This slide includes analysis and design of G+3 symmetric building using equivalent static force method for analysis part

1. 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)

2. 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

3.  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).

4.  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.

6. PlanPlan
6

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

8.  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

9.  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

10.  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

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

12.  Dead load
 Live load
 Seismic load

13.  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.

14. 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.)

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

19.  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

23.  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.

25.  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.

26. Cross-sectional detailing
Ductile detailing

27.  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.

28.  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

29. x x
PLAN
Section XX

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

31. •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

32. Sectional view of slab reinforcementSectional view of slab reinforcement

33.  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.

34. Load diagram
Reinforcement detailing

35.  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.

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