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所在平台: Coursera |
课程主页: https://www.coursera.org/learn/materials-structures
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课程名称：材料力学 IV：挠度、失稳、组合加载与失效理论 课程概述：本课程深入探讨工程结构的分析与设计，重点考虑挠度、失稳、组合加载和失效理论等因素。通过学习这些概念，学员将能够更好地理解和应用材料力学原理。 课程大纲： - 欢迎环节：介绍课程背景和学习目标。 - 挠度与静不定梁结构：这一部分将教授如何计算承受荷载的工程结构的挠度或变形，并运用这些技术解决静不定梁问题。 - 柱失稳、组合加载与失效理论：学员将学习柱失稳的分析与设计，如何分析和设计承受组合加载的工程结构，最后介绍材料力学中的失效理论。 版权说明：课程中所有内容和材料的版权归乔治亚理工学院研究公司或韦恩·怀特曼博士所有。参与课程或使用相关内容时，学员仅可出于个人非商业用途下载和使用课程材料。任何其他用途均需获得乔治亚理工学院研究公司的书面许可。如有兴趣获取非独占许可的信息，请直接联系韦恩·怀特曼博士。
Name:Welcome
Description:
Name:Deflections and Statically Indeterminate Beam Structures
Description:In this section, we will learn how calculate the deflections, or deformations, of engineering structures subjected to loads. We will then use those techniques is solving statically indeterminate beam problems
Name:Column Buckling, Combined Loading, & Failure Theories
Description:In this section, we will learn how to analyze and design for column buckling. We will also learn how to analyze and design engineering structures subjected to combined loading. Finally, we will conclude with failure theories in mechanics of materials.
This course explores the analysis and design of engineering structures considering factors of deflection, buckling, combined loading, & failure theories ------------------------------------------------- The copyright of all content and materials in this course are owned by either the Georgia Tech Research Corporation or Dr. Wayne Whiteman. By participating in the course or using the content or materials, whether in whole or in part, you agree that you may download and use any content and/or material in this course for your own personal, non-commercial use only in a manner consistent with a student of any academic course. Any other use of the content and materials, including use by other academic universities or entities, is prohibited without express written permission of the Georgia Tech Research Corporation. Interested parties may contact Dr. Wayne Whiteman directly for information regarding the procedure to obtain a non-exclusive license.
