Optimal design of steel frames subject to gravity and seismic codes' prescribed lateral forces

Allowable stress design of two-dimensional braced and unbraced steel frames based on AISC specifications subject to gravity and seismic lateral forces is formulated as a structural optimization problem. The nonlinear constrained minimization algorithm employed is the feasible directions method. The objective function is the weight of the structure, and behaviour constraints include combined bending and axial stress, shear stress, buckling, slenderness, and drift. Cross-sectional areas are used as design variables. The anylsis is performed using stiffness formulation of the finite element analysis method. Equivalent static force and response spectrum analysis methods of seismic codes are considered. Based on the suggested methodology, the computer program OPTEQ has been developed. Examples are presented to illustrate the capability of the optimal design approach in comparative study of various types of frames subjected to gravity loads and seismic forces according to a typical code.

[1]  Robert Levy,et al.  Recent Developments in Structural Optimization , 1987 .

[2]  R. Haftka,et al.  Elements of Structural Optimization , 1984 .

[3]  Franklin Y. Cheng,et al.  Assessment of various code provisions based on optimum design of steel structures , 1988 .

[4]  Andrew B. Templeman,et al.  OPTIMIZATION METHODS IN STRUCTURAL DESIGN PRACTICE , 1983 .

[5]  R. Clough,et al.  Dynamics Of Structures , 1975 .

[6]  Karl S. Pister,et al.  Optimal seismic‐resistant design of a planar steel frame , 1983 .

[7]  Franklin Y. Cheng,et al.  Nonlinear Optimum Design of Dynamic Damped Frames , 1976 .

[8]  H. Saunders,et al.  Book Reviews : DYNAMICS OF STRUCTURES R.W. Clough & J. Penzien McGraw-Hill Book Co., New York, New York (1975) , 1976 .

[9]  L. Schmit,et al.  Some Approximation Concepts for Structural Synthesis , 1974 .

[10]  Edward A. Sadek,et al.  Optimization of structures having general cross-sectional relationships using an optimality criterion method , 1992 .

[11]  B. Kato,et al.  Optimum Earthquake Design of Shear Buildings , 1972 .

[12]  Donald E. Grierson,et al.  Least‐Weight Design of Steel Frameworks Accounting for P‐Δ Effects , 1989 .

[13]  G. Zoutendijk,et al.  Methods of Feasible Directions , 1962, The Mathematical Gazette.

[14]  J. Z. Zhu,et al.  The finite element method , 1977 .

[15]  Fuat Erbatur,et al.  Optimum design of frames , 1992 .

[16]  N. C. Das Gupta,et al.  Minimum weight design of multi-bay multi-storey steel frames , 1992 .

[17]  Emilio Rosenblueth,et al.  Optimum Seismic Design of Linear Shear Buildings , 1976 .

[18]  Archibald N. Sherbourne,et al.  Automatic Optimal Design of Tall Steel Building Frameworks , 1995 .

[19]  Franklin Y. Cheng,et al.  Optimum Assessment of Irregular Three-Dimensional Seismic Buildings , 1990 .

[20]  Donald E. Grierson,et al.  An optimality criteria design method for tall steel buildings , 1993 .

[21]  Takashi Yamane,et al.  Optimum design and earthquake-response constrained design of elastic shear buildings , 1986 .

[22]  Gülten Gülay,et al.  An algorithm for the optimum design of braced and unbraced steel frames under earthquake loading , 1989 .

[23]  Jeffrey L. Western,et al.  Guidelines for structural bolting in accordance with the AISC (American Institute of Steel Construction) ninth edition Manual of Steel Construction , 1990 .

[24]  Tom Lassen.  Optimum Design of Three-Dimensional Framework Structures , 1993 .

[25]  M. Z. Cohn,et al.  Application of Structural Optimization , 1994 .

[26]  Franklin Y. Cheng,et al.  Recursive Optimization for Seismic Steel Frames , 1989 .

[27]  Franklin Y. Cheng.  Evaluation of Frame Systems Based on Optimality Criteria with Multicomponent Seismic Inputs, Performance Constraints, and P-Δ Effect , 1981 .

[28]  Garret N. Vanderplaats,et al.  CONMIN: A FORTRAN program for constrained function minimization: User's manual , 1973 .