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1 2 3 4
1 329-2746 1534-1E-mail: [email protected]
2 169-8555 3-4-1E-mail: [email protected]
3 169-8555 3-4-1E-mail: [email protected]
4 329-2746 1534-1E-mail: [email protected]
Key Words : bridge abutment, liquefaction, seismic strengthening measures, ground anchor, soil im-provement, shaking table test
1.
19641995
2011
1),2)
3),4)
5)~11)
12)
20102 13)
14)
2016
-1 15)
4-1
-115)
40
16)
17) 18)
-2
2.
(1)2
2514) 2
-2N 50
N 103.75 m N 5 18.0
m N 25 11.0 m0.89 s
III2
I 0.3 II 0.214)
20 m
4000 kN10.0 m RC T
1.8 m2.0 m 8.0 m18.0 m 24
2 m 4 3.2 m6 800 mm 31.5
m
(2)
1/30 -11G 19)
-1 19)
0.00 10203040
SPTN-valueStratums
Laye
rs
1
Sand
10
5
-
-
c
33
o kN/m2( )50
2
Gra
vel
-3.75
Gra
vel
3
4
-21.75
-32.75
Gra
vel
33
36
25 -
50 -
30
1000
020
0060
0020
00
80005200
5001300
800L=31.50m
4500
1000
016
900
500
mm
301 10.75 12.82
3030
1.5 164.321 10.5 5.480.75 12.824.5 4,436,5532.5 4,930
4-2
-3(d) Case4
(c) Case3
(b) Case2
(a) Case1
4-3
11 0.5
(3)-3
Case1Case2
Case3 Case4-1
6 mm
22 mm
25 mm 2 mm24
(a) (b) Case2
-1
-2
120.2%
90 N/mm2
Case220)
-1(b)
630
1.5 mm1.38 kN -2
Case3 Case4
21),22)
21),22)
Case4
-4 Case3 Case4
(a) Case3 (b) Case4
-3
6
6 2
mm
4-4
Case33 m
Case41.5 m
Case3 Case4
Case3 Case4 -4-3
Case3Case4
1931.3 kN/m2
705.5 MN/m2
-2 66
80%100 mm
50%
50% 80%-5
5.5 m4.0 m
1.5 m 1.4 m
-2 6
(a) 50% 98 kN/m2 RL20 0.105
(b) 80% 98 kN/m2 RL20 0.175-5 6
(a) (b) 2
-4
-4 2
Case1 Case2 2Case3 Case4 2
4.0m
G s (g/cm3) 2.654e max 0.897e min 0.547U c 1.45U c' 1.00
D 50 (mm) 0.28
4-5
(a) 2 I
(b) 2 II
-6
(4)14) 2
I 2011EW (I – I
– 2) 2 II 1995NS
(II – I – 1) 2III
I-6
I II
(5)-7
-8
-5
-3Case4
-3 -7 -8 N S2
2 Case1N Case2
S
-7
-8
-5
Case3 Case4AH-01
-3 Case1 Case3
-1000-500
0500
1000
0 5 10 15 20
Acc
. (G
al)
Time (s)
Max 480.31 Gal Min -794.79 Gal
-1000-500
0500
1000
0 0.5 1 1.5 2 2.5
Acc
. (G
al)
Time (s)
Max 588.14 Gal Min -812.02 Gal
mm
mm
4-6
3. FLIP
(1)
FLIP23)
FLIP
24)
Case1 -9 Case3-10 Case4
-11 -10 -11
-3N Meyerhof
N FLIP 25)
-10 Case3
26)
25)
27)
400,000 kN/m2
Case4
-11
-11 Case4
-9 Case1
-3
G ma K ma mG mK n K W f h max p
(t/m3) (kN/m2) (kN/m2) (kN/m2) (°) (°)50% 1.8 68,765 179,328 0.5 0.33 0.45 2.2×106 36.5 0.2450% 2.0 68,765 179,328 0.5 0.33 0.45 2.2×106 36.5 0.24 28 0.005 1.1 0.47 1 1.47
80% 2.0 114,830 299,459 0.5 0.33 0.45 2.2×106 41.2 0.24
S 1 W1 P 1 P 2 C 1
4-7
wilson =1.4 Rayleigh=0 =0.001 FLIP
Rayleigh 1
(2)
1.5 m 1.5 m
6 mm 1 m
1 mm
1 mm
Case1
Case1 6 mm
(3)
-4 Case3 1.5 m 6 mm
2 3 m2 I 6.0 mm
II 4.2 mm Case41.5 m I 2.9 mm II 2.1 mm
Case3 3 m Case41.5 m
Case3 Case4
-12 -15
2 Case3
I
Case4
-4
(a) (b)
-12 Case3 I
(a) (b)
-13 Case3 II
(a) (b)
-14 Case4 I
(a) (b)
-15 Case4 II
Case1 Case4
1.5m 3m 1.5m
I 20 12 6.0 2.9
II 9.0 8.2 4.2 2.1
Case3
mm
4-8
4.
