Design and Performance Tests of Buckling Restrained Braces for Seismic Retrofit of a Long-span Bridge H. Kanaji 1 , N. Hamada 2 , T. Ishibashi 3 , M.Amako 4 & T.Oryu 5 ABSTRACT: Described in this paper is a retrofitting method of long-span bridges using a buckling restrained bracing, BRB, with the emphasis on the reduction of the weight during the retrofitting and its mechanical characteristics including the effect of the hysteretic damping are discussed. Five types of BRB members are compared: one uses the flat plates while the other uses crucified plates as the core member. In addition to these types, the third type is also considered by using the existing member with an intentional cut and with a buckling restraining sleeve. In the tests, models of the scale factor of 1/6 were made and they were subjected to repetitive tests to find the load-displacement relationship, hysteretic damping effect, yielding strength and the stiffness. From the test results, different characteristics were observed among different types of specimens. Furthermore, BRBs incorporated into a frame were tested in order to confirm the same damping performance as unit tests. 1 INTRODUCTION The Minato Bridge with a total length of 980m was completed in 1974 and is the third longest truss bridge in the world. In the assessment of the seismic safety of this bridge, the seismic design load was reviewed considering extremely large earthquakes whose return period exceeds 1000 years. By using these earthquake motions, a large number of dynamic analyses have been performed and it is found that a lot of truss members cannot remain in elastic condition. To deal with this fact, the damage-controlled design has been applied. This concept has been already employed in the field of high-rise buildings in Japan. The application of this concept in the damage control design of the long-span truss bridge treated herein will allow the bridge to have only small residual deformation which would permit to open the traffic even after an extreme large earthquake. In order to support this, buckling restrained brace, BRB which provide adequate damping, have been selected. BRB restrained with mortal, which is called unbonded brace, have been used for buildings in Japan. However such BRB is not suitable for the existing long span bridge considering its construction. To put it plainly, lighter BRB has been required. 1. P.E., Assistant Manager, Osaka Construction Division, Hanshin Expressway Corp., Osaka 2. P.E., Manager, Osaka Maintenance & Management Division, Hanshin Expressway Corp., Osaka 3. Senior engineer, Osaka Maintenance & Management Division, Hanshin Expressway Corp., Osaka 4. P.E., Manager, Kawasaki Heavy Industry, Hyogo 5. P.E., Assistant Manager, Kawasaki Heavy Industry, Hyogo 1
Transcript
Design and Performance Tests of Buckling Restrained Braces for Seismic Retrofit of a Long-span Bridge
H. Kanaji1, N. Hamada2, T. Ishibashi3, M.Amako4 & T.Oryu5
ABSTRACT: Described in this paper is a retrofitting method of long-span bridges using a buckling restrained bracing, BRB, with the emphasis on the reduction of the weight during the retrofitting and its mechanical characteristics including the effect of the hysteretic damping are discussed. Five types of BRB members are compared: one uses the flat plates while the other uses crucified plates as the core member. In addition to these types, the third type is also considered by using the existing member with an intentional cut and with a buckling restraining sleeve. In the tests, models of the scale factor of 1/6 were made and they were subjected to repetitive tests to find the load-displacement relationship, hysteretic damping effect, yielding strength and the stiffness. From the test results, different characteristics were observed among different types of specimens. Furthermore, BRBs incorporated into a frame were tested in order to confirm the same damping performance as unit tests.
1 INTRODUCTION The Minato Bridge with a total length of 980m was completed in 1974 and is the third longest truss bridge in the world. In the assessment of the seismic safety of this bridge, the seismic design load was reviewed considering extremely large earthquakes whose return period exceeds 1000 years. By using these earthquake motions, a large number of dynamic analyses have been performed and it is found that a lot of truss members cannot remain in elastic condition. To deal with this fact, the damage-controlled design has been applied.
This concept has been already employed in the field of high-rise buildings in Japan. The application of this concept in the damage control design of the long-span truss bridge treated herein will allow the bridge to have only small residual deformation which would permit to open the traffic even after an extreme large earthquake. In order to support this, buckling restrained brace, BRB which provide adequate damping, have been selected. BRB restrained with mortal, which is called unbonded brace, have been used for buildings in Japan. However such BRB is not suitable for the existing long span bridge considering its construction. To put it plainly, lighter BRB has been required.
