û0² ö'WBU B BN7 2 4% GB1# ã H A B BKB6 G $ HB.4PB ...U : ^ â ê9Ø t Ú ± é 2 ÿ ® ä%m2 Ç...
20
1 2 3 4 5 6 1 ( 980-8579 6-6-06) E-mail: [email protected] 2 ( ) ( 321-4334 1309) 3 ( 980-8579 6-6-06) 4 ( ) ( 550-0005 2-2-11) 5 ( ) ( 998-8611 6-7) 6 ( 980-8579 6-6-06) 130N/mm 2 1450N/mm 2 RC ( ) RC RC Key Words high-strength concrete, compressive fracture energy, confined concrete, fracture zone, RC column, concentric loading test 1), 2) 40 130 N/mm 2 300 1450 N/mm 2 66 RC ( (250mm 250mm) 750mm) ( ) RC RC 3) 4) (i) 1), 2) RC s 1 5% RC RC (ii) RC ( s 0.45 1.36%) (SD295) RC (iii) 5) 土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8 477
Transcript of û0² ö'WBU B BN7 2 4% GB1# ã H A B BKB6 G $ HB.4PB ...U : ^ â ê9Ø t Ú ± é 2 ÿ ® ä%m2 Ç...
1 2 3 4 5 6
1 ( 980-8579 6-6-06)E-mail: [email protected]
2 ( ) ( 321-4334 1309)3 ( 980-8579 6-6-06)
4 ( ) ( 550-0005 2-2-11) 5 ( ) ( 998-8611 6-7)
6 ( 980-8579 6-6-06)
130N/mm2 1450N/mm2 RC( )
RC RC
Key Words high-strength concrete, compressive fracture energy, confined concrete, fracture zone, RC column, concentric loading test
1), 2)40 130 N/mm2 300 1450
N/mm2 66 RC ((250mm 250mm) 750mm)
()
RC
RC
3)4)
(i)1), 2)
RCs 1
5%RC
RC(ii)
RC ( s 0.45 1.36%)
(SD295)RC
(iii)
5)
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
477
(iii) 2)
RC(
())
Nakamura and Higai6) Jansen and Shah7) Line Crack Model
RCLp( )
2)
2)
( c ) 34.1 121N/mm2 (fsy) 4041413N/mm2 ( s) 2.05
33 RC ( 300mm900mm)
RCRC
RC ( 900mm 1500mm)RC ( 750mm 1500mm)
1), 2)( )
RC
RC
1)
( SD295 ) c2) s s fsy 3)
CF1P0Y0-1 CF1P0Y0-2 CF1P1Y1 6.4 mm 25 mm 1.91 % 404 N/mm2 Type-G CF1P1Y2 6.4 mm 25 mm 1.91 % 975 N/mm2 Type-G CF1P1Y4 6.2 mm 25 mm 1.81 % 1413 N/mm2 Type-G CF1P2Y2 6.4 mm 50 mm 0.96 % 975 N/mm2 Type-G CF1P2Y4 6.2 mm 50 mm 0.91 % 1413 N/mm2 Type-G CF1P3Y4 6.2 mm 80 mm 0.57 % 1413 N/mm2 Type-G NF1P1Y4 6.2 mm 35 mm 1.94 % 1413 N/mm2 Type-GH NF1P2Y4 6.2 mm 70 mm 0.97 % 1413 N/mm2 Type-GH NF1P3Y4
34.1 N/mm2
(40N/mm2)
6.2 mm 125 mm 0.54 % 1413 N/mm2 Type-GH CF2P0Y0-1 CF2P0Y0-2 CF2P1Y1 6.4 mm 25 mm 1.91 % 404 N/mm2 Type-G CF2P1Y2 6.4 mm 25 mm 1.91 % 975 N/mm2 Type-G CF2P1Y4 6.2 mm 25 mm 1.81 % 1413 N/mm2 Type-G CF2P2Y2 6.4 mm 50 mm 0.96 % 975 N/mm2 Type-G CF2P2Y4 6.2 mm 50 mm 0.91 % 1413 N/mm2 Type-G CF2P3Y4 6.2 mm 80 mm 0.57 % 1413 N/mm2 Type-G NF2P1Y4 6.2 mm 35 mm 1.94 % 1413 N/mm2 Type-GH NF2P2Y4 6.2 mm 70 mm 0.97 % 1413 N/mm2 Type-GH NF2P3Y4
65.3 N/mm2
(80N/mm2)
