地盤工学ジャーナルCase1 3-5 2.0kN Case2 Case3 1.5m Case1 Case2 3.0kN Case3 4.0kN Case2...
Transcript of 地盤工学ジャーナルCase1 3-5 2.0kN Case2 Case3 1.5m Case1 Case2 3.0kN Case3 4.0kN Case2...
1 2 3
123
,
1.
2000
f-CaO 1-1
(SC )
1) 3)
4)
5) 8)
5)
6),8)
7)
2
SiO2 CaO Al2O3 MgO T-Fe S MnO TiO2
11.3 37.3 3.9 15.7 20.4 0.0 6.1 1.5 3.8(f-CaO)33.8 42.0 14.4 6.7 0.3 0.8 0.3 1.0 0.7
1-1
原稿受理日: 年 月 日,採用決定日: 年 月 日
地盤工学ジャーナル , ,
2.
2.1
2-1 6m 4m 5m
2.2
8:2
(f-CaO)
5.0 mm(CD)
2-1 2-12-1 30 90
C2-1 80
9) 11)
45 48
C
1 / 3
2.3 2-2
L=4.75m D=114.3mmt=4.5mmN 1 2
L =[ khD / 4EI ]0.25 4.612-1 (b) 9
D(mm) MonthCase1 114.3 - - -Case2 114.3 3D 1D 3M
Case3 114.3 3D 1D 3M
Case
2-3
P/2P/2
1,200 1,200600 600 600 600@300
1 2 3 4 5 6 7
2-3
2-4
0
5
10
15
20
0 0.01 0.02 0.03 0.04 0.05
3
4
5
EI=544kN m2
2-2
(mm) (m) (mm) (kN m2) (kN m)STK13M A 114.3 4.75 4.5 544 13.8
2-1
0
1
2
3
4
5
6
0 5 10 15 20(day)
2-1
(kN/m2)30 44.0 46.590 49.1 45.630 127.6 47.490 136.0 47.4
(day) C
Case1
Case3Case2
1,250
X X'
S-2S-1
S-3
S-4
6,000 Unit(mm)
(a)
(b)2-2
Case1Case3Case2
X-X'Unit(mm)
本間・他
2-32-4EI=544kN m2
2-3Case1
Case2 Case3
2.0 2.5 12)
1 3.0DD 1D
3
102-2(a)
2.4
13)
(10D)
2-5(1) 1,2,3,4,5 (2)
1,2,3,4,5 (5) 1,2,3,4,5 (1) 1,2,3,4,5
5 Gs=2.66 D50=0.36mm emax=1.02emin=0.63
4.15m
3.5%8.4% Case2 Case 3
0.00.51.01.52.02.53.03.54.04.5
0 2 4 6N
S-1 S-2S-3 S-4
2-5 2-6 N Nsw
1
23
4
5
(3)
(5)(4)
(2)(1)
(3) (2)
(5) (4) 2-9
246
-2-4-6
Case1
Case2,3
A
B
2.0kN3.0kN
-2.0kN
0
-3.0kN
4.0kN 4.0kN
-4.0kN
5.0kN
(b) Case12-8
XD1,D2H(A)
H(A)D1,D2
Z
D3
X
Y
D5
D4 D6
D2
D1
(a) Case2 Case3
Z Z'
D3,D4 D5,D6
D1,D2
20
H(A)H(B)
H(A)H(B)D1,D2D3-D6
Z
X
(mm)
(mm)
2-7
Case1
Case3
Case2
Y
X
AB
鉄鋼スラグによる現場実験
2-2(a) S-1 S-4 4
(Nsw)2-6 N
5)
2.5 2-7
3Case1
14)
Case2 Case 32-8
G.L.+100mm2
D1,D2 Case2Case 3 D3 D6
2-9
03
3Case1 Case3
43% 15% 17%Case2
Case 3
3.