2 OUTLINE OF THE BRIDGE AND BUCKLING RESTRIED BRACE Object bridge is shown in Figure 1 and the type of bridge is a cantilever truss bridge. Steel hysteretic dampers for retrofitting this bridge treated herein, consist of core steel using low yield-point (LY225: σy=225N/mm2) and outer restraining steel. This is called buckling restrained brace, BRB, shown in Figure 2, and will provide large damping without buckling. Buckling strength of a normal steel brace is lower than its yield strength so, hysteretic damping due to cyclic loading cannot be expected. Figure 3 shows the sway-braces of towers as well as lateral-braces of the lower part of the superstructure near towers that buckle under compression force caused by design earthquakes acting in the transverse direction of the bridge. In order to provide adequate damping to the entire bridge and also to avoid buckling or yielding of main members, some existing braces should be replaced by BRBs that satisfy the seismic design requirements of the retrofitting method applied herein.
Hinge Hinge
[Elevation]
[Plan]
[Tower]
Suspended Span Cantilever Span Floor Deck
Sway-braces
lateral Braces
Figure 1 Structural and geometrical characteristics of the Minato Bridge
Buckling Restrained Brace
Core Steel (LY225)
Restraining steel
Buckling Restrained Brace
Core Steel (LY225)
Restraining steel
Figure 2 Buckling restrained brace (BRB)
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下横構へのBRB配置
対傾構への
BRB配置 BRB layout
for tower
BRB layout for lower lateral
Figure 3 Optimal layout of members to be replaced with BRBs
3 TESTS OF BUCKLING RESTRAINED BRACE SCALE-MODELS
3.1 Considerations and outline of the test
Results of the dynamic analysis show that BRBs reduce the seismic response of the whole bridge. However there are several facts to investigate yet for retrofitting existing long-span bridges such as the effect of core types in dampers hysteretic behavior, and their stability and fatigue response during cyclic loading which are some of the reasons of the tests conducted in this study. Although many BRBs have been developed for retrofitting of buildings, it is necessary to modify them for retrofitting of bridges to make them lighter members and suitable to be coupled with the existing gussets. Several types of scale-models of buckling restrained braces, BRBs, were tested to investigate their hysteretic characteristics. The test-specimens were designed for the upper lateral sway braces of towers shown in Figure 1 with their connection portion fitting the gusset details. The specimens were one-sixth models of 1.5m-length considering the size of the test facility. A hydraulic actuator of 200tf of capacity was used.
3.2 BRB scale-models and test setup
The characteristics of five test-specimens numbered from 1 to 5 are described in Table 1. A cross-type core made of low yield-point steel was used for Specimen 1 (see Figure 4). As shown in Figure 5, the core of Specimen 2 consisted of a parallel BRB composed by two cross-type cores identical to the used in Specimen 1. Specimen 3 had a core composed by two flat plates restrained transversally by a box-section beam (see Figure 6). The core of Specimen 4 shown in Figure 7 is a parallel BRB composed by two cores (four plates)
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identical to the used in Specimen 3. Specimen 5 as indicated Figure 8 in is also considered by using the existing member with an intentional cut and with a buckling restraining sleeve. The gap between faces of core member and the buckling restraining member is 2mm; a PTFE sheet together with a rubber sheet is installed inside the 2mm gap to reduce the friction force between them. Figure 9 illustrates the test setup characteristics and the cyclic loading pattern used to control the tests.
Specimen 3 Flat-plate Single 1225 mm LY225 2460 mm2
Specimen 4 Flat-plate Parallel 1225 mm LY225 2296 mm2
Specimen 5 I- shape Single 1468 mm SM490 1644 mm2
部材長：2341
塑性化長：1468
芯材：75(t=8.2)
芯材：75(t=12.3) 拘束材：151(t=6)
側板：18
拘束材：151(t=6)
側板：44
拘束材長：1828
初期不整量≦l/1000使用ボルト：M16
1468
2341
1828
75 (t=8.2)
75 (t=12.3) 151 (t=6)
44
Figure 4 Specimen 1
部材長：2341
塑性化長：1468
芯材：75(t=8.2)
芯材：75(t=8.2)
拘束材：151(t=4.5)側板：13.5
拘束材：151(t=4.5)
側板：36
間隔：180
拘束材長：1748
初期不整量≦l/1000使用ボルト：M12
1468
2341
1748
Figure 5 Specimen 2
4
部材長：2341
塑性化長：1225
芯材：100(t=12.3)
側板：44
間隔：360
88
6 6
46 46
6 6 88
側板：18
リブ：60
6
66
間隔：360
拘束材長：1648
初期不整量≦l/1000使用ボルト：M16
1225
2341
1648
Figure 6 Specimen 3
2341
1225
70(t=8.2)
135.5
61
4.5
38 38
4.5 4.5 61
13.5
30(t=4.5)
4.5
4.5
4.5
38
4.5
135.5
104
198 198
1648
Figure 7 Specimen 4
2341
1468
65(t=9)
148(t=6)
1744
13.5
96.8(t=6)
384
44 44
10
50.8(t=6)
Figure 8 Specimen 5
5
試験体 L = 2500程 度
200tf油圧ジャッキ(押 )200tf (引 )95tf
反力 ﾌﾚｰﾑ
200tf capacity hydraulic actuator
BRB test specimen
Reaction frame -30
-20-10
0102030
0 10 20 30 40 50 60 70 80
Cyclic times
δ/δ ｙ
Figure 9 Test setup characteristics and the deformation protocol
3.3 Experimental Hysteretic curves
The load-deformation relationship of Specimen 1 with a cross-type core exhibited a stable hysteretic behavior as shown in Figure 10, and experienced 20 cycles, its strain was 2% before fracture in tension. The parallel BRBs with cross-type core corresponding to Specimen 2 showed almost the same hysteretic behavior as Specimen 1; however, its strain hardening was noticeable at a deformation corresponding to 2% of strain. The Specimen 2 finally broke in tension after experience of 10 cycles; its strain was 2%. On the other hand, Specimen 3 exhibited an asymmetric load-deformation curve in both tension and compression. The Specimen 4 also has a stable behavior. An equivalent damping coefficient obtained at 1% strain showed that damping of the cross-type core damper and the flat-type are almost same value, 50%. However that of Specimen 5 is 37% which is less than those of Specimen 1-4.
