Density of Soil in Place by the Drive-Cylinder Method

Standard Test Method for Density of Soil in Place by the Drive-Cylinder Method This standard is issued under the fixed designation D 2937; the number immediately following the designation indicates the year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A supersc ript epsilon (e) indicates an editorial change since the last revision or reapproval. as the standard. The values in parentheses are provided for information purposes only. 1.6 This standa rd does not purpo rt to add re ss all of the safety concerns , if an y, asso ciated with its use. It is th e responsibility of the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatory limitations prior to use. 1. Scope * 1.1 This test meth od covers the determi nati on of in-place density of soil by the drive-cylinder method. The test method involves obtai ning a relative ly undi sturbed soil sample by driving a thin-walled cylinder and the subsequent activities for the determ ination of in-place density. When sampli ng or in-pla ce density is requir ed at depth, Test Method D 1587 should be used. 1.2 This test method is not appro priate for sampling or ganic soils which can compr ess upon sampling , very hard natu ral soils and heavily compac ted soils which cannot be eas ily penetrated by the drive sampler, soils of low plasticity which will not be readily retained in the cylin der, or soils whi ch contain appreciable amounts of gravel (particles coarser than 16 in.)). The presence of particles coarser than 4.75 4.75 mm ( 3⁄ 16 in.) may introduce signifi cant errors in density meamm ( 3⁄ surements by causing voi ds along the wal l of the cylinder during driving, and when coarse materials have to be dislodged by the trimming of the sample obtained by the cylinder. 1.3 This test method is limited to the proce dures neces sary for obtaining specimens suitable for determining the in-place density and water content of certain soils. The procedures and precautio ns neces sary for selec ting locations and obtai ning undisturbe d samples suit able for labo ratory testing or othe rwise determining engineering properties is beyond the scope of this test method. 1.4 It is common practice in the engin eeri ng profess ion to concurrently use pounds to represent both a unit of mass (lbm) and a unit of force (lbf). This implicitly combines two separate systems of units, that is, the absolute system and the gravitational system. It is scientifically undesirable to combine the use of two se para te sets of inch -pou nd units with in a single standard. This test method has been written using the gravitational system of units when dealing with the inch-poun d system. In this system the pound (lbf) represents a unit of force (weig ht). However , the use of balances or scales recording 3 pounds of mass (lbm), or the recording of density in lbm/ft should not be regarded as non conforma nce wit h this test method. 1.5 The standard values sta ted in SI units are to be r egarded 2. Referenced Documents 2.1 ASTM Standards: D 653 Termi nolog y Relat ing to Soil, Rock, and Conta ined 2 Fluids D 698 Test Meth od for Laborator y Compa ction Charact eristics of Soil Using Standard Effort (12,000 ft-lbf/ft (600 2 kN-m/m)) D 1557 Te st Method for Laboratory Com paction Character istics of Soil Using Modified Effort (56,000 ft-lbf/ft (2700 2 kN-m/m)) 2 D 1587 Practice for Thin- Walled Tube Sampling of Soils D 2216 Te st Method for Laboratory Determination of W ater 2 (Moisture) Content of Soil and Rock D 2488 Practice for Descr ipti on and Identification of Soils 2 for Engineering Practices (Visual-Manual Procedure) D 3740 Practice for the Evalu ation of Agen cies Engag ed in the Testing and/or Inspection of Soil and Rock as Used in 2 Engineering Design and Construction D 4643 Te st Method for Determination of W ater (Moisture) 2 Content of Soil by the Microwave Oven Method D 4753 Speci ficati on for Evalu ating Selecti ng, and Speci fyi ng Balanc es and Scale s for Use in Soil, Roc k, and 2 Construction Materials Testing D 4944 Test Met hod for Field Det ermina tio n of Water (Moisture) Content of Soil by the Calcium Carbide Gas 3 Pressure Tester Method D 4959 Te st Method for Determination of W ater (Moisture) 2 Content of Soil by Direct Heating Method 3. Terminology 3.1 Definitions—All definitions are in accordance with Terminology D 653. 