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Single-Angle Compression Members Welded by One Leg to Gusset Plates

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Single-Angle Compression Members Welded by One Leg to Gusset Plates SINGLE-ANGLE COMPRESSION MEMBERS WELDED BY ONE LEG TO GUSSET PLATES Sherief Sharl Shukry Sakla, M.A.Sc., P.Eng. A Dissertation Submitted to the Faculty of Graduate Studies and Research through the Department of Civil and Environmental Engineering in Partial Fulfilment of the Requirements for the Degree of Doctor of Philosophy at the University of Windsor Windsor, Ontario, Canada 1997 National Library Bibliothbque nationale I*m of Canada du Canada Acquisitions and Acquisitions et Bibliographic Services services bibliographiques 395 Wellington Street 395. rue Wellington OtrawaON K1AON4 OttawaOfU K1AON4 Canada Canada The author has granted a non- L'auteur a accorde une licence non exclusive licence allowing the exclusive permettant a la National Library of Canada to Bibliotheque nationale du Canada de reproduce, loan, distribute or sell reproduire, preter, distribuer ou copies of this thesis in microform, vendre des copies de cette these sous paper or electronic formats. la forme de microfiche/film, de reproduction sur papier ou sur format electronique. The author retains ownership of the L'auteur conserve la propriete du copyright in this thesis. Neither the droit d'auteur qui protege cette these. thesis nor substantial extracts fiom it Ni la these ni des ehtssubstantiels may be printed or otherwise de celle-ci ne doivent Btre imprimes reproduced without the author's ou autrernent reproduits sans son permission. aut orisation. G 1997 Sherief S. S. Sakla All Rights Reserved I hereby declare that I am the sole author of this document. I authorize the University of Windsor to lend this document to other institutions or individuals for the purpose of scholarly research. Sherief Sbarl Shukry Sakla I further authorize the University of Windsor to reproduce the document by photocopying or by other means, in total or in part, at the request of other institutions or individuals for the purpose of scholarly research. Sherief Sharl Shukry Sakla THE UNIVERSITY OF WINDSOR requires the signatures of all persons using or photocopying this document. Please sign below, and give address and date. Single-angle compression members are simple structural elements that are wr?- difficult to analyse and design. These members are usually attached to other members by one leg only. Thus the load is applied eccentrically. To further complicate the problem the principal axes of the angle do not coincide with the axes of the Frame or truss of which the angle is a part. .i\lthou@ it is know that the end conditions affect the ultimate load carrying capacitl-of these members. procedures have not been developed to do this as ir is difficult to euluate the end restraint in many pract ical cases. D itrrrent design practices were presented and evaluated using experimental test results obtained tiom pre\-ious research. The two generally accepted design procedures. the simple-column and the beam-column approaches. in seneral. underestimate the load carrying capacity of single-angle compression members attached by one leg to a gusset plate. There is a great variation between different design practices in the prediction of the compressiw resistance of single-angle members. With that great variation it is difficult to determine the most appropriate design procedure to follon.. The major objective of this research is to obtain a better understanding of the behaviour and load carrying capacity of single-angle compression members attached by one leg to a gusset plate. An experimental investigation was carried out and verified through the use of the fmite element analysis. The effect of the gusset plate width. thickness and the unconnected length were studied. The effect of the weld length and pattern used in connecting the angle to the gusset plate was studied as well. It was found that the thickness and width of the gusset plate significantly affect the load carrying capacity, but the unconnected length has only a minor effect. The effect of the length of weld and the weld pattern used in the connection on the ultimate load carrying capacity can be neglected. It was found that the finite element method can be used, with a reasonable degree of accuracy, to predict the behaviour and load carrying capacity of these members. The finite element method was used to study some 1800 different combination of parameters. It was found that out-of-straightness, residual stresses, Young's modulus of elasticity, and the unconnected gusset plate length do not have a great effect on the load carrying capacity. The most significant parameter is gusset plate thickness with the gusset plate width being the second most important parameter. An empirical design equation is proposed and illustrated