6.2 mm 125 mm 0.54 % 1413 N/mm2 Type-GH CF3P0Y0-1 CF3P1Y1 6.4 mm 25 mm 1.91 % 404 N/mm2 Type-G CF3P1Y2 6.4 mm 25 mm 1.91 % 975 N/mm2 Type-G CF3P1Y4 6.2 mm 25 mm 1.81 % 1413 N/mm2 Type-G CF3P2Y2 6.4 mm 50 mm 0.96 % 975 N/mm2 Type-G CF3P2Y4 6.2 mm 50 mm 0.91 % 1413 N/mm2 Type-G CF3P3Y4
121 N/mm2
(120N/mm2)
6.2 mm 80 mm 0.57 % 1413 N/mm2 Type-G CF3P0Y0-2 NF3P1Y1 6.4 mm 35 mm 2.05 % 404 N/mm2 Type-GH NF3P1Y4 6.2 mm 35 mm 1.94 % 1413 N/mm2 Type-GH NF3P2Y4
D6-4
112 N/mm2
(120N/mm2)6.2 mm 70 mm 0.97 % 1413 N/mm2 Type-GH
1) 1), 2) (C: Type-G, N: Type-GH) (F1: 34.1 N/mm2, F2:65.3 N/mm2, F3: 112, 121 N/mm2)
(P1:1.81% , P2: 0.91 0.97%, P3: 0.54, 0.57%) (Y1: 404 N/mm2,Y2: 975 N/mm2, Y4: 1413 N/mm2)
2) ( 100 200mm)3 Type-G Type-GH
3)
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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8)34.1N/mm2 65.3N/mm2 RC
100N/mm2 RC( )
RC
1), 2) 8)
300mm 900mm
(Type-G) (Type-GH)
60mm50mm
50mmNakamura and Higai6)
RC2)
1), 2) RC
0.3 (75
100mm)
2( 0.05mm)
c (34.1 121N/mm2) fsy(404 1413 N/mm2)
s (0.54 2.05%) (Type-G, Type-GH)RC 1),2)
CF1P0Y0-1( )
1 2
( 100 200mm)
c 0c
c
0c c
1), 2)0c / c
9),10),11)
9)
Cusson and Paultre10)
0c c
1) 2) 40, 80, 120N/mm2
7575
6@
125
259
mm
900 m
m
0.0
0.2
0.4
0.6
0.8
1.0
20 40 60 80 100 120c '
c0
/c
'
RC 1)
RC 2)
RC ( )
c 0c
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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10mm ,
40N/mm2
3 410 20 / 65 3
80N/mm2 120N/mm2
6 1020 / 80 6
c
c
c 10c
50SD295 D6 4
3
fsy9%
10MN
10MN 40.01 50mm/min
10000kN 500kN20% 1%
12),13)
80% 0.1 0.5mm/min80, 120N/mm2
0.01 0.3 mm/min
0.8 mm/min1)
2) 0.19 15µ/secMander 14) 1) 2)
3%10%
4
RC1), 2) RC
1), 2)
( c =34.1 N/mm2 CF1P0 Y0-1, 2 )
RCCF2P2Y4 2) TF2P2Y4
TF2P2Y4
[kg/m3]G
(N/mm2)Gmax
(mm) W/B (%)
s/a(%) W C S
5 10(mm) 10 15(mm) AE
40 15 40 47 164 410 0 856 382 574 1.64 0.164
80 15 27 36 166 572 55 1) 599 429 529 8.6 2)
120 15 22 42 149 703 100 3) 697 388 582 7.7 4)
1) 2) 3) 4) AE
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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( 2))15N/mm2
0c
( s 1.0% fsy 1400 N/mm2)
RC
cc
cc
RCRC
RC RC
1 2RC
Type-B( ) s 1%2)
s
s
s
RC
50%
25 40
s
( )15),16)
RC
RC
50%2
Type-Gs 1.0% 2.0 fsy 975 1413N/mm2
(900mm)c s
fsyRC
s fsy
c fsy s
1), 2) RC1) 2)
30 36 250mm 250mm 750mm
c (N/mm2) 46.3, 84.8, 128 39.2, 80.0, 116 6.0, 6.4 6.0, 6.4
s (%) 0.0 1.92 0.0 2.16% fsy (N/mm2) 317, 1028, 1288 379, 1420
1) Type-A Type-A, B, BH
1)
2)(S: Type-A, T: Type-B, R: Type-BH)
(F1: 39.2, 46.3N/mm2, F2:80.0, 84.8 N/mm2, F3: 116, 128 N/mm2) (P1:1.92% , P2: 0.80 1.20%, P3: 0.48
0.58%, P4: 0.32%) (Y1: 317, 379 N/mm2, Y2: 1028N/mm2, Y3: 1288 N/mm2, Y4: 1420 N/mm2).
