multi storey 2k9
TRANSCRIPT
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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.
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Beam=230mm*500mm
Column=250mm*500mm
Slab=120mm thickness Wall thickness=230 mm
Parapet wall thickness=115 mm Thickness of footing=350 mm
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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
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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
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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
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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
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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
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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
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Columnno.
Height k1 k2 k3 Pz=1.3254*k22KN/m2
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
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For X direction: wind force
Columnno.
Height k1 k2 k3 Pz=1.3254*k22KN/m2
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
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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
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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
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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
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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