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TRANSCRIPT
1)
1) 1987 pp.2-6
m
(1)
(2)
(3)
22.2.1 2.2.2
2 2 102 11 2 13 2 14
1 2
4-2-1 4-2-1
4-2-1
e R m b m MV V B kNm MH H B kNm V kN H kN
4-2-2 4-2-4 e b/6 4-2-2
4-2-2 e b/6 4-2-3
4-2-3
4-2-4
p1 kN/m2 p2 kN/m2 A m2 b´ e b/6 m
4-2-1
1 4
4-2-2 4-2-3 4 2.3.1
e 2x e x4-2-1
4-2-5 4-2-6 e b/6 4-2-2
4-2-5
e b/6 4-2-3
4-2-6
q kN/m2 4-2-1 4-2-4
2x
p1
400 500kN/m2
1 3
2.1.2
4-2-7 4-2-10 4-2-4
e b/6
4-2-7
4-2-8 e b/6
4-2-9
4-2-10
p1 kN/m2 p2 kN/ m2 b1 e b/6 m b1 e b/6 m
2�kN/ m3
D m =tan 1 H/V
1 11
4 2.14 2.3.3
q’ qR
4-2-11 4-2-12 4-2-5
4-2-11
4-2-12
q q
kN/ m2 LF1 LF2 e D’
q’ m D m
4-2-13 4-2-144-2-5
4-2-13
4-2-14
qR kN/ m2 LR1 LR2 C’ qR m l1 B F m l2 A E m s1 s2 m
3 44-2-15 4-2-16
4-2-15
4-2-16
4-2-17
4-2-18
qG kN/ m2 L1 L2 D’ qG m P q´ qR kN/m M1 q´ LF1 D’ qR
LR e D’ kN m/ m2 M2 q´ LF2 D’ qR
LR2 e D’ kN m/ m2
4-2-16 L1 L2
4-2-15 qG
4-2-15 4-2-18
q´ qR qG
4-2-19
D’ D’
4-2-20
4-2-6AF BG
FGFG
FG
2.3.3
2.3.4
qG L1 L2
qG
4-2-7 1)
AE FG EFLn
Ln/b 4-2-21 1)
4-2-21
4-2-22 4-2-21 4-2-22 4-2-1 4-2-7 4-2-10
H=0 4-2-23
4-2-23
4-2-21
4-2-24
4-2-9 4-2-24Ln b
4-2-8 2)
4-2-25
4-2-25
� r m
Ln/b 4-2-26
4-2-26
H=0 4-2-23 4-2-26 4-2-27
4-2-27
4-2-9 4-2-27
1 4
4-2-28
4-2-28
qa kN/m2
1�kN/ m3
2�kN/ m3
B m
D m � 4-2-1 N Nq 4-2-103) FS 2.5
�
3)
BD
4-2-7 b1 4-2-9 b1’B D
4-2-16 L1 L2
B D
4-2-10 2 9.5.1 2-9-14N
4-2-29
4-2-29
qa kN/ m2 Nc 4-2-11 co kN/ m2 F 2.5
2�kN/ m3
D m 4-2-11 k=0 Nc B/H=0
4-2-11 Nc cu
4) 4-2-11
5.2.11.5
H B H 0.5B5)
6) H V H/V 0.1
6)7)
4-2-30
4-2-30
FS W kN/m � R m H kN/m a H m c
kN/ m2 b m W´
0
2.3.24-2-12
4-2-2
c 20kN/ m2 35 30MN/ m2
c 20kN/ m2 30 8)
N 10 40 N 10 45
2 9.5.2
1) 1984 pp.257-260 2) 1984 pp.207-208 3) 2001 p.108 4) Vol.5 No.12 1966 pp.1-58 5) 1984 pp.273-274 6)
Vol.26 No.2 1987 pp.371-411 7) A.W.Bishop: The use of the slip circle in the stability analysis of slopes, Geotechnique, Vol.5,
No.1 (1955), pp.7-17 8) No. 699
1991
(1) 4 3.2 (2) 4 3.3 (3) 4 3.4 (4) 4 3.5
(5) 4 3.6
1 2
4-3-1 1 4-3-1
4-3-1
Pi i 1 kN N e V m V kN xi i m ni i
4-3-1
4-3-2 4-3-24-3-3
4-3-2
4-3-3
P1 P2 kN
1 2 V kN H kN
1 3 3.3.2 3.3.4
N
1)
N
N
N qu N
qu NN
4-3-4 4-3-5
4-3-4
4-3-5
Ru kN Ra kN N N N N AP m2 AS m2 FS 4-3-1
N 4-3-6
4-3-6
N1 N N 2 4B N B m
4-3-7 4-3-8
4-3-7
4-3-8
cP kN/ m2 ca kN/ m2 FS 4-3-1
4-3-4 4-3-5
2)
4-3-9
cu kN/ m2
4-3-10 4-3-11
4-3-10
4-3-11