Type-A Type-B Type-BH
0.0
0.5
1.0
1.5
0.0% 1.0% 2.0% 3.0%CF2P2Y4((a) )
CF2P2Y4
TF2P2Y4
TF2P2Y4((b) )
(a)
(b)
RC (CF2P2Y4) (TF2P2Y4)
28°
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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fsyc s
RC s
fsys fsy
c =121 N/mm2s 1% RC
fsyRC s fs,c (fs,c
(<fsy)) fs,cs
1),2) 100N/mm2
RC s 2%
RCRC
c s
fsy
s 1%fsy 1288 1420N/mm2
0c
RCs
2)
RC s
100N/mm2
Type-Gs fsy
cc
cc
RC ( 900mm)50mm 18
18ac 4
dv ( ac/ dv)80%
0.93 14% 50%0.95 38%CF1P2Y4 CF3P2Y4
TF1P2Y4TF3P2Y4 2)
0.0
0.5
1.0
1.5
2.0
0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.091.0 %
c 35 45N/mm2
Type-A Type-B
Type-GH Type-G
s 1.0% fsy=1288 1420N/mm2
c 65 85N/mm2c 110 130N/mm2
0
50
100
150
0.00E+00 1.00E-02 2.00E-02 3.00E-02 4.00E-02 5.00E-02 6.00E-02 7.00E-02 8.00E-02 9.00E-
(N/m
m2 )
c =34.1N/mm2c =65.3N/mm2
c =121N/mm2
fsy=1413 N/mm2, s 1.0% fsy=975 N/mm2, s 1.0%
fsy=1413 N/mm2, s 2.0% fsy=975 N/mm2, s 2.0%
1.0 %
( Type-G)
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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80%
RC
3
CF1P2Y4
CF3P2Y4
(1) (2) (3) (4) (5) (6)
(7) (8) (9) (10) (11) (12)
(13) (14) (15) (16) (17) (18)
(1) (2) (3) (4) (5) (6)
(7) (8) (9) (10) (11) (12)
(13) (14) (15) (16) (17) (18)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)
(1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18)
2%
2%
(1)(2) (3) (4) (5) (6) (7) (8) (9) (10)(11)(12)(13)(14)(15)
(1)(2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15)
TF1P2Y4 2%
TF3P2Y4 2%
(1) (2) (3) (4) (5)
(6) (7) (8)
(9) (10)
(11) (12)
(13) (14) (15)
(1) (2) (3) (4) (5)
(6) (7) (8) (9) (10)
(11) (12) (13) (14) (15)
0
150
300
450
600
750
900
0 5000 10000 15000 20000 25000
0
150
300
450
600
750
900
0 5000 10000 15000 20000 25000
0
150
300
450
600
750
900
0 5000 10000 15000 20000 25000
0
150
300
450
600
750
900
0 5000 10000 15000 20000 25000
s=0.91% fsy=1413N/mm2
Type-G
'c=34.1N/mm2
'c=65.3N/mm2'c=121N/mm2
'c=121N/mm2
fsy=1413N/mm2 , Type-GH
s=1.94%
s=0.97%
s=0.57%
'c=65.3N/mm2
s 2.0% , Type-G
fsy=1413N/mm2
fsy=975N/mm2
fsy=404N/mm2
'c 65 85N/mm2
s 1.0% , fsy 1400N/mm2
Type-G
Type-GHType-B
Type-A
( ) ( )
( ) ( )
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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RC
2)Nakamura and
Higai6) Jansen and Shah7) Line Crack Model
i) Lp La
ii) La
> Lp
Gf,c( )inel
2)La > Lp RC
Bazant17) Series Coupling Model Markeset and Hilleborg18) Compressive Damage Zone Model
6),7),17),18)
100N/mm2
i) ii)
RCi) ii)