4. Signi ficance and Use 4.1 This test method can be used to 1 This test method is under the jurisdiction of ASTM Committee D18 on Soil and Rock and is the direct responsibility of Subcom mittee D18.08 on Spe cial and Construction Control Tests. Current editio n approv ed June 10, 2000 . Publis hed August 2000. Originally published as D 2937 – 71. Last previo us edition D 2937 – 94. 2 3 1 AnnualBook of ASTM Standar ds, Vol 04.08. AnnualBook of ASTM Standar ds, Vol 04.09. deter mine the in-pl ace FIG. 1 Typical Design for a Surface Soil Sampler TA BLE 1 Dimen siona l Equivalent for Fig. 1 mm in. mm in. 2 3.3 4.8 19 44 .4 76 97.2 5 101.2 14 .3 27 .0 152.4 212 .0 863 .6 1117 .6 4 41 2 5 6 811 32⁄ 34 44 64 0.1 3 3 3 16 4 3 3 313 ⁄ 4 16 ⁄ density of natu ral, inorganic so ils which do no t cont ain 3 ⁄ 16 in.), significant amounts of particles coarser than 4.75 mm ( and which can be readily retained in the drive cylinder. This test method may also be used to determine the in-place density of compac ted soil s used in construction of structura l fill , highway emban kments, or earth dam s. When the in-place density is to be used as a ba sis fo r ac cept ance, th e dr ive cylinder volumes must be as large as practical and not less than 3 3 850 cm (.03 ft ). 4.2 This test meth od is not reco mmended for use in org anic or friable soils. This test method may not be applicable for soft, highly plastic, noncohesive, saturated or other soils which are easily deformed, compress during sampling, or which may not be retained in the drive cylinder. The use of this test method in soils containing particles coarser than 4.75 mm ( 3 16 in.) may resu lt in da mage to th e driv e cy linder equi pm ent. Soils 16 containing particles coarser than 4.75 mm ( 3⁄  in.) may not yield valid results if voids are created along the wall of cylinder during driving, or if particles are dislodged from the sample ends during trimming. 4.3 The gener al principles of thi s tes t metho d have been successfully used to obtain samples of some field compacted fine-grained soils having a maximum particle size of 4.75 mm (316 in.) for purposes other than density determinations, such as the testing for engineering properties. N OTE  1—Notwithstanding the statements on precision and bias contained in this standard: The precision of this test method is dependent on the competence of the personnel performing it and the suitability of the equipment and facilities used. Agencies which meet the criteria of Practice D 3740 are generally considered capabl e of com petent and objective testing. Users of this method are cautioned that compliance with Practice D 3740 does not in itself assure reliable testing. Reliable testing depends on many factors; Practice D 3740 provides a means of evaluating some of those factor s. 5. Appar atus 5.1 Drive Cylinders , of approximately 102 to 152 mm (4 to 2 6 in.) diameter or larger. Typical details of drive cylinders with outside diameters of 102 mm (4.0 in.) are shown in Fig. 1. Drive cylinder s of other diamete rs will require propo rtio nal changes in the drive-cylinder tube and drive-head dimensions. The volume of the cylinders with the dimensions shown in Fig. 3 3 1 is approximately 942 cm (0.033 ft ). The apparatus shown in Fig. 1 is of a design suitable for use at or near the surface. 5.1.1 When the in-p lace dens ity is to be used as a basis for acceptance of compacted fill, the cylinders shall be as large as practical to minimize the effects of errors and shall in no case 3 3 be smaller than 850 cm (0.03 ft ). 5.1 .2 The num ber of cylind ers required depends on the number of samples to be taken and the anticipated rapidity by which the cylinders can be returned to service after weighing, cleaning, etc. 5.1.3 The cylinders s hown in Fig. 1 meet the clearance r atio, wall thickness and area-ratio requir ements as set forth by 4 Hvorslev for drive samplers, and should preferably not exceed 10 to 15 %, as defined by the following: 2 A De 2 r 5 @~ 2 2 Di ! D i # 3 100 5.6 Drying Equip ment —Eq uipmen t or ovens, or both, to determine wate r (moi sture) cont ent in complianc e with Test Methods D 2216, D 4643, D 4944, or D 4959. 5.7 Miscellaneous Equipment —Brus hes, sledg ehamm ers, plastic bags, metal cans with lids, or other suitable containers for retaining the drive cylinder and sample until determination of mass and drying, spoons, inside/outside vernier caliper, or the equivalent accurate to 0.0025 mm (0.01 in.) for calibration, gloves, and safety glasses. 