FRINK Linked Data Fragments server

Matches in SemOpenAlex for { <https://semopenalex.org/work/W1716851240> ?p ?o ?g. }

• W1716851240 endingPage "113" @default.
• W1716851240 startingPage "110" @default.
• W1716851240 abstract "Shear are used in most of the tall buildings for carrying the lateral load. When openings for doors or windows are necessary to be existed in the shear walls, a special type of the shear is used called shear walls which in some cases is by specific beams and so, called stiffened coupled shear In this paper, a mathematical method for geometrically nonlinear analysis of the coupled shear has been presented. Then, a suitable formulation for determining the critical load of the coupled shear under gravity force has been proposed. The governing differential equations for equilibrium and deformation of the coupled shear have been obtained by setting up the equilibrium equations and the moment-curvature relationships for each wall. Because of the complexity of the differential equation, the energy method has been adopted for approximate solution of the equations. N high-rise buildings, providing enough resistance and stiffness to withstand lateral forces caused by wind and earthquake is of special importance. Using shear is one of the methods of providing stiffness. Creating openings in a vertical row breaks up the shear wall into two or more parallel walls. Such shear are called coupled shear walls. The existence of the connecting beams increases the lateral stiffness and decreases the stresses in the wall. As the stiffening beams are usually arranged regularly in the height of the building, considering the regular geometry and the number of the stories, continuous medium method has been used for the analysis of such walls. By this method modeling the behavior of the structure with linear differential equations will be possible which will lead to a closed form solution. Hence, the analysis of the coupled shear with constant specifications throughout the height, leads to the solution of a linear differential equation with constant coefficients and critical load results have been presented for a limited range of stiffness parameters for the coupled shear walls. Reference (1) deals with the effects of the position and stiffness of the stiffening beam on the behavior of the coupled shear which are placed on rigid and flexible supports. In this reference, it is shown that the position of the stiffening beam has an important effect on the behavior of the structure. In references (2) and (3) it is shown that the structure performance improves noticeably due to the presence of the stiffening beam. Height growth and efficiency improvement of high-rise buildings have contributed to more studies about their stiffness and stability. At the moment, controlling the effects of the stability decrease is one of the most important issues in designing process. In reference (4) coupled shear has first been divided into two separate shear and then the stiffness matrix of the whole system has been developed according to the boundary conditions. Hence, the analysis of the coupled shear with constant specifications throughout the height, leads to the solution of a linear differential equation with constant coefficients and critical load results have been presented for a limited range of stiffness parameters for the coupled shear walls. In reference (5) upper bound of critical loads for a wide range of the governing parameters has been computed. In this paper a method has been introduced for the geometrically nonlinear analysis of the coupled shear walls. The governing equation for equilibrium and deformation of the coupled shear has been obtained by setting up the equilibrium equations and the moment-curvature relationships for each wall with eliminating the laminar shear from the relationships. In the governing equation, the effects of the axial force and the stiffening beam have been accounted for. The exact solution of the governing equation is very difficult so, energy method has been adopted for approximate solution. In the energy method, a shape function compatible with boundary conditions has been chosen and the total potential energy of the system has been calculated and by minimizing this function in terms of the unknown coefficients, the deformation equation of the coupled shear has been obtained. The critical load of the coupled shear has been obtained equating the determinant of the coefficients of the resultant equations to zero. II. THE EQUILIBRIUM EQUATIONS IN THE DIFFERENTIAL FORM A typical coupled shear is shown in Fig. 1. In this figure, the stiffening beam has been placed at the height of s" @default.
• W1716851240 created "2016-06-24" @default.
• W1716851240 creator A5008501379 @default.
• W1716851240 creator A5051211446 @default.
• W1716851240 creator A5073060454 @default.
• W1716851240 date "2008-05-27" @default.
• W1716851240 modified "2023-09-24" @default.
• W1716851240 title "Mathematical Approach for Large Deformation Analysis of the Stiffened Coupled Shear Walls" @default.
• W1716851240 cites W2036655464 @default.
• W1716851240 cites W2048697386 @default.
• W1716851240 cites W2083593630 @default.
• W1716851240 cites W2133923126 @default.
• W1716851240 hasPublicationYear "2008" @default.
• W1716851240 type Work @default.
• W1716851240 sameAs 1716851240 @default.
• W1716851240 citedByCount "0" @default.
• W1716851240 crossrefType "journal-article" @default.
• W1716851240 hasAuthorship W1716851240A5008501379 @default.
• W1716851240 hasAuthorship W1716851240A5051211446 @default.
• W1716851240 hasAuthorship W1716851240A5073060454 @default.
• W1716851240 hasConcept C101082671 @default.
