect to the plunger. h) The information required by clause 9 of BS 1377-1:1990. 4.4 Determination of in-situ vane shear strength of weak intact cohesive soils 4.4.1 General. This method covers the determination in situ of the shear strength of weak intact cohesive soils using a vane of cruciform section, which is subjected to a torque of sufficient magnitude to shear the soil. The test is suitable for very soft to firm intact saturated cohesive soils. The requirements of Part 1 of this standard, where appropriate, shall apply to the test methods described in this clause. 4.4.2 Apparatus. The vane test apparatus shall be either the borehole or penetration type (see Figure 16). 4.4.2.1 For tests from the bottom of a borehole. This type consists essentially of the following apparatus described in 4.4.2.1.1 to 4.4.2.1.4. 4.4.2.1.1 A vane of cruciform shape, preferably of high grade stainless steel. The length H shall be twice the overall blade wid… The design of the vane shall be such that it causes as little remoulding and.disturbance as possible when inserted into the grou… where A diagram illustrating a typical design for a vane is given in Figure 17. The vane rod shall be enclosed by a suitably designed … 4.4.2.1.2 Extension rods about 1 m in length. These shall be sufficiently strong to be able to stand axial thrust, allow a reaso… 4.4.2.1.3 Steady bearings to keep the rods central inside the borehole. 4.4.2.1.4 Calibrated torque measuring instrument preferably with height adjustment and capable of being clamped in the required … |
| 39 | 4.4.2.2 For direct penetration from ground surface. This type consists essentially of the following: a) a vane as specified in 4.4.2.1.1; b) a vane protecting shoe for each size of vane (see Figure 18); c) extension rods as specified in 4.4.2.1.2 (see Figure 16); d) extension tubes about 1 m in length with couplings on the outer face to case the hole; e) a calibrated torque measuring instrument as specified in 4.4.2.1.4. 4.4.3 Pretest check. The apparatus shall be checked for satisfactory operation prior to each usage in the field. 4.4.4 Procedure 4.4.4.1 For tests at the bottom of a borehole 4.4.4.1.1 Lower the vane, together with its extension rods, into the borehole which shall normally be cased for its whole depth…. 4.4.4.1.2 With the vane resting at the bottom of the borehole and with the rods located centrally at the top of the borehole, pu… 4.4.4.1.3 Place the torque head over the top of the upper extension rod and then adjust it to the required height. Couple the in… 4.4.4.1.4 Rotate the torque head until the soil is sheared by the vane. Read the gauge at maximum deflection, thus indicating the torque required to shear the soil. Rotate the torque head throughout the test at a rate within the range 0.10˚/s to 0.20˚/s (6˚/min to 12˚/min). 4.4.4.1.5 Remove the torque measuring instrument and withdraw the vane from the ground. 4.4.4.2 For direct penetration from ground surface 4.4.4.2.1 Lock the vane in place inside the protecting shoe, and jack or drive to the required depth using a light boring rig or… 4.4.4.2.2 When the vane and protecting shoe have penetrated to the required depth, push the vane steadily without twisting a distance of at least 0.5 m into the undisturbed soil below the protecting shoe. 4.4.4.2.3 Position the torque head as specified in 4.4.4.1.3. 4.4.4.2.4 Rotate tile vane as specified in 4.4.4.1.4. 4.4.4.2.5 Remove the torque measuring instrument and pull back the vane fully into its protecting shoe, before removing it from the ground. 4.4.5 Calculation. Calculate the vane shear strength of the soil, tf (in kPa), from the equation: where Assuming the distribution of the shear strength is uniform across the ends of a cylinder and around the perimeter then: where As the ratio of length to width of the vane is 2 to 1 the value of K may be simplified in terms of the diameter so that it becomes: K = 3.66D3 ° 10-6 |
| 40 | 4.4.6 Test report. The test report shall affirm that the test was carried out in accordance with this Part of this standard and shall contain the following information. a) The method of test used. b) The vane shear strength (in kPa) to two significant figures. c) The type of vane test apparatus. d) The method of calculating the result when different from that specified in 4.4.5. e) The information required by clause 9 of BS 1377-1:1990. 5 In-situ corrosivity tests 5.0 Introduction This clause of the standard describes two methods for determining in-situ the likelihood of underground corrosion of buried metal structures. The results of these tests should be interpreted by a specialist. 