Wind and Earthquake Load Analysis

Wind Load Calculation

Wind load was analyzed using the procedure of BS6399 Part 2 while assuming basic site wind

speed of 28.0m/s.

Wind load Analysis

Bs 6399:2

Cl. 2.2.2.1

Cl. 2.2.2.2

Cl.2.2.2.3

Cl. 2.2.2.4

Cl. 2.2.2.5

Cl. 2.2.3

Cl.1.7.3.3

Table 4

Basic wind speed= Vb

Site wind speed Vs= Vb Sa Sd Ss Sp

Altitude factor Sa= 1+0.001s (assume topography not significant)

s=1795m Sa=1+0.00011795

=2.795

Direction factor :Sd=1.0 (assume orientation is unknown)

Seasonal factor :Sd =1.0 (permanent building)

Probability factor :Sp =1.0 (for design application)

Since the basic wind speed for Nairobi = 28m/s (site

altitude incorporated)

Site Wind Speed = 281.01.01.0

=28.0 m/s

Effective Wind Speed

Ve= Vs Sb

Terrain and building factor Sb

Overall Building height above Foundation; H=48m

Obstructer height :Ho = unknown

Reference height Hr=42m

Cross wind breath =50.25m

Inwind depth =24.25m

Displacement height=0.8Ho

Effective height He =Hr = 42m

Sb= = 1.91

Ve =1.9128 = 53.48m/s

Cl. 2.1.2

Cl.2.1.3.1

Figure 4

Table 5

Table 5a

Cl.2.1.3.2

Dynamic pressure = qs

qs=0.613Ve2

=0.613 x 53.482

=1753.3N/m2

=1.753kN/m2

Wind pressure

a) Pressure on external surface

Pe= qs Cpe Ca

Size effect factor Ca

Horizontal distance from grid 4 to 11 = 35m

Diagonal dimension a 42 35 54.67m

He= 42m

Using curve B: Ca=0.82

External measure coefficient Cpe

D/H= 24.25/42 0.577 1.0

D=24.25m

+0.85 -0.5

B=50.25m

Plan

(Net overall pressure coefficient for

.

. 2.07/ 1.0) optional

Cpe= 1.2

Pe (front) = 1.7530.850.82= +1.222kN/m2

Pe(rear) = 1.7530.82-0.5 = -0.72kN/m2

b) Internal surface pressure, Pi = qs CpiCa

a= 10volume' 103 ( 24.25 ( 50.25' 154

Table 6

Pp= 0.85 (1.652- -1.007) (1+0.04)A

=2.35kN/m2 A

=2.35A kN

Friction Component, PF= qs Cf As Ca

Friction drag coefficient, Cf = 0.02

PF = 1.7530.020.82As = 0.029 As kN

About the Weaker Axis of the Building;

A= (1550.25)+(640.25) +(930.25) +(1220.25) = 1510.5m2

and

As= (1524.25)+(2718.25) = 856.5m2

Table 16

Figure 4

Cl.2.1.3.6

Table 1

Figure 3

Ca= 0.72

Cpi = +0.2 or -0.2

Pi1= 1.753(-0.3)0.82= -0.43kN/m2

Pi2=1.753 (+0.2)0.82= +0.287kN/m2

Net surface pressure P=Pe-Pi

= 1.222- -0.43

Pform(max) =1.652kN/m2 max

Prear(max)

= -0.72-0.287

= -1.007km/m2

Overall load

Pp=0.85( Pform-Prear)1+Cr

Where Cr = dynamic augmentation factor

Building type factor Kb = 1.0 (assuming open plan office)

Building height H=42m

Cr=0.04

Pp= 2.351510.5 =3550 kN

Pf= 0.029856.5=24.8 kN

Total lateral load due to wind

P=Pp+Pf

= 3550+24.8

= 3574.8 kN

About the Stronger Axis of the Building;

