Non-symmetrical column splice
A. Katta (TU Delft - Civil Engineering & Geosciences)
Milan Veljković – Mentor (TU Delft - Steel & Composite Structures)
P.A. de Vries – Coach (TU Delft - Steel & Composite Structures)
Max A.N. Hendriks – Coach (TU Delft - Applied Mechanics)
R. Yan – Coach (TU Delft - Steel & Composite Structures)
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Abstract
Standardized column splices consist of bolted end-plate connection or bolted/welded cover plate splice connection. In this thesis a non-symmetrical column splice connection that uses a combination of bolted end-plate splice and cover plate splice is studied. End-plate column splice may interfere with installation of cladding elements and may interfere with architectural requirements. Proposed column splice provides a solution to the underlying issue with space optimization. Splice connections are modeled on Abaqus using solid elements. Based on the location in the building non-symmetrical column splice connections are classified as non-symmetrical corner splice connection and non-symmetrical intermediate splice connection.
Aim of this thesis is to study the structural behavior of non-symmetrical column splice connections with the aid of moment-rotation curves, individual component behavior and force distribution obtained from finite element analysis. A quasi-static analysis is conducted on software package Abaqus using dynamic explicit solver. In addition, an attempt is made to characterize the non-symmetrical column splice connection based on component method. Stiffness coefficients of end-plate in bending produced too high stiffness when used for hollow-section end-plate connection. A modified stiffness model for end-plate in bending and bolts in tension are considered for the component characterization of current connections. Effects of end-plate thickness, cover plate thickness and bolt edge distances on overall moment-rotation behavior and initial stiffness was studied.
Non-symmetrical column splice connections are studied under bending and tensile behavior. Due to uneven force distribution in the connection, torsion is noticed in bending cases of non-symmetrical corner splice and intermediate splice. Eurocode stiffness model for end-plate in bending and bolts in tension produced high stiffness compared to the results obtained from Abaqus. Stiffness was overestimated by at least 2 times. Whereas, acceptable values of initial rotational stiffness were obtained using modified stiffness model for end-plate in bending and bolts in tension. Increase in thickness of end-plate and cover plate had a positive effect on the resistance of non-symmetrical column splice connection. However, local failure in column cross-section was noticed when the thickness of end-plate and cover plate was 10 mm. Bolt distance from the column face and edge distance was varied. Overall resistance and initial rotational stiffness increased when the bolts were moved closer to the column face and the opposite was noticed when bolts were moved away from the column face. Similar behavior was also noticed in case bolts in end-plate were moved close to each other.