1、Designation: D4914 08D4914/D4914M 16Standard Test Methods forDensity and Unit Weight of Soil and Rock in Place by theSand Replacement Method in a Test Pit1This standard is issued under the fixed designation D4914;D4914/D4914M; the number immediately following the designation indicatesthe year of ori
2、ginal adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of lastreapproval. A superscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope*1.1 These test methods cover the determination of the in-place de
3、nsity and unit weight of soil and rock using a pouring deviceand calibrated sand to determine the volume of a test pit. The word “rock“rock” in these test methods is used to imply that thematerial being tested will typically contain particles larger than 3 in. (75 mm). 75 mm.1.2 These test methods a
4、re best suited for test pits with a volume from 0.03 to 0.17 m3 (11 to 6 ft3). In general, the materialstested would have a maximum particle size of 75 to 125 mm (33 to 5 in.).in.1.2.1 These test methods may be used for For larger sized excavations if desirable. However, for larger sized excavations
5、, andsoil containing larger particles, Test Method D5030 is preferred.1.2.2 Test Method D1556 or D2167 are usually used to determine the volume of test holes smaller than 0.03 m3 (11 ft3).Whilethe equipment illustrated in these test methods is used for volumes less than 0.03 m3 (11 ft3), the test me
6、thods allow largerversions of the equipment to be used when necessary.1.3 Two test methods are provided as follows:1.3.1 Test Method AIn-Place Density and Unit Weight of Total Material (Section 910).1.3.2 Test Method BIn-Place Density and Unit Weight of Control Fraction (Section 1011).1.4 Selection
7、of Test Methods:1.4.1 Test MethodAis used when the in-place unit weight density of total material is to be determined. Test MethodAcan alsobe used to determine percent compaction or percent relative density when the maximum particle size present in the in-placematerial being tested does not exceed t
8、he maximum particle size allowed in the laboratory compaction test (refer to Test MethodsD698, D1557, D4253, D4254and , and D4254D7382). For Test Methods D698 and D1557 only, the unit weightdry densitydetermined in the laboratory compaction test may be corrected for larger particle sizes in accordan
9、ce with, and subject to thelimitations of Practice D4718.1.4.2 Test Method B is used when percent compaction or percent relative density is to be determined and the in-place materialcontains particles larger than the maximum particle size allowed in the laboratory compaction test or when Practice D4
10、718 is notapplicable for the laboratory compaction test. Then the material is considered to consist of two fractions, or portions. The materialfrom the in-place unit weightdry density test is physically divided into a control fraction and an oversize fraction based on adesignated sieve size. size (s
11、ee Section 3). The unit weightdry density of the control fraction is calculated and compared with theunit weight(s)dry density(s) established by the laboratory compaction test(s).1.4.2.1 Because of possible lower densities created when there is particle interference (see Practice D4718), the percent
12、compaction of the control fraction should not be assumed to represent the percent compaction of the total material in the field.1.4.3 Normally, the control fraction is the minus No. 4 sieve size material for cohesive or nonfree draining materials and theminus 3-in. sieve size material for cohesionle
13、ss, free-draining materials. While other sizes are used for the control fraction(38,34-in.), these test methods have been prepared using only the No. 4 and the 3-in. sieve sizes for clarity.1.5 Any materials that can be excavated with hand tools can be tested provided that the void or pore openings
14、in the mass aresmall enough (or a liner is used) to prevent the calibrated sand used in the test from entering the natural voids. The material beingtested should have sufficient cohesion or particle interlocking to maintain stable sides during excavation of the test pit and throughcompletion of this
15、 test. It should also be firm enough not to deform or slough due to the minor pressures exerted in digging thehole and pouring the sand.1 These test methods are under the jurisdiction of ASTM Committee D18 on Soil and Rock and are the direct responsibility of Subcommittee D18.08 on Special andConstr
16、uction Control Tests.Current edition approved March 1, 2008March 1, 2016. Published March 2008March 2016. Originally approved in 1989. Last previous edition approved in 19992008 asD4914 99.D4914 08. DOI: 10.1520/D4914-08.10.1520/D4914_D4914M-16.This document is not an ASTM standard and is intended o
17、nly to provide the user of an ASTM standard an indication of what changes have been made to the previous version. Becauseit may not be technically possible to adequately depict all changes accurately, ASTM recommends that users consult prior editions as appropriate. In all cases only the current ver
