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Seismic Performance Analysis of Semi-rigid Steel Frame Based on Panel Zone Mechanical Characteristics of the Joint Experiment Study

  • Structural Engineering
  • Published:
KSCE Journal of Civil Engineering Aims and scope

Abstract

The panel zone, as an important part of the semi-rigid connection (SRC), can effectively affect the force transfer mechanism of the connection. This study aims to evaluate the panel zone mechanical characteristics through test on end-plate connection (EPC) and T-stub connection (TSC) under cyclic loading. Based on failure criteria, the mechanical properties of the panel zone are discussed, including the shear force, plastic energy dissipation, and failure modes. In light of the test studies, an effective and accurate numerical method in OpenSees platform for SRC with a behavior monitored by nonlinear rational springs is proposed. A 4 × 6 plane steel frame with SRC under the loading stimulation of 12 ground motions is conducted to testify the reliability of the model and analyze the panel zone behavior on the frame. The panel zones exhibit stable hysteresis characteristics and excellent ductility, and the analysis results of the effect of stiffness ratio between bolted connections and panel zone on frame energy consumption provide suggestions for structural energy dissipation design. The model conducts an accurate prediction of semi-rigid connection steel frames (SRCSFs) seismic behaviors considering the panel zone mechanical properties, and it can dramatically improve computing efficiency and is conducive to seismic design.

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Abbreviations

A c :

The cross-sectional area of column

\(A_{eff}^{pz}\) :

The shear effective area of the panel zone

b cf :

The width of the column flange

d b :

The height of the beam section

d c :

The height of the column section

d eff :

The effective depth of the SRC panel zone

E :

The elastic modulus

E c :

The cumulative energy dissipation

E e :

The energy consumption of each cycle loading

F :

The beam end reaction force

F c :

The axial force of the column

f c :

The compressive strength of the steel

f u :

The limit strength of the steel

f y :

The yield strength of steel

G :

The elastic shear modulus

H :

The calculated height of the column

h b1 :

Distance between top and bottom of left beam flanges

h b2 :

Distance between top and bottom of right beam flanges

h bw :

The height of the panel zone

h c1 :

Distance between top and bottom of left column flanges

h c2 :

Distance between top and bottom of right column flanges

h s :

The height of the continuity plate

K CB :

The initial rational stiffness of connection

K ic :

The initial rotation stiffness of the connection

K ipz :

The initial stiffness of the panel zone

K PZ :

The initial stiffness of panel zone

\(K_{e - \gamma}^{pz}\) :

The elastic shear stiffness of the SRC panel zone

\(K_{p - \gamma}^{pz}\) :

The elastic-plastic shear stiffness of the SRC panel zone

\(K_{u - \gamma}^{pz}\) :

The ultimate shear stiffness of the SRC panel zone

L :

The beam length

M :

The beam section moment

M b1 :

The bending moment of left beam

M b2 :

The bending moment of right beam

M p :

The plastic moment of the section

M y :

The yield moment of the section or connection

N b1 :

The axial force of left beam

N b2 :

The axial force of right beam

R :

The elongation of the sample

S ACB :

The area of the hysteresis loop ACB

S ΔADO :

Triangles’ area ADO

S Δefo :

Triangles’ area EFO

S EBC :

The area of the hysteresis loop EBC

t bf :

The thickness of the beam flange

t cf :

The thickness of the column flange

t pz :

The thickness of the panel zone

t s :

The thickness of the continuity plate

u :

The ductility factor

u E3 :

The horizontal displacement of the right beam end.

u P3 :

The displacement of the column top in horizontal direction

u W3 :

The horizontal displacement of the left beam end.

V c :

The average shear force of the panel zone

V c1 :

The column shear force above the panel zone

V c1 :

The column shear force below the panel zone

V ppz :

The plastic shear force of the SRC panel zone

V pz :

The shear force of the panel zone

V ypz :

The yield shear force of the panel zone

γ s :

The shear deformation the panel zone

γ su :

The ultimate shear deformation

γ sy :

The yield shear deformation

[γ su]:

The proposed ultimate shear deformation of SRC panel zone

[γ sy]:

The proposed yield shear deformation of SRC panel zone

γ pz :

The stability coefficient of the panel zone

θ :

The rotation of the beam section or the story drift ratio of frame

[θ u]:

The proposed ultimate story drift ratio of SRC steel frame

ρ :

The axial pressure ratio the member

ξ e :

The equivalent damping ratio

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Acknowledgments

This study was sponsored by Launch funding for doctoral research at Wuyi University (Grant No. BSQD2218). The Jiangmen Basic and Theoretical Science Research Science and Technology Program (Grant No. 92); the National Natural Science Foundation of China (Grant No. 52201304); the Guangxi natural science foundation (Grant No.2019GXNSFAA185044).

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Authors and Affiliations

  1. School of Civil Engineering and Architecture, Wuyi University, Jiangmen, 529020, China

    Shengcan Lu & Minrong Wang

  2. Key Laboratory of Beibu Gulf Offshore Engineering Equipment and Technology, Education Department of Guangxi Zhuang Autonomous Region, Beibu Gulf University, Guangxi, 535000, China

    Xiangxi Han

  3. College of Civil Engineering, Guangdong Communication Polytechnic, Guangzhou, 510641, China

    Tulong Yin

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  1. Shengcan Lu
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Correspondence to Xiangxi Han.

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Lu, S., Wang, M., Han, X. et al. Seismic Performance Analysis of Semi-rigid Steel Frame Based on Panel Zone Mechanical Characteristics of the Joint Experiment Study. KSCE J Civ Eng 28, 1960–1979 (2024). https://doi.org/10.1007/s12205-024-1482-9

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  • DOI: https://doi.org/10.1007/s12205-024-1482-9

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