Table of Experimental Studies on CFT Connection Tests
General Information
Reference | Experiment Synopsis | Number of Tests | Loading Method | Results Reported | Main Parameters | Comments |
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Cheng, Chan, and Chung 2007 | Seismic performance of four steel beam to CFT column connection with floor slabs |
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Constant axial load on the columns and cyclic shear load at each beam tip |
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Cheng, Hwang, and Chung 2000 | Cyclic loading of beam-to-column connections of circular CFTs |
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Constant axial load on the columns and cyclic shear load at the girder ends |
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Dunberry, LeBlanc, and Redwood 1987 | Axial loading of square stub columns through shear connections |
18 CFTs |
Axial load applied at the top and at the connection simultaneously |
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Elremaily and Azizinamini 2001 | Loading of through beam connection specimens representing interior joints |
CFTs |
Constant axial load on the columns and equal and opposite vertical loads on the beam ends |
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France, Davison, and Kirby 1999 | Cyclic and monotonic loading of beam-to-column flow-drill connections of square CFTs and HTs |
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Monotonic or cyclic shear force applied at the girder tips with either constant or no axial load acting on the columns |
M vs. θ, Mu, θu |
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Kamba, Kanatani, and Tabuchi 1991 | Shear tests of through diaphragm connections to square CFT and HT columns |
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Shear couples acting on the diaphragm plates |
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Kawano and Matsui 1997 | Simple tension tests on CFT and HT connections and cyclic tests on cruciform frames including both CFTs and HTs |
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Kawano and Matsui 1997 II | Simple tension tests on CFT and HT connections and cyclic tests on cruciform frames including both CFTs and HTs |
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Kingsley et al. 2005 | Performance and constructability of embedded-type CFT column-concrete footing connection with slender tubes of high-performance vanadium-alloy steel |
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Constant axial load on the columns and cyclic lateral load at the top of the column |
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Lehman and Roeder 2012 | Seismic performance of four steel beam to CFT column connection with floor slabs |
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Constant axial load on the columns and cyclic lateral load at the top of the column |
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Nie, Bai, and Cai 2008 | Cyclic loading connections between CFT columns and reinforced concrete beam |
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Constant axial load on the columns and cyclic shear load at the girder ends |
Load displacement plots for all 6 specimens |
Confinement in the connection region |
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Nie, Qin, and Cai 2008 | CFT column to reinforced concrete flat plate connections subjected to gravity loading |
Seismic behavior of connections composed of concrete-filled square steel tubular columns and steel-concrete composite beams 14 Cruciform Connection Specimens |
Axial load on top of column and 4 actuators supplying cyclic load |
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Prion and McLellan 1992 | Through-bolt connections between steel wide-flange girders and CFTs |
8 CFTs |
Tension pull-out and compression pull-in tests |
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Post-tensioning of the bolts in the connection |
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Schneider and Alostaz 1998 | Cyclic testing of 2/3 scale beam-to-column connections of circular CFTs |
6 CFTs |
Constant axial load on to the column and cyclic shear load at the girder end |
Constant axial load on to the column and cyclic shear load at the girder end |
Connection details |