A = (1524.25)+(2718.25) = 856.5m2

and

As = (1550.25)+(640.25) +(930.25) +(1220.25) = 1510.5m2

Pp= 2.35856.5 = 2012.8 kN

Pf= 0.0291510.5 =43.8 kN

Total lateral load due to wind

P=Pp+Pf

=2012.8+43.8

=2056.6 kN

Earthquake Analysis

(a) Storey Load Calculation (1.0 Gk+ 0.25 Qk)

(Un-factored Dead Load plus Permanent Live Load taken as 25% of Live Load)

i. Upper Basement Level

Slab

Area = 1181.563 m2

Voids: Lifts cores = 35.175=15.525 m2

Service Ducts 1.5813 m2

Total Area of Voids 17.1 m2

Total Area of Slab (Less Voids) = 1164.46 m2

Total net dead weight = 1164.465.9 = 6870.3 kN

Beams

600200 Beams = 0.2 0.45 24 (4.72538) = 387.8 kN

600300 Beams = 0.3 0.45 24 (23.759+49.453) = 1173.2 kN

Total dead weight of Beams = 1561 kN

External Walling (Basement wall)

Total dead weight of walling= 0.25324148 =2664 kN

Lift core walls

Total dead weight of walling= 0.252.42421.25 =306 kN

Columns

Weight of Column C1 = )( 0.75 ( 2.4 ( 24 ( 3 73.35*+

Weight of Column C2/C2a = )( 0.6 ( 2.4 ( 24 ( 4 65.15*+




Weight of Column C6 = 0.5 ( 0.5 ( 2.4 ( 24 ( 4 57.6*+


Weight of Column C10/C10a = 0.4 ( 0.4 ( 2.4 ( 24 ( 3 27.65*+

Total dead weight of Columns = 492.27 kN

1.0 Gk = 6870.3+1561+2664+306+492.27 = 11893.6kN

Add 25% Live Load = 0.252.51164.46 = 727.8 kN

Total Storey Load, w = 12621.4 kN

ii. Ground Floor Level

Slab

Area = 1181.563 m2




Total Area of Slab (Less Voids) = 1164.46 m2


Beams

600200 Beams = 0.2 0.45 24 (4.72538) = 387.8 kN

600300 Beams = 0.3 0.45 24 (23.759+49.453) = 1173.2 kN

Total dead weight of Beams = 1561 kN

External Walling

Total dead weight of walling= 0.22.422122.5 =1293.6 kN

Glazing

Total dead weight of glazing= 1.02.448.5 =116.4 kN

Lift core walls


Columns












1.0 Gk = 6870.3+1561+1293.6+116.4+306+603.73 = 10751.03kN

Add 25% Live Load = 0.2541164.46 = 1164.46 kN


iii. Mezzanine Floor Level

Slab

Area = 1010 m2




Total Area of Slab (Less Voids) = 1010-17.1 = 992.9 m2


Beams

600200 Beams = 0.2 0.53 24 (211) = 536.84 kN

Total dead weight of Beams = 536.84 kN

External Walling


Glazing


Lift core walls


Columns













1.0 Gk = 6811.3+536.84+1388.64+141.12+306+617.55 = 9801.45kN

Add 25% Live Load = 0.253.5992.9 = 868.8 kN


iv. Typical 1st- 4th Floor Level

Slab

Area = 1060 m2




Total Area of Slab (Less Voids) = 1060-17.1 =1042.9 m2


Beams

600200 Beams = 0.2 0.53 24 (197.6) = 502.7 kN


External Walling


Glazing


Lift core walls


Columns






Weight of Column C6 =0.3 ( 0.3 ( 2.4 ( 24 ( 4 20.74*+






1.0 Gk = 7154.3+502.7+1388.64+116.4+306+550.45 = 10018.5kN

Add 25% Live Load = 0.253.51042.9 = 912.5 kN

Total Storey Load, w = 10931 kN

v. 5th and 6th Floor Levels

Slab

Area = 688.5 m2




Total Area of Slab (Less Voids) = 688.5-17.1 =671.4 m2


Beams

600200 Beams = 0.2 0.53 24 (157) = 399.4 kN


External Walling


Glazing

Total dead weight of glazing= 1.02.436 =86.4 kN

Lift core walls


Columns





Weight of Column C5/C5a =0.4 ( 0.4 ( 2.4 ( 24 ( 6 55.3*+