RC
1)
( SD295 ) c2) s s fsy
CF1S30 45.8N/mm2 (40N/mm2)CF2S30
300mm 900mm 66.5N/mm2 (80N/mm2)
CF1L30 45.8N/mm2 (40N/mm2)CF2L30 66.5N/mm2 (80N/mm2)CF3L30
300mm 1500mm
D6-4
118N/mm2 (120N/mm2)
6.4 mm 65 mm 0.69 % 1413 N/mm2
Type-G
TF1S25 45.8N/mm2 (40N/mm2)TF2S25 72.1N/mm2 (80N/mm2)TF3S25
250mm 750mm
119N/mm2 (120N/mm2)6.4 mm 55 mm 1.49 % 1413 N/mm2
TF1L25 45.8N/mm2 (40N/mm2)TF2L25 72.1N/mm2 (80N/mm2)TF3L25
250mm 1500mm
D6-8
119N/mm2 (120N/mm2)7.1 mm 75 mm 1.45 % 1462 N/mm2
Type-B
1) (C: Type-G, T: Type-B) (F1: 45.8 N/mm2, F2:66.5, 72.1N/mm2 , F3: 118, 119 N/mm2)(S: 750, 900mm, L: 1500mm) ( (cm))
2) ( 100 200mm)3
Gf,c
A
B
C
DEc/ La (La: )
0.5 cc
cc
inel
900m
m
1500
m
750m
m
1500
m
CF3P3Y4
CF3L30
TF3S25
TF3L25Type-G (
)Type-B (
)
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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Type-G 300mm900mm 1500mm RC
Type-B 250mm 750mm 1500 mm RC
c 340N/mm2 80N/mm2
120N/mm2( )
0.1% CF1S30 CF1P3Y4CF2S30 CF2P3Y4
120N/mm2
CF3L30CF3P3Y4
RC ( )
CF3P3Y4 CF3L30 TF3S25TF3L25
50
CF3P3Y4 CF3L30 20cmTF3S25 TF3L25 30cm
inel
inel
AB (1)Ec
11) La
69003320 0ccE (1) 0c
0c N/mm2
cc
0.0
0.5
1.0
0 .0 0 1 0 .0 0 2 0 .0 0 3 0 .0 0 4 0 .0 0 5 0 .0 0 6 0 .0 0 7 0 .0 0 8 0 .0 0 9 0 .0 0 1 0 0 .0 0 1 1 0 .0 0 1 2 0 .0 0
inel (mm)
RC
20mm
TF1S25 TF1L25
CF1S30 CF1L30
TF2S25 TF2L25
CF2S30 CF2L30
TF3S25 TF3L25
CF3P3Y4CF3L30
( ) ( ) ( )
( 0.8 cc )
( )
(TF1
L25)
(mm
)
( ) ( )
TF1S25 (La=750mm) TF1L25 (La =1500mm)
TF2S25 (La =750mm) TF2L25 (La =1500mm)
TF3S25 (La =750mm) TF3L25 (La =1500mm)
CF1S30 (La =900mm) CF1L30 (La =1500mm)
CF2S30 (La =900mm) CF2L30 (La =1500mm)
CF3P3Y4 (La =900mm) CF3L30 (La =1500mm)
(TF1S25)(m
m)
(TF2
L25)
(mm
) (TF2S25)(m
m)
(TF3
L25)
(mm
)
(TF3S25)(m
m)
(CF1S30)(m
m)
(CF1
L30)
(mm
) (CF2S30)(m
m)
(CF2
L30)
(mm
)
(CF3P3Y4)
(mm
)
(CF3
L30)
(mm
)
0 10000 20000
0
500
1000
1500
0
375
750
0 10000 20000
0
500
1000
1500
0
375
750
0 10000 20000
0
500
1000
1500
0
375
750
0 10000 20000
0
500
1000
1500
0
450
900
0 10000 20000
0
500
1000
1500
0
450
900
0 10000 20000
0
500
1000
1500
0
450
900
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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80%1500mm
750mm 900mm
inel TF1S25 TF1L25
Jansen and Shah7)
i), ii)La
Lp
(Gf,c)
Lp
1)2)300mm 250mm
2)
1) 2) ( )
(35 130N/mm2
300 1450N/mm2 )
i) ( 100 200mm)
c
0c
ii) 0c fsy w
pe
iii) Gf,c Lp
iv) Lm Lp < Lm < (Lmh ( c 50 a cc
))
Lm
v) a ( cc , cc ) c 50
Gf,c
vi) cc , cc , 50 RC( (16) (18))
i) vi)
( )0c ( 100mm 200mm)