NS N LS m ca kN/ m2 LC m U m FS 4-3-1
4-3-4 4-3-5 N 4-3-6ca 4-3-9
4-3-3
Terzaghi 3) Meyerhof 4)
Meyerhof N
Meyerhof
4-3-4 4-3-5Meyerhof
3
Meyerhof
Meyerhof 400300 5)
Meyerhof
Meyerhof
6) 7)
6)
Hiley Smith 8)
9) 4.1
4.1
3 2
1 4
N4-3-12
4-3-12
Ra kN W kN Ru1 kN FS 4-3-2
4-3-13
4-3-13 Ru2
4-3-14
4-3-15
Ru2 kN FS 4-3-2
4-3-4 4-3-7
1 4
N
N
4-3-14
4-3-15
1 6
4-3-16 4-3-17
4-3-16
4-3-17
E kN/ m2 ES kN/ m2 I m4 x m y x m B m kh kN/m3 h m
4-3-16 Chang10) Chang
ES Chang4.2
4-3-3 4-3-4
� m-1
H kN 4-3-16 � 4-3-18
4-3-18
kh 1��
N 4-3-4 11)
4-3-17 kh Bkh 4-3-4 100
150MN/ m2 kh 4-3-4ES
N kh kh
12)
�
kh
4-3-19
Chang
1/ 1� l1 kh =kh1 Chang
1/ 1� l1 4-3-5 4-3-17 4-3-18 kh
�kh � Chang
�
kh �
L 4-3-20 13) L
4-3-20
4-3-21 4-3-22
4-3-21
4-3-22
4-3-21 4-3-22 4-3-19
1/� L 3/� Chang14)
3/�
5
15)16) 17)18)
1 2
1 2
3.7.3
4-3-2319)20)
4-3-23
Qa kN/ qa kN/ m2 p
kN/ m2 A m2 4-3-6 U A m L m FS 4-3-1 s kN/ m2 n
4-3-23 Qa
4-3-7
1 2
21)
4-3-24 4-3-25
4-3-24
4-3-25
Ra kN
3.3 RP kN Rnf,max kN
f 1.5 kN/ m2
Ae m2
4-3-26
4-3-27
Ls1 L1 m 4-3-8 Ns1 Ls1 N U m
4-3-4 4-3-5
4-3-28 4-3-8
4-3-29
qu Lc kN/ m2 Ls2 L2 m U m Ns2 Ls2 N Lc L2 m L2 m L2=Lc Ls2
4-3-26
4-3-28 4-3-8
4-3-29
qu Lc kN/ m2 Ls2 L2 m U m Ns2 Ls2 N Lc L2 m L2 m L2=Lc Ls2
4-3-30
H m L2 m s H kN/ m2 � L2
kN/ m3 4-3-23
1 5
22)
1 4
(1)
(2)
(3) 2/� 3/�
� 4-3-18
(4) 3 4-3-10
Mmax/2 23) Mmax
3.5.2
1
(1) 4-3-11 2.5
2.5
1) 1993 2) 2004 p.214 3) 1985
pp.257-260 4) G.G. Meyerhof: Penetration tests and bearing capacity of cohesionless soils, Journal of
SMFD, ASCE, Vol.82, No.SM 1 (1956), pp.1-10 5) 2001 p.206 6) 2012 pp.383-395 7) 2001 pp.173-326 8) E.A.L. Smith: Pile-driving analysis by the wave equation, Journal of SMFD, ASCE, Vol.86,
No.4 (1960), pp.35-61 9) 2012 pp.554-557 10) Y.L. Chang: Lateral pile loading tests, Tran. ASCE, Vol.102 (1937), pp.272-278 11) 1977 pp.71-72 12) 2012 pp.406-411 13) 1977 p.68 14) Vol.5 No.13 1966 pp.1-33 15)
28 1993pp.1815-1816
16) SCPVol.32 No.2 1993 pp.183-211
17) Vol.30 No.21991 pp.229-273
18) 53B 1998 pp.52-53
19) K. Terzahgi and R.B.Peck: Soil mechanics in engineering practice, John Wiley (1967), pp.537-539
20) R.B.Peck, W.E.Hanson and T.H.Thornburn: Foundation engineering, John Wiley (1953), pp.260-261
21) 1989 p.362 22) 2002 pp.398-399 23) 1992 pp.330-334 351-353
2
2 13
4.3.1 4.3.2
z z 4-4-1
4-4-1
z z h kN/ m2 � kN/ m3 h m
� t�'� L.W.L.
