Rehabilitated steel moment connections differentiate from newly erected and strengthened ones in that the connections are subject to initial loading during the rehabilitation process. In this circumstance, significant stress redistribution will take place. Therefore, the design method for a newly erected and strengthened connection is not applicable. This paper investigates cover-plate rehabilitation. Finite element analysis was conducted to simulate the rehabilitation process with initial loading. The moment distributions between the cover plates and the original connections take the different initial loading into account. A revised design procedure for rehabilitation process using cover plates is proposed.
AndersonJ.C.XiaoY. and DuanX.J. (2002). “Repair/upgrade of steel moment frames in low rise buildings”, Proceedings of the 3rd International Conference on Advances in Steel Structures, Hong Kong, China, December, pp. 221–228.
2.
ANSYS (1998). ANSYS Complete User's Manual Set, ANSYS Inc.
3.
BjorhovdeR. (2005). “Realistic performance requirements for steel in structures”, Advances in Structural Engineering, Vol. 8, No. 3 pp. 203–215.
4.
ChiB.UangC.M. and ChenA. (2006). “Seismic rehabilitation of pre-Northridge steel moment connections: A case study”, Journal of Constructional Steel Research, Vol. 62, No. 8, pp. 783–792.
5.
CECS 77 (1996). Technical Specification for Strengthening Steel Structures, China Planning Press, Beijing, China.
6.
LeeC.H. and UangC.M. (2001). “Analytical modeling and seismic design of steel moment connections with welded straight haunch”, Journal of Structural Engineering, ASCE, Vol. 127, No. 9, pp. 1028–1035.
7.
ChenC.C.ChenS.W.ChuangM.D. and LinM.C. (2005). “Cyclic behaviour of unreinforced and rib-reinforced moment connections”, Journal of Constructional Steel Research, Vol. 61, No. 1, pp. 1–21.
8.
FEMA (1995). Interim Guidelines: Evaluation, Repair, Modification and Design of Welded Steel Moment Frame Structures, Report No. 267, Federal Emergency Management Agency, Washington, DC, USA.
9.
FEMA (2000). State of the Art Report on Connection Performance, Rep. No. 355D, Federal Emergency Management Agency, Washington, DC, USA.
10.
HollawayL.C.ZhangL.PhotiouN.K.TengJ.G. and ZhangS.S. (2006). “Advances in adhesive joining of carbon fibre/polymer composites to steel members for repair and rehabilitation of bridge structures”, Advances in Structural Engineering, Vol. 9, No. 6, pp. 791–803.
11.
AndersonJ.C. and DuanX.J. (1998). Repair/Upgrade Procedures for Welded Beam to Column Connections, Report No. PEER 1998/03, Pacific Earthquake Engineering Research Center, University of Southern California, California, USA.
12.
ZhangJ. and DongP. (2000). “Residual stresses in welded moment frames and implications for structural performance”, Journal of Structural Engineering, ASCE, Vol. 126, No. 3, pp. 306–315.
13.
KimT.WhittakerA.S.GilaniA.S.J.BerteroV.V. and TakhirowS.M. (2000). Cover-Plate and Flange-Plate Reinforced Steel Moment-Resisting Connections, Report No. PEER 2000/07, Pacific Earthquake Engineering Research Center, University of California at Berkeley, Berkeley, California, USA.
14.
KimT.WhittakerA.S.GilaniA.S.J.BerteroV.V. and TakhirowS.M. (2002). “Cover-plate and flange-plate steel moment-resisting connections”, Journal of Structural Engineering, ASCE, Vol. 128, No. 4, pp. 474–482.
15.
KimT.WhittakerA.S.GilaniA.S.J.BerteroV.V. and TakhirowS.M. (2002). “Experimental evaluation of plate-reinforced steel moment-resisting connections”, Journal of Structural Engineering, ASCE, Vol. 128, No. 4, pp. 483–491.
16.
LeeD.U. and YamadaK. (2008). “Fatigue of steel structures preface”, International Journal of Steel Structures, Editorial material, Vol. 8, No. 3.
17.
MatosC.G. and DoddsR.H. (2000). “Modeling the effects of residual stresses on defects in welds of steel frame connections”, Engineering Structures, Vol. 22, No. 9, pp. 1103–1120.
18.
EngelhardtM.D. and SabolT.A. (1998). “Reinforcing of steel moment connections with cover plates: Benefits and limitations”, Engineering Structures, Vol. 20, No. 4–6, pp. 510–520.
19.
GhobadiM.S.MazroiA. and GhassemiehaM. (2008). “Cyclic response characteristics of retrofitted moment resisting connections”, Journal of Constructional Steel Research, Vol. 65, No. 3, pp. 586–598.
20.
RodgersJ.E.MahinS.A. and CelebiM. (2007). “Proposed approaches to fracture damage detection for sparsely instrumented steel moment-framed buildings”, International Journal of Steel Structures, Vol. 7, No. 1, pp. 1–10.
21.
ShiY.J.YangW. and WangY.Q. (2007) “Analytical model of cover-plate retrofitted steel moment connection with initial loading”, Engineering Mechanics, Vol. 24, No. 11, pp. 76–81. (in Chinese)
22.
WhittakerA.GilaniA.TakhirovS. and OstertagC. (2002). “Forensic studies of a large cover-plate steel moment-resisting connection”, Structural Design of Tall Buildings, Vol. 11, No. 4, pp. 265–283.
23.
YuQ.S.UangC.M. and GrossJ. (2000). “Seismic rehabilitation design of steel moment connection with welded haunch”, Journal of Structural Engineering, ASCE, Vol. 126, No. 1, pp. 69–78.
