Seismic demand assessment of code-designed continuity plate in panel zone
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Abstract
This study investigated the seismic demand of continuity plates (CP) in Special Moment Frames (SMFs), including built-up I-shape beams. Six reference experiments for SMF connections were considered, including beams with unequal depths on both sides of the column, to compare the seismic demand for CP with the corresponding value of the AISC code formula. The effects of beam shape properties, connection type, shear strain of the panel zone (PZ), different construction detailing and straight/inclined CP in dual/trapezoidal PZ were included in this study. In addition, companion analytical studies were performed to evaluate CP seismic demand. The results of the experiments and numerical analyses showed that the AISC code underestimates seismic demand for CP in joints with beams having sizes outside the geometries of hot-rolled structural sections. Poor seismic performance of the code-designed CP led to premature yielding and out-of-plane local buckling of CP, which were observed in the reference experiments and confirmed by numerical models. Finally, an equation for CP seismic demand was developed based on findings of this research. It was demonstrated that the proposed seismic demand met the required seismic criteria using this equation, and it also kept CP within the safe structural margins.
Keywords
Continuity plate Seismic demand Built-up I section Connection detailing Panel zone constructional detailing BucklingReferences
- Ahmady Jazany R, Ghobadi MS (2017) Design methodology for inclined continuity plate of panel zone. Thin Wall Struct 113:69–82CrossRefGoogle Scholar
- Ahmady Jazany R, Hoseini Hashemi B (2012) Effects of detailing on panel zone seismic behaviour in special moment resisting frames with unequal beam depths. Can J Civil Eng 39(4):388–401CrossRefGoogle Scholar
- Ahmady Jazany R, Esmaeily A, Hosseini Hashemi B, Kayhani H (2016) Analytical investigation on performance of special moment-resisting connections with unequal beam depths. Struct Design Tall Spec Build 25:375–393CrossRefGoogle Scholar
- AISC (1992) Seismic provisions for structural steel buildings. American Institute of Steel Construction Inc, ChicagoGoogle Scholar
- AISC (1993) Load and resistance factor design specification for structural steel buildings. American Institute of Steel Construction Inc, ChicagoGoogle Scholar
- AISC (1997) Seismic provisions for structural steel buildings. American Institute of Steel Construction Inc, ChicagoGoogle Scholar
- AISC (1999a) Load and resistance factor design specification for structural steel buildings. American Institute of Steel Construction Inc, ChicagoGoogle Scholar
- AISC (1999b) Seismic provisions for structural steel buildings—supplement no. 1. American Institute of Steel Construction Inc, ChicagoGoogle Scholar
- AISC (2000) Seismic provisions for structural steel buildings—supplement no. 2. American Institute of Steel Construction Inc, ChicagoGoogle Scholar
- AISC (2002) Seismic provisions for structural steel buildings. American Institute of Steel Construction Inc, ChicagoGoogle Scholar
- AISC 341-05 (2005) Seismic provisions for structural steel buildings. American Institute of Steel Construction Inc, ChicagoGoogle Scholar
- AISC 341-10 (2010) Seismic provisions for structural steel buildings. American Institute of Steel Construction Inc, ChicagoGoogle Scholar
- AISC 341-16 (2016) Seismic provisions for structural steel buildings. American Institute of Steel Construction Inc, ChicagoGoogle Scholar
