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Frontiers of Structural and Civil Engineering

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ISSN 2095-2449(Online)

CN 10-1023/X

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Front. Struct. Civ. Eng.    2016, Vol. 10 Issue (3) : 312-332    https://doi.org/10.1007/s11709-016-0345-y
RESEARCH ARTICLE
Seismic performance of composite moment-resisting frames achieved with sustainable CFST members
A. SILVA1,Y. JIANG1,2,L. MACEDO1,J. M. CASTRO1(),R. MONTEIRO2,N. SILVESTRE3
1. Department of Civil Engineering, Faculty of Engineering, University of Porto, Porto 4099-002, Portugal
2. Istituto Universitario di Studi Superiori di Pavia, Pavia 27100, Italy
3. IDMEC, LAETA, Department of Mechanical Engineering, Instituto Superior Técnico, Universidade de Lisboa, Lisboa 1649-004, ??Portugal
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Abstract

The main objective of the research presented in this paper is to study the bending behaviour of Concrete Filled Steel Tube (CFST) columns made with Rubberized Concrete (RuC), and to assess the seismic performance of moment-resisting frames with these structural members. The paper describes an experimental campaign where a total of 36 specimens were tested, resorting to a novel testing setup, aimed at reducing both the preparation time and cost of the test specimens. Different geometrical and material parameters were considered, namely cross-section type, cross-section slenderness, aggregate replacement ratio, axial load level and lateral loading type. The members were tested under both monotonic and cyclic lateral loading, with different levels of applied axial loading. The test results show that the bending behaviour of CFST elements is highly dependent on the steel tube properties and that the type of infill does not have a significant influence on the flexural behaviour of the member. It is also found that Eurocode 4 is conservative in predicting the flexural capacity of the tested specimens. Additionally, it was found that the seismic design of composite moment-resisting frames with CFST columns, according to Eurocode 8, not only leads to lighter design solutions but also to enhanced seismic performance in comparison to steel frames.
Keywords concrete filled steel tubes      rubberized concrete      composite frames      seismic performance assessment     
Corresponding Author(s): J. M. CASTRO   
Online First Date: 12 August 2016    Issue Date: 25 October 2016
 Cite this article:   
A. SILVA,Y. JIANG,L. MACEDO, et al. Seismic performance of composite moment-resisting frames achieved with sustainable CFST members[J]. Front. Struct. Civ. Eng., 2016, 10(3): 312-332.
 URL:  
https://academic.hep.com.cn/fsce/EN/10.1007/s11709-016-0345-y
https://academic.hep.com.cn/fsce/EN/Y2016/V10/I3/312
cross-section type Eurocode 4 Eurocode 8
DCM DCM DCH