6. Sampl ing 6.1 Sampling at or Near the Surface : 6.1.1 Brush all loose partic les from the surf ace. For nearsurface sampling (not more than 1 m (36 in.) in depth), sample through a hole bored with an auger or dug by a shovel from which loosen ed mate rial has been removed . Obtai n a fair ly level surface before any cylinder is driven. Depending on the soil texture and moisture, the surface may be prepared utilizing a bulldozer blade or other heavy equipment blades provided the sample area and vicinity are not deformed, compressed, torn, or otherwise disturbed. 6.1.2 Assem ble the cylin der and drive appar atus with the sharpe ned edge on the surf ace to be samp led. Drive th e cylinder by raising the drop hammer and allowing it to fall, or alternatively by applying a uniform force via a jack or similar device, while keeping the drive rod steady and in a vertical positi on. Continue driving unt il the top of the cyl inder is approxima tely 13 mm ( 1⁄2  in.)bel ow the ori ginal surface. Overdrivi ng may result in deforming or compre ssing the sample and may provid e err oneous result s. Care should be taken to pre vent ove rdrivi ng, par ticularly when sampli ng below the surface. If overdriving occurs or is suspected, the sample should be discarded and the soil resampled. Remove the drive head and dig the cylinder from the ground with a shovel, digging the soil from around the sides of the cylinder and und ercutt ing several inches below the bottom of the cylinder before lifting the cylinder out. When sampling near, but below, the surface, use the same procedure, but more soil will necessarily have to be dug from around the sides of the cylinder to properly undercut the cylinder. 6.1.3 After the cylinde r has been removed f rom the ground, trim any excess soil from the sides of the cylinder. Using the straightedge, trim the ends of the sample flush and plane with the ends of the cylinder. A satisfactory sample is composed of relatively undisturbed soil representative of the soil in place and shall not contain rocks, roots, or other foreign material. If the cyl inder is not full or is not repres entative, discard the sample and take another sample. If the cylinder is deformed or otherwise damaged while driving it into or removing it from the gr ound , di scard the sample and re pair or re pl ace th e cylinder. Immediately determine the mass of the sample and determine the water content or place the drive cylinder and sample in a container which will prevent soil or water loss until mass and water determinations can be made. ( 1) where: Ar = area ratio, %, De = maximum e xternal diam eter of the drive sampler , and Di = minimum internal diameter of the drive sam pler at the cutting edge. 5.1.4 Excep t for very shor t sampler s with no clearance, the inside clearance ratio of the cylinders should be 1 % or greater, with increasing ratios with the increase in plasticity of the soil being sampled. Inside clearance ratio is defined by the following: Cr 5 Di 2 De D e (2) where: C r  = insi de cleara nce ratio, % De = effective (minimum) inside diameter of the sampler at the cutting edge, after swaging, and Di = inte rnal diameter of the sa mple r. 5.1.5 Cylinders of other diameter s should conform to thes e requirements. 5.2 Drive Head—The typical details of the drive heads and appurtenances are shown in Fig. 1. The drive head has a sliding weight for driving the cylinder. 5.3 Straightedge , steel, approximately 3.18 mm ( 1⁄8in.) by 38 mm (1 1 ⁄2 in.) by 305 mm (12 in.) with one edge sharpened at app roxim ately a 45° angle for trimm ing the ends of the sample flush with the cylinder. 5.4 Shove—Any one of several types of shovels or spades is satisfactory in shallow sampling for digging the cylinders out after they have been driven into the soil. 5.5 Balances—A balance having a minimum capacity of 1 kg and meeting the requirements of Specification D 4753 for a balance of 1 g readability is required for the cylinders shown in Fig. 1. Larger cylinders will require a balance of 20 kg capacity with readability of 0.1 %. 7. Cali brati on 7.1 Before testing begins and periodica lly thereafter, or when damage is suspected, check the cutting edge of the drive cylinders (dulled or damaged cyli nders may be resh arpen ed 4 Hvorslev, M. J., “Surface Exploration and Sampling of Soils for Engineering Purposes,” Engineering Foundation, 345 E. 47th St., New York, NY 10017. 3 and reswaged or discarded). 7.1.1 Before testing and peri odica lly ther eafter, determine the mass and volume of each cylinder. Determine and record the mass accurately to the nearest 1 g. Determine the volume of each cylinde r by measurin g the height and the swaged-e nd diameter at four equally spaced points to 0.254 mm (0.01 in.) and average the respective dimensions. Calculate and record 3 3 the volume to the nearest 0.16 mm (0.01 in. ). 