c ( 0c / c )29
0.78 9.0%1),
2) (2) 0c i) cc
0c / c
ii) (2) 0c
cc 85.00 (2)
p 3 3)
0c p
RC
1), 2) (3)( pe) pe cc
Lm
0.5 cc
cca
Ec d
c
cc 50bo
( oa) (16)( ac) (18)
abdc Gf,c/Lm
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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cswvee fkp ,, (3)
w ke,v
(4)fs,c
( fsy) (5)1), 2)
fs,c
1), 2) pe ke, v Mander14) ke
Ae Acc
(ke=Ae / Acc) ke
pe cc
ManderRC
Mander19)
2.0%RC Mander ke
s' s'ke
RC
( ke,v)1
Ve Vcc
(ke,v=Ve / Vcc) Mander 14)
ke,v (4)
)(115
15102
)(115
611552
2
22
22
,
ccs
ss
cccc
cc
icccc
ve
dddss
dbdb
wdbsdbs
k (4)
cc
s' bc dc
ds
( ) w'
(4) ke,v s'=70mms'=150mm Mander ke
1) 2)ke
( )
ke,v
fs,c 1),2) 1)2) Cusson and Paultre20) fs,c
()
881.0
0
,0, 39.645.0
c
wvecscs
kEf (5)
bc k0008.00028.00 (6)
0.140
0cbk (7)
(5) fs,cfs,c= fsy Es
i), ii)
Gf,c 2)((
( ) )/()) ABDC
( )C
ds
bc
w' d c
w'
bc
d c s's'
45
Type-A Type-B
Type-G
Ae
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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( )
CGf,c
(8) Gf,c Cfs,c fsy (10)
p'e (8)
0 < p'e / 0c <0.25(8)
0
2
00, 6.741001
c
e
c
efccf
ppGG (8)
bfc kG 3.931340 (9)
sywvee fkp , (10)
Lp 2)
cc 2
cc
10,000
2)
2)
Gf,l Gf,c (Gf,l /Gf,c)
RC (6)c0 3.5
Gf,c
( abdc )Gf,l /Gf,c 1.0
Gf,l
Gf,l/Gf,c 0.85
Lm
Lp Lm
Gf,c
Lp
(11) (11)(11)
2)
647.0
0
1644c
ep
pL (11)
0
10
20
30
40
0.00 0.05 0.10 0.15 0.20 0.25p e '/ c 0
Gf,c
/Gfc
01 ( (8))
c
(N/mm2)35 4565 85
110 130
(8) ( )
0
450
900
0.00 0.05 0.10 0.15 0.20 0.25p e '/ c 0
L p(m
m)
( (11))
(11) ( )
c
(N/mm2)35 4565 85
110 130
0.0
0.5
1.0
0.00 0.05 0.10 0.15 0.20p e / c 0
cc/
c0
1
(12) ( )
( (12))
c
(N/mm2)35 4565 85
110 130
0.000
0.005
0.010
0.015
0.020
0.00 0.05 0.10 0.15 0.20p e / c 0
ccc
0
(13) ( )
( (13))
c
(N/mm2)35 4565 85
110 130
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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ac
a ( cc , cc )(12) (13)
0 < pe / 0c <0.20647.0
00 28.21
c
eccc
p (12)
00 0766.0
c
eccc
p (13)
Lm
Gf,c c 50 Gf,c /Lm
abdc (14)a
cabdc 4 Gf,c /Lm
c (14)
50 (14)
c
cc
mcc
cfcc EL
G ,50
232 (14)
Lm < 2,2
cc
ccfmh
EGL (15)
21) (14)Lm 50 cc
Lm< Lmh
(15)
RC
Fafitis and Shah22)
( (16)) Cusson and Paultre20) ( (18))
ABDC
(18) c ( 50, 0.5 cc )
RC
(18) 50
)(011 ccccc
cccc (16)
cc
cccE (17)
)(exp ccck
cccccccdk (18)
dkcc
ck50
ln0.5 (19)
0
77.8411.0c
ed
pk (20)
RC
(19) kc
(20) kd
( c fsy)( w×ke,v) RC
(>Lp)( )
(18) 50
(18)
RCRC Lm=900mm
Lm=750mm (14) 50
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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23) Razvi and Saatcioglu 11)
