250:
below the water table in these soil types exhibit short term stability, similar to many dense sandy soil deposits, in part due to matric suction. However, as shearing of the soil occurs in the active wedge due to gravity forces, strength is lost and the rate of failure accelerates. This can be exacerbated by hydrostatic forces developing at the location(s) where water (drains to and) collects in tension cracks in or near the back of the active wedge. Generally retrogressive spalling manifests, often accompanied by piping / internal erosion. The use of appropriate filters is critical to managing these materials; a preferred filter might be a #4 sized clear gravel / coarse-grained sand as a commercial aggregate which is generally readily available. Some non- woven filter fabrics are also suitable. As with all filters, D15 and D50 compatibility criteria should be checked.
27:
125:
912:
765:
811:
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736:
249:
Poorly / uniformly graded silt with trace sand to sandy that is non-plastic can be associated with challenges during construction, even when they are hard. These materials often appear to be granular because the silt is so coarse and thus may be described as dense to very dense. Vertical excavations
245:
Because of dilatancy, the angle of friction increases as the confinement increases until it reaches a peak value. After the peak strength of the soil is mobilized the angle of friction abruptly decreases. As a result, geotechnical engineering of slopes, footings, tunnels, and piles in such soils have
258:
After extensive shearing, dilating materials arrive in a state of critical density where dilatancy has come to an end. This phenomenon of soil behaviour can be included in the
Hardening Soil model by means of a dilatancy cut-off. In order to specify this behaviour, the initial void ratio,
116:. Its effect can be seen when the wet sand around the foot of a person walking on beach appears to dry up. The deformation caused by the foot expands the sand under it and the water in the sand moves to fill the new space between the grains.
559:
Casagrande, A., Hirschfeld, R. C., & Poulos, S. J. (1964). Fourth Report: Investigation of Stress-Deformation and
Strength Characteristics of Compacted Clays. HARVARD UNIV CAMBRIDGE MA SOIL MECHANICS
170:
is analogous to the angle made by the teeth to the horizontal. Such a model can be used to infer that the observed friction angle is equal to the dilation angle plus the friction angle for zero dilation.
147:
The amount of dilation depends strongly on the initial density of the soil. In general, the denser the soil, the greater the amount of volume expansion under shear. It has also been observed that the
606:
144:
increases. But as the stress approaches its peak value, the volumetric strain starts to increase. After some more shear, the soil sample has a larger volume than when the test was started.
89:(expand in volume) as it is sheared. This occurs because the grains in a compacted state are interlocking and therefore do not have the freedom to move around one another. When stressed, a
93:
motion occurs between neighboring grains, which produces a bulk expansion of the material. On the other hand, when a granular material starts in a very loose state it may continuously
636:
353:
293:
326:
206:
1601:
328:, of the material must be entered as general parameters. As soon as the volume change results in a state of maximum void, the mobilised dilatancy angle,
629:
475:
Reynolds, Osborne (December 1885). "LVII. On the dilatancy of media composed of rigid particles in contact. With experimental illustrations".
459:
434:
654:
622:
232:
525:
Rowe, P. W. (9 October 1962). "The stress-dilatancy relation for static equilibrium of an assembly of particles in contact".
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703:
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Poulos, S. J. (1971). The stress-strain curves of soils. Geotechnical
Engineers Incorporated. Chicago.
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Experiments showing dilatancy, a property of granular material, possibly connected with gravitation
149:
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1466:
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35:
31:
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to consider the potential decrease in strength after the soil strength reaches this peak value.
331:
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588:. 10th European Conference on Soil Mechanics and Foundation Engineering. Florence, Italy.
94:
711:
593:
538:
527:
Proceedings of the Royal
Society of London. Series A. Mathematical and Physical Sciences
162:
The relationship between dilation and internal friction is typically illustrated by the
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The London, Edinburgh, and Dublin
Philosophical Magazine and Journal of Science
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test on a sample of dense sand. In the initial stage of deformation, the
20:
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81:
Unlike most other solid materials, the tendency of a compacted dense
390:
Tighe, Brian P. (April 2014). "Shear dilatancy in marginal solids".
97:
instead of dilating under shear. A sample of a material is called
1119:
123:
90:
25:
1606:
1114:
1109:
1099:
1094:
1089:
1074:
776:
113:
109:
618:
506:. Royal Institution of Great Britain. Weekly evening meeting.