5.1 Determination in-situ of the apparent resistivity of soil 5.1.1 General. This method covers the determination of the electrical resistivity of soil tested in situ for a selected depth or a range of depths. (See note 1.) The test is used to assess the corrosivity of the soil towards various metals. Resistivity is the electrical resistance of an el… The method consists of passing a current (see note 2) into the ground between two electrodes (A, B) and measuring the consequent… Resistivity may also be measured in the laboratory (see clause 10 of BS 1377-3:1990). The requirements of Part 1 of this standard, where appropriate, shall apply to the test methods described in this clause. 5.1.2 Apparatus 5.1.2.1 Calibrated earth impedance ohmmeter, suitable for measurements by Wenner equally spaced, four-electrode configuration. T… A copy of the manufacturer’s operating instructions shall be available at all times when in use. 5.1.2.2 Electrodes. Set of four metal rods, each typically about 500 mm long and about 10 mm to 20 mm nominal diameter, with one… 5.1.2.3 Insulated wire cable. Set of four reels of robust insulated stranded copper wire suitable for use with earth resistance … |
| 41 | 5.1.2.4 Installation equipment, such as a 1 kg hammer for inserting the electrodes into the soil. 5.1.2.5 Linear measuring equipment for setting out, such as a measuring tape. 5.1.3 Procedure. Tests shall not be made when the soil is frozen or flooded. At the site of each resistivity test proceed as follows working at the ground surface or the base of an excavation. 5.1.3.1 Select the test location, the length of which shall be three times the selected test depth, where the soil conditions are anticipated to be uniform and away from large non-conductive bodies such as boulders or concrete foundations. 5.1.3.2 Install the two electrodes for transmitting the a.c. current, A and B, so that they are spaced apart a distance equal to… 5.1.3.3 Install the other two electrodes, C and D, directly between and in line with electrodes A and B, such that all three spa… 5.1.3.4 Connect the appropriate terminals on the ohmmeter to the four electrodes with the insulated wire cable. 5.1.3.5 Apply a stable a.c. current to electrodes A and B, operating the ohmmeter in accordance with the manufacturer’s instructions, which may require the test current level to be adjusted before taking the measurements. 5.1.3.6 Record the measurement of the soil resistance between electrodes C and D when the instrument reading becomes stable. Record values to two significant figures. 5.1.3.7 Remove the electrodes and repeat the procedure specified above, firstly for other selected depths if required at the sam… 5.1.4 Calculation and expression of the results. Calculate the apparent resistivity, rs [in W·m (see note)], for each measurement at the test location from the equation: rs = 2 (p a R) where The value of the apparent resistivity shall be reported to two significant figures. 5.1.5 Test report. The test report shall affirm that the test was carried out in accordance with this Part of this standard and shall contain the following information. a) The method of test used. b) The mean value of the apparent resistivity (in W·m) to two significant figures. c) The two individual values of apparent resistivity and their directions when more than 15 % different to their mean value. d) The distance between adjacent electrodes in metres, and the selected test depth. If the spacing difference is not equal to three times the test depth, the reason for that difference. e) The information required by clause 9 of BS 1377-1:1990. 5.2 Determination in-situ of the redox potential of soil 5.2.1 General. This method covers the determination of the redox potential (reduction/oxidation) of soil tested in situ at a sel… The redox potential is principally related to the oxygen in the soil, and a high value indicates that a relatively large amount is present. Anaerobic microbial corrosion can occur if a soil has a low oxygen content and hence a low redox potential. |