RC RC
500mm
Razvi and Saatcioglu2%
RC
RC
1) 2) RC( 2)) s=0%
RC 27 RC 48TF1P1Y1
(3) pe (10) p'e
Razvi and Saatcioglui)
RCRC
ii) s
s RCiii)
RC
0
50
100
150
0.00E+00 3.00E-02 6.00E-02 9.00E-02 1.20E-01 1.50E-01 1.80E-01 2.10E-
(N/m
m2 )
0
40
80
120
0.00E+00 3.00E-02 6.00E-02 9.00E-02 1.20E-01 1.50E-01 1.80E-01 2.10E-
(N/m
m2 ) 23)
Razvi and Saatcioglu11)
3.0 %
( c 65 85N/mm2)
CF2P1Y1 CF2P1Y2 CF2P2Y4 NF2P2Y4 TF2P1Y1 TF2P3Y4 SF2P2Y4
0
25
50
75
100
0.00E+00 3.00E-02 6.00E-02 9.00E-02 1.20E-01 1.50E-01 1.80E-01 2.10E-
(N/m
m2 )
3.0 %
( c 35 45N/mm2)
23)
Razvi and Saatcioglu11)
CF1P1Y1 CF1P1Y2 CF1P2Y4 NF1P2Y4 TF1P1Y1 TF1P3Y4 SF1P2Y4
23)
Razvi and Saatcioglu11)
3.0 %
( c 110 130N/mm2)
CF3P1Y1 CF3P1Y2 CF3P2Y4 NF3P2Y4 TF3P1Y1 TF3P3Y4 SF3P2Y4-A
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Lm
Lp
(Razvi and Saatcioglu 24),25), Li12), Nagashima 26))
( )Lm
(14) 50
RC ()
i)(Type-A, B, C, D, G, GH) ii)
( 35 130N/mm2
300 1450N/mm2 ) iii)( 2.2% ) RC
0
40
80
120
0 0.03 0.06 0.09 0.12 0.15 0.18
(N/m
m2 )
0
40
80
120
0.00E+00 3.00E-02 6.00E-02 9.00E-02 1.20E-01 1.50E-01 1.80E-01 2.10E-
(N/m
m2 )
6A3.0%
9A 12A 4A 8B 11A HH08LA
(Li Nagashima )
0
40
80
120
0 0.03 0.06 0.09 0.12 0.15 0.18 0.21 0.24
(N/m
m2 )
TF2L25 TF3L25
TF2S25 TF3S25
CF1S30
CF1L30 CF3L30
CF3P3Y4
CC-17 CC-20 CS-15 CS-22 3.0%
( Razvi and Saatcioglu)
3.0%
CF1P2Y4 CF2P1Y1 NF3P2Y4 TF1P1Y1 TF2P3Y4 SF3P2Y4
c (N/mm2) s (mm) fsy (N/mm2) s(%)CC-17 60 1000 1.32 CC-20
( 250mm)1500mm
Type-G 92 100 660 0.56 CS-15 81 55 2.17
Razvi and Saatcioglu24),25)
CS-22 ( 250mm)
1500mm
900mm Type-B
60 85 1000
1.40 6A 35.5 1.56 9A 50 1.11 12A
( 240mm)720mm
300mm Type-G 63 65
445 0.85
4A Type-A 60 35 445 1.50
8B 72 50 445 1.79
Li 12)
11A
( 240mm)720mm 300
Type-D 60 65 445 1.38
Nagashima 26) HH08LA ( 225mm)716mm
400mm Type-C 116 55 1386 1.62
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RCs
(8) (12), (13)s > 2.2%
s = 3.89 % RC3 s RC
Razvi and Saatcioglu 24),25), Li12), Nagashima 26)
8
Lm
1) 2)
s
s
s
s
s 2.8% 3.9
RCHH15LA
s RC
RC60N/mm2
Xiao and Yun 27) RC90N/mm2 Legeron and Paultre28) RC
RC
RC 22
Lm
D 1.0 0.5
c (N/mm2) s (mm) fsy (N/mm2) s(%)TF1P1HY1 45.8 (40) 1)
TF2P1HY1 72.1 (80) 1)
TF3P1HY1
( 250mm)750mm
750mm Type-B 119 (120) 1)
50 404 3.89
CC-10 124 CC-15
( 250mm)1500mm
900 Type-G 92 60 3.05 Razvi and
Saatcioglu24),25)
CS-24 ( 250mm)1500mm 900 Type-B 60 85
400 3.24
Li 12) 3HC1 ( 240mm)720mm 300 Type-D 82.5 35 1318 2.86