3.4 Failure pattern
Figure 11, Figure 12 and Figure 13 indicate the failure pattern of Specimen 2, 4 and 5 respectively. Core steel was broken near the center portion by tension load in Specimen 2. On the other hand, local bucking occurred at edge of Specimen 4. This is because the strength of the outer restraining steel was inadequate to prevent the bucking of the core steel. The failure mode of Specimen 5 was fracture of existing web plate at the corner cut position. This would be related to stress concentration.
Table 2 Equivalent damping coefficient and cumulative plastic deformation ratio
a) Single cross-type (Specimen 1) b) Parallel cross-type (Specimen 2)
N/Ny
-2.5
-2.0
-1.5
-1.0
-0.5
0.0
0.5
1.0
1.5
2.0
2.5
-3% -2% -1% 0% 1% 2% 3%
ε
ζ=50% (ε=1%)
N/Ny
-2.5
-2.0
-1.5
-1.0
-0.5
0.0
0.5
1.0
1.5
2.0
2.5
-3% -2% -1% 0% 1% 2% 3%
ε
ζ=50% (ε=1%)
c) Flat- plate-type (Specimen 3) d) Parallel flat- plate- type (Specimen 4)
N/Ny
-2.5
-2.0
-1.5
-1.0
-0.5
0.0
0.5
1.0
1.5
2.0
2.5
-3% -2% -1% 0% 1% 2% 3%
ε
ζ=37% (ε=1%)
e) Existing-brace-modification-type (Specimen 5)
Figure 10 Cyclic Response
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Fracture
Figure 11 Failure Pattern of Specimen 2
Local bucking
Figure 12 Failure Pattern of Specimen 4
Fracture
Figure 13 Failure Pattern of Specimen 5
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4 TESTS OF BUCKLING RESTRAINED BRACES INCORPORATED INTO A FREME
4.1 Considerations and outline of the test
It was validated that the hysteretic performance of BRBs is enough for the damping for the bridge. However there is a great lack of data for performances of BRB incorporated in a flame. Especially, it is important to confirm the relationship between the lower beam and BRBs because strength and stiffness of the existing lower beam of the bridge are not so large. Therefore we carried out the flame test with BRBs in order to confirm the damping property and deformation characteristics of column, beam and gusset of the flame.
4.2 Frame scale-models and test setup
Figure 14 shows the test specimen and setup. The flame specimens were tested using a one-sixth-scale model and it targeted at the panel of tower of the bridge in shown Figure 15. Tests were executed by using reaction wall and the hydraulic actuator with a 300tf capacity, which creates relative story displacement. The frame was pin connected with the reaction floor and the connection beam, which was pin connected with the actuator. BRBs as shown in Figure 5 and Figure 7 were selected considering practical construction.
The experiments were controlled using the relative story displacement and the target displacement is 21.8mm, which corresponds to the design value of the bride. The deformation protocols are shown in Figure 16.
