HelloI solved all calculation for this CW,now I need some one to complete other requirments, which I mention below:- Prepare a structural plan in Auto CAD with suitable scale- Modeling and design of
Solution:
Load calculations of (G+5):
For Slab:
To know the type of slab calculate ( Ly / Lx ) :
Ly / Lx = 4/3 = 1.33 2 so, its two way slab
Area of floor = Length (L) Width (W) = ( 3 5 ) ( 4 5 ) = 300 m2
Assume, minimum thickness of slab = 150mm = 0.15m
Self-weight of slab= thickness of slab density of RCC Area= 0.1525 300=1125KN
Floor finish = 2 300 = 600 KN
Dead load for slab = FF + Self-weight of slab = 600 + 1125 = 1725KN
For Beam:
Assume, ( L / d ) = 10
Depth of beam = ( L / 10 ) = ( 4000 / 10 ) = 400mm
400mm = 0.4 m
Self-weight of beam in x-direction = [((1+5)5) 30.2 (0.4 -0.15)25] = 112.5 KN
Self-weight of beam in y-direction = [(1+5)40.2(0.4-0.15)25 =150 KN
For Column:
Column size = 350350mm
Self-weight of column= [((5+1)(5+1))-12)(3-(0.4-0.15))0.350.3525]= 202.1 KN
For Shear Wall:
Self-weight of shear wall in x-direction = [(3-0.4))0.22543]= 156 KN
Self-weight of shear wall in y-direction = [(3-0.4)40.2425] =208 KN
Total Dead Load = 208 + 156 + 202.1 + 150 + 112.5 + 1725 = 2553.6 KN
Total Imposed Load = 25 % of IL Area = ( 0.25 4.25 ) 300 = 318.75 KN
Total Seismic Load of each Floor = 2553.6 + 318.75 = 2872.4 KN
Total Seismic Load of (G + 5 ) = 2872.4 5 = 14361.9 KN
Load calculations of Terrasse Floor:
For Slab:
To know the type of slab calculate ( Ly / Lx ) :
Ly / Lx = 4/3 = 1.33 2 so, its two way slab
Area of floor = Length (L) Width (W) = ( 3 5 ) ( 4 5 ) = 300 m2
Assume, minimum thickness of slab = 150mm = 0.15m
Self-weight of slab= thickness of slab density of RCC Area= 0.1525 300=1125KN
Floor finish = 2 300 = 600 KN
Dead load for slab = FF + Self-weight of slab = 600 + 1125 = 1725KN
For Beam:
Assume, ( L / d ) = 10
Depth of beam = ( L / 10 ) = ( 4000 / 10 ) = 400mm
400mm = 0.4 m
Self-weight of beam in x-direction = [((1+5)5) 30.2 (0.4 -0.15)25] = 112.5 KN
Self-weight of beam in y-direction = [(1+5)40.2(0.4-0.15)25 =150 KN
For Column:
Self-weight of column = [((5+1) (5+1))-12)(3-(0.4 - 0.15)0.35 0.35 250.5 = 101.1 KN
For parapet wall = 0.15*1*20 = 3
Load for parapet wall = 3*( ( length of x – direction *2 )+ ( length of x – direction *2 ))
= 3*14= 42 kn
Total Dead Load = 1725 + 112.5 + 150 + 101.5 +42 = 2130.6 KN
Total Imposed Load = 25 % of IL Area = ( 0.25 4.25 ) 300 = 318.75 KN
Total Seismic Load in Terrassa floor = 2130.6 + 318.75 = 2407.3 KN
Base Shear calculations:
Structural type if frame system,
Assume, ag = 0.12 g = 0.12 9.81 =1.18 m/sec2
Ground type is B, Type of elastic response spectra is type II,
TB ( sec ) | 0.15 |
TC ( sec ) | 0.4 |
TD ( sec ) |
level | Zi (m) | mi (KN) | zimi ( KN.s2) | zimi/Ʃzimi | story shear ( KN ) | base shear ( KN ) | Moment ( KN.m) |
18.5 | 245.394 | 4539.78 | 0.25 | 269.82 | 269.82 | 809.47 | |
15.5 | 292.801 | 4538.41 | 0.25 | 269.74 | 539.56 | 2428.16 | |
12.5 | 292.801 | 3660.01 | 0.20 | 217.53 | 757.10 | 4699.44 | |
9.5 | 292.801 | 2781.61 | 0.15 | 165.32 | 922.42 | 7466.70 | |
6.5 | 292.801 | 1903.20 | 0.10 | 113.12 | 1035.54 | 10573.32 | |
3.5 | 292.801 | 1024.80 | 0.06 | 60.91 | 1096.45 | 14410.88 | |
SUM |
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| 18447.82 |
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Direct force calculations:
Center of mass:
Center of rigidity:
Assume shear wall thickness is 200 mm
Real Eccentricity:
Accidental Eccentricity:
Consider wall (1) at all level:
level | story force (KN) | Direct force (KN) |
269.82 | 67.46 | |
269.74 | 67.44 | |
217.53 | 54.38 | |
165.32 | 41.33 | |
113.12 | 28.28 | |
60.91 | 15.23 |
Real torsional force, accidental torsional force and total force calculations:
wall No | Ixi | Iyi | (xi-xr) | (yi-yr) | Ixi (xi-xr)2 | Iyi (yi-yr)2 |
1.067 | -8.250 | 72.6 |
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1.067 | -2.250 | 5.40 |
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1.067 | 0.750 | 0.60 |
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1.067 | 9.750 | 101.40 |
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0.450 | 12.0 |
| 64.8 | |||
0.450 |
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0.450 | -4 |
| 7.20 | |||
0.450 | -8 |
| 28.80 | |||
sum |
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| 180.00 | 100.80 |
Consider wall (1) at all level:
consider only wall (W1) at all level | |||||||
level | story force (KN) | Direct force (KN) | real torsional force (KN) | Accidental torsional force (KN ) ( + ) | Accidental torsional force (KN ) ( - ) | Total torsion (KN) | Total force (KN) |
269.82 | 67.46 | -5.95 | -5.95 | 5.95 | 0.00 | 67.46 | |
269.74 | 67.44 | -5.94 | -5.94 | 5.94 | 0.00 | 67.44 | |
217.53 | 54.38 | -4.79 | -4.79 | 4.79 | 0.00 | 54.38 | |
165.32 | 41.33 | -3.64 | -3.64 | 3.64 | 0.00 | 41.33 | |
113.12 | 28.28 | -2.49 | -2.49 | 2.49 | 0.00 | 28.28 | |
60.91 | 15.23 | -1.34 | -1.34 | 1.34 | 0.00 | 15.23 |
Real torsional force, accidental torsional force and total force calculations:
Tributary Area of Shear Wall 1:
Load of Shear Wall (1):
Dead Load:
Imposed Load:
Self-weight of Shear wall for 3 m height shear wall=
Self-weight of Shear wall for 3.5 m height shear wall =
for earthquake load:
level | force (KN) | SF (KN) | BM (KN.m) |
67.46 | 67.46 | 202.37 | |
67.44 | 134.89 | 607.04 | |
54.38 | 189.27 | 1174.86 | |
41.33 | 230.61 | 1866.68 | |
28.28 | 258.88 | 2643.33 | |
15.23 | 274.11 | 3602.72 |
Maximum shear force at base = 274.11 KN
Maximum bending moment at base = 3602.72 KN
Maximum axial force due to Imposed Load = 306 KN
Maximum axial force due to Dead Load = 784 KN
Load Combination:
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