DESIGN AND ANALYSIS OF G+8 COMMERCIAL BUILDING USING STAAD PRO

K. PRABIN KUMAR1, GOPI BALA VINAY 2

Assistant professor, Department of Civil Engineering, Saveetha University, Chennai - 602105,

Tamil Nadu, India.1

kprabin2393@gmail.com

UG Student, Department of Civil engineering, Saveetha University, Chennai -602105, Tamil

Nadu, India.2

Abstract: The commercial building having mixed stories with shopping complex and office space, Shopping is a

routine activity of each and every one. But they have short of time, so they need a shopping complex and office space

under one roof to save the valuable time. In metropolitan cities, very limited areas are available and sold at

high cost. This paper will help to built buildings within this limited area satisfying each of every need of the

people. It is also designed in such a way that it would be economical. This project work involves planning, analysis,

designs, and drawings of a typical multi-storied building. This project attempt has been made to Design and Analysis of

a G+8 storied commercial building with seismic resistance. This project involves Planning, Analysis, and Design &

Drawings. In Analysis various load cases and load combinations are included in this project. R.C.C framed structure

is used for Multi storied commercial buildings. Structural design is to be done using Limit state method.

Keywords: RCC, Seismic resistance, Modelling, Analysis, Design & STAAD PRO

Introduction:

Structural engineers are facing the challenges of striving

for most efficient and economical design with accuracy

in solution while ensuring that the final design of a

building and the building must be serviceable for its

intended function over its design life time. The main

objective of the project is to modify the general design

practice of a multi storied building with wind loads.

The structural design should satisfy the criterion of

ultimate strength and serviceability. A civil engineer must

be familiar with planning, analysis and design of framed

structures. Hence it was proposed to choose a

problem, involving analysis and design of multi-

storied framed structure as the project work.

Planning:

The proposed eight storied commercial building

consists of area of each floor is 1220sqfm. A

building should be planned to make it comfortable,

economical and to meet all the requirements of the

people. The efforts of the planner should be to obtain

maximum comfort with limited available resources.

Functional, utility, cost, habits, taste,

requirements etc, should also be considered

in planning a building. The planning of this

eight storied building is so planned to meet out all

the above factors.

Typical plan of ground floor & first floor:

In this floor Entrance foyer, Coffee shop, various Shops,

Escalator, Lift, Toilet blocks are provided. With

entrance foyer of 25 sq.m, coffee shop 120 sq.m, and 20

shops of 500 sq.m.

Typical plan of second floor & third floor:

In this floor various Shops, Super market, Food

court, Escalator, Lift, Toilet blocks are provided

with super market and food court of

200 sq.m. and shops of 300 sq.m.

Typical plan of fourth floor & eighth floor:

In this floor Office with Conference hall and store,

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Escalator, Lift, Toilet blocks are provided. With Second floor & third floor plan:

Office area about 300 sq.m, conference hall area about

80 sq.m

Methodology:

Ground floor & first floor plan: Fourth floor & eighth floor plan

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Structural analysis:

Material:

Grade of reinforcement : Fe415

Grade of concrete : M25

Density of concrete : 2500Kg/m3

Load calculation:

Dead load:

Floor level except ground floor (per m width)

Load from slab = 0.15x 25 = 3.75KN/m2

Partitions (G.F) = 0.23x4.20x20 = 19.32 KN/m

Partitions (F.F - E.F) = 0.23x3.0x20 = 13.80

KN/m Partitions (Terrace) = 0.23x1.00x20 =

4.60 KN/m Floor finishes = 1.00KN/m2

Floor finishes (Terrace floor) = 2.00KN/m2

Live load:

Uniform distributed load (UDL) = 4.00KN/m2

Wind load:

The wind load can be calculated using calculated using

the Indian standards IS: 875(Part 3)-1987. The basic

wind speed corresponding to Chennai region is taken

from the code IS:875 (Part 3)-

1987. The design wind speed is modified to induce

the effects of following factors

• Risk factor (k1)

• Terrain coefficient (k2)

• Local topography (k3)

to get the design wind speed Vz.

Vz = k1k2k3Vb

The design wind pressure Pz at any height

Load combinations:

▪ DL + LL

▪ DL + WL (+X)

▪ DL + WL (-X)

▪ DL + WL (+Z)

▪ DL + WL (-Z)

▪ DL + LL + WL (+X)

▪ DL + LL + WL (-X)

▪ DL + LL + WL (+Z)

▪ DL + LL + WL (-Z)

STAAD Modelling and Analysis:

above mean ground level is 0.6Vz2

The coefficient

0.6 in the above formula depends on a number of

factors and mainly on the air temperatures.

