ASTM F3013-2013 Standard Test Method for Density of Topsoil and Blended Soils In-place by the Core Displacement Method《用核心位移法测定表层土和混合土原位密度的标准试验方法》.pdf

《ASTM F3013-2013 Standard Test Method for Density of Topsoil and Blended Soils In-place by the Core Displacement Method《用核心位移法测定表层土和混合土原位密度的标准试验方法》.pdf》由会员分享，可在线阅读，更多相关《ASTM F3013-2013 Standard Test Method for Density of Topsoil and Blended Soils In-place by the Core Displacement Method《用核心位移法测定表层土和混合土原位密度的标准试验方法》.pdf（4页珍藏版）》请在麦多课文档分享上搜索。

1、Designation: F3013 13Standard Test Method forDensity of Topsoil and Blended Soils In-place by the CoreDisplacement Method1This standard is issued under the fixed designation F3013; the number immediately following the designation indicates the year oforiginal adoption or, in the case of revision, th

2、e year of last revision. A number in parentheses indicates the year of last reapproval. Asuperscript epsilon () indicates an editorial change since the last revision or reapproval.1. Scope1.1 This test method may be used to determine the undis-turbed (in-situ) in-place bulk-density, moisture content

3、 and unitweight of topsoil and blended soil growing mediums using theCore Displacement Method.1.2 This test method is applicable for soils without appre-ciable amounts of rock or coarse material exceeding 1 inch insize. Further it is only suitable for soils in-which the naturalvoid or pore openings

4、in the soil are small enough to preventthe sand used in the test from entering the voids and impactingthe test results. Unlike Test Method D1556, this test method issuitable for organic and plastic soils due to the use of a coreapparatus, and not hand excavation methods.The material shallhave adequa

5、te cohesive material or particle attraction toprovide a stable core (core hole) for the duration of the testwithout deforming or sloughing. Therefore this method is notsuitable for unbound granular soils that cannot maintain stablesides. This test method is applicable for assessing compactionof surf

6、ace layers of topsoil (or blended soils) using a soil smallcore unlike Test Methods D4914, which uses a large volumesoil pit excavation.1.3 This test method is intended for soil typical of growingmediums suitable for sports fields, golf courses and lawn areasthat may include organic material, silts,

7、 clays and sand.1.4 This test method is not applicable for soil conditionsin-which the root mass is excessive or in-which the root massincludes woody roots.1.5 This standard does not purport to address all of thesafety concerns, if any, associated with its use. It is theresponsibility of the user of

8、 this standard to establish appro-priate safety and health practices and determine the applica-bility of regulatory limitations prior to use.2. Referenced Documents2.1 ASTM Standards:2D1556 Test Method for Density and Unit Weight of Soil inPlace by Sand-Cone MethodD4914 Test Methods for Density and

9、Unit Weight of Soiland Rock in Place by the Sand Replacement Method in aTest PitF1815 Test Methods for Saturated Hydraulic Conductivity,Water Retention, Porosity, and Bulk Density of AthleticField Rootzones3. Terminology3.1 Definitions:3.1.1 bulk density of soil, Dbmass of dry soil per unit bulkvolu

10、me, (Mg m3).3.1.2 density, Dmass per unit volume, (Mg m3).3.1.3 density of water, Dwmass per volume of water, (Mgm3).3.1.4 particle density of soil, Dpdensity of the soilparticles, the dry mass of the particles being divided by thesolid (not bulk) volume of the particles, in contrast with bulkdensit

11、y, (Mg m3).4. Summary of Test Method4.1 Atest hole is cored using a hole-cutter into the soil to betested and the hole-cutter is retracted to remove all soil andsaved in a container. The depth of the hole is measured at fourpoints around the diameter of the core. Points shall be atapproximately 90 a

12、part. The hole is then filled with a freeflowing sand of know volume to determine the volume of thesoil removed. The volume of the soil removed is adjusted toaccount for the volume of the hole-cutter. The removed soil isweight in the laboratory and the in-place wet density of thesample is calculated

13、 by dividing the initial moist sample mass1This test method is under the jurisdiction of ASTM Committee F08 on SportsEquipment, Playing Surfaces, and Facilities and is the direct responsibility ofSubcommittee F08.64 on Natural Playing Surfaces.Current edition approved May 1, 2013. Published November

14、 2013. DOI:10.1520/F3013-13.2For referenced ASTM standards, visit the ASTM website, www.astm.org, orcontact ASTM Customer Service at serviceastm.org. For Annual Book of ASTMStandards volume information, refer to the standards Document Summary page onthe ASTM website.Copyright ASTM International, 100

15、 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States1divided by the volume of hole (adjusted for the volume of thecoring apparatus) from which the sample is removed asdetermined by the volume of free flowing sand. The sample isthen dried and weight to determine the in-pla

16、ce dry bulk-density of the soil.5. Significance and Use5.1 This test method can be used to determine in-placedensity of topsoil and blended soils prior to planting or in thedevelopment of a maintenance programs for natural turf sportsfields, planting areas, lawns and golf courses.5.2 This test metho