4.4.1 4.4.2
1)
z 4-4-2
4-4-1
4-4-2
z kN/ m2
p kN/ m2 B m z m � � 30
2)
4-4-3 4-4-1
4-4-3
� � =55
4-4-2
4-4-2 z/p z/B� 30 � 55
4-4-4
4-4-4
z kN/ m2
p kN/ m2 I
I 4-4-3 4-4-3 4-4-4 z
4-4-3 1/2
3)
R 4-4-4I 4-4-4 R
m
�z = pI�
�z
B m L m4-4-4 I
4-4-5
4.5.1 4.5.4
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= log�
+ log + � + 1 ��� �
�
1 3 4.6.2 4.6.3
4)
5)-9)
4-4-7
10) mv
CC
4-4-8 4-4-8 4-4-9
4-4-8
4-4-9
Si S i m mvi i m2/kN
hi i m zi i kN/ m2
4-4-9 mv 4-4-10 cv
logmv logp logcv logpp z ( z/2) z
z
4.3 4.4
z
�
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4-4-12
St t m Sti t i m
1.311)
7)8)9)
11)12)
1) 1964 2) 1957 p.212 3) J. O. Osterburg : Influence values for vertical stresses in a semi-infinite mass due to an
embankment loading, Proc.4th Int.Conf. SMFE, Vol.2 (1957), pp.393-394 4) K. Terzahgi : Theoretical soil mechanics, John Wiley & Sons (1943), pp.265-296 5)
11 1990 pp.53-92 6)
Vol.37 No.8 1989 pp.27-32 7)
14 1993 pp.89-110 8)
22 2000 pp.15-50 9)
22 2000 pp.51-68 10) 2012 pp.51-53 11)
No.726 1992 12) Vol.20
No.3 1981 pp.131-168
5.2
4-5-1
1)
9.5
1.3
1.1 1.3 2)
1 9
FS
Rc
lW´W�xHa Hb
m
m
Hm
m
kN/ m2
0
1)3)4)
4-5-
(5)
-1
kN
m
m
N/m
kN/m
4-5-
4-5-1
kN/m
-2
3)5)
Bishop5)
FS 4-5-2
4-5-2
4-5-2 4-5-1
6)7)
=0
4)
7)
W’ 4-5-3
1� kN/ m3
2� kN/ m3 '� kN/ m3
w� kN/ m3
8)
9.5 cu
9)
4-5-3
FS Md kNm/m Mr kNm/m Mrt O
kNm/m
m1/3= /(3� )� 3.5.2 4-3-18
Mrt
4-5-4
S kN/m x S m R m
4-5-5
Q’=Q/cos Q = aA kN/m
a kN/ m2 A 1m m2/m
4-5-4
1.0
1.0 4-5-1 4-5-2 H
11
4-5-1 4-5-2Wi Wi u b
u kN/m2 b m
1 2
4-5-64-5-6
4-5-6 4-5-6 4-5-1
1.2 1.0
4-5-7
1) R. F. Scott : Principles of soil mechanics, Addison Wesley (1963), p.431 2)
Vol.35 No.1 1996 pp.117-146 3) 1969 pp.197-223 4) A. Nakase The =0 analysis of stability and unconfined compression strength, Soils and
Foundations, Vol.7, No.2 (1967), pp.33-50
5) A. W. Bishop : The use of the slip circle in the stability analysis of slopes, Geotechnique, Vol.5, No.1 (1955), pp.7-17
6) Vol.17 No.4 1968 pp.133-175
7) 51 1976pp.73-93
8) Vol.11 No.10 1963 pp.27-30 9) 1982 pp.90-93
1964
4-6-1
4-6-21)
4-6-1
4-6-32)
3)
1 5
1 1.5 1 3
4-6-24)
4-6-2
4-6-35)
6)7)
0.074 m 204-6-4
1 4
Terzaghi
4-6-1 D
t
4-6-1
t day D m Cv cm2/day Tv U
4-6-5
9.54.6
1/3
1952
8)9)
1 6
4-6-610)
qu cu=1/2qu
cu/p Ip 30 60cu/p=1/4 1/3
4-6-411)
12)
MPD
13)
12cm4
1.0m 0.5m
4-6-5
De 1.05D De 1.13D
De m D m
4-6-2
Dw m
De
Th
Cuh
t
4-6-6
n
U
Ren
m
cm2/daday
ndulic
U Th
4-6-
ay
u
-2 4-6-3
Bar
4-6-6
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rron
4-6-3
zaghi
4-6-4
14)
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n
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n De Dw
nnnnn
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nnnnnnn
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1
4-6-7 4 2m
4-6-8 15)16)
4-6-55cm
17)
4-6-5
a 10cm 19cm b 4mm dw
U 4.6.3
4-4-11
U 9.5.22-9-20
U-Th 4-6-918)
( 4-6-6
L kc kw H U
1956 196750 60m
1 2
as 0.3 as 0.3 0.8
4-6-1019)
1 2
4-6-720)
0.074 m
4-6-1121)
3 5 40 50mm
1 2
as 130 30 8070
30
4-6-12as
4-6-7
4-6-8
4-6-9
As A
� �
70cm 160cm
200cm 80 120cm
1 e0
e 4-6-13as 4-6-10
4-6-10
e0 e1
N
N N0 as
22) 4-6-14
A23) Dr NB24) C25) D26)
