Difference between revisions of "Table of Experimental Studies on CFT Connection Tests"
From Composite Systems
(→Specimen Information) 
(→Cross Section Information) 

Line 449:  Line 449:  
 F<sub>y</sub> = 45, 49 ksi   F<sub>y</sub> = 45, 49 ksi  
 f'<sub>c</sub> = 4.36.2 ksi   f'<sub>c</sub> = 4.36.2 ksi  
+    
+  ! scope="row" style="backgroundcolor:#efefef;" [[Lehman and Roeder 2012]]  
+    
+  *'''◌: diam. (D) □: depth (D) x width:''' 20, 30 (circular)  
+  *'''Wall Thickness (t) (in):''' 0.25, 0.252  
+  *'''Diameter/thickness (D/t):''' 80, 119  
+   F<sub>y</sub> = 4975 ksi  
+   f'<sub>c</sub> = 7.8311.89 ksi  
+    
}  } 
Revision as of 21:00, 18 October 2012
General Information
Reference  Experiment Synopsis  Number of Tests  Loading Method  Results Reported  Main Parameters  Comments 

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 



Kamba, Kanatani, and Tabuchi 1991  Shear tests of through diaphragm connections to square CFT and HT columns 

Shear couples acting on the diaphragm plates 



Prion and McLellan 1992  Throughbolt connections between steel wideflange girders and CFTs  8 CFTs  Tension pullout and compression pullin tests 

Posttensioning of the bolts in the connection  
Azizinamini and Prakash 1992  Passthrough girder with internal stiffeners  1 CFT  Shear forces were applied to the girder ends in opposite directions  N.A.  N.A.  
ShakirKhalil and AlRawdan 1995, 1996  Fullscale simple interior beamtocolumn connections of circular and square CFTs  28 CFTs 




ShakirKhalil and AlRawdan 1995, 1996  Monotonic tests for fullscale simple exterior beamtocolumn connections of square CFTs  4 CFTs 




ShakirKhalil and AlRawdan 1995, 1996  Monotonic test for fullscale simple interior beamtocolumn connections of square CFTs  4 CFTs 




Kawano and Matsui 1997  Simple tension tests on CFT and HT connections and cyclic tests on cruciform frames including both CFTs and HTs 





Schneider and Alostaz 1998  Cyclic testing of 2/3 scale beamtocolumn connections of circular CFTs  6 CFTs  Constant axial load on to the column and cyclic shear load at the girder end  M vs. θ, M_{c}  Connection details  
France, Davison, and Kirby 1999  Cyclic and monotonic loading of beamtocolumn flowdrill connections of square CFTs and HTs 

Monotonic or cyclic shear force applied at the girder tips with either constant or no axial load acting on the columns  M vs. θ, M_{u}, θ_{u} 


Cheng, Hwang, and Chung 2000  Cyclic loading of beamtocolumn connections of circular CFTs 

Constant axial load on the columns and cyclic shear load at the girder ends 



Cheng, Chan, and Chung 2007  Seismic performance of four steel beam to CFT column connection with floor slabs 

Constant axial load on the columns and cyclic shear load at each beam tip 



Nie, Bai, and Cai 2008  Cyclic loading connections between CFT columns and reinforced concrete beam 

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  
Lehman and Roeder 2012  Seismic performance of four steel beam to CFT column connection with floor slabs 

Constant axial load on the columns and cyclic lateral load at the top of the column 


Specimen Information
Reference  Beam Information  Connection Information (Plate and Stiffener)  End Conditions 

Dunberry, LeBlanc, and Redwood 1987  N.A 

N.A. 
Kamba, Kanatani, and Tabuchi 1991  N.A  Through diaphragm plates manufactured from PL25  Pinnedpinned (column) 
Prion and McLellan 1992  N.A  N.A.  N.A. 
Azizinamini and Prakash 1992  W30 x 99  Four #11 reinforcing bars with 4 x 2 x 1 in. plates welded to the ends were attached to the girder inside the CFT  N.A. 
ShakirKhalil and AlRawdan 1995, 1996  406 x 178 x 67 UB 

Pinnedpinned (column) 
ShakirKhalil and AlRawdan 1995, 1996  406 x 178 x 67 UB  14.17 in. long tee cleats manufactured from 305 x 127 x 48 UB type beam  Pinnedpinned (column) 
ShakirKhalil and AlRawdan 1995, 1996  406 x 178 x 67 UB  14.17 in. long tee cleats manufactured from 305 x 127 x 48 UB type beam  Pinnedpinned (column) 
Kawano and Matsui 1997 

0.177 in. thick external diaphragms and vertical stiffeners manufactured from SS400 plates  Pinnedpinned (columns in cruciform frames) 
Schneider and Alostaz 1998 


Roller at the top and pinned at the bottom (column) 
France, Davison, and Kirby 1999 


Pinnedpinned with fullyrestraint or simple beamtocolumn connections at the middle 
Cheng, Hwang, and Chung 2000 


Pinnedpinned (column) 
Cheng, Chan, and Chung 2007 



Nie, Bai, and Cai 2008  Reinforced Concrete  Throughbeam connection  Cruciform, pinnedpinned (column) 
Lehman and Roeder 2012 



Cross Section Information
Reference  Tube Dimensions  Steel Properties  Concrete Properties 

Dunberry, LeBlanc, and Redwood 1987 

Class H Grade 50W
F_{y} = 51.364.3 ksi 
f'_{c} = 2.254.29 ksi 
Kamba, Kanatani, and Tabuchi 1991 

STK400
F_{y} = 48.4, 52.6 ksi (annealed) 54.0756.92 ksi (coldformed) 
f'_{c} = 3.37, 3.56 ksi 
Prion and McLellan 1992 

F_{y} = 50.8 ksi  f'_{c} = 6.53 ksi 
Azizinamini and Prakash 1992 

F_{y} = 36.1 ksi  f'_{c} = 14.07 ksi 
ShakirKhalil and AlRawdan 1995, 1996 

F_{y} = 44.060.2 ksi  f'_{c} = 4.255.90 ksi 
ShakirKhalil and AlRawdan 1995, 1996 

F_{y} = 47.9, 48.2 ksi  f'_{c} = 4.544.90 ksi 
ShakirKhalil and AlRawdan 1995, 1996 

F_{y} = 49.3, 49.8 ksi  f'_{c} = 4.294.84 ksi 
Kawano and Matsui 1997 

Cold formed STKR400
F_{y} = 62.8 ksi 
f'_{c} = 4.97, 5.19 ksi 
Schneider and Alostaz 1998 

F_{y} = 57.5 ksi  f'_{c} = 7.88.2 ksi 
France, Davison, and Kirby 1999 

Hotrolled Grade 43
F_{y} = 44.561.9 ksi 
f'_{c} = 6.297.32 ksi 
Cheng, Hwang, and Chung 2000 

Coldformed
F_{y} = 45.5, 56.9 ksi 
f'_{c} = 3.77, 3.92 ksi 
Cheng, Chan, and Chung 2007 

F_{y} = 67 ksi  f'_{c} = 3.55 (columns), 2.2 (floor) ksi 
Nie, Bai, and Cai 2008  Square cross section with embedded circular concrete filled steel tube  F_{y} = 45, 49 ksi  f'_{c} = 4.36.2 ksi 
Lehman and Roeder 2012 

F_{y} = 4975 ksi  f'_{c} = 7.8311.89 ksi 