Nagashima 26) HH15LA ( 225mm)400mm 300 Type-C 116 45 1366 3.05
1) ( 100 200mm)3
0
50
100
150
0 0.03 0.06 0.09 0.12 0.15 0.18 0.21 0.24
(N/m
m2 )
3.0%TF1P1HY1 TF2P1HY1 TF3P1HY1 CC-10 CC-15 CS-24 3HC1 HH15LA
RC
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Menegotto-Pinto
29)
30)
RC
FHC4-0.33
27) 28)
( )
NewRC 31)
(NewRC )NewRC
NewRC
RC 27),28)
( ) s fsyFHC3-0.22 27) 0.22 524 N/mm2
FHC4-0.33 27) 0.33 62.1 N/mm2 2.3% 525 N/mm2
FHC5-0.2 27) 445 N/mm2
FHC6-0.2 27)
510mm 510mm
1778mm 0.20
2.5% (473 N/mm2) 64.1 N/mm2 1.9% 524 N/mm2
Type-B
C100B130N25 28) 0.26 2.1% (456 N/mm2) 97.7 N/mm2 2.0% 404 N/mm2
C100B130N40 28)
305mm 305mm
2150mm 0.39 2.1%
(457 N/mm2) 104 N/mm2 2.0% 416 N/mm2
Type-D
-1000-800-600
-400-200
0200400
600800
1000
-80 -60 -40 -20 0 20 40 60 80
(mm)
(kN
)
-1000-800-600
-400-200
0200400
600800
1000
-80 -60 -40 -20 0 20 40 60 80
(mm)
(kN
)
RC (FHC4-0.33)
( 0.5D) ( 1.0D)
( 0.5D) ( 1.0D)
NewRC
0.0
0.5
1.0
0.00E+00 1.00E+02 2.00E+02 3.00E+02 4.00E+02 5.00E+02 6.00E+100mm
( 0.5D) ( 1.0D)
RC ( )
FHC3-0.22 FHC4-0.33 FHC5-0.2 FHC6-0.2 C100B130N25 C100B130N40
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
493
0.5D 1.0D
6
RC
32)
(1) 34.1 121N/mm2
404 1413 N/mm2
2.05% 33 RC ( 300 mm 900mm)
(i)RC
(ii)RC
(iii)
(iv)
(2) RCRC ( 900mm
1500mm) RC ( 750mm 1500mm)
()
(3) 33 RC66 RC
(i)(Type-A, B, C, D, G,
GH) (ii) ( 35 130 N/mm2 300 1450N/mm2 ) (iii)
( 2.2%) RC
( )
(4) RC
RC( )
300mm 250mm
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RC
1)RC
, No.753/V-62, pp.137-151, 2004. 2)
RC
, ,No.788/V-67, pp.81-98, 2005.
3) RCVol.42, No.4,
pp.58-64, 2004. 4)
No.787/I-71, pp.117-136, 2005.
5) [ ] 2002. 6) Nakamura, H. and Higai, T. Compressive Fracture Energy and Fracture
Zone Length of Concrete, JCI-C51E, Vol.2, pp.259-272, 1999. 7) Jansen, D. C. and Shah, S. P.: Effect of Length on Compressive Strain
Softening of Concrete, Journal of Engineering Mechanics, ASCE, pp.25-35, 1997.
8)RC
Vol.27 No.2 pp.697-702 2005. 9)
473 pp.19-28, 1995. 10) Cusson, D. and Paultre, P. High-Strength Concrete Columns Confined
by Rectangular Ties, Journal of Structural Engineering, ASCE, Vol.120, No.3, pp.783-804, 1994.
11) Razvi, S. and Saatcioglu, M. Confinement Model for High- Strength Concrete, Journal of Structural Engineering, ASCE, Vol.125, No.3, pp.281-289, 1999.
12) Li, B., Park, R. and Tanaka, H. Stress-Strain Behavior of High- Strength Concrete Confined by Ultra-High- and Normal-Strength Transverse Reinforcements, ACI Structural Journal, Vol. 98, No.3, pp.395-406, 2001.