1.0 Gk = 4605.8+399.4+1051.8+86.4+306+350.78 = 6800.2kN

Add 25% Live Load = 0.253.5671.4 = 587.5kN

Total Storey Load, w= 7387.68 kN

vi. 7th ,8th and 9th Floor Levels

Slab

Area = 455.3 m2






Beams

600200 Beams = 0.2 0.53 24 (120.5) = 306.55 kN


External Walling

Total dead weight of walling= 0.22.42271 =749.76 kN

Glazing


Lift core walls


Columns




Weight of Column C4/C4a =0.4 ( 0.4 ( 2.4 ( 24 ( 6 55.3*+




1.0 Gk = 3006.1+306.55+749.76+62.4+306+190.2 = 4621kN

Add 25% Live Load = 0.253.5438.2 = 383.43kN


vii. Typical 10th ,11th and 12th Floor Levels

Slab

Area = 322.8 m2






Beams

600200 Beams = 0.2 0.53 24 (85.5) =217.5 kN


External Walling


Glazing


Lift core walls


Columns







1.0 Gk = 2097.1+217.5+438.24+62.4+306+134.9 = 3256.1kN

Add 25% Live Load = 0.253.5305.7 = 267.5kN


viii. Roof slab Level

Slab

Area = 322.8 m2

Voids: skylight = 7.87.8=60.84 m2

Total Area of Slab (Less Voids) = 322.8-60.841 =261 m2

Dead weight slab = 2615.8 = 1513.8 kN

Dead weight pressed steel tanks = 6515 = 975 kN

Dead weight skylight roof =60.840.45 = 27.38 kN

Total Dead weight =2516.2 kN

Beams

600200 Beams = 0.2 0.45 24 (12.5) =27 kN

600300 Beams = 0.3 0.45 24 (26) =84.24 kN

450200 Beams = 0.2 0.3 24 (78) =112.32 kN

450300 Beams = 0.3 0.3 24 (28) =60.48 kN

300200 gutter = 0.2 0.3 24 (67.6) =97.35 kN


External Walling (parapet)


1.0 Gk = 2516.2+381.4+407.9 = 3305.5kN

Add 25% Live Load = 0.250.25 261 = 16.3kN


Total weight W

=3321.8+ (3*3523.6) + (3*5004.43) + (2*7387.68) + (4*10931) +10670.25+11915.5+12621.4

= 122612.4 kN

(b) Earthquake load calculation

The procedure for calculation of the total base shear due to earthquakes and its distribution to

each floor is given herein below:

Total lateral force due to Earthquake, . /01

Where, C= Earthquake coefficient

W = Total weight of Building used to calculate Earthquake

Earthquake Zone (Nairobi) = VII

Soil type = Soft ground

Building type = flexible

Number of storey, N =16

Using Table 2

From table 2 of the Kenyan code, C = 0.03

From above total weight W = 122612.4 kN

F = 0.03122612.4 = 3678.4 kN

Using Period of vibration of building

Height of building above base, H = 316 = 48m

Width of building in the x direction, D = 24.25m

Period of vibration, 2 .345

0.09 ( 6.

0.877

0.1N = 0.1 16 =1.6

take T = 1.6

C basic .8

.9.:'

0.04275

Table 3: coefficient of modification = 0.65

C value = 0.65 0.04275 = 0.0278 < 0.03

adopt C = 0.03 and F = 3678.4kN

NB: Maximum Base shear due to Wind = 3574.8 kN

Maximum Base shear due to Earthquake = 3678.4kN

Design for Earthquake

(c) Earthquake Load Distribution Per Storey

The total lateral force (Base shear) due to Earthquake, F has been distributed as follows:

To the roof or top level: ;< 0.004.=>[email protected]

Where hn = height of uppermost storey above base

= 48m

Ds = plan dimension of lateral system resisting the Earthquake forces at ground floor level

= 24.25m

F = Maximum Base shear due to Earthquake = 3678.4kN

;< 0.004 ( 3678.4= 6.

