Conceptual design of a building with columns and shear walls

CRITERIA	OBSERVATION	FULL RESTRAINTS AT ALL CORNERS	CORNERS ARE LEFT FREE BUT RESTRAINTS ALONG THE EDGE	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 NOTEFFECTIVELY RESTRAINT THE SHRINKAGE, SO POSSIBLY LESS CRACKS.
THE LATERAL STIFFNESS	OBSERVATION	COMPERATIVELY LOWER LATERAL STIFFNESS IN BOTH X AND Y	UNIFORM AND COMPERATIVELY HIGHER LATERAL STIFFNESS IN BOTH X AND Y.	NON UNIFORM LATERAL STIFFNESS IN BOTH X AND Y.
	CONCLUSION	OPTION(b) WILL PROVIDE HIGHER LATERAL STIFFNESS FOR A PURE SEISMIC ACCELERATION IN X AND Y DIRECTIONS.
TORSION WITH RESPECT TO VERTICAL AXIS.	OBSERVATION
	CONCLUSION	OPTION (a) WILL BE BEST OPTION WITH RESPECT TO TORTIONAL RESISTANCE WHEREAS OPTION(C) IS THE WORST ONE.
VERTICAL REINFORCEMENT FOR SIMILAR BASE CAPACITY	OBSERVATION	WALLS ARE SUBJECTED TO NOMINAL FLEXURAL MOMENT AND HEAVY TWISTING MOMENT.	WALLS ARE SUBJECTED TO NOMINAL TWISTING MOMENT.	WALL ARE SUBJECTED TO HEAVY FLEXURAL MOMENT AND TWISTING MOMENT.
	CONCLUSION	OPTION(C) WILL REQUIRE HIGHER VERTICAL REINFORCEMENT AND OPTION(b) WILL REQUIRE THE LEAST.

STATIC ECCENTRICITY	OBSERVATION	STRUCTURALLY SYMMETRIC	STRUCTURALLY SYMMETRIC	UNSYMMETRIC
	CONCLUSION	ONLY OPTION(C) WILL HAVE STATIC ECCENTRICITY AND IT IS SIGNIFICANT.
SYSTEM REDUNDANCY	OBSERVATION	UNIFORM PLACEMENT OF LETERAL LOAD SUPPORTS IN BOTH THE AXIS.	UNIFORM PLACEMENT OF LETERAL LOAD SUPPORTS IN BOTH THE AXIS.	CONCENTRATED LATERAL LOAD SUPPORTS IN BOTH THE AXIS
	CONCLUSION	OPTION(a) AND (b) ARE MORE REDUNDANT THAN OPTION(C)

2) Issues in the given framing plan:

Indirect lateral load transfer in x and y directions-The beams are connecting to another beams which is ineffective during lateral load transfer.In such condition the primary beam is prone to shear failure.

Eccentricity:-The longer distance between centre of mass and centre of stiffness the higher tortional moment of the building as per the given plan eccentrycity the building is subjected to higher tortional moment(tortional flexibility) in both x and y direction.

Strong beam weak column possibility:

The size of column is majorly mentioned as 25cmx25cm but all the beams are much deeper section 50cm , Inertia of beam is visually higher than column.If column reinforcement is adequately greaterthan that of beam, we are okay and since we do not have the reinforcement detail, this is doubtfull.It is recommended to have slight bigger sizes for column.

3)Observation in the given 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 tortional moments should be accomodated.

Random Internal columns:-

Since the internal columns are random, they are unable to trancefer lateral force efficiently and can not achieve desirable building response.So we have to assume and design those columns for only gravity load.

Floor to floor vibrations in partition walls and beams:

Partition walls provide an important mass controll in a building and beams play key role in shear transfer from floor to beam.All these elements are not in order. So heavy distortion and distribution of lateral load will happen.

Suggestion on the lateral load system and its foundation:

Heavy tortional forces should be controlled by respective lateral load system.So "corner shear walls" are suggested. The proportion of floor area 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 internal columns shall be supported by isolated footings can be connected with shear walls through tie beams.