3.1
H y3-1 A B
2-6 H yCase1
H y
Case2 Case3 3.0kN
Case2 H y3.0kN
0
2
4
6
8
10
0 5 10 15 20 25 30y (mm)
Case1
Case2
Case3
A
B
A
3-1
3.0kN(B)
3.0kN(A)
3.5kN(A)
4.0kN(A)
4.0kN(B)
6.0kN(B) 4.0-5.0kN(B)
7.0kN(B)
5.0kN(A),(B)
4.0-5.0kN(A)
8.0kN(A)
6.0kN(B)
(a) Case2 (b) Case3 3-3
3-2 Case1
140mm75mm
3-1 Case1
75mm 140mm
本間・他
Case3H y
A H y 5.0kNCase1 8.57mm >Case2 6.18mm >Case3
3.26mm 3
Case13-1 3-2
43%37.0mm
Case2 Case3
3-3Case1 3-1 3-2
49.1mm3-3
15%,17% Case1
Case1
Case2 3.0kN 45
3-3(a)Case35.0kN
23-3(b)
Case2H y 3.0kN
3.2
5 = 1.0m3-4 Case3
5 645
15)
(1) Case1 5
45
0
300
600
0 300 600(µ
12346
0
200
400
0 200 400(µ
12345
0
200
400
0 200 400(µ
12345
(a) Case1 (b)Case2 (c)Case33-4
-0.5
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
-1.0 -0.5 0.0 0.5 1.0(kN m)
Case1Case2Case3
AB -0.5
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
-2.0 -1.0 0.0 1.0 2.0
(kN m)
Case2Case3
AB
-0.5
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
-4.0 -2.0 0.0 2.0 4.0
(kN m)
Case2Case3
AB-0.5
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
-6.0 -3.0 0.0 3.0 6.0
(kN m)
Case1Case2Case3
AB
(a) 2.0kN (b) 4.0kN
(c) 6.0kN (d) 8.0kN3-5
Case1 0.59 (1.00) 1.63 (1.00) 2.94 (1.00) 4.43 (1.00)Case2 0.60 (1.02) 1.44 (0.88) 2.58 (0.88) 3.99 (0.90)Case3 0.54 (0.92) 1.33 (0.82) 2.41 (0.82) 3.56 (0.80)
(kN m)2.0kN 4.0kN 6.0kN 8.0kN
3-1
鉄鋼スラグによる現場実験
i =( ti+| ci| ) /D (1)
i i
ti, ci iD D=114.3mm
EI(=544kN/m2)M M
Q py
2.0kN 4.0kN 6.0kN 8.0kNM y
3-5 3-63-1
Case1
3-52.0kN Case2
Case3 1.5mCase1
Case2 3.0kN Case3 4.0kNCase2 Case3 Case1
Case1
3-1 Case2 Case110% Case3
20%
3-6Case2 Case3
Case1
8.0kN Case1Case1
Case3(Case2)
3.3 0.1m
0.3m py kh y3-7 3-8
-0.5
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
-2.0 -1.0 0.0 1.0 2.0(mm)
Case1Case2Case3
A
0.6m
1.5m
B
-0.5
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
-6.0 -3.0 0.0 3.0 6.0(mm)
Case1Case2Case3
AB
-0.5
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
-16.0 -8.0 0.0 8.0 16.0(mm)
Case1Case2Case3
AB
-0.5
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
4.0
4.5
-20.0 -10.0 0.0 10.0 20.0(mm)
Case1Case2Case3
AB
(a) 2.0kN (b) 4.0kN
(c) 6.0kN (d) 8.0kN3-6
3-7 0.1m
0
40
80
120
160
0 3 6 9 12(mm)
Case1Case2Case3
3-8 0.3m
0
40
80
120
160
0 3 6 9 12(mm)
Case1Case2Case3
3-2
kh1 kh3 kh6
(MN/m3) (MN/m3) (MN/m3)Case1 61.8 1.00 26.3 1.00 15.3 1.00Case2 90.8 1.47 38.4 1.46 22.3 1.46Case3 100.0 1.62 47.2 1.79 29.4 1.92
Case3/Case2 - 1.10 - 1.23 - 1.32Case1 20.4 1.00 13.0 1.00 9.8 1.00Case2 27.4 1.34 13.0 1.00 8.2 0.84Case3 33.0 1.62 9.3 0.72 9.3 0.95
kh
1% 3% 6%(m)
0.1
0.3
Case
本間・他
kh p D y Case2Case3 B
kh y1%(1.14mm) 3%
6% kh
3-2
3-70.1m Case2
