-
--
2.1
ISRM
0.25MPa~25MPa ISRM
Hard ClayExtremely Weak
RockVery Weak RockWeak Rock
2.1
2.1 ISRM
( Johnston , 1993)
4
-
2.2
1.
Oliveria1990
1 leach
void
2
fissure
2.
Oliveria
slaking
3.
Oliveria1993
4.creep
Oliveria 1993
5.
5
-
Johnston1993
2.3
1.
(1986)
40%~60%
20MPa
2.
(1986)
6
-
12MPa
0~30%
2.4 Pressuremeter Test
ISSMFE1991
2.4.1
1933 Kogler (Pressuremeter) 1954
Menard Menard
(Menard Pressuremeter , MPM)
(Pressuremeter Test , PMT)
Janod-Mermin 1954
7
-
1957 Kujundzic
(Kujundzic , 1965)
Penek et. al. (1964)
(cylindrical pressure cell)
Rocha et. al. (1966) LNEC(Laboratorio
Nacional de Engenharia Civil)(pump)
(linear variable differential transducer, LVDT)
Hustruid and Hustruild (1975) Panek et. al. (1964)
CSM(Colorado School of Mines)
(Hughes and
Ervin, 1980; Serata, 1982; Suyama et. al., 1984; and Ip et. al.,
1991)
2.4.2
(constitutive)
(fit)
-
Clarke(1995)
8
-
1.
2.(axially symmetric loading)
(plane deformation)
3.(homogeneous)(isotropic)
4.-
5.
2.4.3
5MPa 10MPa
-
-unload-reload loop
1999
1.
10MPa 25MPa
2. 90
3.
9
-
-
Haberfield and Johnston (1990)
:
( ) 'cos''sin1'' 0 cpp f ++= 2.1
: fp
0'p :
' :
c :
Johnston(1993)
() Barton(1993)
Haberfield Johnston(1989)
Haberfield Johnston(1990)
10
-
P 0'p t
Haberfield Johnston(1993)
1. E
(Ervin et. al., 1980 and Clarke et. al.,
1989)
2. E
1
3.
4.
5.
(Haberfield and Johnston,
1990)
6.Haberfield and Johnston (1986)
11
-
800kPa 800kPa
7.
(Ameratunga and Johnston, 1986)
2.4.4
-
Haberfield Johnston(1990)
-
(non-associated flow rule)
:
:
fppp 0 Gpp
rU r
20
0
0 = 2.2
:
fpp ])()([21
30
20
10
0 brr
brr
bGr
U nfmfr ++=11 nm +
2.3
12
-
0'p
p
fp
0rU
0r
fr
G
1b 2b 3b m n
)1(sincos 0 ++= pcp f 2.4
+
=sin1sin1m 2.5
+
=sin1sin1n 2.6
)]()1)(1[(1
201 ppnm
mnm
mb f ++
= 2.7
))(1)(1(2 02 ppnmmnb f +
+= 2.8
))(11)(21( 03 ppm
mb f += 2.9
r
r
=sinsin1sinsin
sin 2.10
(Poisson ratio)
c
r
13
-
G0'p c G-
0.2-0.3
0'p
/ r
Johnston
Rowe/s
:
1. 1-6
2.(
-
2.2
2.2
( Johnston , 1993)
2.5.1
Goodman et. al. (1968) and Gill and Leite (1995)Noel
(1963)(, central expanding cell)
Martini et. al. (1964) Noel (German )
15
-
Panek and Stock (1964)
(racetrack-shaped) German
Jaeger and Cook(1964)
(deformation meter) 1968
Absi and Seguin (1967)
geoextensometer 2 140
Goodman et. al.,Goodman Jack
90
LVDT
Amadei et. al.1995)
(directional dilatometer) 2 75.4
LVDTA(A1-A2)B(B1-B2)
2.3
16
-
2.3
Amadei et. al., 1995
17
-
2.5.2
Goodman et. al. (1968)
calcE
),(93.086.0 KDQDE hcalc
= 2.11
0.86(A)
0.93(B)
D
hQ
K(, ) 2.1
NX =45(2.7)(
)
)(40.2.)(
)( KD
QE
in
psihcalc
= (2.12)
K()
Hustrulid (1976)KT*Amadei (1985)
T*T* 10%25%
Goodman et. al. (1968)
18
-
13%
29%
Heuze et. al.(1971)
Heuze and Dessenne (1972)
Meyer and McVey (1974)
45.745.750.8cm (181820in.) 7.62cm (3in.)
