69:
The basic idea of the Hoek–Brown criterion was to start with the properties intact rock and to add factors to reduce those properties because of the existence of joints in the rock. Although a similar criterion for concrete had been developed in 1936, the significant tool that the Hoek–Brown
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problems. An update of the criterion was presented in 2002 that included improvements in the correlation between the model parameters and the
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1159:-plane. This feature of the Hoek–Brown criterion appears unphysical and care must be exercised when using this criterion in
550:{\displaystyle \tau _{m}={\tfrac {1}{2}}(\sigma _{1}-\sigma _{3})~;~~\sigma _{m}={\tfrac {1}{2}}(\sigma _{1}+\sigma _{3})~.}
50:. The original version of the Hoek–Brown criterion was developed by Evert Hoek and E. T. Brown in 1980 for the design of
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criterion gave design engineers was a quantification of the relation between the stress state and
Bieniawski's
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Bieniawski, Z. T. (1976). Z. T. Bieniawski (ed.). "Rock mass classification in rock engineering".
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401:{\displaystyle \tau _{m}={\tfrac {1}{2}}{\sqrt {A(\sigma _{m}-\tau _{m})+B^{2}}}}
965:
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Hoek E.; Brown E.T. (1980). "Empirical strength criterion for rock masses".
78:
916:{\displaystyle A={\cfrac {C_{0}^{2}-T_{0}^{2}}{T_{0}}}~;~~B=C_{0}~.}
158:{\displaystyle \sigma _{1}=\sigma _{3}+{\sqrt {A\sigma _{3}+B^{2}}}}
1292:
Proceedings of the Fifth North
American Rock Mechanics Symposium
560:
We can convert the above relation into a form similar to the
54:. In 1988, the criterion was extended for applicability to
74:(RMR). The Hoek–Brown failure criterion is used widely in
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1263:"The Hoek-Brown failure criterion - a 1988 update"
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1245:Journal of the Geotechnical Engineering Division
1210:. London: Institution of Mining and Metallurgy.
252:are materials constants. In terms of the mean
226:is the effective minimum principal stress, and
1055:{\displaystyle \tau _{m}={\tfrac {1}{8}}\left}
700:{\displaystyle \tau _{m}={\tfrac {1}{8}}\left}
1283:Hoek E, Carranza-Torres CT, Corkum B (2002).
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1285:"Hoek-Brown failure criterion-2002 edition"
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89:The Hoek–Brown criterion has the form
1152:{\displaystyle \sigma _{m}-\tau _{m}}
7:
1270:Proc. 15th Canadian Rock Mech. Symp.
1092:are unsymmetric with respect to the
1327:History of the Hoek–Brown criterion
1232:. Taylor and Francis. p. 499.
964:in the above equation, we get the
25:
1230:Design Analysis in Rock Mechanics
85:The original Hoek–Brown criterion
1208:Underground Excavations in Rock
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562:Mohr–Coulomb failure criterion
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1:
1313:. Balkema, Cape Town: 97–106.
957:{\displaystyle \sigma _{m}=0}
1206:Hoek E.; Brown E.T. (1980).
29:Hoek–Brown failure criterion
18:Hoek-Brown failure criterion
1261:Hoek, E. and Brown (1988).
1112:{\displaystyle \sigma _{m}}
276:{\displaystyle \sigma _{m}}
219:{\displaystyle \sigma _{3}}
188:{\displaystyle \sigma _{1}}
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1173:Failure theory (material)
1085:{\displaystyle \tau _{m}}
584:{\displaystyle \tau _{m}}
307:{\displaystyle \tau _{m}}
195:is the effective maximum
64:geological strength index
1228:Pariseau, W. G. (2009).
710:The material constants
52:underground excavations
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968:Hoek–Brown criterion:
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1161:numerical simulations
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791:{\displaystyle T_{0}}
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245:{\displaystyle A,B}
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60:surface excavation
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16:(Redirected from
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197:principal stress
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38:that is used in
31:is an empirical
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56:slope stability
42:to predict the
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1321:External links
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40:rock mechanics
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1188:Mohr's circle
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254:normal stress
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1247:: 1013–1025.
1244:
1238:
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1119:axis in the
1064:
930:
709:
559:
410:
285:shear stress
167:
88:
68:
28:
26:
1298:: 267–273.
1194:References
966:pure shear
931:If we set
1141:τ
1137:−
1128:σ
1101:σ
1074:τ
1015:±
1009:−
980:τ
940:σ
838:−
666:σ
638:±
632:−
603:τ
573:τ
530:σ
517:σ
489:σ
464:σ
460:−
451:σ
423:τ
372:τ
368:−
359:σ
326:τ
296:τ
265:σ
208:σ
177:σ
132:σ
114:σ
101:σ
1336:Category
1272:: 31–38.
1167:See also
591:to get
411:where
66:(GSI).
44:failure
36:surface
908:
889:
886:
880:
767:) and
542:
485:
482:
476:
168:where
79:design
33:stress
1288:(PDF)
1266:(PDF)
798:) by
58:and
48:rock
27:The
46:of
1338::
1294:.
1290:.
1268:.
1253:^
1216:^
1163:.
656:16
314:)
199:,
81:.
1296:1
1145:m
1132:m
1105:m
1078:m
1049:]
1041:2
1037:B
1033:4
1030:+
1025:2
1021:A
1012:A
1005:[
998:8
995:1
989:=
984:m
952:0
949:=
944:m
911:.
903:0
899:C
895:=
892:B
883:;
870:0
866:T
851:2
846:0
842:T
833:2
828:0
824:C
812:=
809:A
784:0
780:T
771:(
753:0
749:C
740:(
724:B
721:,
718:A
694:]
688:)
683:2
679:B
675:+
670:m
662:A
659:(
653:+
648:2
644:A
635:A
628:[
621:8
618:1
612:=
607:m
577:m
545:.
539:)
534:3
526:+
521:1
513:(
507:2
504:1
498:=
493:m
479:;
473:)
468:3
455:1
447:(
441:2
438:1
432:=
427:m
392:2
388:B
384:+
381:)
376:m
363:m
355:(
352:A
344:2
341:1
335:=
330:m
300:m
287:(
269:m
256:(
240:B
237:,
234:A
212:3
181:1
149:2
145:B
141:+
136:3
128:A
123:+
118:3
110:=
105:1
20:)
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