Dagasdas, Marcelino A. 4 0
Nonlinear behavior of multistory steel buildings using iterative approach / 6 6 Marcelino A. Dagasdas. - - - xiii, 147 pages 28 cm. - - - - - . - . - 0 . - . - 0 .
Thesis (M.A.) -- Pamantasan ng Lungsod ng Maynila, 2001.;A directed study presented to the faculty of Graduate School of Engineering in partial fulfillment of the requirements for the degree Master of Engineering (MEng) with specialization in Structural Engineering.
5
ABSTRACT: The built - in capability of STAAD-III to perform nonlinear analysis based on the geometric nonlinearity within the elastic limit of the material was presented. The complexity of mathematical expressions involving matrix operation and dynamic equation was simplified by using STAAD-III Nonlinear Analysis Method. The scope of the problem was limited to nonlinear behavior of multistory steel buildings using iterative approach. The structure was analyzed for combined lateral seismic and vertical loads. All horizontal floor girders were wide flange sections. All columns were W14 sections (Wide Flange) of various weights per foot, which were spliced every two floors. All connections were welded and moment resisting. The seismic analysis was based on existing codes and specifications of NSCP 1992. The allowable Stress Design (ASD) Method of AISC - 1989 was adopted for analysis, design, checking and optimization of the structural members for nonlinear. The main objective of this study was to investigate the effects of nonlinear behavior in the multistory steel building which includes the optimization of structural members, comparison of lateral displacement and member forces obtained from conventional analysis. The study revealed that minimal changes occur and said changes were not significant to the integrity of the overall members of the buildings. Thus, the effect of nonlinear behavior can be neglected because changes in structural members, lateral displacements and member forces were very small.
5
2 = =
2
2 --0------
6 --0-- 2 --------
0 2 --
--20------
--------20--
--------20--
----2
/ 2
/ 2
/
/
Nonlinear behavior of multistory steel buildings using iterative approach / 6 6 Marcelino A. Dagasdas. - - - xiii, 147 pages 28 cm. - - - - - . - . - 0 . - . - 0 .
Thesis (M.A.) -- Pamantasan ng Lungsod ng Maynila, 2001.;A directed study presented to the faculty of Graduate School of Engineering in partial fulfillment of the requirements for the degree Master of Engineering (MEng) with specialization in Structural Engineering.
5
ABSTRACT: The built - in capability of STAAD-III to perform nonlinear analysis based on the geometric nonlinearity within the elastic limit of the material was presented. The complexity of mathematical expressions involving matrix operation and dynamic equation was simplified by using STAAD-III Nonlinear Analysis Method. The scope of the problem was limited to nonlinear behavior of multistory steel buildings using iterative approach. The structure was analyzed for combined lateral seismic and vertical loads. All horizontal floor girders were wide flange sections. All columns were W14 sections (Wide Flange) of various weights per foot, which were spliced every two floors. All connections were welded and moment resisting. The seismic analysis was based on existing codes and specifications of NSCP 1992. The allowable Stress Design (ASD) Method of AISC - 1989 was adopted for analysis, design, checking and optimization of the structural members for nonlinear. The main objective of this study was to investigate the effects of nonlinear behavior in the multistory steel building which includes the optimization of structural members, comparison of lateral displacement and member forces obtained from conventional analysis. The study revealed that minimal changes occur and said changes were not significant to the integrity of the overall members of the buildings. Thus, the effect of nonlinear behavior can be neglected because changes in structural members, lateral displacements and member forces were very small.
5
2 = =
2
2 --0------
6 --0-- 2 --------
0 2 --
--20------
--------20--
--------20--
----2
/ 2
/ 2
/
/