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Shakir-Khalil and Al-Rawdan 1995, 1996 | Full-scale simple interior beam-to-column connections of circular and square CFTs Monotonic tests for full-scale simple exterior beam-to-column connections of square CFTs Monotonic test for full-scale simple interior beam-to-column connections of square CFTs |
28 CFTs 4 CFTs 4 CFTs |
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Specimen Information
Reference | Beam Information | Connection Information (Plate and Stiffener) | End Conditions |
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Cheng, Chan, and Chung 2007 |
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Cheng, Hwang, and Chung 2000 |
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Pinned-pinned (column) |
Dunberry, LeBlanc, and Redwood 1987 | N.A |
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N.A |
Elremaily and Azizinamini 2001 |
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Pinned-pinned (column) |
France, Davison, and Kirby 1999 |
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Pinned-pinned with fully-restraint or simple beam-to-column connections at the middle |
Kamba, Kanatani, and Tabuchi 1991 | N.A |
Through diaphragm plates manufactured from PL25 |
Pinned-pinned (column) |
Kawano and Matsui 1997 |
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0.177 in. thick external diaphragms and vertical stiffeners manufactured from SS400 plates |
Pinned-pinned (columns in cruciform frames) |
Kawano and Matsui 1997 II |
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0.177 in. thick external diaphragms and vertical stiffeners manufactured from SS400 plates |
Pinned-pinned (columns in cruciform frames) |
Kingsley et al. 2005 |
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Lehman and Roeder 2012 |
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Nie, Bai, and Cai 2008 | Reinforced Concrete |
Through-beam connection |
Cruciform, pinned-pinned (column) |
Nie, Qin, and Cai 2008 | H-Shape built-up sections |
Vertical Stiffeners |
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Prion and McLellan 1992 | N.A |
N.A |
N.A |
Schneider and Alostaz 1998 |
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Roller at the top and pinned at the bottom (column) |
Shakir-Khalil and Al-Rawdan 1995, 1996 | 406 x 178 x 67 UB |
14.17 in. long tee cleats manufactured from 305 x 127 x 48 UB type beam |
Pinned-pinned (column) |
Cross Section Information
Reference | Tube Dimensions | Steel Properties | Concrete Properties |
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Cheng, Chan, and Chung 2007 |
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Fy = 67 ksi |
f'c = 3.55 (columns), 2.2 (floor) ksi |
Cheng, Hwang, and Chung 2000 |
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Cold-formed Fy = 45.5, 56.9 ksi |
f'c = 3.77, 3.92 ksi |
Dunberry, LeBlanc, and Redwood 1987 |
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Class H Grade 50W Fy = 51.3-64.3 ksi |
f'c = 2.25-4.29 ksi |
Elremaily and Azizinamini 2001 |
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Fy = 53.8, 54.2, 64.3 ksi |
f'c = 4.7-6.03 ksi |
France, Davison, and Kirby 1999 |
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Hot-rolled Grade 43 Fy = 44.5-61.9 ksi |
f'c = 6.29-7.32 ksi |
Kamba, Kanatani, and Tabuchi 1991 |
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STK400 Fy = 48.4, 52.6 ksi (annealed) 54.07-56.92 ksi (cold-formed) |
f'c = 3.37, 3.56 ksi |
Kawano and Matsui 1997 |
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Cold formed STKR400 Fy = 62.8 ksi |
f'c = 4.97, 5.19 ksi |
Kawano and Matsui 1997 II |
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Cold formed STKR400 Fy = 62.8 ksi |
f'c = 4.97, 5.19 ksi |
Kingsley et al. 2005 |
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Fy = 76.3 ksi |
f'c = 10-11 ksi |
Lehman and Roeder 2012 |
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Fy = 49-75 ksi |
f'c = 7.83-11.89 ksi |
Nie, Bai, and Cai 2008 | Square cross section with embedded circular concrete filled steel tube |
Fy = 45, 49 ksi |
f'c = 4.3-6.2 ksi |
Nie, Qin, and Cai 2008 |
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Fy = 57.0-76.3 ksi |
f'c = 4.73-8.64 ksi |
Prion and McLellan 1992 |
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Fy = 50.8 ksi |
f'c = 6.53 ksi |
Schneider and Alostaz 1998 |
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Fy = 57.5 ksi |
f'c = 7.8-8.2 ksi |
Shakir-Khalil and Al-Rawdan 1995, 1996 |
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Fy = 44.0-60.2 ksi Fy = 47.9, 48.2 ksi Fy = 49.3, 49.8 ksi |
f'c = 4.25-5.90 ksi f'c = 4.54-4.90 ksi f'c = 4.29-4.84 ksi |