Analysis and Design of Earthquake Resistant RC multi storied (G+3) Residential Building using Equivalent static method

Under the guidance of Mr. Debaraj Bailung Sonowal
PRESENTED BY :- Susmit Baruah( CIB12021)
Kamal Singh (CIB12046)
Roshan Kumar (CIB12054)
Kumar Aman (CIB12058)
Ravindra Kumar Verma (CIB12060)

Objectives
The Objectives of the Project are:-
 To carry out complete analysis and design of the main structural
elements of a multi-storey building including beam, column,
slab, foundation etc.
 To compare manual results with the results of structural analysis
and design software SAP 2000.
 To get real life experience with engineering practices.
2

 A (G+3) R.C. residential building is adopted for
analysis & design.
 Ground floor is open space for parking &
floors 1st
to 3rd
are residential blocks.
 The location of the building is assumed at
Guwahati(Zone V).

 Gravity load analysis is done by Kani’s method
while earthquake analysis by Portal frame
method.
 For concrete design, IS 456:2000 is considered
& for ductile detailing IS 13920:1993 is followed.
 Seismic analysis is carried out as per IS
1893(part1): 2002.
 Design of beam & column are carried out as per
design aid SP 16.

7
ElevationElevation
Our project is a residential building in Guwahati, which consists of
Parking plots & three repeated residential blocks shown below.

 Building size: 20.4*22.60 square metre.
 Front setback =4.5m
 Rear setback=4.5m
 Side setback=2.4m
 Plot size : 29.4x27.4 m2
 Total plot area =805.56 sq. m.
 Percentage occupied space= 57.2%
 Percentage of free space=42.8%
 Tread of stairs is 0.23m
 Rise of stairs is 0.16m

 Minimum plot size : 803 sq. m. in high
and medium density and 1338 sq. m. for low
density zone.
 Maximum coverage : 50%
 Minimum front setback : 4.5 m
 Minimum rear setback : 4.5 m
 Minimum side setback : 2.4 m

 Grade of concrete – M25 , grade of steel – Fe 450.
 Floor to floor height – 3.1 m
 Plinth height above GL – 0.9 m
 Depth of foundation below GL – 3.0 m
 Parapet Wall height – 1.0 m
 Slab thickness- 150 mm
 External wall thickness – 250mm , internal wall thickness- 150mm.
 Size of column – 500mm x 500mm . Size of beam – 300mm x 450mm.
 Live load on floor – 3 kN /m2
, Live load on roof – 3.0 kN/m2
 Roof treatment & floor finish (F.F.) – 1.0 kN/m2
 Site located on Seismic Zone V , Building resting on Medium Soil.
 Building frame type is Special Moment Resting Frame.
 Density of concrete -25 kN/m3
, Density of masonary wall – 20 kN/ m3
 Bearing capacity of fuundation soil= 100kN/m2

 Load calculation
 Load distribution
 Shear force, bending moment & axial load
calculation
 Seismic analysis

 Dead load
 Live load
 Seismic load

 Dead load
 Load due to self wt. of beam, column, slab,wall etc
 D.L.=self wt.+F.F.
 Live load
 load that may change its position. eg- load of human, furniture etc.
 Live load assumed is 3kN/m2
.
 Earthquake load
 Equivalent static method has been used to find design lateral load.
 Portal frame method has been used for analysis.

Based on IS:1893(part 1)guidelines, the following
load combinations has been used in the analysis.
1.5*(D.L.+L.L.)
1.2*(D.L.+L.L.+E.L.)

 Effect of resultant moment will be maximum along the short span. So
analysis & design has been carried out along short span.