A 57.65*+

Balance = 3678.4-57.65 = 3620.75 kN

The Balance is distributed between storeys including the roof as follows:

;0 =. L ;

Lateral Earthquake Force Distribution per Storey

wi hi wi*hi Earthquake Force

storey kN m kNm Per storey, Fx (kN)

ROOF 3321.8 48 159446.4 298

12TH 3523.6 45 158562 239

11TH 3523.6 42 147991.2 223

10H 3523.6 39 137420.4 207

9TH 5004.43 36 180159.48 272

8TH 5004.43 33 165146.19 249

7TH 5004.43 30 150132.9 226

6TH 7387.68 27 199467.36 301

5TH 7387.68 24 177304.32 267

4TH 10931 21 229551 346

3RD 10931 18 196758 297

2ND 10931 15 163965 247

1ST 10931 12 131172 198

M 10670.25 9 96032.25 145

G 11915.5 6 71493 108

UB 12621.4 3 37864.2 57

LB

122612.4 2402465.7 3678

(d) Earthquake Load Distribution Per Frame

The distribution of

Stiffness calculations

In order to distribute the earthquake loading per floor to various frames based on their

respective stiffness, stiffness calculations of beams, columns and frames had to be done.

The building plan is symmetric, that is to say that the lateral loading on the structure is not

expected to cause major horizontal plane torque in addition to the transverse shear.

The total external lateral load per floor due to direct earthquake load was distributed to each

frame and shear walls in proportion of their shear rigidities (storey stiffness) at that floor level.

To establish the storey stiffness of columns, the following formula was used

Storey stiffness of frame, PN J

Stiffness of Beams along Z-Axis

Level

Beam

Type Beam Dimension Ixx Iyy Stiffness(KB)

Length

(m) Depth(m) Width(m) (m) (m) KBxx KByy

U.B-Ground 600300 5 0.6 0.3 0.0054 0.00135 0.00108 0.00027

Mezz-12th

Fl 600200 5 0.6 0.2 0.0036 0.0004 0.00072 0.00008

2.5 0.6 0.2 0.0036 0.0004 0.00144 0.00016

300650 5 0.3 0.65 0.001463 0.006866 0.000293 0.001373

300870 5 0.3 0.87 0.001958 0.016463 0.000392 0.003293

Roof Slab 600200 5 0.6 0.2 0.0036 0.0004 0.00072 0.00008

450300 5 0.45 0.3 0.002278 0.001013 0.000456 0.000203

450200 5 0.45 0.2 0.001519 0.0003 0.000304 0.00006

Step 2: Stiffness of Columns

Level

Column

Type

Column Dimensions

Ixx Iyy Stiffness,KC(m)

Height

(m)

Depth

diamete

r

(m)

