This document provides an analysis and design of a G+3 residential building. It includes details of the building such as dimensions, material properties, and load calculations. An equivalent static analysis is performed to calculate the seismic lateral loads at each floor level. The results of the structural analysis including bending moment and shear force diagrams are presented. Slab, beam, column and footing designs are to be covered in the thesis work according to the scope.

1. ANALYSIS OF G+3 RCC
STORIED BUILDING
K. TARUN KUMAR
ROLL NO: 14951D2009

2. CONTENTS:
• Introduction and Aim
• Details of structure
• Gravity Loads Distribution
• Equivalent Static Analysis
• Design of structure
a) Slab
b) Beams
c) Columns
d) Footing
• Response of Structure for different ground motions

3. AIM:
• To complete analysis and design for a G+3 structure.
• Analysis of a structure is done for both gravity loads and lateral
loads.
• Analysis for gravity loads is done using substitute frame
method and that of lateral loads can be done using two methods
namely static analysis and Dynamic analysis.
• For the analysis of lateral loads, portal frame method is
adopted. Coming to the dynamic analysis seismic analysis are
done.

4. SCOPE OF THESIS:
Following points will be covered in thesis work :
• Study of design of various elements of building.
• Planning of various components of a building with column positioning
• Introduction of STAAD. Pro.
• Modeling of the building in the STAAD. Pro giving all boundary
conditions (supports, loading etc…) .
• Analysis and Design of various structural components of the modal
building
• Detailing of beams, columns, slab with section proportioning and
reinforcement.

5. DETAILS OF THE STRUCTURE:
• Floor to floor height = 3m
• Height of plinth = 0.45m above ground level
• Depth of foundation = 1m below ground level
• Bearing capacity of soil = 200 kN/m2
• External wall thickness = 0.23m
• Internal wall thickness = 0.11m
• Thickness of the slab = 0.12m
• Dimensions of beam as 0.3m X 0.23m
• Dimensions of column as 0.3m X 0.3m

6. MATERIAL PROPERTIES:
As per IS456:2000, table 2;
• Grade of concrete: M20
As per IS456:2000, table 2;
• Characteristic compressive strength of M20 grade: 20N/mm2
• Grade of steel: Fe415
• Density of concrete: 25 kN/m3

9. LOCATION OF BEAMS AND COLUMNS::

10. LOAD DISTRIBUTION ON BEAMS :
LX = length of short span = 3.35m
LY = length of long span = 5.48m
W = load per unit area
As per SP 24-1983, clause 23.5;
• Load distribution on short span =
• Load distribution on long span =

11. Load Calculation according to IS 875:1987 -
• Dead load = slab thickness X density of concrete
= 0.12 X 25
= 3 kN/m2
Slab panel considered is 5.48m X 3.35m
• Live load = 2 kN/m2
Total load acting on beam = 3 + 2 + 1 = 6 kN/m2
S1 is the slab numbering:
• Self- weight of beam = 0.3 X 0.23 X 25
= 1.725 kN/m
B4
B1
B3
B2

12. The loading is equivalent to uniform load per unit length of the beam :
Load on S1B1 = = 8.425 kN/m
Load on S1B2 = 10.523 kN/m
Load on S1B3 = = 8.425 kN/m
Load on S1B4 = 10.523 kN/m

13. LEVEL SLAB
DEAD
LOAD
LIVE
LOAD
FLOOR
LOAD
Lx Ly BEAM1 BEAM2 BEAM3 BEAM4
S1 3 2 1 3.35 5.48 8.425 10.523 8.425 10.523
S2 3 2 1 3.35 4.57 8.425 9.974 8.425 9.974
S3 3 2 1 4.15 5.48 10.025 11.795 10.025 11.795
S4 3 2 1 4.15 4.57 10.025 10.753 10.025 10.753
GROUND
FLOOR
S5 3 2 1 1.2 2.2 8.125 4.968 8.125 4.968
S6 3 2 1 1.2 2.2 4.125 4.968 4.125 4.968
S7 3 2 1 1.2 4.57 6.125 7.815 6.125 7.815
S8 3 2 1 4.15 5.48 10.025 11.795 10.025 11.795
S9 3 2 1 4.15 4.57 10.025 10.753 10.025 10.753
S10 3 2 1 3.35 5.48 8.425 10.523 8.425 10.523
S11 3 2 1 3.35 4.57 8.425 9.974 8.425 9.974

14. • The loads on each frame in both X and Y-directions after the distribution of
load on to beams :

16. BENDING MOMENT DIAGRAM OF STRUCTURE:

17. SHEAR FORCE DIAGRAM OF STRUCTURE:

18. EQUIVALENT STATIC
ANALYSIS

19. OBJECTIVES:
• The objective of seismic analysis is to access the force and
deformation demands and capacities on the structural system and
its individual components.
• ESA determines the displacement, and forces in a structure or
components caused by the loads that do not induce significant
inertia and damping effects.
• ESA can be used to calculate the structural response of bodies
spinning with constant velocities or travelling with constant
accelerations since the generated loads do not change with time.