by two design examples. vii To My Parents and My Sisters for their love, suppurt and encouragement I wish to begin with expressing my sincere gratitude to my supenisor. Dr. M. C. Temple. for the excellent guidance. effort. inspirat ion. and continuous encouragement which he so mthusiastically provided throughout the course of my research studies. My thanks are also estended to Dr. G. Abdel-Sayed for his open door policy regarding any questions or concerns pertaining to this study and for his encouragement and assistance throughout my doctoral pro,oram. I would like to thank the faculty and staff of the Depanment of Civil and Environmental Engineering as well as the computer consultants of the Computing Scr\ ices at the University of Windsor for their assistance during this research. Special thanks are also due to Mr. Richard Clark. the laboratory technician. Mr. Dieter Licbsch and the members of the Technical Suppon Centre for their assistance in the preparation and testing of the specimens during the experimental pan of this study. I would also like to acknowledge the fmancial support pro\.ided by the Natural Sciences and Engineering Research Council of Canada. Last. but not least. the author wishes to thank his family for their great support and encouragement throughout the course of this study. Finally. to all the staff and faculty in the Civil and Environmental Engineering Department at the University of Windsor. I wish you continued success. Page No. LISTOFTABLES ............................................ LIST OF FIGURES ............................................ X\.I LIST OF SYMBOLS .......................................... ssii CHAPTER I ISTRODUCTIOS ................................ 1 1.1General ............................................. 1 1.2 Design Practices ....................................... -1 1.3 Weld Patterns ......................................... 4 1 .-IResearch Objectives .................................... 5 1.5 Research Program ..................................... 6 CHAPTER I1 LITER4TUR.E REVIEW .......................... 2.1 Previous Research ..................................... 2.1.1 Stability of Axially Loaded Single Angles .............. 2.1 -2 Eccentrically Loaded Single Angles .................. 2.1.2.1 Leigh and Galambos ( 1972) .................... 2.1.2.2 Woolcock and Kitipornchai ( 1986) ............... 2.1.2.3 Elgaalyet a1 . (1991. 1992) ..................... 2.1.2.4 Adluri and Madupla ( i 992) .................... 2.2 Design Practices ....................................... 2.2.1 Simple-Column Design Practice ..................... 2.2.2 Beam-Column Design Practice ...................... 2.2.3 The ASCE Standard. Design of Latticed Steel Transmission Structures ( I99 1 ) .................................. 2.2.4 Evaluation of Design Practices in Light of Trahair et a1 . ( 1969) Test Results .................................. 2.2.5 Trahair et a1 . Test Program ......................... 2.3 Balanced and Unbalanced Weld Patterns .................... 2.3.1 Previous Work .................................. 2.3.2 Standards and Specifications ....................... 2.3-3 Comparison .................................... CHAPTER III EXPERIMENTAL PROCEDURE .................. 3.1GeneraI ............................................. 3.2 Test Specimens ....................................... 3.3 Comparison Between Trahair et al . (1969) Test Specimens and the Specimens Used in this Study .......................... 3.4 Preparation of Test Specimens ............................ 3.5 Test Setup and End Fixtures .............................. 3.5.1 Loading Jack ................................... 3.5.2 The Load Cell .................................. 3 53Instrumentation ................................. 3.6 Test Procedure ........................................ 3.7 Data Reduction ....................................... 3.7.1Load ......................................... 3.7.2 Displacement ................................... 3.7.3Strain ......................................... 3.7.4Location of Yield Points ........................... 3.7.5 Out-of-Straightness .............................. 3.8 Ancillary Tests ........................................ 3 -8.1Tension Test ................................... 3.8.2 Calibration Test ................................. CHAPTER IV THEOFUCTICAL ANALYSIS ...................... 4.1General ............................................. 4.2 Finite Element Program ................................. 4.3 Finite Element Procedure ................................ 4.3.1 Basics of Finite Element Analysis .................... 4.3.2 Nonlinear Iterative-Incremental Procedure ............. 4.4 The Finite Element Model ............................... 4.4.1 Choice of Mesh ................................. 4.4.2Material Modelling ..............................
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