- AISC 358-16 (2016) Prequalified connections for special and intermediate steel moment frames for seismic applications. AISC Committee on Specification, ChicagoGoogle Scholar
- AISC 360-05 (2005) Specification for structural steel buildings. AISC Committee on Specification, ChicagoGoogle Scholar
- AISC 360-10 (2010) Specification for structural steel buildings. AISC Committee on Specification, ChicagoGoogle Scholar
- AISC 360-16 (2016) Specification for structural steel buildings. AISC Committee on Specification, ChicagoGoogle Scholar
- ANSYS (1998) User’s manual, version 5.4. ANSYS Inc, HoustonGoogle Scholar
- Aribert JM, Lauchal A, Nawawy OI (1981) Elastic-plastic modelization of the resistance of a column in the compression region. Constr Met 2:122–131Google Scholar
- Brando G, Sarracco G, De Matteis G (2014) Strength of an aluminum column web in tension. J Struct Eng ASCE 141(7):04014180CrossRefGoogle Scholar
- Brandonisio G, De Luca A, Mele E (2012) Shear strength of panel zone in beam-to-column connections. J Constr Steel Res 71:129–142CrossRefGoogle Scholar
- Castro JM, Davila-Arbona FJ, Elghazouli AY (2008) Seismic design approaches for panel zones in steel moment frames. J Earthq Eng 12(S1):34–51CrossRefGoogle Scholar
- De Matteis G, Sarracco G, Brando G, Mazzolani FM (2014) Influence of column axial load and heat affected zone on the strength of aluminium column web in tension. Materials 7(5):3557–3567CrossRefGoogle Scholar
- Elghazouli AY (2010) Assessment of European seismic design procedures for steel framed structures. Bull Earthq Eng 8(1):65–89CrossRefGoogle Scholar
- Elkady A, Lignos DG (2015) Analytical investigation of the cyclic behavior and plastic hinge formation in deep wide-flange steel beam-columns. Bull Earthq Eng 13(4):1097–1118CrossRefGoogle Scholar
- El-Tawil S (2000) Panel zone yielding in steel moment connections. Eng J AISC 37(1):120–131Google Scholar
- El-Tawil S, Vidarsson E, Mikesell T, Kunnath SK (1999) Inelastic behavior and design of steel panel zones. J Struct Eng ASCE 125(2):183–193CrossRefGoogle Scholar
- Faella C, Piluso V, Rizzano G (1999) Structural steel semirigid connections: theory, design, and software. CRC press, Boca RatonGoogle Scholar
- FEMA 350 (2000) Recommended seismic design criteria for new steel moment-frame buildings. Report no. FEMA-350. Federal Emergency Management Agency, Washington, D.C.Google Scholar
- FEMA 355D (2000) State of the art report on connection performance. Report no. FEMA-355D. Federal Emergency Management Agency, Washington, D.C.Google Scholar
- FEMA 356 (2000) Prestandard and commentary for seismic rehabilitation of buildings. Report no. FEMA 356. Federal Emergency Management Agency, Washington, D.C.Google Scholar
- Ghobadi MS, Mazroi A, Ghassemieh M (2009a) Cyclic response characteristics of retrofitted moment resisting connections. J Constr Steel Res 65(3):586–598CrossRefGoogle Scholar
- Ghobadi MS, Ghassemieh M, Mazroi A, Abolmaali A (2009b) Seismic performance of ductile welded connections using T-stiffener. J Constr Steel Res 65(4):766–775CrossRefGoogle Scholar
- Graham JD, Sherbourne AN, Khabbaz RN, Jensen CD (1959) Welded interior beam-column connections. AISC Publication. Reprint No. 146 (59-7, 60-3)Google Scholar
- Hajjar JF, Dexter RJ, Prochnow SD, Ye YA, Cotton SC (2003) Continuity plate detailing for steel moment-resisting connections. Eng J AISC 40(4):189–212Google Scholar
- Han SW, Kwon GU, Moon KH (2007) Cyclic behaviour of post-Northridge WUF-B connections. J Constr Steel Res 63(3):365–374CrossRefGoogle Scholar
- Han SW, Moon KH, Jung J (2014) Cyclic performance of welded unreinforced flange-welded web moment connections. Earthq Spectra 30(4):1663–1681CrossRefGoogle Scholar
