Conceptual design of a building with columns and shear walls
Ans1. 
(a) (b) (c)
Restraint of floor shrinkage:
Observation ,
(a) Full restraints at all corners b). Corners are left free but restraints along the edge c). Non-uniform restraints
Conclusion
Option (a) will have higher restraint to shrinkage. thus lead to cracks in the floor. Option (b) is average Option (c) will not effectively restrain the shrinkage , so possibly less cracks.
The lateral stiffness:
Observation,
(a) Comparatively Lower Lateral stiffness in both X and Y b). Uniform and comparatively higher lateral stiffness in both X and Y c). Non uniform Lateral stiffness in bith X and y
Conclusion,
Option (b) will provvide higher lateral stiffness for a pure sesmic acceleration in X and Y direction
Torsion with respect to vertical axis:
Observation,
(a)Corner Wall wall provided more resistance to twist b).Edgws Walls provide good resitances twist c).Irregular Wall provide very poor resistance to twist
Conclusion,
Option (a) will be best option with respect to Torsional resional whereas Option(c) is the worst one
Vertical reinforcement for similar base capacity
Observation,
(a)Wall are subjected to nominal flexural moment and heavy twisting moment b).Walls are subjected to nominal twisting moment c).Walls are subjected to heavy flexural moment and twisting moment
Conclusion,
option (c) will require higher vertical teinforcement and Option (b) will the least.
Static eccentricity
Observation,
(a)Structurally symmetric b).Structurally symmetric c).Un-symmetric
Conclusion,
Only Option (c) will have static ecentricity and it is significant
System's redundancy
Observation,
(a)Uniform placement of lateral load supports in both the axes b).Uniform placement of lateral load supports in both the axes c).concentrated lateral load supports in both the axes
Conclusion,
Option (a) and (b) are more redundant than Option (c)
Foundation systems
Observation,
(a)Due to 'L' shaped walls , the geometry of foundation and its design will be critical b).Walls are in line. Easy to fix the geometry and designe of foundation c).Walls are in line & concentrated. Easy to fix the geometry of foundation but critical in designe
Conclusion,
Option (b) and Option (c) shall be incorporated wioth isolated footings / strip footings. Option (a) is recommended to have peripheral box foundation.
Architecciral constrains
Observation,
(a)Walls obstruct only corners. b).walls obstruct the faces of building. c).Vertical wall will not allow passage
Conclusion,
Architecturally speaking, Option (a) is the preferred one. Option (b) is subjected to discussion. Option (c) will not be accepted both architecturally and commercially.
Ans2. Issues in given framing plan:
Indirect lateral load transfer in X-direction and y- direction the beam are connecting to another beam becomes which is in effective during lateral load transfer. In such conditions the primary beam is prone to shear failure
As we see in figure.
The horizontal beam B3 are not directaly connected to the column it is connecting in another beam (B9)
So B3 beam transfer the load on (B9)
So, The main beam B9 will be subjected to shear failure
Also in the Y- direction_
The B7 beam resting on another beam B4
So, B4 will be subjected to shear failure
stron beam weak column possibillity _
the size of column majorly mentioned as 25cmX25cm. But all the beam have much deeper section (50cm) Inertia of beam is visually higher than column if the column reinforcement is adequately grater than that of beam , we are okey and since we do not have the reinforcement detail , this is doubbtful.
if is reinforcement to have slight bigger size for column
Because if the beam are so stronger than column than strong beam weak column machinisum takes place and column will collapse fris
At ernate Scheme
I sifted column C4 in line of C5 and C6
Frist distance between C4 and C1 5.5m now 6m
And also
I sifted C3 column right side in line of C6 and C9
Frist distance between C2 and C3 5m now 6m
Again
I sifted C7 column in line of C8 and C4
Before distance between C4 and C7 4.5 m now 4m
Ans3.
Observatrion in the Framing plan:
Floor plan-The floor plan of building is not either uniform or symmetric. So naturally any lateral load induced in the floor will not have 100% influence in same direction. Definitely a special lateral load resisting system for these torsional moments should be accommodated.
Random Internal columns-Since the internal columns are random , they are unable to transfer lateral loads efficiently and can not achieve desirable building response. So we have to assume and design those column for only gravity loads.
Floor to floor variations in Partition walls and Beams-Partition walls provide an important mass control in building and beam play key role in shear transfer from floor to beam. All these elements are not in order. So heavy distortion and distribution of lateral loads will happen.
Contd.,
Suggestion on the lateral load system & Its foundation:
. Heavy torsional force should be contrilled by respective lateral load system. So "Corner shear walls" are suggested.
. The proportion of floor are is greater on the left side than the right side (irregular quadrilateral). So Corner shear walls on the left side should be heavier than the right.
. Corner Shear walls shall preferably be supported over a box foundation. Shear walls should be connected by link beams to transfer shear from one to the other.
. The internalk columns shall be supported by isolated footings. Those isolated footings can be connected with Shear walls through Tie beams.