E = 69.5GPa (10.08106psi) = 0.332
(2.12) = 2.9310calcE6 psi
= 0.332 K = 1.212K
calcE
calcE calcE
Hustrulid (1976)(2.11)K(, )Goodman
et. al. (1968)=45KT*
()
)45( 393.0 * ohcalc DQ
TE =
= 2.13
=45=0 KT* 22%=0.5 10%
(2.13)
0.86 Hustrulid (1976)calcE
19
-
T*Meyer and McVey (1974)
1000 9000psi () 3.5 8.5
Meyer and McVey (1974) 1000psi
T*Amadei (1985)
Heuze and Salem (1976)Meyer and
McVey (1974)Heuze
Salem
=69GPa (10.010trueE6 psi)=0.33
HustrulidT* 3.4510calcE6 psi 3.45
Meyer and McVey (1974) 69.4GPa (10.0106 psi)
HustrulidT*Meyer and McVey (1974)
trueE calcE
Shuri (1981) Hustrulid (1976)
Hustrulid (1976) Shuri (1981)
90()
2.4 Shuri (1981)
Swolfs and Kibler (1982) Hustrulid
(1976) and Heuze and Salem (1976 and 1977)
Amadei (1985)
T*=45Amadei (1985)T*Hustrulid
(1976)T* 3% 2.2
Heuze (1985)
1Shuri (1981)
Shuri (1981)
20
-
0.3 207GPa (30106 psi)(76.2mm(3in.))
2()
oversizeE
EQtrue
trueh +
=
91.0)1(103010300993.1
6min 6 2.14
Q psi calcE
in.
calcE
calcE min hQ
2Shuri (1981) min hQ
undersizeE
Q trueh )1(67.3 2min
= 2.15
3Ecalc 0.86(2.16)(
)
*93.086.0 TDQDE hcalc
= 2.16
4
69GPa (10,000psi)
21
-
2.1 (2.11) K(, )
()
0 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50
5 0.434 0.433 0.430 0.424 0.417 0.407 0.396 0.382 0.366 0.348
0.32710 0.704 0.703 0.698 0.690 0.678 0.663 0.645 0.622 0.597 0.568
0.53615 0.904 0.903 0.897 0.887 0.873 0.854 0.831 0.803 0.772 0.735
0.69420 1.052 1.051 1.046 1.035 1.019 0.998 0.973 0.942 0.906 0.864
0.81825 1.159 1.159 1.154 1.143 1.127 1.105 1.078 1.045 1.007 0.963
0.91430 1.230 1.231 1.227 1.217 1.201 1.179 1.152 1.119 1.080 1.035
0.98535 1.271 1.274 1.271 1.262 1.247 1.226 1.200 1.168 1.129 1.086
1.03640 1.287 1.291 1.290 1.282 1.269 1.250 1.225 1.195 1.159 1.117
1.06945 1.282 1.288 1.288 1.282 1.271 1.254 1.232 1.204 1.170 1.131
1.08750 1.261 1.268 1.270 1.266 1.257 1.243 1.224 1.199 1.169 1.133
1.09255 1.227 1.236 1.240 1.238 1.232 1.221 1.204 1.183 1.156 1.125
1.08860 1.186 1.197 1.202 1.203 1.199 1.190 1.177 1.160 1.137 1.109
1.07765 1.142 1.154 1.161 1.164 1.162 1.156 1.146 1.132 1.113 1.089
1.06270 1.098 1.111 1.120 1.124 1.125 1.122 1.114 1.103 1.088 1.068
1.04575 1.059 1.073 1.083 1.089 1.091 1.090 1.085 1.076 1.064 1.048
1.02880 1.028 1.042 1.053 1.061 1.064 1.065 1.061 1.055 1.044 1.031
1.01385 1.007 1.022 1.034 1.042 1.046 1.048 1.046 1.040 1.031 1.019
1.00490 1.000 1.015 1.027 1.035 1.040 1.042 1.040 1.035 1.027 1.015
1.000
Goodman et. al., 1968
2.2 Hustrulid (1976) and Amadei (1985)T*
T* Hustrulid (1976) T* Amadei (1985) T*A / T*H0.10 1.559 1.519
0.974
0.20 1.514 1.474 0.974
0.25 1.480 1.438 0.971
0.30 1.438 1.397 0.971
0.33 1.408 1.366 0.970
0.40 1.331 1.289 0.968
0.50 1.192 1.151 0.966
( Heuze, 1993)
22
-
(a) (b)
2.4
( Heuze, 1993)
23
-
2.5.3
()
2.5.3.1
Shuri (1981)
Heuze and Amadei (1985)
1.
