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