Pz = 0.6V 2 z

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Structural design:

Design of Slab:

Size of room (Living) = 6.23 x

6.50m Lx = 6.23m, Ly = 6.50m

Aspect ratio: Ly/Lx = 6.50/6.23 = 1.04

This ratio is less than 2. The slab is to be

designed as slab spanning in two directions.

Depth of slab =

150mm Shorter span:

Positive moment at mid span = 17.0

kNm Negative moment at support =

22.83 kNm Longer span:

Positive moment at mid span = 12.74

kNm Negative moment at support =

17.0 kNm Results:

Shorter span:

Mid span - use 10mmφ RTS @

200mm c/c Support - use 10mmφ RTS

@ 150mm c/c Longer span:

Mid span - use 10mmφ RTS @ 270mm c/c

Support - use 10mmφ RTS @ 200mm c/c

Design of beam:

From the STAAD Pro Analysis done we obtain the

maximum positive moment, maximum negative

moment and maximum shear force

Negative moment = 287.76 kNm

Positive moment = 296.09 kNm

Maximum shear force Vu =252.01 kN

Width of Beam = 300 mm

Over all depth of Beam = 600

mm Thickness of slab, Df =

150 mm Length of the Beam, L

= 6500 mm Results:

Provide 3 nos of bars #25 at the top face at

support of span section.

Provide 3 nos of bars #25 at the Bottom

tension face at centre of span section.

Provide 8mm bars @ 2 legged vertical stirrups at

150 mm c/c

Design of column:

From the STAAD Pro Analysis done we obtain the

maximum positive moment, maximum negative

moment and maximum shear force

Factored load Pu = 1431.0 kN Factored

Moment Muz = 92.53 kN.m Factored

Moment Muy = 92.53 kN.m

Columns were designed as bi-axially

loaded Results:

Breadth of column = 400mm

Depth of column = 400mm

Main reinforcement: Provide

8nos. of 25mm bars Lateral

reinforcement:

Provide 8mm # 300mm c/c as lateral ties.

Design of Foundation:

The Column footings are designed as isolated

footings. From the STAAD Pro analysis done we obtain

the axial load for the designing of footing.

Axial load = 1500 kN

Moment, Mx =1.37 kN.m

Moment, Mz = 1.37 kN.m

Safe bearing capacity of soil =

200kN/m2 Area required = 1500 / 200

= 7.5 m2 Length provided = 2.75 m

Breadth provided = 2.75 m

Depth of footing below GL = 2.40m Depth

of footing @ face of column = 1.00m Depth of

footing @ Edge of footing = 0.30m

Total load = Pu + self wt of footing + self wt of

soil = 2151.84 kN

Maximum Bending moment @ face of

column =438.82kNm

Results:

Thickness of base slab = 450mm

Provide 20mm dia bars 11nos in both X -direction

Provide 20mm dia bars 11nos in both Y -direction

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Conclusion:

Our project deals with Analysis and Design of a G+8

Commercial building with wind effect using STAAD

Pro at Thandalam, Chennai. This commercial

having all facilities under one roof, designed with

shops, Super market, Food court, Net point, Coffee

shop & office space etc, with very good water

supply and sanitary arrangements. In this project,

the Analysis of frame is done by stiffness matrix

method using Staad Pro Software. Design of footings,

columns, beams & slabs are done manually by limit state

method as per IS456 – 2000, IS 875, and SP16.

References:

[1] Takeda T., M.A.Sozen and N.N.Nielsen,

"Reinforced concrete response to simulated

earthquakes."

[2] Priestley M.J.N. and M.J.Kowalaky, "Direct

Displacement-Based seismic Design of

Concrete Buildings.

[3] Magdy A. Tayel and Khaled M. Heiza

“Comparative Study of The Effects of Wind and

Earthquake Loads on High-rise Buildings”

[4] Kevadkar M.D and P.B. Kodag “Lateral Load

Analysis of R.C.C.” International Journal of Modern

Engineering Research (IJMER)

[5] Chandurkar P.P and P. S. Pajgade “Seismic

Analysis of RCC Building with and Without Shear

Wall”

[6] Amar M Rahman, A.J.Carr and Peter J Moss,

“Structural pounding of adjacent multi-storey

structures considering soil flexibility effects.”

[7] Epackachi S.,O. Esmaili, M. Samadzad and

S.R. Mirghaderi “Study of Structural RC Shear

Wall System in a 56-Story RC Tall Building”

[8] M.J.Pender, L.M. Wotherspoon and J.C.W.Toh,

“Foundation stiffness estimates and

earthquake resistant structural design.”

[9] Chopra A.K. “Dynamics of structures: theory

and applications to earthquake engineering.”

Englewood Cliffs, New Jersey: Prentice Hall.

[10] SN Sinha “Design of Reinforced concrete.”

Tata McGraw Hill, New Delhi, India

[11] Ramamrutham and R. Narayan “Theory of

structures” Dhahpat Rai & sons publishers,India.

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