17、d can provide builders and maintenancestaff with a quick assessment of the turf growing mediumdensity without the delays associated with formal lab testingprograms. During construction and prior to seeding or soddinghaving a method to quantify in-place soil density will assist thebuilder in providin

18、g an appropriate soil density at the time ofplanting thus improving overall turf establishment.5.3 The use of this test method is generally limited to soil inan unsaturated condition. This test method is not recommendedfor soils that are soft or friable (crumble easily) or in a moisturecondition suc

19、h that water seeps into the hand excavated hole.The accuracy of this test can be affected by stones or othermaterial that can create grooves or loose material along the sidewalls or bottom of the test core.Test core locations within areassubject to vehicle travel may result in higher densities and s

20、uchlocations should be noted in the report.6. Apparatus6.1 The testing apparatus consists of a coring device (HoleCorer or Hole cutter), a uniform (free flowing) testing sand,graduated cylinder, and a rule. A drying oven capable ofmaintaining a temperature of 100C (212F) 12 h for prepara-tion of an

21、oven-dried sample.6.1.1 Hole-CutterA10.8 cm diameter (4-14 in.) hot-rolledsteel tubing with steel shaft and sturdy handle. Tubing shallconsist of a non-scalloped shell sharpened outsides to allowclean uniform coring into soil. Tubing shall be capable ofcoring to depths of approximately 20 cm (8 in.)

22、. Hole-cuttershall be equipped with a core removal plate that will allowclean uniform removal of core sample.6.1.1.1 A steel sharpened core cutting device with anoutside diameter of 10.8 cm (4.25 in.) and an inside diameter,di, of 10.16 cm (4.00 in.).6.1.1.2 A handle positioned at approximately wais

23、t levelsuitable for twisting the core into the soil while maintainingvertical alignment.6.1.1.3 A core with a depth, hc, of at least 10.16 cm (4 in.)and not more than 20.32 cm (8 in.). The core shall be markedon the outside to indicate a 10 cm depth.6.1.1.4 A soil removal piston or other device that

24、 allowscomplete removal of the cored sample.6.1.1.5 Details of the apparatus are shown in Fig. 1.6.1.2 Free Flowing SandClean, dry sand, uniform indensity and grading, uncemented, durable, and free-flowing.Any gradation may be used that has a uniformity coefficient(Cu 5 D60/D10) less than 2.0, a max

25、imum particle size smallerthan 2.0 mm (No. 10 sieve), and less than 3 % by weightpassing 250 m (No. 60 sieve). ). Sand shall be uniformlygraded to prevent segregation during handling, storage and use.Sand must be free flowing and therefore non-compacting.NOTE 1Uniformly graded sand is needed to prev

26、ent segregationduring handling, storage, and use. Sand free of fines (and fine sandparticles) is required to avoid significant bulk-density changes which canoccur due to normal daily changes in atmospheric humidity. Sandcomprised of durable, natural sub-angular, sub-rounded, or roundedparticles is d

27、esirable. Crushed sand or sand having angular particles maynot be free-flowing, a condition that can cause bridging resulting ininaccurate density determinations. Likewise, sands containing significantamounts of micaceous grains (which tend to be plate-shaped) should beFIG. 1 Hole CutterF3013 132avo

28、ided. In selecting sand from a potential source, bulk-density variationbetween any one determination shall not be greater than1%oftheaverage.6.1.3 Graduated Cylinder, meeting the following param-eters:6.1.3.1 Minimum volume of 1000 mL. Where test cores areto exceed 10 cm (4 in.) in depth 2000 mL vol

29、ume isrecommended.6.1.3.2 Measurement increments allowing reading to 10mL.6.1.3.3 Accurate to 63 mL.6.1.4 Standard Rule, meeting the following parameters:6.1.4.1 A rule of 30 cm (12 in.) length with increments ofmeasure in centimetres (cm) marked with scale divisions of 1mm per division.6.1.4.2 Alte

30、rnatively, a 30 cm Vernier caliper can beutilized, using the depth probe, which is capable of measure-ments in increments of 1 mm or finer. The Vernier caliper isalso ideally used to measure the coring tube for wall thickness,inside diameter, and outside diameter.7. Procedure7.1 Select a location/el

31、evation that is representative of thearea to be tested, and determine the density of the soil in-placeas follows:7.1.1 Inspect the core apparatus for damage, free movementof the core removal piston. Verify dimensions of core tubingusing a Vernier caliper.7.1.2 Fill the graduated cylinder with 1000 m

32、L of freeflowing sand. This volume is suitable for a core depth not toexceed 10 cm (4 in.) in depth.7.1.3 Prepare the surface of the location to be tested so thatit is a level plain. This must be accomplished without defor-mation of the soil to be tested. In creating a level plain at thetop consider