1.5<q≤2
2<q≤4
q>4



d/t≤90×235fy
d/t≤90×235fy
d/t≤90×235fy
d/t≤90×235fy



h/t≤52×235fy
h/t≤52×235fy
h/t≤52×235fy
h/t≤52×235fy
Tab.1  EC4 and EC8 d/t limits for CFSTs
steel section steel tube thickness before cold-forming after cold-forming
μ(mm) σ fv(MPa) fu(MPa) fv(MPa) fu(MPa)
C219×3 2.96 0.07 343 414 308 373
C219×5 4.72 0.11 341 405 393 485
S180×3 2.97 0.10 353 421 320 403
S200×10 9.75 0.15 411 519 425 525
R250×150×12 11.93 0.09 560 581 550 585
Tab.2  Steel tube material properties
concrete type mixing component fc(MPa)
water(l/m3) cement(kg/m3) 0/4 GF85(kg/m3) 4/10 GC85/20(kg/m3) rubber(kg/m3)
StdC 216 420 551 1072 - 53
RuC5% 216 420 551 1019 54 39
RuC15% 227 420 542 896 158 20
Tab.3  Concrete mixing ratios and material properties
designation β steel tube axial load (kN) lateral load type
circular
CR-RuC15%-219-3-0%-M 15% C219 × 3 - monotonic
CR-RuC15%-219-3-15%-M 222
CR-RuC15%-219-3-0%-C - cyclic
CR-RuC15%-219-3-15%-C 222
CR-RuC15%-219-5-0%-M C219 × 5 - monotonic
CR-RuC15%-219-5-15%-M 290
CR-RuC15%-219-5-0%-C - cyclic
CR-RuC15%-219-5-15%-C 290
CR-RuC5%-219-5-0%-M 5% C219 × 5 - monotonic
CR-RuC5%-219-5-15%-M 359
CR-RuC5%-219-5-0%-C - cyclic
CR-RuC5%-219-5-15%-C 359
CR-StdC-219-5-0%-M 0% C219 × 5 - monotonic
CR-StdC-219-5-15%-M 380
CR-StdC-219-5-0%-C - cyclic
CR-StdC-219-5-15%-C 380
Tab.4  Circular specimen list
designation β steel tube axial load (kN) lateral load type
square
SR-RuC15%-180-3-0%-M 15% S180 × 3 - monotonic
SR-RuC15%-180-3-10%-M 141
SR-RuC15%-180-3-0%-C - cyclic
SR-RuC15%-180-3-10%-C 141
SR-RuC15%-200-10-0%-M S200 × 10 - monotonic
SR-RuC15%-200-10-10%-M 391
SR-RuC15%-200-10-0%-C - cyclic
SR-RuC15%-200-10-10%-C 391
SR-RuC5%-200-10-0%-M 5% S200 × 10 - monotonic
SR-RuC5%-200-10-10%-M 391
SR-RuC5%-200-10-0%-C - cyclic
SR-RuC5%-200-10-10%-C 391
SR-StdC-200-10-0%-M 0% S200 × 10 - monotonic
SR- StdC -200-10-10%-M 391
SR- StdC -200-10-0%-C - cyclic
SR- StdC -200-10-10%-C 391
rectangular
RR-RuC15%-250-150-12-0%-M 15% R250 × 150 × 12 - monotonic
RR-RuC15%-250-150-12-10%-C 391
RR-RuC15%-250-150-12-0%-M - cyclic
RR-RuC15%-250-150-12-10%-C 391
Tab.5  Square and rectangular specimen list
Fig.1  Overview of the designed steel box
Fig.2  Specimen placement in the steel box
Fig.3  Base adptation for circular test specimens
Fig.4  Test setup
Fig.5  Experimental behavior of specimens (circular composite columns). (a) CR-RuC15%-219-3-0%; (b) CR-RuC15%-219-3-15%; (c) CR-RuC15%-219-5-0%; (d) CR-RuC15%-219-5-15%; (e) CR-RuC5%-219-5-0%; (f) CR-RuC5%-219-5-15%; (g) CR-StdC-219-5-0%; (h) CR-StdC-219-5-15%
Fig.6  Experimental behavior of specimens (square columns). (a) SR-RuC15%-180-3-0%; (b) SR-RuC15%-180-3-10%; (c) SR-RuC15%-200-10-0%; (d) SR-RuC15%-200-10-10%; (e) SR-RuC5%-200-10-0%; (f) SR-RuC5%-200-10-10%; (g) SR-StdC-200-10-0%; (h) SR-StdC-200-10-10%
Fig.7  Experimental behavior of specimens (rectangular elements). (a) RR-RuC15%-250-150-12-0%; (b) RR-RuC15%-250-150-12-10%
Fig.8  Global and local deformation of circular specimen CR-RuC5%-219-5-0%-C
Fig.9  Global and local deformation of square specimen SR-RuC15%-180-3-0%-C
Fig.10  Comparison of steel and CFST bending behavior
Fig.11  Comparison of steel and CFST local buckling shapes
Fig.12  Influence of concrete type on the behavior of circular specimens
Fig.13  Influence of concrete type on the behavior of square specimens