13), ,
Vol.12, No.1, pp.251-256, 1990. 14) Mander, J. B., Priestley, M. J. N. and Park, R. Theoretical Stress-
Strain Model for Confined Concrete, Journal of Structural Engineering, Vol.114, No.8, pp.1804-1826, 1988.
15)
No.669/V-50, pp.109-123, 2001.
16)
No.669/V-50, pp.135-148, 2001. 17) Bazant, Z. P.: Identification of Strain-Softening Constitutive Relation
from Uniaxial Tests by Series Coupling Model for Localization, Cement and Concrete Research, Vol.19, pp.973-977, 1989.
18) Markeset, G. and Hilleborg, A.: Softening of Concrete in Compression Localization and Size Effect, Cement and Concrete Research, Vol.25, No.4, pp.702-703, 1995.
19) Mander, J.B., Priestley, M.J.N. and Park, R. Observed Stress-Strain Behavior of Confined Concrete, Journal of Structural Engineering,Vol.114, No.8, pp.1827-1849, 1988.
20) Cusson, D. and Paultre, P.: Stress-Strain Model for Confined High-Strength Concrete, Journal of Structural Engineering, ASCE, Vol.121, No.3, pp.468-477, 1995.
21)
Vol.354/V-2, pp.119-126, 1985. 22) Fafitis, A. and Shah, S. P.: Lateral Reinforcement for High- Strength
Concrete Columns, High-Strength Concrete SP-87, ACI, Detroit, Mich., pp.213-232, 1985.
23)
No.520/V-28, pp.1-11, 1995. 24) Saatcioglu, M. and Razvi, S. High-Strength Concrete Columns with
Square Sections under Concentric Compression, Journal of Structural Engineering, ASCE, Vol.124, No.12, pp.1438-1447, 1998.
25) Razvi, S. and Saatcioglu, M. Circular High-Strength Concrete Columns under Concentric Compression, ACI Structural Journal, Vol. 96, No.5, pp.817-825, 1999.
26) Nagashima, T., Sugano, S., Kimura, H. and Ichikawa, A. Monotonic Axial Compression Test on Ultra-High-Strength Concrete Tied Columns, 10th World Conference on Earthquake Engineering,pp.2983-2988, 1992.
27) Xiao, Y. and Yun, H. W.: Experimental Studies on Full-Scale High-Strength Concrete Columns, ACI Structural Journal, Vol.99, No.2, pp.199-207, 2002.
28) Legeron, F. and Paultre, P.: Behavior of High-Strength Concrete Columns under Cyclic Flexure and Constant Axial Load, ACI Structural Journal, Vol.97, No.4, pp.591-601, 2000.
29) Saatcioglu, M., Salamat, A. H. and Razvi, S. R.: Confined Concrete under Eccentric Loading, Journal of Structural Engineering, ASCE, Vol.121, No.11, pp.1547-1556, 1995.
30) Sheikh, A., S. and Yeh. C., C. Analytical Moment-Curvature Relationships for Tied Concrete Columns Journal of Structural Engineering, ASCE, Vol.118, No.2, pp.529-544, 1992
31) ( ) New RC4 1993.
32)RC SRC
, , Vol.725/V-58, pp.113-129, 2003.
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COMPRESSIVE FRACTURE BEHAVIOR AND MECHANICAL PROPERTIES OF RC COLUMNS WITH NORMAL- AND HIGH-STRENGTH MATERIALS
UNDER CONCENTRIC COMPRESSION
Mitsuyoshi AKIYAMA, Masatoshi WATANABE, Satoshi ABE, Song Tao CUI, Naomi MAEDA and Motoyuki SUZUKI
RC columns made of concrete and steel from normal-strength up to high-strength were tested under concentric loading. The following variables were evaluated for their effects on the compressive fracture zone length and load-displacement relationship: tie arrangements, column length, concrete compressive strength, tie yield strength, and tie volumetric ratio. A formalized stress-strain model for confined concrete was developed, based on the test results in this study and our previous studies. Regardless of the gage length, tie arrangement and material strengths, it can be used more extensively than the previous models. The RC columns with high-strength materials subjected to cyclic loading were evaluated based on fiber analysis using the confinement model. The analytical results were in good agreement to the experimental results.
土木学会論文集Ｅ Vol.62 No.3, 477-496, 2006. 8
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