ANALYSIS AND DESIGN OF EARTHQUAKE RESISTANT MULTISTOREY EDUCATIONAL BUILDING

1. ACME ENGINEERING COLLEGE
(Affiliated to Purbanchal University)
Sitapaila, Kathmandu
Project Title :
ANALYSIS AND DESIGN OF
EARTHQUAKE RESISTANT
MULTISTORY EDUCATIONAL
BUILDING

2. Kapil Dev Chaudhary (2016-BCE-380436)
Krishna Majhi (2016-BCE-380439)
Manjil Shrestha (2016-BCE-380445)
Nripesh Jha (2016-BCE-380449)
Pratik Chaudhary (2016-BCE-380457)
Sajan Chaudhary (2016-BCE-380479)
Group of students (Group :B3)
Project Supervisor
Er. Binaya Prasad Dhakal

3. OBJECTIVES
To analyze and Design Six storey
Earthquake Resistant Educational
Building

4. SCOPES
 Identification of the building and the requirement of
the space.
 Estimation of loads including those due to earthquake
 Preliminary design for geometry of structural
elements.
 Identification of load cases and load combination
cases.
 Finite element modeling of the building and input
analysis using ETAB.

5. PROJECT DESCRIPTION
 Building Type: Educational building
 Structural System: RCC frame
 Zone: V
 Grade of Concrete: M25( Primary beam, column ,footing)
,M20 (Secondary Beam,slab,Staircase,wall)
 Grade of Steel: Fe 500

6. Architectural Detail
 Plinth Area covered: 628.81 m2
 Floor Height: 3.05 m
 Height of Parapet: 1.2 m
 No. of Storey: 6 (Excluding Basement)
 Total building height: 22.55 m

7. ARCHITECTURAL PLAN OF GROUND FLOOR

8. METHODOLOGY
 Preliminary design.
Slab
Beam
Column
 Load calculation.
 Structural analysis.
 Detail design:
Slab, Column, Beam, Staircase, Foundation, Basement.
 Design methods:
Limit state design.

9. PRELIMINARY DESIGN
 Preliminary Design of slab :
Using deflection criteria for continuous slab
Effective depth of slab (d)= 135 mm
The overall depth of slab = 150 mm.
 Preliminary Design of Beam :
Span length = 7.358 m =7358 mm (longest span )
The preliminary section of the Beam = 500 * 300 mm
 Preliminary Design of column
Considering Axial loaded column
Preliminary size of column = 600 * 600 mm

10. METHOD OF ANALYSIS AND CODE
OF PRACTICE
 Structural Analysis is done by ETABS
 IS 456:2000 (Code of practice for plain and reinforced concrete)
 IS 1893 (part 1):2002 (Criteria for earthquake resistant design of
structures)
 IS 13920: 1993 (Code of practice for ductile detailing of reinforced
concrete structures subjected to seismic forces)
 IS 875 (part 1):1987 (to assess dead loads)
 IS 875 (part 2):1987 (to assess live loads)
 IS 875 (part 5):1987 (for load combinations)
 SP 16, SP 24 and SP 34 (design aids and hands book)

11. There are two methods to determine the earthquake
forces in the building
a. Seismic Coefficient Method or Static Method
b. Response Spectrum Method or Modal Analysis
Method
We have chosen the Seismic Coefficient Method to
determine the horizontal seismic force

12. BASE SHEAR CALCULATION
According to IS 1893 (Part 1): 2002 Clause 6.4.2 the
design horizontal seismic coefficient Ah for a structure
shall be determined by the following expression:
Ah =
Z∗I∗Sa
2∗R∗g
where,
Ah= Design horizontal acceleration spectrum value
Z = Zone factor
I = Importance factor
R = Response reduction factor
Sa/g = Average response acceleration coefficient

13. From IS 1893 (Part 1): 2002, Clause 6.4.2,
Table 2, under seismic zone v, seismic intensity “very severe”, zone factor
(Z) = 0.36
Table 6, under structure of “all other buildings”, importance factor (I)
=1.5
Table 7, under lateral load resisting system of “special RC moment-
resisting frame (SMRF)”, response reduction factor (R) = 5
h = 22.55 m
Here, approximate Tx, y = 0.075
Sa/g (x,y) = 1.90
(Ah)x,y = 0.1026
Seismic Weight of building,W =40885.97584 KN
Base Shear =(Vb)x,y = (Ah)x,y * W
= 4194.901 KN

14. STEPS IN ETAB
14
Creating grid/model
Define
● Material
● Section (beam ,column ,slab )
● load cases
● load combination
Assign
● Load
● Section
Analyze the structure
Display
Design
yes
Check/ Verify
No
Resize
Section
Or
Change the
property of
material