- Hoseini Hashemi B, Ahmady Jazany R (2012) Study of connection detailing on SMRF seismic behavior for unequal beam depths. J Constr Steel Res 68(1):150–164CrossRefGoogle Scholar
- Kim T, Whittaker AS, Gilani AS, Bertero VV, Takhirov SM (2002a) Cover-plate and flange-plate steel moment-resisting connections. J Struct Eng ASCE 128(4):474–482CrossRefGoogle Scholar
- Kim T, Whittaker AS, Gilani AS, Bertero VV, Takhirov SM (2002b) Experimental evaluation of plate-reinforced steel moment-resisting connections. J Struct Eng ASCE 128(4):483–491CrossRefGoogle Scholar
- Kosarieh AH, Danesh F (2016) Effects of panel zone yielding on seismic behavior of welded-flange-plate connections. Bull Earthq Eng 14(10):2805–2825CrossRefGoogle Scholar
- Lee CH, Uang CM (1997) Analytical modeling of dual panel zone in haunch repaired steel MRFs. J Struct Eng ASCE 123(1):20–29CrossRefGoogle Scholar
- Lee DA, Cotton SC, Hajjar JF, Dexter RJ, Ye Y, Prochnow SD (2005a) Cyclic behavior of steel moment-resisting connections reinforced by alternative column stiffener details I. Connection performance and continuity plate detailing. Eng J AISC 42(4):189Google Scholar
- Lee DA, Cotton SC, Hajjar JF, Dexter RJ, Ye YA, Prochnow SD (2005b) Cyclic behavior of steel moment-resisting connections reinforced by alternative column stiffener details II. Panel zone behavior and doubler plate detailing. Eng J AISC 42(4):215Google Scholar
- Matusiak M (1999) Strength and ductility of welded structures in aluminium alloys. Dr. Ing. Dissertation. Department of Structural Engineering, Norwegian University of Science and Technology, Trondheim, NorwayGoogle Scholar
- Prochnow SD, Dexter RJ, Hajjar JF, Ye YA, Cotton SC (2000) Local flange bending and local web yielding limit states in steel moment-resisting connections. Report No. ST-00-4. Department of Civil Engineering, University of Minnesota, MinneapolisGoogle Scholar
- Ren WX, Fang SE, Young B (2006) Analysis and design of cold-formed steel channels subjected to combined bending and web crippling. Thin Wall Struct 44(3):314–320CrossRefGoogle Scholar
- SAC (1997) Protocol for fabrication, inspection, testing and documentation of beam-column connection test and other experimental specimens. SAC Rep. SAC/BD-97/02. SAC Joint Venture, SacramentoGoogle Scholar
- Saneei Nia Z, Mazroi A, Ghassemieh M, Pezeshki H (2014) Seismic performance and comparison of three different I beam to box column joints. Earthq Eng Eng Vib 13(4):717–729CrossRefGoogle Scholar
- Schneider SP, Amidi A (1998) Seismic behavior of steel frames with deformable panel zones. J Struct Eng ASCE 124(1):35–42CrossRefGoogle Scholar
- Shaikh AF (1978) Proposed revision to shear-friction provision. PCI J 23(2):12–21Google Scholar
- Simitses GJ, Hodges DH (2006) Fundamentals of structural stability. Butterworth-Heinemann, OxfordGoogle Scholar
- Slutter RG (1981) Test of panel zone behavior in beam-column connections. Report no. 200.81.403.1. Fritz Engineering Laboratory, Lehigh University, BethlehemGoogle Scholar
- Tran AT, Hassett PM, Uang CM (2013) A flexibility-based formulation for the design of continuity plates in steel special moment frames. Eng J AISC 50(3):181–200Google Scholar
- Ye YA, Hajjar JF, Dexter RJ, Prochnow SD, Cotton SC (2000) Nonlinear analysis of continuity plate and doubler plate details in steel moment frame connections. Report no. ST-00-3. Department of Civil Engineering, University of Minnesota, MinneapolisGoogle Scholar
- Yu QS, Uang CM, Gross J (2000) Seismic rehabilitation design of steel moment connection with welded haunch. J Struct Eng ASCE 126(1):69–78CrossRefGoogle Scholar