Fig.14  Influence of cross-section slenderness on the behavior of circular specimens
Fig.15  Influence of cross-section slenderness on the behavior of square specimens
specimen
FuTEST
(kN)
MuTEST
(kN)
MREC4
(kNm)
MREC4
/
MuTEST
 μ σ
circular
CR-RuC15%-219-3-0%-M 47.8 64.5 48.7 0.75 0.76 0.023
CR-RuC15%-219-3-15%-M 54.8 74.0 53.8 0.73
CR-RuC15%-219-5-0%-M 89.1 120.2 93.9 0.78
CR-RuC15%-219-5-15%-M 99.7 134.6 98.3 0.73
CR-RuC5%-219-5-0%-M 94.8 127.9 99.0 0.77
CR-RuC5%-219-5-15%-M 103.1 139.1 106.9 0.77
CR-StdC-219-5-0%-M 96.5 130.3 101.6 0.78
CR-StdC-219-5-15%-M 105.3 142.2 111.4 0.78
square and rectangular
SR-RuC15%-180-3-0%-M 40.3 54.4 51.6 0.95 0.87 0.170
SR-RuC15%-180-3-10%-M 31.0 41.9 54.5 1.30
SR-RuC15%-200-10-0%-M 229.8 310.2 237.2 0.76
SR-RuC15%-200-10-10%-M 210.0 283.5 239.4 0.84
SR-RuC5%-200-10-0%-M 268.0 361.9 245.3 0.68
SR-RuC5%-200-10-10%-M 231.8 312.9 250.6 0.80
SR-StdC-200-10-0%-M 236.9 319.8 249.9 0.78
SR-StdC-200-10-10%-M 226.0 305.2 256.3 0.84
RR-RuC15%-250-12-0%-M 260.5 351.7 286.4 0.81
RR-RuC15%-250-12-10%-M 231.0 311.9 287.2 0.92
Tab.6  EC4 design comparisons for monotonically tested specimens
Fig.16  Building layout
case frame type beam type column type
1 steel IPE HEB
2 composite circular CFST
3 square CFST
4 rectangular CFST
Tab.7  List of cases considered in the parametric study
storey load type load (kN/m2) frame storey mass (t)
top storey gk 4.75 34.20
qk 1.00
intermediate storey gk 5.75 45.72
qk 2.00
Tab.8  Vertical distributed loads
spectrum ground type aa (m/s2) S TB (s) TC (s) TD (s)
type 1 B 2.50 1.175 0.10 0.60 2.00
type 2 1.70 1.268 0.10 0.25 2.00
Tab.9  Elastic response spectra parameters
Case 1 Case 2
storey beams exterior columns interior columns storey beams exterior columns interior columns
5 IPE300 HEB180 HEB200 5 IPE300 323.9×6 404.6×6
4 IPE330 HEB220 HEB280 4 IPE330 323.9×6 404.6×10
3 IPE330 HEB220 HEB280 3 IPE330 323.9×8 404.6×10
2 IPE400 HEB240 HEB340 2 IPE400 323.9×8 404.6×10
1 IPE400 HEB240 HEB340 1 IPE400 323.9×10 404.6×12
Case 3 Case 4
storey beams exterior columns interior columns storey beams exterior columns interior columns
5 IPE300 200×10 300×10 5 IPE300 250×150×8 300×200×10
4 IPE330 200×10 300×10 4 IPE330 250×150×8 300×200×10
3 IPE330 250×10 350×10 3 IPE330 300×200×8 400×200×12
2 IPE400 250×10 350×10 2 IPE400 300×200×8 400×200×12
1 IPE400 250×10 350×10 1 IPE400 300×200×10 400×200×12
Tab.10  Seismic design solutions
case T1 (s) steel weight (t) concrete volume (m3)
1 1.29 11.4 -
2 1.14 10.4 13.0
3 1.18 11.2 5.3
4 1.18 10.7 3.6
Tab.11  Dynamic properties and steel weight sumamry
Fig.17  Concentrated plasticity calibration procedure for (a) a steel HEB340 member and (b) a circular CFST 404.6x12 member
Fig.18  Selected ground motions and scaling
Fig.19  IDA curves of (a) Case 1(steel frame) and (b) Case 2 (composite frame with circular CFSTs)
Fig.20  Fractile IDA curves of (a) Case 1(steel frame) and (b) Case 2 (composite frame with circular CFSTs)
Fig.21  Collapse fragility curves of Cases 1 and 2
Fig.22  Hysteretic behavior of a compatible steel and CFST column
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[1] Vivian W. Y. TAM, Jianzhuang XIAO, Sheng LIU, Zixuan CHEN. Behaviors of recycled aggregate concrete-filled steel tubular columns under eccentric loadings[J]. Front. Struct. Civ. Eng., 2019, 13(3): 628-639.
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