Base Shear Calculations 144base shear
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Note : SEISMIC ANALYSIS IN X DIR Node and corresponding reac NODE REACTION(T) 1 2225.7 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 10 0 11 0 12 0 13 0 14 0 15 0 16 0 17 0 18 0 19 0 20 0 21 0 22 0 23 0 24 0 25 0 26 0 27 0 0 TOTAL 2225.7 T Values in Red color should be Values in Green Should not be Check the comments in Blue b
description
base shear column
Transcript of Base Shear Calculations 144base shear
Note :SEISMIC ANALYSIS IN X DIR
Node and corresponding reactions can be copied and pasted from STAAD Analysis
NODE REACTION(T)
1 2225.72 03 04 05 06 07 08 09 0
10 011 012 013 014 015 016 017 018 019 020 021 022 023 024 025 026 027 0
0
TOTAL 2225.7 T
Values in Red color should be entered by the UserValues in Green Should not be editedCheck the comments in Blue before further design
Node and corresponding reactions can be copied and pasted from STAAD Analysis
TOTAL SLABS = 13
LOAD ON COLUMNS = 2226 x 1 = 28934.10 T
SHEAR WALL LOADSELF WT = 0.1 Water tank 0
LOAD ON SWALL = 0.1 lift machine 0LMR & etc = 0 0.00 T
0.20 T 2 SHEAR WALLS = 0.40 T
TOTAL LOAD SLABS all slabs = 0.40 + 28934.10 + 0.00 = 28934.50 T
color should be entered by the User Should not be edited
Check the comments in Blue before further design
Load DetailsLoad per floor = 28934.5
Area of one floor = 617 Soil type 2
Intensity of loading = 3.607 ( factored )
Live load = 0.2
Dead Load = 2.2049Fos = 1.5
Weight of top roof = 0.00 T
Building Dimensions
L = 26.00 mB = 33.00 mH = 38.35 mn = 13 (no of storeys including GF)h = 3.00 m (height of each floor)
H(top) = 63.00m ( Total height including top floor )
Seismic CoefficientsZ = 0.1I = 1.0
R = 3.0I / R = 0.333333
0.09 x H = 0.677d
2.009
mm2
T/m2
T/m2
T/m2
Ta =
Sa / g =
Rock & hard 1
Medium 2Soft soils 3
Table - 2 ( Zone Factor Z)
II III IV VIntensity Low Moderate severe Very severe
Z 0.1 0.16 0.24 0.36
for rock & hard 1+ 15 T for 0.00<= T <=0.12.5 for 0.10<= T <=0.4
1.0 / T for 0.4<= T <=4.0
CAT - 1 CAT - 2 CAT - 31 1 1
Rock and hardfor medium 1+ 15 T for 0.00<= T <=0.1 -1 -1 02.5 for 0.10<= T <=0.55
1.36 / T for 0.55<= T <=4.0 1 1 1medium-1 -1 0
for soft soils 1+ 15 T for 0.00<= T <=0.12.5 for 0.10<= T <=0.67 1 1 1
soft soil1.67 / T for 0.67<= T <=4.0 -1 -1 0
0.677 rock & hard for medium soft soils
0 0 00 0 0
1.477 2.009 2.4670 2.009 0
Sa / g =
Ta =
Rock and hard
medium
soft soil
Calculation of Floor Load
Area of one floor = 617
Intensity of loading = 3.607343Working load = 3.607343
=2.401.5
Live load = 0.2
Dead Load = 2.204895
0.25 % of LL = 0.20 x 0.25 x 617.0 = 30.85 T DL = 617.00 x 2.20 = 1360.42 T
Total = 1392.00 T / floor Weight of top roof = 0.00 T
Calculation of Base Shear
L = 26.00 mB = 33.00 mH = 38.35 mn = 13 (no of storeys including GF)h = 3.00 m (height of each floor)
H(top) = 63.00m
0.09 x H = 0.677d
Design Horizontal seismic coefficients
Z = 0.1I = 1.0
R = 3.0I / R = 0.333333
2.0092
0.1 x1.0x2.0090.0335
2 R g 2 x 3.0
Design Base shear
Seismic weight of building ( W )= 13x 1392.00 + 0.00
= 18096.000 T
18096.00 x 0.0335 = 606.000 T
mm2
T/m2
T/m2
T/m2
T/m2
Ta =
Sa / g =
Ah = Z I S
a
Vb = A
h x W =
Floor12 1392 63 5524.848 80.71511 1392 60 5011.200 73.21110 1392 57 4522.608 66.0729 1392 54 4059.072 59.3018 1392 51 3620.592 52.8957 1392 48 3207.168 46.8556 1392 45 2818.800 41.1815 1392 42 2455.488 35.8734 1392 39 2117.232 30.9313 1392 36 1804.032 26.3562 1392 33 1515.888 22.1461 1392 30 1252.800 18.3030 1392 27 1014.768 14.825-1 1392 24 801.792 11.714-2 1392 21 613.872 8.968-3 1392 18 451.008 6.589-4 1392 15 313.200 4.576-5 1392 12 200.448 2.928-6 1392 9 112.752 1.647-7 1392 6 50.112 0.732-8 1392 3 12.528 0.183-9 1392 0 0.000 0.000
Total = 41480.208 606.000
Qi = V
b x W
iH
i2
WiH
i2
Wi ( T ) Hi ( M ) WiHi2 x 103 Qi ( T )
63 606 41480.21
3 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.213 606 41480.21
Values in Green Should not be edited
CROSS CHECK FOR FX AND Sa/g
Fx (T) from STAAD4.56 0.882 14.994 0.819
2.632 2.944 2.313 2.2615.332 0.859 0.676 1.3065.378 0.846 0.678 2.216
2.88 2.71 2.717 2.172.622 3.68 2.75 1.1762.622 0.856 0.635 0.8922.879 0.836 0.637 3.7025.465 2.886 2.913 2.764
5.43 18.809 0.65 1.2492.642 5.761 1.48 0.764
4.76 5.712 0.774 0.811.651 17.668 0.641 205.4051.531 0.85 0.869 183.6373.082 4.512 0.925 98.0752.621 3.254 0.921 98.6183.072 3.272 0.8461.519 4.684 3.0681.633 0.891 0.9063.904 0.884 0.8481.537 4.53 2.981.527 3.113 0.8993.776 3.065 0.8261.375 4.191 1.6341.448 0.776 1.4061.434 15.45 0.8941.298 4.848 0.780.985 4.8232.1352.102
83.832 123.592 49.66 605.864 863 T
Fx = 863 T
Fx 8630.029826Fy 28934.5
% RATIO 2.982599
OKSa / g 2.009175
