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No.39
U.D.C 624.07
1)
2)
3)
4) 10
1929
5)
1
RC 14 6)
5 2005 20062012 S
2012
53
* 技術研究所 材料・構造グループ ** 管理本部 人事部 *** 国際事業部 プロジェクト統括部
U.D.C 624.07
異なる減衰機構を併用した制震構造の基礎的研究-振動台実験結果及び地震応答解析による再現解析-
千葉 一樹* 豊嶋 学 * 鈴木 敏志*
三輪 晋也** 竹田 史朗***
53
東急建設技術研究所報No.39東急建設技術研究所報No.39
2
7)
1
2
HH-200x200x6x8 t=22
4.2m 6.6t6.0t 5 3
X 1
1 1Type1
1/2 Type2 1/3 Type31
5
Y X
4.2m1580
(mm)
1580
N
N
PPP
+ =
P P P
+ =
P P P
+ =
5 M5 1.14 K5T1 0.56 K5T2 0.56 K5T3 0.564 M4 1.23 K4T1 0.82 K4T2 0.83 K4T3 0.833 M3 1.23 K3T1 1.14 K3T2 1.14 K3T3 1.142 M2 1.23 K2T1 1.65 K2T2 1.66 K2T3 1.66
1.10 0.72(0.52 ) (0.34 )
K1T2 K1T31 M1 1.18 K1T1 2.13
Type1
(kN/mm)(t) (kN/mm) (kN/mm)
Type2 Type3
WFD1.5kN±30mm SD10kN-100
Type1
東急建設技術研究所報No.39
54
4 WFD1.5kN±30mm1.5kN ±30mm
5 SD10kN-1000.2kN/kine 30kine
6kN 2
1 3Type2 Type3 (a)
(b) (c) (d)4
ElCentroNS 1940 Imperial Valley
JMAkobeNS 1995ELNS KBNS
(100gal) X
1/100rad.10kine
7.5kine 5kine 2.5kine
2 (b) (d)
Type3-(d) ELNS2.5kine10kine 6
ELNS2.5kineELNS10kine
Type3 ELNS7.5kine7
(d) (b)
(d)
(a)(d) Type2 Type3
8 Type2Type3 3 4
Type3
WFD: SD sp1
( T1:Type1, T2:Type2, T3:Type3)
Type1
(a) 1.54 1.41 1.29(b) - 1.68 (b)/(a) 1.19 1.68 (b)/(a) 1.30(c) - 1.43 (c)/(a) 1.01 1.32 (c)/(a) 1.02(d) - 1.68 (d)/(a) 1.19 1.68 (d)/(a) 1.30
Type31 (Hz) Type2
-15
-10
-5
0
5
10
15
-6 -4 -2 0 2 4 6
(kN
)
(mm)
Type3-(d) ELNS10kine
1story(WFD+SD+sp1)WFD+sp1SD+sp1
-15
-10
-5
0
5
10
15
-6 -4 -2 0 2 4 6
(kN
)
(mm)
Type3-(d) ELNS2.5kine
1story(WFD+SD+sp1)WFD+sp1SD+sp1
0
1
2
3
4
5
0.000 0.005 0.010 0.015
(m)
(rad.)
(a) ELNS7.5kine
T1
T2
T3
1/200 1/100 1/75
0
1
2
3
4
5
0.000 0.005 0.010 0.015 0.020
(m)
(rad.)
Type3_ELNS7.5kine
(a)
(b)
(c)
(d)
1/200 1/100 1/75
0
1
2
3
4
5
0 50 100 150 200 250 300
(m)
(gal)
Type3_ELNS7.5kine
(a)
(b)
(c)
(d)
0
1
2
3
4
5
0.000 0.005 0.010 0.015
(m)
(rad.)
(d) ELNS7.5kine
T2
T3
1/200 1/100 1/750
1
2
3
4
5
0.000 0.005 0.010 0.015
(m)
(rad.)