178:
450:
Andreotti, Bruno; Forterre, Yoël; Pouliquen, Olivier (2013).
607:
PLAXIS 2D CE V20.02: 3 - Material Models Manual.pdf page 78
132:
The phenomenon of dilatancy can be observed in a drained
334:
301:
265:
128:
Dilatancy of a sample of dense sand in simple shear.
62:. This effect was first described scientifically by
1675:
1630:
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1484:
1457:
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1226:
1213:
1128:
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996:
674:
661:
16:
Volume change of a granular material under shearing
582:How the dilatancy of soils affects their behaviour
347:
320:
287:
101:if its volume increases with increasing shear and
372:: one model of the rheology of a granular flow.
105:if the volume decreases with increasing shear.
630:
8:
419:Statics and Kinematics of Granular Materials
213:. Unsourced material may be challenged and
1490:
1223:
1079:
671:
637:
623:
615:
339:
333:
306:
300:
270:
264:
233:Learn how and when to remove this message
452:Granular Media: Between Fluid and Solid
382:
502:Reynolds, Osborne (12 February 1886).
355:, is automatically set back to zero.
7:
211:adding citations to reliable sources
70:. It was brought into the field of
66:in 1885/1886 and is also known as
14:
655:Offshore geotechnical engineering
108:Dilatancy is a common feature of
54:is the volume change observed in
946:
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698:
686:
183:
579:Houlsby, G. T. (28 May 1991).
454:. Cambridge University Press.
295:, and the maximum void ratio,
1:
1305:Mechanically stabilized earth
34:-difference as a function of
1057:Hydraulic conductivity tests
1618:Stress distribution in soil
175:Why is dilatancy important?
58:when they are subjected to
1784:
768:Pore pressure measurement
150:angle of internal friction
18:
1521:Preconsolidation pressure
916:Standard penetration test
652:
489:10.1080/14786448508627791
417:Nedderman, R. M. (1992).
404:10.1007/s10035-013-0436-6
348:{\displaystyle \psi _{m}}
1017:California bearing ratio
815:Rotary-pressure sounding
646:Geotechnical engineering
427:10.1017/CBO9780511600043
288:{\displaystyle e_{init}}
72:geotechnical engineering
19:Not to be confused with
1437:Geosynthetic clay liner
1412:Expanded clay aggregate
1032:Proctor compaction test
973:Crosshole sonic logging
959:Nuclear densometer test
716:Geo-electrical sounding
321:{\displaystyle e_{max}}
166:of dilatancy where the
1700:Earthquake engineering
1511:Lateral earth pressure
1136:Hydraulic conductivity
987:Wave equation analysis
966:Exploration geophysics
858:Deformation monitoring
827:Rotary weight sounding
547:10.1098/rspa.1962.0193
349:
322:
289:
129:
39:
878:Settlement recordings
803:Rock control drilling
704:Cone penetration test
350:
323:
290:
127:
29:
1740:Agricultural science
1442:Cellular confinement
365:Triaxial shear tests
332:
299:
263:
207:improve this section
1632:Numerical analysis
1516:Overburden pressure
1506:Pore water pressure
1286:Shoring structures
1161:Reynolds' dilatancy
1062:Water content tests
1047:Triaxial shear test
1007:Soil classification
980:Pile integrity test
594:1991smfe.conf.....H
539:1962RSPSA.269..500R
1607:Slab stabilisation
1587:Stability analysis
345:
318:
285:
130:
68:Reynolds dilatancy
60:shear deformations
56:granular materials
40:
30:Typical curves of
1755:
1754:
1626:
1625:
1602:Sliding criterion
1564:Response spectrum
1480:
1479:
1310:Pressure grouting
1209:
1208:
1069:
1068:
1022:Direct shear test
728:Permeability test
533:(1339): 500–527.
461:978-1-107-03479-2
436:978-0-521-40435-8
254:Dilatancy cut-off
243:
242:
235:
168:angle of dilation
152:decreases as the
140:decreases as the
138:volumetric strain
83:granular material
76:Peter Walter Rowe
1775:
1614:Bearing capacity
1501:Effective stress
1491:
1392:Land reclamation
1332:Land development
1227:Natural features
1224:
1191:Specific storage
1080:
1012:Atterberg limits
950:
938:
926:
914:
902:
890:
876:
866:
851:Screw plate test
849:
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483:(127): 469–481.