20. • Initially there was no understanding of origin and occurrence of
earthquakes.
• Now we have significant information about origin of earthquakes
and their recurrence periods in different parts of the world.
• Earthquakes are occasional forces on structures that may occur
rarely during the lifetime of buildings.
• Among the several prevalent scales, Richter scale is the most
commonly used scale for magnitude of earthquake.
• Steady loading and response conditions are assumed in ESA.

21. The main factors that should be taken into consideration in constructing a
building with earthquake forces are as follows:
• Zone factor (Z):
Zone II III IV V
Zone factor(Z) 0.1 0.16 0.24 0.36

22. SOIL TYPE:
• Soils are of different types namely, soft, medium and hard soils.
• Recorded earthquake motions show that the response spectrum shape
varies with the soil profile at the site.

23. IMPORTANCE FACTOR ( I ):
• Importance factor is used to obtain the design seismic force
depending on the functional use of the structure, characterized
by hazardous consequences of the risk resulting from its failure.
• However, critical and important facilities must respond better
in a earthquake than an ordinary structure.
I = Importance factor
= 1.5 for hospitals, schools, cinema halls,
monumental structures, telephone exchanges,
and 1.0 for others
Therefore, for residential buildings; Importance factor = 1

24. RESPONSE REDUCTION FACTOR ( R ):
• Response reduction factor is the factor by which elastic
responses of the structure, such as base shear and element
forces.
• Generated under the action of earthquake shaking as specified
in IS1893:2002 are reduced to obtain the design values of the
responses.
For an ordinary RC moment resisting frame (OMRF) = 3
(IS 1893-2002, Provisions, clause 5)

25. CALCULATION OF DESIGN BASE SHEAR:
• Design base shear is the maximum expected lateral force that
will occur due to seismic ground motion at base of the structure.
• Design Base Shear = design acceleration coefficient x seismic
weight of the structure
Vb = Ah x W (Clause 7.5.3 of IS 1893, Part 1)
• Design horizontal acceleration coefficient,
Ah = (Clause 6.4.2 of IS 1893, Part 1)
Sa/g values can be taken for different soils and for 5%
damping from the graph provided in IS1893:2002 shown below.

26. • Sa/g = Spectral acceleration coefficient for Hard, Medium or Soft soil,
5% damping
= 2.5 for T <= 0.40 and 1.00/T for T > 0.40 (Hard soil)
= 2.5 for T <= 0.55 and 1.36/T for T > 0.55 (Medium soil)
= 2.5 for T <= 0.67 and 1.67/T for T > 0.67 (Soft soil)
Natural time period (T) is defined as the time period of un-damped free
vibration.
As per IS 1893:2002,
• T = 0.1n (for moment resisting frames without bracing or shear walls)
• T = 0.075h0.075 (for RC framed buildings)
• T = 0.09h/d0.5 (for framed buildings with in-filled masonry walls)
where h is the height of the structure and
d is base dimension of the building along the considered direction of
earthquake.

27. Lateral load distribution with height by static analysis method:
storey
level
WI
(kN)
HI
(m)
Wi x Hi2
1000
Wi x Hi2
∑Wix Hi2
lateral force in ith level
for earthquake loads in
directions (kN)
X Y
4 18.5825 12 103.475 0.4424 69.343 69.343
3 1034.812 9 83.819 0.3584 56.176 56.176
2 1034.812 6 7.253 0.1592 24.967 24.967
1 1034.812 3 9.313 0.0398 6.241 6.241
∑ 233.86 156.743 156.743

32. DESIGN OF SLAB:
Length in X-direction, Lx = 3.35m
Length in Y-direction, Ly = 5.48m
Ly/Lx = 5480/3350 = 1.635 < 2
Hence it is two way slab.

33. DESIGN OF EXTERIOR BEAM:
RCC beam construction is of two types:
• Singly reinforced beam
• Doubly reinforced beam