• W1716851240 hasConcept C108729823 @default.
• W1716851240 hasConcept C121332964 @default.
• W1716851240 hasConcept C127313418 @default.
• W1716851240 hasConcept C127413603 @default.
• W1716851240 hasConcept C128172907 @default.
• W1716851240 hasConcept C134306372 @default.
• W1716851240 hasConcept C158622935 @default.
• W1716851240 hasConcept C159985019 @default.
• W1716851240 hasConcept C170901245 @default.
• W1716851240 hasConcept C187320778 @default.
• W1716851240 hasConcept C192562407 @default.
• W1716851240 hasConcept C195065555 @default.
• W1716851240 hasConcept C22140971 @default.
• W1716851240 hasConcept C2524010 @default.
• W1716851240 hasConcept C2779372316 @default.
• W1716851240 hasConcept C33923547 @default.
• W1716851240 hasConcept C41279357 @default.
• W1716851240 hasConcept C57879066 @default.
• W1716851240 hasConcept C62520636 @default.
• W1716851240 hasConcept C66938386 @default.
• W1716851240 hasConcept C68679149 @default.
• W1716851240 hasConcept C78045399 @default.
• W1716851240 hasConcept C96035792 @default.
• W1716851240 hasConceptScore W1716851240C101082671 @default.
• W1716851240 hasConceptScore W1716851240C108729823 @default.
• W1716851240 hasConceptScore W1716851240C121332964 @default.
• W1716851240 hasConceptScore W1716851240C127313418 @default.
• W1716851240 hasConceptScore W1716851240C127413603 @default.
• W1716851240 hasConceptScore W1716851240C128172907 @default.
• W1716851240 hasConceptScore W1716851240C134306372 @default.
• W1716851240 hasConceptScore W1716851240C158622935 @default.
• W1716851240 hasConceptScore W1716851240C159985019 @default.
• W1716851240 hasConceptScore W1716851240C170901245 @default.
• W1716851240 hasConceptScore W1716851240C187320778 @default.
• W1716851240 hasConceptScore W1716851240C192562407 @default.
• W1716851240 hasConceptScore W1716851240C195065555 @default.
• W1716851240 hasConceptScore W1716851240C22140971 @default.
• W1716851240 hasConceptScore W1716851240C2524010 @default.
• W1716851240 hasConceptScore W1716851240C2779372316 @default.
• W1716851240 hasConceptScore W1716851240C33923547 @default.
• W1716851240 hasConceptScore W1716851240C41279357 @default.
• W1716851240 hasConceptScore W1716851240C57879066 @default.
• W1716851240 hasConceptScore W1716851240C62520636 @default.
• W1716851240 hasConceptScore W1716851240C66938386 @default.
• W1716851240 hasConceptScore W1716851240C68679149 @default.
• W1716851240 hasConceptScore W1716851240C78045399 @default.
• W1716851240 hasConceptScore W1716851240C96035792 @default.
• W1716851240 hasIssue "5" @default.
• W1716851240 hasLocation W17168512401 @default.
• W1716851240 hasOpenAccess W1716851240 @default.
• W1716851240 hasPrimaryLocation W17168512401 @default.
• W1716851240 hasRelatedWork W161652771 @default.
• W1716851240 hasRelatedWork W1989285329 @default.
• W1716851240 hasRelatedWork W2024438534 @default.
• W1716851240 hasRelatedWork W2058725076 @default.
• W1716851240 hasRelatedWork W2099810747 @default.
• W1716851240 hasRelatedWork W2185233276 @default.
• W1716851240 hasRelatedWork W2401531307 @default.
• W1716851240 hasRelatedWork W2526902534 @default.
• W1716851240 hasRelatedWork W2734455324 @default.
• W1716851240 hasRelatedWork W2810821003 @default.
• W1716851240 hasRelatedWork W2972703098 @default.
• W1716851240 hasRelatedWork W2978210466 @default.
• W1716851240 hasRelatedWork W2982759620 @default.
• W1716851240 hasRelatedWork W2996507426 @default.
• W1716851240 hasRelatedWork W3014656709 @default.
• W1716851240 hasRelatedWork W3134376165 @default.
• W1716851240 hasRelatedWork W3181516349 @default.
• W1716851240 hasRelatedWork W651051478 @default.
• W1716851240 hasRelatedWork W2188482292 @default.
• W1716851240 hasRelatedWork W2288204201 @default.
• W1716851240 hasVolume "2" @default.
• W1716851240 isParatext "false" @default.
• W1716851240 isRetracted "false" @default.
• W1716851240 magId "1716851240" @default.
• W1716851240 workType "article" @default.