2.5a
2.5b
calcE
2.
2.6
Goodman 15 (
2.928in. 3.050in.)Ecalc 2.3 2.7
2.7 2.980in. 3.020in.
NX
24
-
a b
2.5
( Jesse, 1993)
2.6
( Jesse, 1993)
25
-
2.3 NX
(in.) (106psi) (in.) (106psi)
2.928 2.62 3.001 3.28 2.950 2.43 3.003 3.28 2.969 3.36 3.005
3.28 2.977 3.66 3.010 3.25 2.995 3.27 3.020 3.10 2.997 3.27 3.030
2.90 2.999 3.28 3.050 2.48 3.000 3.28
( Jesse, 1993)
2.92 2.94 2.96 2.98 3.00 3.02 3.04 3.06Borehole diameter
(in)
2.4
2.6
2.8
3.0
3.2
3.4
3.6
3.8
Mod
ulus
(
10 6
psi)
2.7
( Jesse, 1993)
26
-
2.5.3.2
Salem (1976)(finite element method)
1.
(2.11) D K E
2.8
D
NX 9000psi
4.5in. 1ft
2.
NX
() 3 8Wilson (1967)
K 1.06 K
1.23 14%=45
DuQKE
r /)(86.0
= 2.17
NXD=3in. (76.2mm)Q
Qh 93%
ruQKE
= )(40.2 2.18
27
-
3.
2.9(a)Goodman et. al.
(1968) 775 (nodal point)
720 (finite element method)=0.25
2.9(b)(c)(d)(e)
=45=0.25
X K 1.250 K 0.235
K 1.254 X
4.(2)
2.1 2.10 K
=45 K NX
90
90
28
-
2.8 10,000psiE = 1.0106psi ( Goodman et. al., 1968)
29
-
(a)
(b) = 10,000psi (c) (e)
(d) (b) (e) = 0.01a
2.9
E = 1.0106 psi= 0.25
( Goodman et. al., 1968)
30
-
2.4 (2.17)(2.18) K
0 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50K() 1.28 1.29
1.29 1.28 1.27 1.25 1.23 1.20 1.17 1.13 1.09
2.40K() 3.07 3.10 3.10 3.07 3.05 3.00 2.95 2.88 2.81 2.71
2.62
( Goodman et. al., 1968)
0 10 20 30 40 50 60 70 80 90 100 ( )
0.2
0.4
0.6
0.8
1.0
1.2
1.4
K(
,
)
0
0.25
0.50
2.10 = 00.25 0.5 K(, )
( Goodman et. al., 1968)
31
-
2.5.3.3
1.
Suzuki (1968) and Agarrval (1968)
Suzuki (1968) 10-3in.
10-2in.
2.
-
3.
(weak rock)
calcE
(intact rock)
Goodman et. al. (1968)
calcE
fd
32
-
(1) = r/2 () fd
(2) = r () fd
(3) = 5r () fd
2.5 2.11
0.5 1 15%
30%
4.
2.1 2.12 0.2 0.3
50%Ecalc 3.25% 0.4
0.2 100%Ecalc 8.50%
E
5.