Widt

h

(m) (m) (m) KCxx KCzz

Lower Basement

to

Ground

C1 3 0.75 0.01553 0.01553 0.00518 0.00518

C2/C2a 3 0.6 0.00636 0.00636 0.00212 0.00212

C3 3 0.75 0.01553 0.01553 0.00518 0.00518

C3a 3 0.6 0.00636 0.00636 0.00212 0.00212

C4/C4a 3 0.6 0.00636 0.00636 0.00212 0.00212

C5/C5a 3 0.5 0.00307 0.00307 0.00102 0.00102

C6 3 0.5 0.5 0.00521 0.00521 0.00174 0.00174

C9 3 0.3 0.3 0.00068 0.00068 0.00023 0.00023

C10/C10a 3 0.4 0.4 0.00213 0.00213 0.00071 0.00071

Ground-1st Floor

C1 3 0.75 0.01553 0.01553 0.00518 0.00518

C2/C2a 3 0.5 0.5 0.00521 0.00521 0.00174 0.00174

C3 3 0.75 0.01553 0.01553 0.00518 0.00518

C3a 3 0.5 0.5 0.00521 0.00521 0.00174 0.00174

C4/C4a 3 0.6 0.00636 0.00636 0.00212 0.00212

C5/C5a 3 0.5 0.00307 0.00307 0.00102 0.00102

C6 3 0.45 0.00201 0.00201 0.00067 0.00067

C7/C7a 3 0.3 0.25 0.00056 0.00039 0.00019 0.00013

C8/C8a 3 0.3 0.2 0.00045 0.00020 0.00015 0.00007

C9 3 0.3 0.3 0.00068 0.00068 0.00023 0.00023

C10/C10a 3 0.4 0.4 0.00213 0.00213 0.00071 0.00071

C11 3 0.3 0.2 0.00045 0.00020 0.00015 0.00007

1st Floor

To

4th Floor

C1 3 0.6 0.00636 0.00636 0.00212 0.00212

C2/C2a 3 0.5 0.5 0.00521 0.00521 0.00174 0.00174

C3 3 0.6 0.00636 0.00636 0.00212 0.00212

C3a 3 0.5 0.5 0.00521 0.00521 0.00174 0.00174

C4/C4a 3 0.6 0.00636 0.00636 0.00212 0.00212

C5/C5a 3 0.45 0.00201 0.00201 0.00067 0.00067

C6 3 0.3 0.3 0.00068 0.00068 0.00023 0.00023

C7/C7a 3 0.3 0.25 0.00056 0.00039 0.00019 0.00013

C8/C8a 3 0.3 0.2 0.00045 0.00020 0.00015 0.00007

C9 3 0.3 0.3 0.00068 0.00068 0.00023 0.00023

C10/C10a 3 0.4 0.4 0.00213 0.00213 0.00071 0.00071

4th Floor

To

6th Floor

C1 3 0.6 0.00636 0.00636 0.00212 0.00212

C2/C2a 3 0.4 0.4 0.00213 0.00213 0.00071 0.00071

C3 3 0.6 0.00636 0.00636 0.00212 0.00212

C3a 3 0.4 0.4 0.00213 0.00213 0.00071 0.00071

C4/C4a 3 0.45 0.00201 0.00201 0.00067 0.00067

C5/C5a 3 0.4 0.4 0.00213 0.00213 0.00071 0.00071

C8/C8a 3 0.3 0.2 0.00045 0.00020 0.00015 0.00007

C9 3 0.3 0.3 0.00068 0.00068 0.00023 0.00023

6th Floor- 9th

Floor

C1 3 0.45 0.00201 0.00201 0.00067 0.00067

C2/C2a 3 0.4 0.4 0.00213 0.00213 0.00071 0.00071

C3 3 0.45

0.00201 0.00201 0.00067 0.00067

C3a 3 0.4 0.4 0.00213 0.00213 0.00071 0.00071

C4/C4a 3 0.4 0.4 0.00213 0.00213 0.00071 0.00071

C8/C8a 3 0.3 0.2 0.00045 0.00020 0.00015 0.00007

C9 3 0.3 0.3 0.00068 0.00068 0.00023 0.00023

9th Floor- Roof

C1 3 0.45 0.00201 0.00201 0.00067 0.00067

C2/C2a 3 0.4 0.4 0.00213 0.00213 0.00071 0.00071

C3 3 0.45 0.00201 0.00201 0.00067 0.00067

C3a 3 0.4 0.4 0.00213 0.00213 0.00071 0.00071

C8/C8a 3 0.3 0.2 0.00045 0.00020 0.00015 0.00007

C9 3 0.3 0.3 0.00068 0.00068 0.00023 0.00023

Steps 3: Storey Stiffness of Frames

These were calculated using the following formula

i) Ground floor

a) outer column

KBI

K=Z[9Z\

a =.]Z]Z

b) inner column

KB1 KB2 K= Z[9]Z[

Z\

a =.]Z]Z

KC

ii) upper floor

a) outer columns

KB1 K = Z[9Z\

a = Z]Z

KC

KB1

b) inner column

KB1 KB2 K= Z[9]Z[

Z\

a = Z]Z

KC

KB1 KB2

iii) Storey stiffness of column

= 9^_ZS

>

where

E = Modulus of elastically

h = storey height

Kc = stiffness of columns

KB = stiffness of beams

STEP 3: STOREY STIFFNESS OF FRAMES

STOREY Frame storey

height

h (m)

column

Type

column

stiffness

Kcx m)

