Conceptual design of a building with columns and shear walls

Question 1:
The building shown, 20 × 35 m in plan, has columns on a 5 × 5 m grid and shear walls (with dimensions shown in m, 250 mm in thickness) in three alternative arrangements, (a), (b), (c), all with the same total cross-sectional area of the shear walls. Compare the three alternatives, taking into account the restraint of floor shrinkage, the lateral stiffness and the torsional one with respect to the vertical axis, the vertical reinforcement required for the same total flexural capacity at the base, the static eccentricity, the system’s redundancy, foundation systems, architectural constraints etc.

ANSWER-

Structure A for this structure is considered as it is a symmetry in nature here cannot to be considered as a horizontal irregularities and the shear wall shaped like L
There is some uncertainty concerning certain feature of the seisamic response of non rectangular walls it occurs lack of 10 cell capacity and force configuration these walls have high stiffness and strength in both direction are subjected biaxial bending and bi-directional shares during earthquake structure b for this structure Prem can be considered as symmetry in place the the shear walls the walls of the the wall system of this frame could be arranged in two horizontal direction with as much two-way symmetry as possible the shear walls are arranged in similar and symmetric so it can be considered at every story to fairly uniform resistance and in seismic forces and defamation demands minimising the uncertainty about the seismic response
Structure c for this structure can be considered as asymmetric in nature because of the shear wall are provided are not arranged in a two orthogonal horizontal direction the centre of mass and centre of gravity of such structure will not lie for away from each other enabling transitions modes in the first two principal modes the foundation shear wall and columns are arranged different arrangements so here I take up huge amount Movement in case of during earthquake this type of a shear wall system will not carry the load equally in either direction so this structure have lack of redundancy on left hand side the wall provide more centricity lateral stiffness is more therefore it occurs then the damage or seller will be less

Question 2:
Discuss the suitability for earthquake resistance of the moment resisting framing plan of a three-storey building depicted here (cross-sectional dimensions in cm), the eccentricity of the centre of mass (as centroid of floor plan) to the centre of stiffness (from the moments of inertia of the columns) are shown. Suggest an alternative. Also, is there torsional flexibility? Are the two fundamental translational modes of vibration larger than the fundamental torsional mode of vibration. Discuss qualitatively.

ANSWER--

In this structural frame there is a two-way eccentricity of the centre of mass in accordance with centre of stiffness which is eccentricity of X direction is larger than Y direction in this structure beams are provided at stronger than column so it can consider as we column strong beam design in nature therefore this structure need some shear wall to register the column Fila when the lateral forces acting about the structure combination of shear wall and column tends to prevent the failure about the structure during the seismic forces occurs
As the frame plant we can see about the alignment of a beam is uniformly continuous of B1 AND B2 in x direction AND B11 AND B12, B9 and B10 at y direction
But another all beams are provided at this continuous of structural frame so here cause to difficult of transmission of load evenly and interstructure due to action of lateral forces beams with long span may have their top reinforcement at the supports governor of by factor the gravity load rather than by the seismic design situation
Therefore this structure will alternate to better portal of a better off set at symmetry in nature the column beam connection should be in a proper cross section area then it achieve lateral stiffness mass regularity moment resisting factor as we consider beam sway mechanism in a strong

Question 3:

A multi-storey building with basement, with a quadrilateral (non symmetrical floor plan) plan as, has interior columns in an irregular (not in a grid) pattern in plan that serves architectural and functional considerations. Partition walls and interior beams supporting the slab have different layout in different stories. However, there is no constraint to the type, location and size of the lateral force resisting components and sub-systems on the perimeter. Proposals are to be made and justified for the choice of the lateral-load-resisting system and its foundation.

ANSWER-

Coloumn /weak beam design frame is better, because of its achieve a uniformly spread global inelastic displacement demand at a roof level to all storey
For here we change the column of C5 and C8 to considered as a combined footing because of their need to avoid the loss of centre of stiffness due to occur lateral forces about the structure and more we add one more column of seating is covered that boundary of plan should maintain the centre of mass as well as the centre of stiffness about the structure during lateral horizontal force section
his plant totally and suitable for heavy seismic zone areas in this plant the interior column are in on symmetric the partition wall are provided through the base of a beam should support the lateral deformation due to the structure the interior beams will support the slab then the lateral load resisting the field due to earthquake for this irregular columns in plant their we provided the flat slab because its directly stay in a column centroidal axis for here the beams at different location is irregular in plant and are continuous and is disallowed to resist the seismic load in the region in this plant the flat slab is more appropriate than a regular beam columns junction because of as its provide support to the column without any provision of the beam which reduces the weight of the building and also help in ductility of the structure by indirectly for the solution of this structure we provide the shear wall from the foundation of structure through vertical component it should minimise the loss of sudden failure occurs due to lateral force acting on structure