(1)Case1 Case4
Case1NW-04
NW-06 -162 I
0.9
NW-0450 mm
2II
0.7 0.8I
(a) 2 I
(b) 2 II
-16
(2)-17
I Case1Case2 Case4
Case4Case3
1.4
Case1 Case3
Case1 19.3 Hz Case3 23.7 Hz
I Case1,2 Case3,4
II Case2 I
II
I IICase3 I
Case1II
Case1,2 Case3,4Case1 Case3
Case3Case4
Case4
-18 Case4SA-11 SA-12
Case3NA-11 Case4
Case3 Case4
Case4
NW-06 Max= 1.4 , Min= 0.0
-0.50
0.51
1.5
0 2 4 6 8 10
u /
v'
t (s)
NW-04 Max= 1.0 , Min= 0.0
-0.50
0.51
1.5
0 2 4 6 8 10
u /
v'
t (s)
NW-06 Max= 1.4 , Min= 0.0
-0.50
0.51
1.5
0 2 4 6 8 10
u /
v'
t (s)
NW-04 Max= 0.8 , Min= 0.0
-0.50
0.51
1.5
0 2 4 6 8 10
u /
v'
t (s)
4-9
(a) 2 I
(a) 2 I
(b) 2 II
(b) 2 II
Case1 NA-05 Max= 448 , Min= -399
-800
-4000
400800
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case2 SA-05 Max= 392 , Min= -172
-800
-400
0
400
800
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case3 NA-05 Max= 626 , Min= -530
-1000
-500
0
500
1000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case4 SA-05 Max= 134 , Min= -160
-1000
-500
0
500
1000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case1,2 AH-01 Max= 869 , Min= -552
-800
-400
0
400
800
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case3,4 AH-01 Max= 828 , Min= -575
-1000
-500
0
500
1000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case4 SA-12 Max= 622 , Min= -732
-1000
-500
0
500
1000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case4 SA-11 Max= 362 , Min= -376
-1000-500
0500
1000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case3 NA-11 Max= 358 , Min= -269
-1000-500
0500
1000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case1 NA-05 Max= 559 , Min= -511
-1000
-5000
5001000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case2 SA-05 Max= 508 , Min= -472
-1000-500
0500
1000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case3 NA-05 Max= 570 , Min= -548
-1000-500
0500
1000
0 2 4 6 8 10A
cc (G
al)
t (s)
Case4 SA-05 Max= 146 , Min= -126
-1000-500
0500
1000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case1,2 AH-01 Max= 892 , Min= -748
-1000
-500
0
500
1000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case3,4 AH-01 Max= 1,109 , Min= -754
-1000
-500
0
500
1000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case4 SA-12 Max= 912 , Min= -933
-1000-500
0500
1000
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case4 SA-11 Max= 493 , Min= -839
-1500-750
0750
1500
0 2 4 6 8 10
Acc
(Gal
)
t (s)
Case3 NA-11 Max= 277 , Min= -239
-1500-750
0750
1500
0 2 4 6 8 10
Acc
(Gal
)
t (s)
-17
-18
4-10
(a) 2 I (b) 2 II
-19
Case1 NDH-01 Max= 1.5 , Min= -24.1
-40
-20
0
20
0 2 4 6 8 10
Dis
p-h
(mm
)
t (s)
Case2 SDH-01 Max= 3.7 , Min= -2.2
-40
-20
0
20
0 2 4 6 8 10
Dis
p-h
(mm
)
t (s)
Case2 SDH-01 Max= 1.2 , Min= -1.9
-10
-5
0
5
0 2 4 6 8 10
Dis
p-h
(mm
)
t (s)
Case3 NDH-01 Max= 1.5 , Min= -20.6
-40
-20
0
20
0 2 4 6 8 10
Dis
p-h
(mm
)
t (s)
Case4 SDH-01 Max= 1.4 , Min= -35.4
-40
-20
0
20
0 2 4 6 8 10
Dis
p-h
(mm
)
t (s)
Case4 SDH-01 Max= 2.7 , Min= -2.8
-10
-5
0
5
0 2 4 6 8 10D
isp-
h (m
m)
t (s)
1
1(a) Case1
(b) Case2-20
mm
Case1 NDH-01 Filter: Max= 1.1 , Min= -4.4
-10
-5
0
5
0 2 4 6 8 10
Dis
p-h
(mm
)
t (s)
Case3 NDH-01 Filter: Max= 2.1 , Min= -4.1
-10
