Conceptual design of a building with columns and shear walls

1.A: -

Case: 1	Case: 2	Case: 3
1.Shear Walls are Plced Syommetrically Uniform Load Carryingand Good Shrinkage Control	1.Shear Walls are Plced Syommetrically Uniform Load Carryingand Good Shrinkage Control Compare to Other Strctures	1.Shear Walls are Placed Unsymeetrically, The Shirinkage will dosenot Control Compare to Remaining Structures
2.Sher Walls are Placed at Corner of the Walls it will Give good Stability to the Structure, Hence to Reducess the Lateral Stiffness	2.Sher Walls are Placed at Corner of the Walls it will Give good Stability to the Structure, Hence to Reducess the Lateral Stiffness Compare to other Structures	2. In the Structure Causes instability and Reduces the Lateral stiffness in that Direction
3.Its a Symmetricall Structure, Ther is No Eccentricty Between the Center of Mass and Stiffness, Si its resist Torsion its an Structure	3.Its a Symmetricall Structure, Ther is No Eccentricty Between the Center of Mass and Stiffness, Si its resist Torsion its an Structure	3.Centerr of Mass and Centerof Stifness Not at Each other , its Have Stifness in Only Where the Siff Valu is High
4.The Amount of Reinforcemnt is required to For Structure because the Shear walls Contains Less Area	4.The Less Amount of Reinforcemnt is required to For Structure because the Shear walls Contains High Area	4.The Amount of Reinforcemnt is required to For Structure because the Shear walls Contains Uneven Area Gives Less Stability
5. Eccentricty Should not be Develped	5. Eccentricty Should not be Develped	5.Eccentrict Should not be Developed at the Supports
6.The Structure Resist the Lateral Forces, Hence the Structre is Less Reduntant	6.The Structure Resist the Lateral Forces, Hence the Structre is Less Reduntant	6.Concentration of Load at the Left Edge, Its Hase Poor Redundancy
7.Isolated Flundation is Suitable to Structure	7.Raft Flundation is Suitable to Structure	7.Where the Suitable Foundation is Used Based on Size of Shear Walls. Its Contains Combined and Isolated Footing

2.A: -

• In the Given Plan, The Beams Does Not Continues Its Have a Breakpoints at Column Ends .
• The Beams are Stronger than the Columns Chances to Column Failure
• Beams with Long Spans Have Their top Reinforcement at the Supports Governed by Factored Gravity Loads, Which Results in Beam Over Strength, in Seismic Design Situation
• It Will Possibility to Creates a Plastic Hinge away from of the Column, Caused due to the Over Strength of the Beam to the Capacity Design Shears of Beams and Columns
• Discontinuity in Plan
• B3 anB4 are not at Intersecting and Internal Forces From the Beams to the Columns is Impaired by a large Eccentricity between the Axis of the Beam, and Supporting the Column
• Reduce the Column Forces and Add Bracings , It will Neglect the Shorter Beam Span, 5 to 7m Should be preferred Over longer Spans
• Shorter Beams Have Low Deformation Capacity and Poor Ductility

3.A: -

• The Generally Layout and Certain Details of the Geometry (Shape, size and Typology) of an Individual Plane Frame Have a Major Impact on Its Seismic Behaviour. Very Important also is the Overall Layout of the Frames in a Structural system
• The Partition Walls and the interior Beams Supporting the Slabs Should Have a Different layout in Different storeys
• The Building Should Consist of the Shear Wall or Braced Frame and moment resisting Frame to Resist the Total Design Force in Proportion to the Lateral Stiffness
• The Frames and Walls should be Cost Effectively Combined in a Single Lateral Load Resisting System
• Along With This Raft or mat foundation is Ideally Preferred to avoid Horizontal displacement
• Architecture Value, Cost Effectiveness Considering the Earthquake Resistance, Flexibility, reinforcement Detailing.
• Workmanship of High-Rise Building, Supervision on Site, The Lateral Loads Etc Should be taken in account