Beam stiffness a storey stiffnes of

columns K1 in

muliples of E

storey stiffnes of

Frame Kf in

muliples of E

Fraction of

lateral load

Taken by frame LEVEL gridline KB (m) KB (m)

Upper

Basement

Floor

4

3 C7 0.00019 0.00000 0.01278 68.18133 0.97863 0.00024

0.00691

0.1308

3 C6 0.00174 0.01758 0.01405 18.22061 0.92582 0.00214

3 C6 0.00174 0.01405 0.01758 18.21888 0.92581 0.00214

3 C6 0.00174 0.01758 0.01278 17.48736 0.92303 0.00214

3 C7 0.00019 0.01278 0.00000 68.18133 0.97863 0.00024

5

3 C7 0.00019 0.00000 0.00098 5.23636 0.79271 0.00020

0.00284

0.0537

3 C5a 0.00102 0.00098 0.00083 1.77221 0.60235 0.00082

3 C5 0.00102 0.00083 0.00083 1.62302 0.58598 0.00080

3 C5a 0.00102 0.00083 0.00098 1.76968 0.60209 0.00082

3 C7 0.00019 0.00098 0.00000 5.22667 0.79244 0.00020

6

3 C7 0.00019 0.00000 0.00098 5.23636 0.79271 0.00020

0.00438

0.0829

3 C4a 0.00212 0.00098 0.00083 0.85465 0.47454 0.00134

3 C4 0.00212 0.00083 0.00083 0.78271 0.46096 0.00130

3 C4a 0.00212 0.00083 0.00098 0.85343 0.47432 0.00134

3 C7 0.00019 0.00098 0.00000 5.22667 0.79244 0.00020

7

3 C7 0.00019 0.00000 0.00098 5.23636 0.79271 0.00020

0.00552

0.1044

3 C3a 0.00212 0.00098 0.00083 0.85465 0.47454 0.00134

3 C3 0.00518 0.00083 0.00083 0.32060 0.35361 0.00244

3 C3a 0.00212 0.00083 0.00098 0.85343 0.47432 0.00134

3 C7 0.00019 0.00098 0.00000 5.22667 0.79244 0.00020

8

3 C7 0.00019 0.00000 0.00180 9.60000 0.87069 0.00022

0.00606

0.1146

3 C9 0.00023 0.00180 0.00216 17.60000 0.92347 0.00028

3 C2a 0.00212 0.00216 0.00083 1.41017 0.56014 0.00158

3 C1 0.00518 0.00083 0.00083 0.32060 0.35361 0.00244

3 C2a 0.00212 0.00083 0.00098 0.85343 0.47432 0.00134

3 C7 0.00019 0.00098 0.00000 5.22667 0.79244 0.00020

9

3 C7 0.00019 0.00000 0.00180 9.60000 0.87069 0.00022

0.00606

0.1146

3 C9 0.00023 0.00180 0.00216 17.60000 0.92347 0.00028

3 C2 0.00212 0.00216 0.00083 1.41017 0.56014 0.00158

3 C1 0.00518 0.00083 0.00083 0.32060 0.35361 0.00244

3 C2 0.00212 0.00083 0.00098 0.85343 0.47432 0.00134

3 C7 0.00019 0.00098 0.00000 5.22667 0.79244 0.00020

10

3 C7 0.00019 0.00000 0.00180 9.60000 0.87069 0.00022

0.00606

0.1146

3 C9 0.00023 0.00180 0.00216 17.60000 0.92347 0.00028

3 C2a 0.00212 0.00216 0.00083 1.41017 0.56014 0.00158

3 C1 0.00518 0.00083 0.00083 0.32060 0.35361 0.00244

3 C2a 0.00212 0.00083 0.00098 0.85343 0.47432 0.00134