(d) KBNS10kine
T2
T3
1/200 1/100 1/75
東急建設技術研究所報No.39
55
5 59
1
Rayleigh(100gal)
1 2 3
(CASE1)(CASE2)
(b)
WFDK1
WFDPy
10 4
1.5kN2
(1)CWFD
(2) 115
11
vCF WFDWFD (1)
)127.1(17.1 006.005.0 tWFD evF (2)
FWFD : (kN) CWFD :(kN/kine) v : (kine) :t : ( )
-5-4-3-2-1012345
-5 -4 -3 -2 -1 0 1 2 3 4 5
(kN
)
(mm)
WFD-E
(Type3-(b)_ELNS7.5kine)
-5-4-3-2-1012345
-5 -4 -3 -2 -1 0 1 2 3 4 5
(kN
)
(mm)
WFD-W
(Type3-(b)_ELNS7.5kine)
0
1
2
3
4
0 1 2 3 4 5 6 7 8 9 10
(kN
)
(kine)
WFD-E
(t=20 )
F=2.3684 v0.1344
0
1
2
3
4
0 1 2 3 4 5 6 7 8 9 10
(kN
)
(kine)
WFD-W
(t=20 )
F=1.2131 v0.1395
200
200
200
200
200
200
600
600
600
600
600
4200
1580(mm)
M5
M4
M3
M2
M1
K5
K4
K3
K2
K1
SD
WFD-E WFD-W SD
WFD-E WFD-W
v
F
C
v
F
F=Cv
F
v
F
C1
C2
h1T1 0.0091 h1T2 0.0077 h1T3 0.0087h2T1 0.0035 h2T2 0.0043 h2T3 0.0034
Type1 Type2 Type3
WFDK1e 660.3 WFDPye 2.694 e 0WFDK1w 258.8 WFDPyw 1.371 w 0
CASE1(kN/mm) (kN)
WFDCe 2.368 e 0.134WFDCw 1.213 w 0.139
(kN/kine)CASE2
東急建設技術研究所報No.39
56
0.2(kN/kine)
12
0.2(kN/kine)
(CASE1) SDF|SDF| 0.2kN
|SDF|>0.2kN 2(CASE2)
6
9CASE1 CASE2
Type3-(d) ELNS7.5kine
13 Exp. CASE1CASE2 Ana.C1 Ana.C2
CASE2
CASE214
RC S SRC
SDC1 SDPy SDC2
(kN/kine (kN) (kN/kine
CASE1 0.200 - - -
CASE2 0.649 0.146 0.228 0.142
-2.0
-1.5
-1.0
-0.5
0.0
0.5
1.0
1.5
2.0
-10 -8 -6 -4 -2 0 2 4 6 8 10
(kN
)
(kine)
SD
(Type3-(c)_ELNS2.5kine)
K1=0.649
-2.0
-1.5
-1.0
-0.5
0.0
0.5
1.0
1.5
2.0
-10 -8 -6 -4 -2 0 2 4 6 8 10
(kN
)
(kine)
SD
(Type3-(c)_ELNS7.5kine)
K1=0.649
K2=0.142
-6
-4
-2
0
2
4
6
-4 -3 -2 -1 0 1 2 3 4
(kN
)
(mm)
Type3-(d)_ELNS7.5kine
Exp. Ana.C1 Ana.C2-3
-2
-1
0
1
2
3
-4 -3 -2 -1 0 1 2 3 4
(kN
)
(mm)
Type3-(d)_ELNS7.5kine
Exp. Ana.C1 Ana.C2
0
1
2
3
4
5
0 0.0025 0.005 0.0075 0.01
(m)
(rad.)
Type3_ELNS7.5kine
Exp.Ana.C1Ana.C2
1/500 1/200 1/150
0
1
2
3
4
5
0 100 200 300
(m)
(gal)
Type3_ELNS7.5kine
Exp.Ana.C1Ana.C2
東急建設技術研究所報No.39
57
1 B-2
pp.629-630 1996.9
2
B-2 pp.573-574 2010.9
3 1 2
C-1 pp.969-972 2000.9
4 8 10 1 3
B-2 pp.545-550 2008.9
5 pp.4-5 1988.5
6 2 RC
B-2 pp.699-700 2002.8
7 3 1 2
B-2 pp.877-880 2013.8
FUNDAMENTAL STUDY OF PASSIVE CONTROLLED STRUCTURE WITH DEFFERENT DAMPING MECHANISM
K.Chiba, M.Toyoshima, S.Suzuki S.Miwa and S.Takeda
By the passive controlled system which absorbs a part of earthquake energy input into a building, seismic loads which structures bear are reduced and the possibility of a structure design to be able to reduce earthquake resistant elements is expected. This paper presents the results of shaking table test for a frame model of steel with the passive controlled system and the results of reproduction analysis of the experiments by earthquake response analysis, for the purpose of validating the interaction effect of the passive controlled system that used a different damping device together and confirming the passive controlled effect that placed damping devices in the lower floor intensively. This study adopts the friction wall which has displacement dependence and the oil damper which has velocity dependence, as different passive controlled systems. The availability of the passive controlled system to be suggested in this paper is confirmed from the results of shaking table tests and reproduction analysis of experiments.
東急建設技術研究所報No.39
58