multi storey 2k9

8/12/2019 Multi Storey 2k9

1/14

The Objectives of the Project are:-

To select a multi storey building that has alreadydesigned.

Calculate the load due to DL, LL, WL, EL manuallyand analysis and design of the main building membersis done manually.

Getting familiar with structural software ( STAAD

PRO.) To compare the results of the software and manual

calculations.

1


2/14

Beam=230mm*500mm

Column=250mm*500mm

Slab=120mm thickness Wall thickness=230 mm

Parapet wall thickness=115 mm Thickness of footing=350 mm


3/14

DEAD LOAD (DL)

LIVE LOAD (LL)

WIND LOAD (WL) EARTHQUAKE LOAD (EL)

1.5(DL+LL) 1.2(DL+LL+EL or WL)

1.5(DL+LL)+0.9EL


4/14

1.Live load : 3.0 KN/m2

at typical floor2.Floor finish : 1.0 KN/m23.Location : New Delhi4.Wind load : As per IS: 8755.Earthquake load : As per IS-1893 (Part 1) -

2002

6.Depth of foundationbelow ground : 1.5 m7.Type of soil : Type II, Medium as per

IS:18938.Allowable bearing

pressure : 200 KN/m2

9.Average thickness offooting : 0.9 m, assume isolated footings10.Floors : G.F. + 4 upper floors.11.Walls : 230 mm thick brick masonry

walls


5/14

Reinforcement

Beam= max. 4% of cross section areaColumn=min. .8% and max. 6% of cross sectionarea

Slab=.12% for Hysd steel.15 % for mild seel

Effective cover:

For beam=25 mmFor column=40 mmFor slab= 20 mm


6/14

1. Dead load of slab = 0.120x2.5= 0.3 T/m2

2. Dead load of wall of ground storey=4x0.23x2=1.84 T/m

3. Dead Load of wall of IstFloor=3.5x0.23x2=1.61 T/m

Similarly Dead Load of wall of IIndFloor=1.61 T/mDead Load of wall of IIIrdFloor=1.61 T/m

Dead Load of wall of IVthFloor=1.61 T/m6.

4.Dead load of parapet wall=.115x2.5x1.21=.347 T/m

4.Dead load of columns=.25x.5x2.5x36x19.5=219.375 T5.Dead load of beam=190x2.5x.23x.5=54.625 T


7/14

Calculation of wind load using IS: 875:-

Height=18 mWidth=11 mLength=28 mDesign wind speed: Vz=Vb.k1.k2.k3 (Vb=basic windspeed=47m/sec)

k1=risk coefficient=1k2= Height and structure size

factork3=topography factor=1

Vz=47.k2Wind pressure: Pz=.6*(Vz)

2

Pz=.6*(47*k2)2

Pz=1.3254*k22KN/m2

Value of k2vary with height of structure


8/14

Wind force: F=Cf.Ae.Pz

Cf=Force coefficient for the building Isdepend upon height/ breadth ratio

Pz=Design wind pressureFOR Z DIRECTION: WINDFORCE

Ae=Effective frontal area of the structure

Columnno.

Height k1 k2 k3 Pz=1.3254*k22KN/m2

Cf F=Cf.Ae.Pz

KN/mC1 18 1 1.054 1 1.472 .5 1.288

C1 12 1 1.01 1 1.352 .5 1.183

C2 18 1 1.054 1 1.472 .5 2.576

C2 12 1 1.01 1 1.352 .5 2.366

C3 18 1 1.054 1 1.472 .5 2.576

C3 12 1 1.01 1 1.352 .5 2.366

C4 18 1 1.054 1 1.472 .5 2.576


9/14

Columnno.


Cf F=Cf.Ae.PzKN/m

C5 18 1 1.054 1 1.472 .5 2.576

C5 12 1 1.01 1 1.352 .5 2.366

C6 18 1 1.054 1 1.472 .5 2.576

C6 12 1 1.01 1 1.352 .5 2.366

C7 18 1 1.054 1 1.472 .5 2.576

C7 12 1 1.01 1 1.352 .5 2.366

C8 18 1 1.054 1 1.472 .5 2.576

C8 12 1 1.01 1 1.352 .5 2.366

C9 18 1 1.054 1 1.472 .5 1.288

C9 12 1 1.01 1 1.352 .5 1.183


10/14

For X direction: wind force

Columnno.


Cf F=Cf.Ae.PzKN/m

C36 18 1 1.054 1 1.472 .96 2.826

C36 12 1 1.01 1 1.352 .96 2.595

C27 18 1 1.054 1 1.472 .96 4.945

C27 12 1 1.01 1 1.352 .96 4.542

C18 18 1 1.054 1 1.472 .96 4.945

C18 12 1 1.01 1 1.352 .96 4.542

C9 18 1 1.054 1 1.472 .96 2.826

C9 12 1 1.01 1 1.352 .96 2.595


11/14

Seismiczone : IV (Table 2, IS 1893Part 1 : 2002)

Type of soil : medium soil site

No. of columns : 36

Seismic analysis : Equivalent staticmethod (IS 1893Part 1 : 2002)

Imposed load : 3.0 kN/mSpecific weight of RCC : 25 kN/m

Specific weight of infill : 20 kN/mResponse spectra : As per IS 1893 :2002


12/14

Ah = Z I Sa2 R g

where,

Zone factor (Z) = 0.24

Importance factor (I) = 1.5 (as per IS1893:2002)

Response reduction factor(R)= 5 (as per IS

1893:2002)

Ta(x) = 0.09h = 0.09x18 =0.488D 11

Ta(z) = o.09x18 = 0.306

28


13/14

Sa/g = 2.5 (0.10Ta0.55)Ah = .119

Determine base shear:-Vb= Ah.W

W = 25% of live load + dead load

Floor level Seismic wt.

(Wi) Ton

Vbi= Wi*Ah

1 292.23 34.77

2 280.45 33.37

3 280.45 33.37

4 280.45 33.37

5 197.97 23.55


14/14

VERTICAL DISTRIBUTION OF BASESHEAR FOR DIFFERENT FLOORS :-

Floorlevel

Seismicweight(Wi) Ton

Height(hi), m

Wi*hi Wi*hi(Wi*hi)

Qi= vbi * Wi*hi(Wi*hi) Ton

1292.23 4 4675.68 0.026

4.12

2 280.45 7.5 15775.31 0.088 13.977

3 280.45 11 33934.45 0.191 30.294

4 280.45 14.5 58964.61 0.332 52.73

5 197.97 18 64142.28 0.361 57.33

Total 177492.33

multi storey 2k9

Documents