33、ation should be given to removal the thatch layer.A shovel with a clean straight flat cutting edge shall be used tolevel the surface. In the case where the tested strata is belowthe surface of the soil a hole shall be hand excavated adjacentto the test location and a shelf shall be cut using a shove

34、l witha clean straight flat cutting edge. The shelf shall be of adequatesurface area to prevent deformation of side wall of theexcavation and also of adequate surface area extract the core,make the necessary sidewall depth measurements, and toaccurately fill the void with a level volume of free flow

35、ing sandflush with the top of the test core void. If stones are encoun-tered during the preparation of the sample location or duringthe sidewalls of the actual coring, a new test site should beselected.7.1.4 The hole-cutter shall be placed in the general center ofthe prepared area with the shaft upr

36、ight and vertical. Uniformpressure shall be applied to the handle and the cutter shall betwisted into the soil to a depth between 7.5 and 10.0 cm (3 and4 in.). The 10 cm (4 in.) depth mark shall be used as themaximum depth of penetration for the test core. During coringthe shaft shall be kept as clo

37、se to vertical as possible. Once thetest depth is reached, the core shall be twisted one quarter turnin the direction of the coring and then one quarter turn again inthe opposite direction to shear the sample from the surroundingsoil. During this procedure the apparatus shall be kept verticalto prev

38、ent deformation of the sidewalls of the core.7.1.5 The core sample shall be extracted from the testlocation using a smooth uniform motion. Slight twisting backand forth may be required. The sample shall be extracted fromthe apparatus into a sample bag. The bag shall be labeled withthe date, site loc

39、ation and a suitable reference numbering orlabeling system to identify the sample. Any loose soil in thebottom of the sample void should be removed and added to thesample bag.7.1.6 The depth of the void shall be measured at fourlocations spaced approximately 90 apart. Each depth shall berecorded,( h

40、s1, hs2, hs3, hs4) , and the depths shall be averaged(ha) and used as a check to assure the volume of the void isconsistent with the fill volume of free flowing sand. Theaverage depth shall be used to calculate the volume of the core(Vo) contained within the cutting wall of the test apparatus.This v

41、olume shall be calculated using the following equationand recorded:Vo5 ha3 ro!23 ! (1)where:ro= the outside radius of the core apparatus.7.1.6.1 Calculating the volume of a particular sample (Vs)necessitates obtaining the volume using the inside diameter ofthe coring tube by the equation:Vi5 ha3 ri!

42、23 ! (2)where:ri= the inside radius of the core apparatus.7.1.6.2 The outside volume of the core (Vo) shall be used asan approximate volume check compared to the sand volume(Vh) used to fill the cored hole.7.1.6.3 The volume of the sample, Vs, is calculated bydetermining the volume difference when a

43、ccounting for thewall thickness of the coring tube. This can be calculated by thefollowing formula:Vs5 Vh2 Vo2 Vi! (3)7.1.7 The free flowing sand in the graduated cylinder shallbe leveled by lightly tapping the cylinder on a firm, uniformsurface for an accurate reading of the initial volume of sand,

44、Vi. The volume of sand in the graduated cylinder shall be readand recorded. Sand shall be poured from the graduated cylinderinto the void left by the apparatus. Care must be taken to avoidover filling the void. Sand in the void shall be carefully spreadto create a uniform level surface to the bottom

45、 of the thatchlayer. Additional sand shall be added until the void is full andlevel with the top edge of the test void. Care shall be taken notto compact the sand into the void. The free flowing sand in thegraduated cylinder shall again be lighting tapped on a firm,uniform suface for an accurate rea

46、ding of the remaining (final)sand volume, Vf. The final volume of sand in the graduatedcylinder shall be read and recorded. The difference between theinitial graduated cylinder volume reading and the volume afterthe sand is added to the void shall be calculated and recorded.This calculated volume sh

47、all represent the volume of the testhole, Vh:F3013 133Vh5 Vi2 Vf(4)7.1.8 The core sample extracted from the test location shallbe weighed and the mass recorded to the nearest 0.001 g. Thisshall represent the in place moist sample weight, mwet.7.1.9 The core sample extracted from the test location sh

48、allthen be oven-dried, weighed to the nearest 0.001 g and themass recorded. This shall represent the in place dry sampleweight, mdry.8. Calculation or Interpretation of Results8.1 The volume of the test hole (soil volume), Vhshall becompared to the volume of the cutting tube, Vtube.8.2 Using the in-

49、place sample weight (mwet) as determinedfrom 7.1.8 and the dry sample weight from 7.1.9 (mdry),determine a gravimetric (mass) soil water content, m,bytheformula:m5 mwet2 mdry!mdry(5)8.3 Calculation of volumetric soil moisture content, v, shallbe calculated by multiplying the in-place mass soil watercontent by the soil bulk density according to the formula:v5 m3 Db Dw! (6)NOTE 2For the purpose of this standard, the density of water can beassumed to be 1.0 Mg m3such that Eq 6 can be rewritten as:v5 m3 Db(7)8.4 Calculation of the soil bulk density,