Multiobjective size and topolgy optimization of dome structures

A Unified Optimal Design Approach for Geometrically Nonlinear Skeletal Dome Structures

“…It is mentioned that the serviceability capacity of SDS may be decreased due to the increase in the ductility capacity. In order to increase the serviceability capacity of SDS for an achievement of obtaining a motion-insensitive structural system, the best remedy is to bound the joint displacements by an upper limit [22]. A satisfied balance between the serviceability and ductility capacities of SDS correspondingly reduces the uncertainty degree.…”

“…The most reasonable and realistic solution is to involve an optimization tool into the design stage of SDS. Particularly, the employed optimization tool has to be capable of handling with multiple objective functions [22][23][24][25][26]. Thus, it is possible to make a trade-off analysis in order to the most appropriate design according to the preference of designer.…”

“…The entire weight of dome structure, member forces and nodal displacements are represented by f 1 (m, number of dome member; w, unit weigh per member length l), f 2 (n, number of nodes; i, number of node freedom) and f 3 , respectively. While the member-related design constraints (MRDC) along with the joint-related design constraints [20,22]. PAGA is employed for the design optimization of sphere and ellipse shaped SDS considering the provisions of API RP2A-LRFD specification.…”

“…The proposed optimal design approach utilizes an evolutionary based multi-objective optimization tool named PAGA. In fact, the evolutionary-based methodologies have been widely used in the optimization of structural engineering design problems [22][23][24][25][26][27][28][29][30][31][32]. Particularly, SDS achieves to become one of attractive application areas in the evolutionary-based design optimization field [33][34][35][36][37][38][39][40][41][42][43][44].…”

“…The serviceability capability of SDS is kept under the control thereby limiting the joint displacements by an upper bound. The member responses under the external static loads are computed by a trend nonlinear structural analysis approach named "arc length" which is proved to be successful in both tracing the equilibrium path and identifying the critical points located on the equilibrium path [20][21][22]. Thus, it is possible to compute the global stability capacity of SDS by the arc length method while the member stability capacity is checked through the use of the provisions of API RP2A-LRFD specification.…”