7.2 Permanently identi fy eac h cylind er by a number or symbol traceable to the calibration data. It may be desirable in some cases to show the mass and volume on the cylinder along with the identification. 10.1.2 Depth below groun d surf ace or elev ation of surface, or both, 10.1.3 Dry densit y, 10.1.4 Water conte nt and the test method used, 10.1.5 Dime nsions and volume of the sampler , 10.1.6 Visual descr iption of the soil sample, and 10.1.7 Comm ents on soil sampl e disturbanc e. 10.2 If the in-p lace dry densit y or unit weigh t is expressed as a pe rc entage of anot her value, or used as a basis fo r acceptance of compacted fill, include the following: 10.2.1 Volum e of the driv e cylin der used, 10.2.2 The comparativ e dry density or unit weight value and water content used, 10.2.3 The met hod used to determine the com parative values, 10.2.4 The comparative perce ntage of the in-place mater ial to the comparison value, and 10.2.5 The accepta nce criteri a applicable to the test. 8. Proc edur e 8.1 De termine the ma ss of the drive cy lind er an d so il sample to the nearest 1 g and record. 8.2 Remov e the soil from the cylinde r. Obtain a representative specimen for water conten t determination, or use the entire sample. Specimens for determining water content are to be as large as practical but in no case smaller than 100 g and selected in such a way so as to represent all the material from the cy linder . De term in e th e water co ntent of th e soil in accordance with either Test Methods D 2216, D 4643, D 4944, or D 4959. 11 . Prec ision and Bias 11.1 The precision of this test m ethod is operator dependent and a function of the care exercised in performing the steps of the procedure, giving particular attention to careful control and systematic repetition of the procedure used. While no standard soils exist, limited studies running repetitive adjacent tests on 8 in.) inside diameter cylinders, the same soil using 7.3 cm (2 7⁄ 3 3 have indicated standard deviations of 32 kg/m (2.00 lb/ft ) to 3 3 46.4 kg/cm (2.90 lb/ft ) for soils with a compacted wet density 3 3 3 ranging from 2022 kg/cm (126.2 lb/ft ) to 2154 kg/m (134.5 3 5 lb/ft ). In anot her stud y, runni ng repet itiv e adjac ent tests on the 8 in.) inside diameter cylinder, a same soil using a 13.0 cm (5 1⁄ standard deviation of 31 kg/m 3 (1.93 lb/ft 3 ) was obtained for soil with a compacted wet density of about 2000 kg/m 3 (125 3 6 lb/ft ). In gen eral, a lower standa rd deviation sho uld be expected with a larger diameter drive cylinder. 11.2 There are no absolute values of in-place density for soils against which this test method can be compared. Therefore this test method has no determinable bias since the values obtained can only be de fined in terms of the test method. 11.3 Subco mmi ttee D18.08 is seeki ng pertinen t data from users of this test method on precision. 9. Calc ulat ion 9.1 The in-pla ce dry density of the soil is expre ssed as the mass of the dry soil divided by the volume of soil, and is usually reported in kilograms per cubic metre or pounds per cubic foot. 9.2 Calculate the dry mass of th e drive-cylinder sam ple, M3 , in grams, as follows: M 5 @M1 2 M2!~100 3 1 w ! # 3 100 ( 3) where: M1 = mass of the cyl inde r and wet soil sam ple, g, M  = mass of the cylinder, g , and 2 w = water conte nt, %, dry mass basi s. 9.3 Calculate the dry density, r d , of the dri ve-cylind er 3 sample in g/cm as follows: r d 5 M 3 V! (4) where: 3 V = volu me of the d rive c ylin der, cm (to the nearest 0.01 3 cm ) 12. Keyw ords 12.1 compaction control; densi ty testing; drive cylinder; drive cylinder test; field density; in-place density; plug sampler; quality control; subsurface sampler; surface sampler; unit weight NOTE  — 2 I t ma y be desired to express the in-pla ce density as a percentage of some other density, for example, the laboratory maximum density, determ ined in accordance with Test Method D 698. This relati on can be determi ned by dividing the in-place density by the maximu m density and multiplying by 100. 5 Noorany, I., Gardener, W.S., Corley, D.J., and Brown, J.L., “Variability in Field Density Tests,” Constructing and Controlling Compaction of Earth Fills , ASTM STP 1384, March 2000. 6 McCook, D. K., and Shanklin, D., “Nuclear Density Testing and Comparisons with Sand Cone and Calibrat ed Cylin der Methods,” Constructing and Controlling Compaction of Earth Fills, ASTM STP 1384, March 2000. 10. Repo rt 10.1 Repor t the followin g info rmation: 10.1.1 Locat ion, 4