 Design lateral force on the structure that are
exerted due to earthquake is calculated.
 Moment & axial load is calculated using Portal
method, which is based on following
assumptions:-
 Point of contraflexure occurs at the middle of all the
members of the frame.
 Horizontal shear taken by each interior column is double
of that taken by exterior column

 Design moment, Mu is calculated.
 Mu,lim is found using Mu,lim=0.138fckbd2
.
 Compare Mu & Mu,lim.
 If Mu<Mu,lim => design as singly reinforced.
 For singly reinforced, find Pt corresponding to M25 & Mu/bd2
.
 If Mu>Mu,lim => design doubly reinforced.
 For doubly reinforced, find Pt & Pc corresponding to M25, d’/d, & Mu/bd2
.
 Stirrup is designed as per IS13920:1993.

 Unsupported length is calculated.
 Slenderness ratio is compared in x & y. [Lex/Dx=KxLx/Dx & Ley/Dy]
 Minimum eccentricity is calculated in x & y. [exmin=(Lx/500)+(Dx/30) & eymin]
 Factored load on column is found.
 Area of steel is calculated using Pu = 0.4fckAg+ As(0.67fy- 0.4fck ).
 Lateral ties & its spacing is found.
 Appropriate clear cover & developmental length are provided.
 Ductile detailing is done & confining reinforcement is provided.

Cross-sectional detailing
Ductile detailing

 Due to low soil bearing capacity of 100kN/m2
,we have go for deep
foundation design.
 IS 2911 –part 1/sec 2,code of practice for design and construction of pile
foundation , concrete pile- bored cast in situ.
 IS 456-2000
 Pile foundations shall be designed in such a way that the load from the
structure can be transmitted to the sub-surface with adequate factor of
safety against shear failure of sub-surface and without causing such
settlement , structural damage.

 Size of footing =2.4m*2.4m
◦ Diameter of pile(Dp)=300mm
◦ Pile overhang provided=2*Dp=600mm
 Thickness of footing
◦ Caluclation is based on shear
◦ -One Way shear plane
◦ -Two Way shear plane
 Arround column
 Arround piles
Deaign of flexural reinforcement
Transfer of forces at column base
Transfer of force at pile-pile cap interface

 Pile is designed as
long column
 Mazor part of load
must be transferred
through concrete
shear.

•One way slab
•Two way slab
Numbering of slab
The maximum positive and negative
moments per unit width in a slab are
determined from
Mx
=αx
wlx
2
My
= αy
wlx
2
where α x,
αy
and are coefficients given in
Table 26 of IS 456
The maximum positive and negative
moments per unit width in a slab are
determined from
Mx
=αx
wlx
2
My
= αy
wlx
2
where α x,
αy
and are coefficients given in
Table 26 of IS 456

Sectional view of slab reinforcementSectional view of slab reinforcement

 Calculation of Effective span/depth ratio.
 Determination of load activating over each tread width(w kN/m).
 Designed factored load per unit projected length of the staircase (1.5w/tread kN/mm2
)
 Bending moment calculation.
 Calculation of area of the main steel.
 Provision of Distribution steel [(0.0012b*t(tread) for Fe415]
 Check for shear.
 Check for deflection.

Load diagram
Reinforcement detailing

 If earthquake load is considered, moment on structure will be greater than as
compared to only gravity load.
 As earthquake load has been considered in this project, so the required moment will
be greater.
 Building is a regular G+3 multistoried building, the method of equivalent static
method is holding good.
 For very high rise building, dynamic load analysis should be considered.
 In general, the type of foundation depends on the soil condition of the site.
 So as per the assumed soil bearing capacity & soil profile, the pile foundation is best
suitable. Hence pile foundation is considered in this project.

 Dynamic load analysis.
 Comparison of result with the software analysis
 Cost estimation

Analysis and Design of Earthquake Resistant RC multi storied (G+3) Residential Building using Equivalent static method

More Related Content

What's hot

What's hot (20)

Viewers also liked

Viewers also liked (19)

Similar to Analysis and Design of Earthquake Resistant RC multi storied (G+3) Residential Building using Equivalent static method

Similar to Analysis and Design of Earthquake Resistant RC multi storied (G+3) Residential Building using Equivalent static method (20)

Recently uploaded

Recently uploaded (20)

Analysis and Design of Earthquake Resistant RC multi storied (G+3) Residential Building using Equivalent static method