A 4-6-14 a 20N
as N B C D 4-6-14 b B
C D4-6-15
C N
D 4-6-16 Rc
A D D
D
as 4-6-17 a 27) N4-6-17 b N
22)
22
2)
Fc emax emin
N No v
Dro eo
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N N1 N1
e1
Fc
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emin Fc
Dr
e e e eDr
e e e e
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Fc emax emin
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co z=0kzc0 kz
z
nc
s
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s
U
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z
n=
s/ c
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's�
c�
(1-as) c�
{1 (n-1)as }n-1)as }
'c
3}
4-6-11
4-6-12
4-6-13
4-6-14
4-6-15
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qAs
qAc
BD
s�
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c
N Nq Nas Fs
as
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2.5
70
S
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4-6-18
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qAc
828)
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4-6-16
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4-6-18
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2
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4-6-19
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as
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m
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6-21
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1/2
qu 19.6 kPa
-3 -5m
32)
4-6-21
V m3
V m3
4-6-24
4-6-22
4-6-23
L
as qu z=L/3
4-6-24 4-6-25 4-6-24 1.6m 4-6-252.0m 35)
4-6-24
4-6-25
L as
4-6-25
SCP
1 6MPa 30 50l/min
4-6-251) SCP
N as
SCP
SCP
SCP
4-6-26 0.4 0.7m 12m 36)
as as
as
asD
x
1 4
CDM Cement Deep Mixing Method CDM
37)
4-6-28
CDM
N 5qu 69kPa 2m
2 4 8
1 13
qukc
ca qukc 4-6-26 4-6-27
4-6-26
4-6-27
Fs Fs=3 Fs=2
a
4-6-28
ta 38)
4-6-29
CDM
39)
40)
4-6-35
4-6-36
V
H
Pa Pav Pp Ppv W1 HK1 R T t1 t2
W2 HK2 x y 4-6-36
4-6-30 1.2 1.0
4-6-31
MR MR=Ppy3 Vx1 W1x3 W2x4 MA MA=Pay2 Hy1 HK1y4 HK2y5
1.2 1.1
R T 2.6
t1 t2 4-6-32 ta
4-6-32
Nq Nr 2.4.2
po kN/ m2 � kN/ m3 Fs 3
L1 B 4-6-36 x2
2
4
4-6-33F1 D1
4-6-33
D1 m cu kN/ m2
2� kN/ m3 kh hw m
w� kN/ m3 Ls m B m 4-6-36 x2
Pa Pp D1 kN/ m2
1.2 1.1
5
4-6-37
CDM70 80
2m
CDM
4-6-40 x=0.8 0.92.2 m2 30cm
41)
1 2
4-6-43
5m
422)
=11.7 2.6
43)
=2.
.0 =2.5
LW4-6-44
4-6-45
c
43
c-
4-6-
3)
-46
1) 2013p.11
2) 1980 3) 2013
pp.47-48 4) 19 1980 5) 2007 p.680 6)
1983 p.393 7) 2013
p.48 8) 2013
pp.77-79 9) 1994 p.88 10) 2013
p.25 11) 2013
p.88
12) Vol.13 No.8 1985 pp.2-5pp.11-16
13) 1979 pp.40-49 14) 2013
pp.80-86 15) 16)
17) 2013
pp.82-83 18) 2013
p.85 19) 2013
p.100 20) 2013
p.101 21) 2013
p.101 22) 2013
pp.102-104 23) 1971 pp.11-18 24)
Vol.13 No.2 1965 pp.77-82 25)
Vol.35 No.5 1987 pp.21-26 26)
Vol.48 No.11 2000 pp.17-20 27)
No.722/ -61 2002 pp.303-314 28) 2013
p.107 29) 2013
p.107 30) 7
1996 p.2 31) 7
1996 p.2 32)
No.364/ -4 1985 pp.169-178 33) 36
1981 pp.39-50 34) SCP 21
1986 pp.1861-1862 35)
31 1996 pp.83-84 36)
2007 37) 2013
pp.136-137 38)
2008 p.40 39)
2008 pp.51-91 40) Vol.37
No.2 1998 pp.3-28 41) 2013
pp.194-196 42)
2008 pp.57-59 43) 2013
pp.152-159