Pipat Pithyachariyakul creator Tongchat Hongladaromp Chairperson Lee, Seng-Lip Co-Chairperson Shell International Petroleum Co. Ltd Scholarship Donor text th Bangkok Asian Institute of Technology 1973 monographic eng

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29 p. A discrete method of three dimensional analysis for multistory buildings under lateral loads is presented. The buildings are considered to consist of stiffening elements which are either frames or shear walls laid in the directions parallel to the axes of the structures. Certain assumptions on the member stiffnesses are made to simplify the problem so that only one joint rotation per floor for each stiffening element is involved. Slope deflection equations are used in the formulati0n of the equilibrium equations of the stiffening elements in terms of joint rotations and relative lateral deflections. From the equilibrium conditions at the joints, the joint rotations are expressed in terms of relative lateral deflections. The lateral stiffness of each frame or shear wall can then be obtained in terms of the lateral deflections only. Having obtained the lateral stiffnesses of all the elements, the total stiffness of the overall building is then determined by superpositi0n, making use of the three equilibrium conditions at each floor. The latter are solved for the floor translations and floor twisting which subsequently yield the stress resultants in all members. An example asymmetrical building with known solutions by another method is analyzed by the proposed method and the results obtained are found to be in good agreement. Two other buildings are analyzed to study the three dimensional behaviors of tall buildings subjected to wind loads. It is found that the exterior frames parallel to the long axis of a long rectangular building normal to the direction of the load have slight effect upon the reduction of the twisting of the building. However the reduction bec0mes considerably larger for the case of a highly asymmetrical building square in plan. The results obtained also indicate that whenever the twisting is small, the shear wall-frame interaction is effective and two dimensional analysis can be employed satisfactorily. On the other hand, in case of a highly asymmetrical building where the floor twisting is comparatively large, very little interaction between the shear walls and the frames is evident. In such cases the two types 0f stiffening elements act rather independently and hence two-dimensional analysis could lead to erroneous solutions. A thesis submitted in partial fulfillment of the requirements for the degree of Master of Engineering of the Asian Institute of Technology, Bangkok, Thailand. Thesis (M.Eng.) - Asian Institute of Technology, 1973 Shear (Mechanics) Framing (Building) Asian Institute of Technology. http://203.159.5.9/ait-thesis/detail.php?q=B24273 http://203.159.5.9/ait-thesis/detail.php?q=B24273 231297 20260819084601.0