-5
0
5
0 2 4 6 8 10
Dis
p-h
(mm
)
t (s)
4-11
-6 Case4
(3)-19
II Case1 Case340 Hz
II Case1Case3
I Case1
20 mmCase2 1/10
Case3 Case1Case1
Case310 mm
10 mm Case1Case4 Case1
1.5
II Case1 Case2Case4 Case2 I
Case4 I
-20
1
1
(c) Case3
(d) Case4-20
4-12
Case2
Case3 Case4
Case4
I-6
II I
2
II I
(4)-21 -22
-21
69.32 N m95.46 N m
I
Case2Case1
Case4
Case3 Case1
(a) Case1 (b) Case2
(c) Case3 (d) Case4
-21 2 I
(a) Case1 (b) Case2
(c) Case3 (d) Case4
-22 2 II
-400-2000200400
Bending Moment ( )
-400-2000200400
Bending Moment ( )
-400-2000200400
Bending Moment ( )
-400-2000200400
Bending Moment ( )
-1000100
Bending Moment ( )
-1000100
Bending Moment ( )
-1000100
Bending Moment ( )
-1000100
Bending Moment ( )
-400-2000200400
Bending Moment ( )
-400-2000200400
Bending Moment ( )
-400-2000200400
Bending Moment ( )
-400-2000200400
Bending Moment ( )
-1000100
Bending Moment ( )
-1000100
Bending Moment ( )
-1000100
Bending Moment ( )
-1000100
Bending Moment ( )
(N m) (N m) (N m) (N m)
(N m) (N m) (N m) (N m)
(N m) (N m) (N m) (N m)
(N m) (N m) (N m) (N m)
4-13
Case4 Case2 Case1
Case2 4 Case1
Case1 Case3 Case1Case3 Case2 Case4
II I Case1Case3 Case2Case4
II Case3,4 Case1,2Case2 4
Case1
-23 2 I
-24 2 II
(5)-23 -24
-23I Case1 Case2
Case2
Case3Case1
Case4
II
Case4
5.
1)Case4
Case4
2)Case2
2 I II
Case3Case1
Case1Case4 Case1
-2001004007001000
Earth Pressure (kPa)
-2001004007001000
Earth Pressure (kPa)
-200-1000100200
Earth Pressure (kPa)
-200-1000100200
Earth Pressure (kPa)
-2001004007001000
Earth Pressure (kPa)
-2001004007001000
Earth Pressure (kPa)
Case1 Case2 Case3 Case4
Case1 Case2 Case3 Case4
-200-1000100200
Earth Pressure (kPa)
-200-1000100200
Earth Pressure (kPa)
4-14
3)I
II
Case2 Case4Case1
Case3 Case1
(C)15K06194
( )
1)
62 pp.75-84 1995.2) 1995
4 1 pp.5-22 2004.3)
A1Vol.68 No.4 pp.I_584-I_597 2012.
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Vol.57A pp.63-74 2011.7)
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pp.265-268 2014.8)
Vol.69 No.6 pp.22-27 2014.
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SHAKING TABLE TEST FOR SEISMIC STRENGTHENING MEASURES OF EXISTING BRIDGE ABUTMENT IN LIQUEFIED GROUND
Kunihiko UNO, Tongxiang AN, Osamu KIYOMIYA and Ke BAI
It has been known that existing bridge abutment in liquefied ground suffered great damage during past earthquakes. Rapid countermeasures become necessary when bridge abutment can’t satisfy performance requirements of current standard. In this research, construction methods which can be conducted simulta-neously with transportation or with less restriction based on conventional liquefaction countermeasures, ground anchor method and soil improvement method are discussed, and shaking table test is conducted to verify the strengthening effect. The result showed that ground anchor method performed well at restraint towards displacement of bridge abutment. However, additional countermeasures are still needed to be concerned for great settlement of the back ground. For soil improvement method, especially for the case when bridge abutment is enclosed by soil improvement body, proper space need to be established to avoid the risk of adverse effect.
4-16