Case3 Case1 1.5 1.8
10mm3-7
Case3 Case21.10 1.32 ( 3-2
)0.3m
Case1
3-8
kh
3.4 Case2 Case3 0 H
y 3-9 3-10
Case2 3-9 3A B S
4
Case3 3-103
4 Case2
Case2
Case2
3-23-3
Case2 B
3-2 Case3
Case2 Case33-3
Case210mm
8)
Case2
Case3
-10
-8
-6
-4
-2
0
2
4
6
-30 -25 -20 -15 -10 -5 0 5 10
y (mm)
3-9 Case2
-12-10
-8-6
-4-2
02
46
-30 -25 -20 -15 -10 -5 0 5 10
y (mm)
3-10 Case3
鉄鋼スラグによる現場実験
Case2
3.5 Case2 Case3
Case2 Case3
3-11 3-12 A2-7(a) D5 D6 B
D3 D4
3-6
1)
1%
A 5.0kNCase2 41%
Case3 27%B
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
0 1 2 3 4 5 6 7 8
(mm)
Case2Case3
Case2 ( 0.375mm
Case3 ( 0.49mm
3.3kN
2.6kN
3-13
3-3Case2 Case3
E0=700N(N =2)
×104(kN/m2)
1 5 49
11)
0.14 0.63 6.89
3-12 Case3
-12
-9
-6
-3
0
3
6
-20 -15 -10 -5 0 5 10(mm)
A
B
3-11 Case2
-12
-9
-6
-3
0
3
6
-20 -15 -10 -5 0 5 10(mm)
A
B
3-2 Case2
3-3 Case3
本間・他
3-35 50
1)
0.1m 2 QCase2 Case3
3-13
3mm
Case3 Case2 1.26
Case2 Case3
4.
3
1) 3
2)
3)
4)
4)
5.
4
1) , , ,, No.686/
-52,pp.91-107,2001. 2) , ,
, ,No1048 3) ,
, ,No799/-72,pp.183-193,2005.
4) , ,, 58 ,pp.567-568,2003.
5) , , ,, 49
,pp.165-172,2004. 6) , ,
- -, 40,pp.459-460,2005.
7) ,, (
),pp.459-460,2005. 8) Y.Homma,K.Tominaga and O.Nagai, Lateral Resistance of piles
in Ground Improved by Compaction Method Using Iron and Steel Slag An Experimental Study - ,Geotechnical Earthquake Engineering Satellite Conference pp.228-235,Osaka,Japan, 2005.
9) , , ,1 ,
28 ,pp145-148,2005. 10) , , ,
2 ,28 ,pp149-152,2005.
11) , ,, (
),pp.795-796,2005.
鉄鋼スラグによる現場実験
12) , p.320,1988. 13) ,
, , Vol.40, No.5, Ser. No. 412, pp.41-46, 1992. 14) , ,
, 41 , pp.1473-1474, 2006. 15) ,
,,Vol.37B,pp1-10,1991.
本間・他
Cyclic lateral behavior of piles embedded in partially improved soil by iron and steelmaking slag
Yusuke HOMMA1 Koji TOMINAGA2 Oyobu NAGAI3
1 Engineering Development Division JAPAN PILE CORPORATION,2 Graduate school for IDEC, Hiroshima University 3 HIROKOU-GIKEN Co.,Ltd.
AbstractIn order to open up a new avenue of use for iron and steelmaking slag, the authors are developing the method for increasing the lateral resistance of pile foundations by using slag. It has been done by partially improving the subsurface ground around piles with various kinds of slag. As a part of the research, lateral cyclic load tests were carried out on steel pipe piles embedded in ground improved by iron and steelmaking slag. This paper presents the results of the tests, and the influence that the difference of physical and mechanical characteristics of slag have on the increase of lateral resistance of the pile.
Key words: iron and steelmaking slag, lateral resistance of pile, lateral load test, cyclic load
鉄鋼スラグによる現場実験