3 C7 0.00019 0.00098 0.00000 5.22667 0.79244 0.00020

11

3 C7 0.00019 0.00000 0.00098 5.23636 0.79271 0.00020

0.00552

0.1044

3 C3a 0.00212 0.00098 0.00083 0.85465 0.47454 0.00134

3 C3 0.00518 0.00083 0.00083 0.32060 0.35361 0.00244

3 C3a 0.00212 0.00083 0.00098 0.85343 0.47432 0.00134

3 C7 0.00019 0.00098 0.00000 5.22667 0.79244 0.00020

12

3 C7 0.00019 0.00000 0.00098 5.23636 0.79271 0.00020

0.00438

0.0829

3 C4a 0.00212 0.00098 0.00083 0.85465 0.47454 0.00134

3 C4 0.00212 0.00083 0.00083 0.78271 0.46096 0.00130

3 C4a 0.00212 0.00083 0.00098 0.85343 0.47432 0.00134

3 C7 0.00019 0.00098 0.00000 5.22667 0.79244 0.00020

13

3 C7 0.00019 0.00000 0.00098 5.23636 0.79271 0.00020

0.00284

0.0537

3 C5a 0.00102 0.00098 0.00083 1.77221 0.60235 0.00082

3 C5 0.00102 0.00083 0.00083 1.62302 0.58598 0.00080

3 C5a 0.00102 0.00083 0.00098 1.76968 0.60209 0.00082

3 C7 0.00019 0.00098 0.00000 5.22667 0.79244 0.00020

14

3 C7 0.00019 0.00000 0.00098 5.23636 0.79271 0.00020

3 C10a 0.00071 0.00098 0.00083 2.54895 0.67025 0.00064

3 C10 0.00071 0.00083 0.00083 2.33438 0.65393 0.00062

3 C10a 0.00071 0.00083 0.00098 2.54531 0.66999 0.00064

0.00229

0.0433 3 C7 0.00019 0.00098 0.00000 5.22667 0.79244 0.00020

Total storey

stiffness 0.05286

GROUND

Floor

4

3 C7 0.00019 0.00000 0.01278 68.18133 0.97150 0.00024

0.00881

0.2328

3 C6 0.00174 0.01278 0.01758 17.48851 0.89738 0.00208

3 C6 0.00174 0.01758 0.01405 18.22061 0.90109 0.00209

3 C6 0.00174 0.01405 0.01758 18.21888 0.90108 0.00209

3 C6 0.00174 0.01758 0.01278 17.48736 0.89737 0.00208

3 C7 0.00019 0.01278 0.00000 68.18133 0.97150 0.00024

5

3 C7 0.00019 0.00000 0.00098 5.23636 0.72362 0.00018

0.00225

0.0595

3 C5a 0.00102 0.00098 0.00083 1.77221 0.46981 0.00064

3 C5 0.00102 0.00083 0.00083 1.62302 0.44797 0.00061

3 C5a 0.00102 0.00083 0.00098 1.76968 0.46945 0.00064

3 C7 0.00019 0.00098 0.00000 5.22667 0.72325 0.00018

6

3 C7 0.00019 0.00000 0.00098 5.23636 0.72362 0.00018

0.00285

0.0753

3 C4a 0.00212 0.00098 0.00083 0.85465 0.29939 0.00085

3 C4 0.00212 0.00083 0.00083 0.78271 0.28127 0.00080

3 C4a 0.00212 0.00083 0.00098 0.85343 0.29909 0.00085

3 C7 0.00019 0.00098 0.00000 5.22667 0.72325 0.00018

7

3 C7 0.00019 0.00000 0.00098 5.23636 0.72362 0.00018

0.00301

0.0795

3 C3a 0.00212 0.00098 0.00083 0.85465 0.29939 0.00085

3 C3 0.00518 0.00083 0.00083 0.32060 0.13815 0.00095

