Conceptual design of a building with columns and shear walls

1)

CRITERIA
Restraint floor shrinkage	Observation	Full resttraints at all corners	Corners are left free but restraints along the edge	Non- uniform restraints
	Conclusion	(a)will have higher restarints to shrinkage, thus leads to to cracks in the floor.(b) is average (c) will not effectively restraint the shrinkage, so possibly less cracks.
The lateral stiffness	Observation	Comparitively lower lateral stiffness in both X and Y	Uniform and comparatively higher lateral stiffness in both X and Y	Non uniform lateral stiffness in both X and Y
	Conclusion	(b) Will provide higher lateral stiffness for a pure seismic acceleration in X and Y
Torsion with respect to vertical axis	Observation	Corner walls provide more resistance to twist	Edge wall provide good resistance to twist	Irregular walls provide very poor resisitance to twist
	Conclusion	(a)Will be the best option with respect to torsional resistance whereas (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	Walls are subjected to heavy flexural moment and twisting moment.
	Conclusion	(c) Will require higher vertical reinforcement and (b) Will require the least.
Static eccentricity	Observation	Structurally symmetric	Structurally symmetric	Un-symmetric
	Conclusion	(c) Will have the static eccentricity and it is significant
System’s redundancy	Observation	Uniform placement of lateral load supports in both the axes	Uniform placements of lateral load supports in both the axes	Concentrated lateral load supports in both the axes
	Conclusion	(a)(b) are more redundant than (c)
Foundation systems	Observation	Due to L shaped walls the geometry of the foundation and its design will be critical	Wall are in line. Easy to fix the geometry and design of foundationj	Walls are in line & concentrated. Easy to fix the geometry of foundation but critical in design
	Conclusion	(b)(c) Shall be incorporated with isolated footing /strip footing (a) is recommended to have peripheral box foundation
Arichitectural constraint	Observation	Walls obstruct only corners.	Walls obstruct the faces of buiding	Vertical wall will not allow passage.
	Conclusion	Architectural Concludes that (a) is the preferred one. (b) is subjected to discussion (c) will not be accepted both architecturally and commercially

2)

BASED ON THE GIVEN PLAN

INDIRECT LATERLA LOAD TRANSFERS IN X AND Y DIRECTIONS

The beams are connecting another beam which is ineffective during lateral load transfers. in such condition, thye primary beam is prone to shearc failure.

BASED ON ECCENTRICITY

The longer the distance between centre of mass and centre of stiffness, thye higher torsional moment of the buidling. as per the given plan eccentricty the building is subjected to higher torsional moment (torsional flexibilty in both X and Y) directions.

STRONG BEAM WEAK COLUMN POSSIBILITY

The size of column majorly mentioned as 25 cm x 25 cm. But all the beams have much deeper section(50 cm). Inertia of beam is visually higher tha column. If the column reinforcement is adequately greater than that the beams, we are okay and since we do not have the reinforcement deatil, this is doubtful. it is recommended to have slight bigger sizes for column.

ALERNATIVE SOLUTION.

3)

BASED ON THE OBSERVATION OF THE GIVEN FRAMING PLAN

FLOOR PLAN

The floor plan of the building is not either uniform or symmetric. so natirally any laterla load induced in the floor will not have 100% influence in same direction. Definitely a special laterla load system for these torsional moments should be accomdated.

RANDOM INTERNAL COLUMNS

The internal columns are random, they are unable to transfer laterla load efficiently and can not achieve desirable building response. So we have to assume and design those column for only gravity load.

FLOOR TO FLOOR VARIATION IN PARTITION WALLS AD BEAMS

Partition wall are provided an important mass control in a building and beam play a key role in shear transfer from floor to beam. all these elements are not in order. So heavy distotion and distribution of lateral load will happen.

BASED ON THE SUGGESTIONS FOR LATERAL LOAD SYSTEM & ITS FOUNDATION

• Heavy torsional forces should be controlled by respectively laterla load system. So "corner shear walls are suggested".
• The proportion of floor area is greater on the left side than the right side (irregular quadrilaterla). So corner shear walls on the left side should be heavier than the right.
• Corner shear walls shall prefarably be supperted over a box foundation, Shearc wall should be connected byv links beam to transfer shear from one to another.
• The internal columns shall be supported by isolated footing. Those isolated footing can be connected wuth shear walls through tie beams.

CLEARLY SHOWS HOW THE FRAMING PLAN WOULD BE DESIGNED FOR THIS TYPE OF PLAN