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64:Osborne Reynolds
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1751:
1730:Earth materials
1671:
1633:
1622:
1531:
1525:
1476:
1453:
1407:Earth structure
1402:Erosion control
1300:Ground freezing
1290:Retaining walls
1273:
1215:
1205:
1166:Angle of repose
1124:
1065:
999:
992:
991:
952:Visible bedrock
904:Simple sounding
892:Shear vane test
668:instrumentation
667:
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392:Granular Matter
389:
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52:shear dilatancy
38:in dense sands.
24:
17:
12:
11:
5:
1781:
1779:
1771:
1770:
1768:Soil mechanics
1760:
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1679:
1677:Related fields
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1599:
1597:Classification
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1571:
1569:Seismic hazard
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1207:
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1198:
1196:Shear strength
1193:
1188:
1183:
1178:
1173:
1171:Friction angle
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1092:
1086:
1084:
1077:
1071:
1070:
1067:
1066:
1064:
1059:
1054:
1052:Oedometer test
1049:
1044:
1042:Sieve analysis
1039:
1034:
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976:
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961:
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943:
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928:Total sounding
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467:
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409:
398:(2): 203–208.
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176:
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164:sawtooth model
159:is decreased.
121:
118:
44:soil mechanics
15:
13:
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4:
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1705:Geomorphology
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1562:
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1555:
1552:
1550:
1549:Consolidation
1547:
1545:
1544:Frost heaving
1542:
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1537:
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1438:
1435:
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1428:
1425:
1424:
1423:
1422:Geosynthetics
1420:
1418:
1417:Crushed stone
1415:
1413:
1410:
1408:
1405:
1403:
1400:
1398:
1395:
1393:
1390:
1388:
1385:
1383:
1380:
1378:
1375:
1373:
1372:Cut-and-cover
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1199:
1197:
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1192:
1189:
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1179:
1177:
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1169:
1167:
1164:
1162:
1159:
1157:
1154:
1152:
1149:
1147:
1144:
1142:
1141:Water content
1139:
1137:
1134:
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1131:
1127:
1121:
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1111:
1108:
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1038:
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1005:
1003:
1001:
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988:
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844:
843:
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839:Sample series
836:
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819:
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1725:Biogeography
1720:Hydrogeology
1710:Soil science
1690:Geochemistry
1449:Infiltration
1377:Cut and fill
1320:Soil nailing
1186:Permeability
1151:Bulk density
868:Inclinometer
791:Ram sounding
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1735:Archaeology
1459:Foundations
1432:Geomembrane
1315:Slurry wall
1254:Water table
1218:Interaction
1214:Structures
1201:Sensitivity
998:Laboratory
103:contractive
1592:Mitigation
1574:Shear wave
1559:Earthquake
1554:Compaction
1539:Permafrost
1530:Phenomena/
1427:Geotextile
1352:Embankment
1342:Excavation
1279:Earthworks
1239:Vegetation
1234:Topography
1156:Thixotropy
1146:Void ratio
1129:Properties
1027:Hydrometer
772:Piezometer
692:Core drill
512:1440246508
377:References
223:March 2020
120:Phenomenon
1715:Hydrology
1695:Petrology
1583:analysis
1581:Landslide
1486:Mechanics
1397:Track bed
1382:Fill dirt
1367:Terracing
940:Trial pit
755:Statnamic
740:Load test
337:ψ
194:does not
154:effective
48:dilatancy
1762:Category
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1634:software
1532:problems
1362:Causeway
1337:Landfill
1264:Subgrade
1181:Porosity
1176:Cohesion
359:See also
99:dilative
21:Dilatant
1685:Geology
1657:SVSlope
1467:Shallow
1387:Grading
1325:Tieback
1269:Subsoil
1259:Bedrock
1249:Topsoil
1244:Terrain
1037:R-value
1000:testing
750:Dynamic
677:in situ
675:Field (
590:Bibcode
535:Bibcode
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200:sources
95:compact
1667:Plaxis
1662:UTEXAS
1652:SVFlux
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1494:Forces
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1295:Gabion
1105:Gravel
745:Static
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1647:STABL
1120:Loess
1083:Types
586:(PDF)
114:sands
110:soils
91:lever
1472:Deep
1115:Loam
1110:Peat
1100:Sand
1095:Silt
1090:Clay
1075:Soil
777:Well
560:LAB.
508:OCLC
456:ISBN
431:ISBN
198:any
196:cite
112:and
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