| 42 | This standard requires the use of a calomel reference probe as defined in 5.2.2.2, in order to be consistent with the laboratory… Redox potential may also be measured in the laboratory (see clause 11 of BS 1377-3:1990). The correction factors for reference probes to convert the measurement to the standard hydrogen electrode are as follows: a The factor of 240 is normally rounded to 250 for the purposes of this test. b In 3 % sodium chloride solution. The requirements of Part 1 of this standard, where appropriate, shall apply to the test methods described in this clause. 5.2.2 Apparatus 5.2.2.1 Platinum probe of a design having two separate platinum electrodes embedded in the nose piece. Also a means of protectio… 5.2.2.2 Calomel reference probe, having a mercury/mercuric chloride reference electrode which can be refilled and with a connect… 5.2.2.3 Calibrated millivoltmeter, having a performance complying with class 1.5 of BS 89. The total measuring range shall be at… The instrument shall include suitable insulated flexible electric cable and connectors for use with the probes. The instrument shall be recalibrated at intervals not exceeding 2 yrs. 5.2.2.4 Installation equipment consisting of a soil auger, spade and trowel to excavate soil to test level, and, where soil is compact, a 1 kg hammer and spike. 5.2.2.5 pH measuring apparatus as specified and calibrated in accordance with clause 9 of BS 1377-3:1990. 5.2.2.6 Disturbed sample container of glass or dense plastic, that can be hermetically sealed. 5.2.3 Materials 5.2.3.1 Saturated solution of potassium chloride in a screw-topped plastic bottle either with pouring lip suitable for filling the reservoir of the calomel reference probe or a separate small dropper or syringe. 500 mL is a suitable quantity. |
| 43 | 5.2.3.2 Jeweller’s rouge. 5.2.3.3 Colourless methylated spirits, 70 % by volume with 30 % by volume distilled water, in a screw-topped wide-mouth bottle. 500 mL is a suitable quantity. 5.2.3.4 Distilled water. Two differently marked wash bottles full for cleaning platinum electrodes. 500 mL is a suitable quantity for each bottle. 5.2.3.5 Paper tissues and absorbent-type surgical cotton wool swabs. 5.2.4 Procedure 5.2.4.1 Assemble from the storage unit according to the manufacturer’s operating instructions the calomel reference probe, ensur… Clean and polish each platinum electrode. Initially smear the surfaces lightly with moist jeweller’s rouge and use gentle abrasi… 5.2.4.2 Connect the positive terminal of the millivoltmeter with the electric cable to one of the platinum electrodes and the ne… 5.2.4.3 Tests shall always be made below the level of organic growth. A hole not less than 150 mm in diameter is needed to reach… 5.2.4.4 If the probes are separate install them about 100 mm apart in the hole. The platinum probe shall penetrate at least 100 … 5.2.4.5 Rotate the platinum probe about a quarter turn without letting air reach the probe. Close the electric circuit then take… Record the reading to the nearest 10 mV when the voltage is steady and record whether it is positive or negative. 5.2.4.6 Transfer the electric circuit to the other platinum electrode, connecting it again to the positive terminal of the millivoltmeter, and repeat the procedure as specified in 5.2.4.5. Record the reading to the nearest 10 mV and its polarity. 5.2.4.7 If the two readings differ by more than 20 mV remove the probes, reclean the platinum electrodes and re-install in a dif… 5.2.4.8 Remove the probes and clean the electrodes taking note of the requirements of 5.2.2.2 and 5.2.4.1. 5.2.4.9 Place a disturbed sample from the position of the test in an hermetically sealed container. 5.2.4.10 Determine the pH of the sample by the method specified in clause 9 of BS 1377-3:1990. |
| 44 | 5.2.5 Calculations and expression of the results. The mean of the two acceptable readings and their sign shall be recorded as th… Eh = Ep + 250 + 60 (pH – 7) where 5.2.6 Test report. The test report shall affirm that the test was carried out in accordance with this Part of this standard and shall contain the following information. a) The method of test used. b) The mean value of the potential (in mV) of the two platinum probes to the nearest 10 mV. c) The redox potential (in mV) to the nearest 10 mV. d) The pH value. e) The type of reference probe used in the test. f) The information required by clause 9 of BS 1377-1:1990. |
| 45 | Figure 1 – Small pouring cylinder for the determination of the density of fine-and medium-grained soils |
| 46 | Figure 2 – Scraper for levelling surface of soil |
| 47 | Figure 3 – Calibrating container for use with the small pouring cylinder |
| 48 | Figure 4 – Large pouring cylinder for the determination of the density of fine-, medium- and coarse-grained soils |
| 49 | Figure 5 – Calibrating container for use with large pouring cylinder |
| 50 | Figure 6 – Core cutter apparatus for soil density determination |
| 51 | Figure 7 – Modes of operation of nuclear surface density and moisture gauges |
| 52 | Figure 8 – Examples of penetrometer tips with and without a friction sleeve |
| 53 | Figure 9 – Permitted tolerances, including allowances for wear, surface finish and typical manufacturing dimensions for the standard cone for the cone penetration test |