15. MODEL

18. DESIGN OF FOOTING (MAT FOUNDATION)

20. Since area occupied by isolated footing is greater than 50% of plan area, so we
use
Mat foundation.
It is necessary to provide a continuous footing under all the columns and walls
if the loads transmitted by the columns in a structure are so heavy or the
allowable soil bearing pressure small. Such a footing is called a raft or Mat
Foundation.
Bearing capacity of soil =150 KN/m2
Assuming 0.5m projection from mid of corner column,
Provide 24.713 m * 30.921 m
Stress (σ) = (P/A) ± (Mxx/Ixx) * y ± (Myy/Iyy) * x
Depth of footing, d =
ck
f
*
b
*
0.133
M

21. corner column edge column center column
Depth from punching shear=1067.48 mm, 977.30 mm,933.865 mm
Adopt, overall depth, D=1200 mm
Effective cover= 50+ 20/2 =60 mm
d x=1200-60=1140 mm
d y= 1140-20=1120 mm
Reinforcement :
along x direction
Ast, required= 1440 mm2
provide 20 mm ø @ 200mm c/c
Along y direction
Ast, required= 1440 mm2
provide 20 mm ø @ 200mm c/c

25. DESIGN OF STAIRCASE

26. 2.24m
1.235m
2.24m
2.135m 2.135
Riser Height, R =145 mm
Tread Height ,T =305 mm
Depth of waist slab ,d =200 mm
Reinforcement:
along x: Ast provided= 1013.376 mm2
provide 12 mm dia @250 mm c/c
along y:Ast provided= 2012.2375 mm2
provide 12 mm dia@120 mm c/c
Along x
dirn
Along y
dirn

28. DESIGN OF SHEAR WALL
 Shear wall is a structural member used to resist
lateral forces i.e. parallel to the plane of the wall.
In other words, Shear walls are vertical elements
of the horizontal force resisting system.
 Provide 16 mm dia bar @ 300 mm c/c .

32. DESIGN OF SLAB

33. From IS 456-2000 Annex D.1.1
Ms = αxwlx2
Ms = αywlx2
Two adjacent edges discontinuous ,provide 10 mm Ø @ 300 mm c/c
One long edge discontinuous ,provide 10 mm Ø @ 300 mm c/c
One short edge discontinuous ,provide 10 mm Ø @ 300 mm c/c
interior panel ,provide 10 mm Ø @ 300 mm c/c

35. DESIGN OF COLUMN

36. From IS 456:2000 cl 39.6 ,For members subjected to combined
axial load and Biaxial Bending
αn αn
(Mux/Mux1) +(Muy/Muy1) ≤ 1
Provide 16 -28 mm longitudinal bars to distribute equally on
four sides
Ast , provided = 9852.03 mm2
% of steel provided = 2.74%

40. DESIGN OF BEAM

43. CONCLUSION
1. This project report is the final result of continuous effort of the project members and
more importantly in valuable guidance of our project advisor, without whose support and
guidance, this report wouldn’t have been presented.
2.During our entire work, we were able to deal with various codes for the seismic design
and analysis of composite loads, column loads, moments, deflections, nature of impacts on
each and every members of the section through ETABS analysis.
The performance of the structure during an earthquake depends largely on the arrangement
and placing of the rebars .
3.The concrete composition also plays a great role in the use and composition of rebar and
contributes on the economic use of rebar.

44. REFERENCES
1. Jain, A.K, "Reinforced concrete (Limit State Design) ", Nem chand and Bros, 5th
Edition 1990
2. Ramamrutham, S., “Design of Reinforced Concrete Structure”, Dhanpat Rai Publishing Company, 11th Edition
1989
3. Varghese, P, C. "Limit State design of reinforced concrete", Princeton Hall of India 1996
4. Sinha, S. N., "Reinforced Concrete design", Tata McGraw - Hill, 2nd Edition 1996
5. Reddy, C S, “Basic Structural Analysis”, Tata McGraw – Hill, 3rd Edition 2011
6. I. S 875 (part - I) 1987, Code of practice for design loads (other than Earthquake) for building and structures,
dead loads
7. I.S 875 (part 2nd) 1987, code of practice for design loads (other than Earthquake) for the building and
structures, Dead loads.
8. I.S 1893- 1975 Criteria for Earthquake Resistant Design of structures.
9. I.S: 1893-1975 and IS 4326-1976, Explanatory Handbook on codes for Earthquake Engineering.
10. Design Aids for RCC to I.S 456-1978, SP 16:1980
11. I.S. 456-2000 Indian Standard plain and RC code of practice (fourth revision)
12. I.S. 1893 (part I):2002.