18、sionof the standard as published by ASTM is to be considered the official document.*A Summary of Changes section appears at the end of this standardCopyright ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States11.6 These test methods are generally l
19、imited to material in an unsaturated condition and are not recommended for materials thatare soft or friable (crumble easily) or in a moisturewater condition such that water seeps into the hand-excavated hole. Theaccuracy of the test methods may be affected for materials that deform easily or that m
20、ay undergo volume change in the excavatedhole from standing or walking near the hole during the test.1.7 These test methods use SI units with converted inch-pounds in parentheses.The values stated in either SI units or inch-poundpresented in brackets are to be regarded separately as standard. The va
21、lues stated in each system may not be exact equivalents;therefore each system shall be used independently of the other. Combining values from the two systems may result innon-conformance with the standard.1.7.1 In the engineering profession it is customary to use units representing both mass and for
22、ce interchangeably, unlessdynamic calculations are involved. This implicitly combines two separate systems of units, that is, the absolute system and thegravimetric system. It is undesirable to combine the use of two separate systems within a single standard. These test methods havebeen written usin
23、g inch-pound units (gravimetric system) where the pound (lbf) represents a unit of force (weight). However,conversions are given in the SI system. The use of balances or scales recording pounds of mass (lbm), or the recording of densityin lbm/ft3 should not be regarded as nonconformance with these t
24、est methods.1.8 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in PracticeD6026 unless superseded by this standard1.8.1 The procedures used to specify how data are collected, recorded or calculated in this standard are regarded as t
25、he industrystandard. In addition they are representative of the significant digits that generally should be retained. The procedures used do notconsider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the users objectives;it is common practice t
26、o increase or reduce significant digits of reported data to be commensurate with these considerations. It isbeyond the scope of this standard to consider significant digits used in analytical methods for engineering design.1.9 This standard does not purport to address all of the safety concerns, if
27、any, associated with its use. It is the responsibilityof the user of this standard to establish appropriate safety and health practices and determine the applicability of regulatorylimitations prior to use. For specific hazards statements, see Sections 78 and A1.5.2. Referenced Documents2.1 ASTM Sta
28、ndards:2C127 Test Method for Relative Density (Specific Gravity) and Absorption of Coarse AggregateC566 Test Method for Total Evaporable Moisture Content of Aggregate by DryingD653 Terminology Relating to Soil, Rock, and Contained FluidsD698 Test Methods for Laboratory Compaction Characteristics of
29、Soil Using Standard Effort (12 400 ft-lbf/ft3 (600 kN-m/m3)D1556 Test Method for Density and Unit Weight of Soil in Place by Sand-Cone MethodD1557 Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700kN-m/m3)D2167 Test Method for Density and U
30、nit Weight of Soil in Place by the Rubber Balloon MethodD2216 Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by MassD3740 Practice for Minimum Requirements for Agencies Engaged in Testing and/or Inspection of Soil and Rock as Used inEngineering Design and Cons
31、tructionD4253 Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory TableD4254 Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative DensityD4718 Practice for Correction of Unit Weight and Water Content for Soils Containing Oversize P
32、articlesD4753 Guide for Evaluating, Selecting, and Specifying Balances and Standard Masses for Use in Soil, Rock, and ConstructionMaterials TestingD5030 Test Method for Density of Soil and Rock in Place by the Water Replacement Method in a Test PitD6026 Practice for Using Significant Digits in Geote
33、chnical DataD7382 Test Methods for Determination of Maximum Dry Unit Weight and Water Content Range for Effective Compaction ofGranular Soils Using a Vibrating HammerE11 Specification for Woven Wire Test Sieve Cloth and Test Sieves3. Terminology3.1 Definitions:3.1.1 Except as follows in 3.2, all def
34、initions are in accordance with Terminology D653.3.1 Definitions:3.1.1 For definitions of terms related to this standard, refer to Terminology D653.2 For referencedASTM standards, visit theASTM website, www.astm.org, or contactASTM Customer Service at serviceastm.org. For Annual Book of ASTM Standar