| 54 | Figure 10 – Permitted tolerances, including allowances for wear, surface finish and typical manufacturing dimensions for the standard friction sleeve for the cone penetration test Figure 11 – Alternative forms of 90 cone for dynamic probing (for dimensions see Table 1) |
| 55 | Figure 12 – Split-barrel sampler assembly |
| 56 | Figure 13 – Typical arrangement for in-situ CBR test apparatus |
| 57 | Figure 14 – Typical CBR test results curves |
| 58 | Figure 15 – Force-penetration curves for a CBR value of 100 % and other CBR values |
| 59 | Figure 16 – Typical arrangements for in-situ vane test apparatus |
| 60 | Figure 17 – Typical borehole vane and rod mounting Figure 18 – Typical vane protecting shoe |
| 61 | The following test sheets are given as examples; other suitable forms may be used. Sand replacement methods Water replacement method Core cutter method |
| 62 | In-situ density test (sand replacement method) 2.2 large pouring cylindera Mean mass of sand in cone of pouring cylinder (m2) a Delete as appropriate |
| 63 | In-situ density test (water replacement method) |
| 64 | In situ density test (core cutter method) |
| 65 | Static cone penetration test |
| 66 | Dynamic probing test |
| 67 | In-situ CBR test |
| 68 | In-situ vane shear strength test a Delete as appropriate |
| 69 | Publications referred to BS 89, Specification for direct acting indicating electrical measuring instruments and their accessories. BS 1377, Methods of test for soils for civil engineering purposes. BS 1377-1, General requirements and sample preparation. BS 1377-2, Classification tests. BS 1377-3, Chemical and electro-chemical tests. BS 1610, Materials testing machines and force verification equipment. BS 4019, Specification for rotary core drilling equipment. BS 4019-1, Basic equipment. BS 5573, Code of practice for safety precautions in the construction of large diameter boreholes for piling and other purposes. BS 5930, Code of practice for site investigations. BS 6231, Specification for PVC-insulated cables for switchgear and controlgear wiring. BS EN ISO 22476-2, Geotechnical investigation and testing – Field testing – Part 1: Dynamic probing. BS EN ISO 22476-3, Geotechnical investigation and testing – Field testing – Part 2: Standard penetration test. ASTM D2922 American Society for Testing and Materials. Standard test methods for density of soil and soil aggregate in place by nuclear methods (shallow depth). ASTM D3017 American Society for Testing and Materials. Standard test methods for moisture content of soil and soil-aggregate in place by nuclear methods (shallow depth). |
| 70 | BS 1377-9: 1990 BSI 389 Chiswick High Road London W4 4AL BSI – British Standards Institution BSI is the independent national body responsible for preparing British Standards. It presents the UK view on standards in Europe and at the international level. It is incorporated by Royal Charter. Revisions British Standards are updated by amendment or revision. Users of British Standards should make sure that they possess the latest amendments or editions. It is the constant aim of BSI to improve the quality of our products and services. We would be grateful if anyone finding an ina… BSI offers members an individual updating service called PLUS which ensures that subscribers automatically receive the latest editions of standards. Buying standards Orders for all BSI, international and foreign standards publications should be addressed to Customer Services. Tel: +44 (0)20 89… In response to orders for international standards, it is BSI policy to supply the BSI implementation of those that have been published as British Standards, unless otherwise requested. Information on standards BSI provides a wide range of information on national, European and international standards through its Library and its Technical… Subscribing members of BSI are kept up to date with standards developments and receive substantial discounts on the purchase pri… Information regarding online access to British Standards via British Standards Online can be found at http://www.bsi-global.com/bsonline. Further information about BSI is available on the BSI website at http:// www.bsi-global.com. Copyright Copyright subsists in all BSI publications. BSI also holds the copyright, in the UK, of the publications of the international st… This does not preclude the free use, in the course of implementing the standard, of necessary details such as symbols, and size,… Details and advice can be obtained from the Copyright & Licensing Manager. Tel: +44 (0)20 8996 7070. Fax: +44 (0)20 8996 7553. Email: [email protected]. |
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BS 1377-5:1990:1994 Edition