=90
Q4= (2.19)
NX=/4=90
-Q
33
-
=0=0.875Q
2.5
fdK K (%)
(%) calcE
0 1.250 +0 r/2 1.410 +13 -13 r 1.553 +24 -24 5r 1.614 +29
-29
( Goodman et. al., 1968)
2.11
( Jesse, 1993)
34
-
0.0 0.1 0.2 0.3 0.4 0.5
0.2
0.4
0.6
0.8
1.0
1.2
1.4
K(
,
)
( )
10
45
90
2.12 = 1045 90 K(, )
( Goodman et. al., 1968)
35
-
2.6 (plate loading test, PLT)
2.6.1
2.13
1.
2.13(a)
2.(recessed test)
2.13(d)
3.
(cable
jacking test) 2.13(b)
4.
2.13(c)
5.
2.13(e)
30% 5%(Poulos and
Davis, 1974)
36
-
a b
c d
e
2.13
Pells, 1983
37
-
2.6.2
1.Whitman and Richart,1967
)1( 2
=LB
QE
p
pp (2.20)
B
L
p(L/B) 2.6
5%
2.Poulos and Davis,1974
)1( 2
=p
pp D
QE (2.21)
Ep
Qp
Dp
38
-
(2.20)(2.21)
(2.21)
(2.22)
02 )1(
=
p
pp D
QE (2.22)
(Burland, 1970; Pells
and Turner, 1979 and Donal et. al.,1980)
2.14(a)(b)(c) 2.14 (shaft)
2.15
3.Gerrard and Harrison,1974
pp
pp r
arDw
QE 1sin)1(2 2
= 2.23
rp
wrprp>1
4.
{ })()1()()1(22 103101
2, ppp
pp
pzrp zIzzIDE
Qw
++= 2.24
I101(Zp)Poulos and Davis (1974)
39
-
I103(Zp) Poulos and Davis (1974)
zp
wrp, zpzprp
(2.24)
(2.25)
+++=
1)1(cot)1(2 2
2,0
p
pp
p
pzp z
zzar
DEQ
w
2.25
2.6 pL/B
L / B 1 2 4 10
p 1.07 1.1 1.2 1.4
( Pells, 1983)
40
-
2.14 ( Pells, 1983)
41
-
2.15
( Pells, 1983)
42
-
2.6.3 (modulus of deformation)
-
2.16
1.-
2.-
1
3.-
43
-
2.16
( Dodds, 1974)
44
-
2.6.4
1.
2.ISRM (1981) 6.9MPa
5MPa
3.
5%
4.ISRM (1981)
48
24
2.7 (the retrievable test rig, RTR)
2.7.1
Johnston et. al. (1980)(Melbourne)
1000mm
1250mm 105 85
(Silurian mudstone) 2m
35m 5m 10m 3.5MN 6.0MN
45
-
2.7.2
2.17
1.
LVDT
2.
(concrete annulus)
(bucket)(concrete seat)
(foam rubber gasket)
(1)
(2)
(3) 220mm 400KN
(4)
46
-
(5)
3.
(reaction frame)
(1)
(2) 920mm
8600kN
(3)
47
-
2.17 (retrievable test rig)
( Johnston et. al., 1980)
48
-
2.7.3
1100mm 1250mm
75mm 50mm
LVDT
8 11
2.7.4
1.
2.
49
-
3.
4.
5.
2.7.5
Johnston et. al. (1980)
c
c
Johnston et. al. (1980) 2.18(a)(b)
2.18(a) 2.18(b)
50
-
(a)
(b)
2.18
( Johnston et. al., 1980)
51
-
2.8 BTD
1999
2000
2.8.1
(BTD)
(BJT)(BST)(BPLT)
Goodman
(Goodman et. al., 1968)
(RTR) (Johnston et. al., 1980)
2.8.2
Menard
300kN
2.8.3
Goodman et. al. (1968) and Heuze (1993)
52
-
*, TD
QDBAEx
jx
=
*, TD
QDBAE jy
=y
Ex, jEy,j :xy
MPa
A 0.86
B Goodman
0.93
D:mm
QMPa
DxDyxymm
T*
xyEx, jEy,
j
-
Pells (1983)
02
, )1( =
p
ppz D
QE
Ez, p zMPa
53
-
Qp N
mm
Dp mm
0
2.8.4
:1.
2.
3.
:1.
2.
3. Goodman(1986)
54