35、dsvolume information, refer to the standards Document Summary page on the ASTM website.D4914/D4914M 1623.2 Definitions of Terms Specific to This Standard:3.2.1 control fractionfraction, nthe portion of a soil sample consisting of particles smaller than a designated sieve size.3.2.1.1 DiscussionThis
36、fraction is used to compare in-place unit weights with unit weights density with density obtained from standard laboratorytests. The control sieve size depends on the laboratory test used. Normally, the control fraction is the minus 4.75 mm, or No. 40.187 in. sieve size material for cohesive or non-
37、free draining materials and the minus 75 mm 3-in. sieve size material forcohesionless, free-draining materials. While other sizes are used for the control fraction, 9.5 or 19 mm 38, 34-in., these testmethods have been prepared using only the No. 4 and the 75 mm 3 in. sieve sizes for clarity.3.2.2 ov
38、ersize particlesparticles, nthe portion of a soil sample consisting of the particles larger than athe designated sievesize. size for the control fraction selected.3.2.3 sand pouring device(s), nhandheld pouring device(s) that holds the density sand equipped with a long pouring spout forplacing the s
39、and with unobstructed flow at a constant drop height.3.2.3.1 DiscussionMultiple cans may be used but they must be of the same design and calibrated.4. Summary of Test Method4.1 The ground surface at the test location is prepared and a template (metal frame) is placed and fixed into position.The volu
40、meof the space between the top of the template and the ground surface is determined by filling the space with calibrated sand usinga pouring device. The mass of the sand required to fill the template in place is determined and the sand removed. Material fromwithin the boundaries of the template is e
41、xcavated forming a pit. Calibrated sand is then poured into the pit and template; the massof sand within the pit and the volume of the hole are determined. The wet density of the in-place material is calculated from themass of material removed and the measured volume of the test pit. The water conte
42、nt is determined and the dry unit weight densityof the in-place material is calculated.4.2 The unit weight density of a control fraction of the material can be determined by subtracting the mass and volume of anyoversize particles from the initial values and recalculating the unit weight.density.5.
43、Significance and Use5.1 These test methods are used to determine the in-place density of compacted materials in construction of earth embankments,road fills, and structure backfill. For construction control, these test methods are often used as the bases for acceptance of materialcompacted to a spec
44、ified density or to a percentage of a maximum unit weight determined by a standard laboratory test method(such as determined from Test Method D698 or D1557), subject to the limitations discussed in 1.4.5.2 These test methods can be used to determine the in-place density of natural soil deposits, agg
45、regates, soil mixtures, or othersimilar material.NOTE 1Notwithstanding the statements on precision and bias contained in this test method, the precision of this test method The quality of the resultproduced by this standard is dependent on the competence of the personnel performing it, and the suita
46、bility of the equipment and facilities used.Agenciesthat meet the criteria of Practice D3740 are generally considered capable of competent and objective testing. Users of these test methods are cautionedthat compliance with Practice D3740 does not in itself ensure reliable results. Reliable testing
47、depends on many factors; Practice D3740 provides a meansof evaluating some of those factors.6. Interferences6.1 Because of possible lower densities created when there is particle interference (see Practice D4718), the percent compactionof the control fraction should not be assumed to represent the p
48、ercent compaction of the total material in the field when usingmethod B with oversize corrections.6.2 A careful assessment must be made as to whether or not the volume determined is representative of the in-place conditionwhen this test method is used for clean, relatively uniform-sized particles. T
49、he disturbance during excavation, due to lack ofcohesion, and the void spaces between particles spanned by the liner (if used) may affect the measurement of the volume of thetest pit.NOTE 2Experience with this test used in cohesionless uniform fine gravels, pea gravels, or processed uniform gravel drain materials have shownerrors in test hole volume.7. Apparatus7.1 Balance or ScaleA balance (or scale) to determine the mass of the calibrated sand and the excavated soil having aminimum capacity of 20 kg (44 lbm)50 lbm and meeting the re
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