Methods of test for soils for civil engineering purposes – Compressibility, permeability and durability tests…
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BS EN ISO 17892-11:2019
Geotechnical investigation and testing. Laboratory testing of soil – Permeability tests Published By Publication Date…
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BS 1016-6:1977
Methods for analysis and testing of coal and coke – Ultimate analysis of coal Published…
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BS 1742:1951:1990 Edition
Methods for the chemical analysis of condensed milk Published By Publication Date Number of Pages…
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BS 1377:1975
Methods of test for soils for civil engineering purposes Published By Publication Date Number of…
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BS 1377-7:1990:1994 Edition
Methods of test for soils for civil engineering purposes – Shear strength tests (total stress)…
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BS EN ISO 17892-3:2015:2016 Edition
Geotechnical investigation and testing. Laboratory testing of soil – Determination of particle density Published By…
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BS 1377-8:1990:1994 Edition
Methods of test for soils for civil engineering purposes – Shear strength tests (effective stress)…
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BS 1377-1:1990:1994 Edition
Methods of test for soils for civil engineering purposes – General requirements and sample preparation…
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BS 2782:1970:1987 Edition
Methods of testing plastics Published By Publication Date Number of Pages BSI 1987 46
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BS 1377-2:1990
Methods of test for soils for civil engineering purposes – Classification tests Published By Publication…
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BS 1377-3:2018+A1:2021
Methods of test for soils for civil engineering purposes – Chemical and electro-chemical testing Published…
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BS EN ISO 17892-2:2014
Geotechnical investigation and testing. Laboratory testing of soil – Determination of bulk density Published By…
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BS EN ISO 1307:1996:2006 Edition
Rubber and plastics hoses for general-purpose industrial applications. Bore diameters and tolerances, and tolerances on…
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BS ISO/IEC 10022:1990:1991 Edition
Information technology. Open systems interconnection. Physical service definition Published By Publication Date Number of Pages…
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BS EN ISO 22476-1:2012:2013 Edition
Geotechnical investigation and testing. Field testing – Electrical cone and piezocone penetration test Published By…
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BS ISO/IEC 9995-4:1994
Information technology. Keyboard layouts for text and office systems – Numeric section Published By Publication…
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BS 1377-2:2022
Methods of test for soils for civil engineering purposes – Classification tests and determination of…
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BS EN ISO 22476-2:2005+A1:2011:2012 Edition
Geotechnical investigation and testing. Field testing – Dynamic probing Published By Publication Date Number of…
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BS EN ISO 17892-5:2017
Geotechnical investigation and testing. Laboratory testing of soil – Incremental loading oedometer test Published By…
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BS EN ISO 17892-12:2018+A2:2022
Geotechnical investigation and testing. Laboratory testing of soil – Determination of liquid and plastic limits…
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BS 1377-6:1990:1994 Edition
Methods of test for soils for civil engineering purposes – Consolidation and permeability tests in…
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BSI DD ENV 1375-1:1994:1995 Edition
Identification card systems. Intersector integrated circuit(s) card additional formats – ID-000 card size and physical…
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BS EN 1317-1:1998
Road restraint systems – Terminology and general criteria for test methods Published By Publication Date…
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BS EN ISO 22476-3:2005+A1:2011:2012 Edition
Geotechnical investigation and testing. Field testing – Standard penetration test Published By Publication Date Number…