3 C3a 0.00212 0.00083 0.00098 0.85343 0.29909 0.00085

3 C7 0.00019 0.00098 0.00000 5.22667 0.72325 0.00018

8

3 C7 0.00019 0.00000 0.00180 9.60000 0.82759 0.00021

3 C9 0.00023 0.00180 0.00216 17.60000 0.89796 0.00027

3 C2a 0.00212 0.00216 0.00083 1.41017 0.41352 0.00117

3 C1 0.00518 0.00083 0.00083 0.32060 0.13815 0.00095

3 C2a 0.00212 0.00083 0.00098 0.85343 0.29909 0.00085

3 C7 0.00019 0.00098 0.00000 5.22667 0.72325 0.00018 0.00363 0.0958

9

3 C7 0.00019 0.00000 0.00180 9.60000 0.82759 0.00021

0.00363

0.0958

3 C9 0.00023 0.00180 0.00216 17.60000 0.89796 0.00027

3 C2 0.00212 0.00216 0.00083 1.41017 0.41352 0.00117

3 C1 0.00518 0.00083 0.00083 0.32060 0.13815 0.00095

3 C2 0.00212 0.00083 0.00098 0.85343 0.29909 0.00085

3 C7 0.00019 0.00098 0.00000 5.22667 0.72325 0.00018

10

3 C7 0.00019 0.00000 0.00180 9.60000 0.82759 0.00021

0.00363

0.0958

3 C9 0.00023 0.00180 0.00216 17.60000 0.89796 0.00027

3 C2a 0.00212 0.00216 0.00083 1.41017 0.41352 0.00117

3 C1 0.00518 0.00083 0.00083 0.32060 0.13815 0.00095

3 C2a 0.00212 0.00083 0.00098 0.85343 0.29909 0.00085

3 C7 0.00019 0.00098 0.00000 5.22667 0.72325 0.00018

11

3 C7 0.00019 0.00000 0.00098 5.23636 0.72362 0.00018

0.00301

0.0795

3 C3a 0.00212 0.00098 0.00083 0.85465 0.29939 0.00085

3 C3 0.00518 0.00083 0.00083 0.32060 0.13815 0.00095

3 C3a 0.00212 0.00083 0.00098 0.85343 0.29909 0.00085

3 C7 0.00019 0.00098 0.00000 5.22667 0.72325 0.00018

12

3 C7 0.00019 0.00000 0.00098 5.23636 0.72362 0.00018

0.00285

0.0753

3 C4a 0.00212 0.00098 0.00083 0.85465 0.29939 0.00085

3 C4 0.00212 0.00083 0.00083 0.78271 0.28127 0.00080

3 C4a 0.00212 0.00083 0.00098 0.85343 0.29909 0.00085

3 C7 0.00019 0.00098 0.00000 5.22667 0.72325 0.00018

13

3 C7 0.00019 0.00000 0.00098 5.23636 0.72362 0.00018

0.00225

0.0595

3 C5a 0.00102 0.00098 0.00083 1.77221 0.46981 0.00064

3 C5 0.00102 0.00083 0.00083 1.62302 0.44797 0.00061

3 C5a 0.00102 0.00083 0.00098 1.76968 0.46945 0.00064

3 C7 0.00019 0.00098 0.00000 5.22667 0.72325 0.00018

14

3 C7 0.00019 0.00000 0.00098 5.23636 0.72362 0.00018

3 C10a 0.00071 0.00098 0.00083 2.54895 0.56034 0.00053

3 C10 0.00071 0.00083 0.00083 2.33438 0.53857 0.00051

0.00193

0.0511 3 C10a 0.00071 0.00083 0.00098 2.54531 0.55999 0.00053

3 C7 0.00019 0.00098 0.00000 5.22667 0.72325 0.00018

Wind and Earthquake Load Analysis

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