4130 3750
1160
24
17
412 5
反力壁
油圧 キ
反力床
ジャッ
ロードセル
連結梁
座屈拘束ブレース:1163mA m2
上横梁 A: 9696mm2 I:1.509×108mm4
A: 4110mm2 I:2.710×106mm4
柱A:15300mm2 I:3.392×108mm4
下横梁
Figure 14 Test setup Figure 15 Object
Upper beam
Lower beam
Column
Reaction wall
Jack
Reaction floor
Connection beam
BRB
9
-30
-20
-10
0
10
20
30
載荷ステップ載荷層間変位(mm)
補強なしstep1
Cyclic Times D
rift D
ispl
acem
ent (
mm
)
Figure 16 Deformation Protocol
4.3 Test results
The recorded hysteretic loops for the two types of BRBs are shown in Figure 17. Both types provide stable hysteretic performance up to the target drift displacement. Figure 18 provides the hysteric area and the equivalent damping coefficient for the frame with flat-plate-type BRBs and the cross-type BRBs. Equivalent damping coefficients of the flat-plate-type and the cross-type are 27% and 32% respectively. From these results, it can be stated that the cross-type BRB is more effective than the flat-plat-type BRB.
Load[kN]
-1000
-800
-600
-400
-200
0
200
400
600
800
1000
-25 -15 -5 5 15 25Drift deformation[mm]
Load[kN]
-1000
-800
-600
-400
-200
0
200
400
600
800
1000
-25 -15 -5 5 15 25Drift deformation[mm]
a) Parallel Flat-plate-type BRB b) Parallel Cross-type BRB
Figure 17 Load-displacement Loops for the Flame
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Target Disp.
0
5000
10000
15000
20000
25000
0 5 10 15 20 25Drift Displacement[mm]
Hysteretic Area[kN･mm] Cross type
Flat type
Target Disp.
0%
10%
20%
30%
40%
50%
60%
70%
0 5 10 15 20 25Drift Displacement[mm]
Effective damping ratio Cross type
Flat type
a) Hysteretic Area b) Equivalent damping coeficient
Figure 18 Damping Properties The residual displacement of the lower beam is shown in Figure 19. As previously mentioned, the bending strength of the lower beam is quite small. For this reason, it yielded at the both ends and the residual deformation occurred. The tests were finished before BRBs would fail, because the residual deformation of the lower beam dramatically increased in the same cyclic load. Up to this point, the cumulative plastic deformation ratios of flat-type and cross-type BRBs are 522 and 1955, respectively. These values perform the design criteria of the bridge.
-25
-20
-15
-10
-5
0
5
0 5 10 15 20 25
Drift Disp.[mm]
Residual deformation[mm]
Cross type
Flat type
Figure 19 Residual Displacements of the Lower Beam
5 CONCLUSIONS The results of this study make possible the following conclusions: 1. Several types of the weight saving BRBs are proposed and they show stable hysteretic
properties. The cross-type BRB and the flat-plate-type BRB provide around 50% of
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the equivalent damping coefficient. That of the existing-brace-modification-type BRB is 37%.
2. Failure pattern of each BRB are different. The parallel cross-type BRB and the
existing-brace-modification-type BRB broke by tension load. However the local buckling was found in the parallel-flat-type BRB. The cumulative plastic deformation ratio of the cross-type BRB shows larger value than those of others, which satisfy the design criteria.
3. Frame tests indicate the cross-type BRB is better than the flat-plate-type BRB, because
the latter difference in tension and compression strength causes the residual deformation of the lower beam.
ACKNOWLEDGEMENTS The authors are very grateful to Professor Emeritus Eiichi Watanabe of Kyoto University, Professor Kazuo Inoue of Kyoto University, Professor Yozo Fujino of Tokyo University, and Professor Tsutom Usami of Nagoya University for their valuable suggestions and helpful recommendations for improving this study.
REFERENCES 1. H.Kanaji, N.Suzuki, T.Kagawa, E.Watanabe, Design Earthquake and Damage
Controlled Structure in Seismic Retrofit of a Long-span Truss Bridge, Journal of the JSCE, Japan Society of Civil Engineering, 2005.4 (in Japanese)
2. Hidesada Kanaji, Masahiko Kitazawa, and Naoto Suzuki: Seismic Retrofit Strategy using Damage Control Design Concept and the Response Reduction Effect for a Long-span Truss Bridge, Proc. of 19th U.S.-Japan Bridge Engineering Workshop, 2003.10
3. Hidesada Kanaji, Nobuhiko Hamada and Toshihiko Naganuma: Seismic Retrofit of a Cantilever Truss Bridge in the Hanshin Expressway, International Symposium on Earthquake Engineering (ISEE Kobe 2005), 2005.1
4. H.Kanaji, N.Hamada, T.Ishibashi, N.Suzuki, T.Mino and F. Duran Cardenas and T.Sakugawa, Performance of Hysteretic Steel Damper for Seismic Retrofitting of a Long-Span Truss Bridge, Proc. IABMAS’04, Kyoto, 2004.10
