Post on 16-Oct-2021
119
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125
APPENDIX A
A.1.0 Design of 48 m Height Building
A.1.1 Determination of storey height
It is assumed that beam slab construction is used.
Head room = 3.0m
Slab thickness = 200mm
Beam depth = 600mm
Beam width = 400mm or with of the column whichever is less
Space for services and ceiling = 300mm
Below the beam soffit level.
Total floor height = 3.0+0.6m+0.3m=3.9m
Use a floor height = 3.1 + 0.6 + 0.3 = 4.0m
Use a floor height of 4.0m
The building layout in plan
A.1.2 Determination of number person per floor
Consider 25% area allocated for the services. Therefore the rentable area is about 75% of
the total area of the building.
The area allocated for each person is 10 m2.
The population handled in 5 minutes is 14%
Average interval between two lifts is 35 seconds
The car speed is equal 4ms-1.
The population per floor = 13510
75.03060 persons per floor
It is decided to use hard zoning arrangement where the lifts starting at ground floor and
continue to the upper most floor.
126
A.1.3 Determination of numbers of lifts
Total population in 1st floor to 12th floor = 162012135 persons
The lift system is designed for a five minute peak minute capacity. The peak capacity is
assumed as 10% of the total population in these floors.
Population handled in five minute period = 162162010.0 persons
Capacity of the lift cars is selected as 20 passengers with 2ms-1 speed, which will give an
average interval of about 30 seconds.
The round trip time for 3.6m floor to floor height) = 115 S.
Time required to travel additional distance = (2 x 0.4 x 12) / 2 = 4.8S
Total round trip time = 115 + 4.8S=119.8 S
Thus, the number of lift required is 119.8/30 = 4. four lifts cars can be used to serve the
12 floors.
Figure A.1: Approximate size of the lift shafts
A 1.4 Stair case
The stair case selected has a width of 1.5m, a rise of 0.15m, a thread of 0.30m. Thus, the
number of steps required is 22, giving a flight length of 3.3m and a landing width of 1.5
m. Total internal space required for staircase is 3.0 x 4.8m.
2400
mm
150mm 150mm
2550mm
24 Passenger Lift
127
A 1.5 Lateral load resisting system
Lateral load stiffness is provided by using shear walls in the service core of the building.
the length of the shear wall parallel to the 60 m wall is 48 m and parallel to the 30 m wall
is 6.0m.
The main feature of the wall arrangement selected that a considerable attention has been
paid to ensure the structure will be proportionate non-twisting as far as possible.
A.1.6 Selection of section dimensions
The section dimensions for slabs and beams are selected so that deflection
criterion could be satisfied.
It is assumed that the flexural and shear resistance required will be provided by
using sufficient amount of reinforcement.
A.1.6.1 Selection of slab thickness
Slab thickness has been selected as 0.175m. This gives an effective depth of about
0.144m with 25mm cover and 12mm diameter reinforcement.
2.40144
6000
mm
mm
eptheffectived
Span
The deflection criterion could be easily satisfied for continuous slabs for the above ratio
with high yield steel reinforcement (20x1.68=43.68)
A 1.6.2 Selection of beam dimensions
The depth selected is 600mm. this gives an effective depth of about 550mm.
Span /effective depth for 6m long beam = 91.10550
6000
mm
mmwhich is reasonable value.
The width of the beam is 400mm.
A 1.6.3 Selection of column dimensions
In this building lateral loads are carried by shear walls, the frame primarily carry the
vertical loads. In the lower stories, the effect of moment transferred from the beams will
have little influence on the amount of reinforcement since the column sizes required to
128
resist heavy axial loads increases significantly. Thus, the column sizes are selected by
considering them as axially loaded members with 1%, 1.5% and 2% reinforcement.
The grade of concrete will have a considerable effect on the size of the column.
Therefore, two grades, grade 40 and 50 concrete have been used for the calculation.
A typical internal column carries a load from 6m x 5m area. The loads are evaluated
below.
Self weight of slab = kN15124175.056
Weight of finishes at 0.5kN/m2 kN185.066
Weight of partition at 1.0kN/ m2 kN360.166
Weight of services at 1.0 kN/ m2 kN360.166
Weight of beam (0.6m x 0.375m) kN8.640.24375.06.0]66[
Imposed load on the slab at 2.5kN/m2 kN905.266
Design dead and imposed load on a column form one floor considered
= kN52.514906.18.643636181514.1
Trial column size from ground floor to 12th floor is 600mm x 600mm
Total column load at 12th floor = kN85.67544.1241246.06.01252.514
Total column is axially loaded and the reinforcement ratio is 1.5%
yccuc fAfAN 67.035.0
yccuc fAfAN 015.067.035.0
For Grade 40:
460015.067.04035.0 cc AAN
N = 18.62 Ac with 1.5% r/f
N = 17.08 Ac with 1% r/f
N = 20.16 Ac with 2% r/f
Load at Ground floor with 600mm x 600m columns with 2% reinforcement between
ground floor and 12th = 7257.6kN
129
Therefore, from ground floor to 12th floor, 600 mm x 600 mm columns are used.
Shear wall thickness is 300 mm for the entire height of the building.
130
Figure A.2: Plan view of the 48 m height building
131
A.2.0 Design of 183 m Height Building
A.2.1 Determination of storey height
It is assumed that beam slab construction is used.
Head room = 2.7m
Slab thickness = 200mm
Beam depth = 600mm
Beam width = 400mm or with of the column whichever is less
Space for services and ceiling = 300mm
Below the beam soffit level.
Total floor height = 2.7+0.6m+0.3m=3.6m
Use a floor height = 2.7 + 0.6 + 0.3 = 3.6m
Use a floor height of 3.6
A 2.2 Determination of number person per floor
Consider 25% area allocated for the services. Therefore the rentable area is about 75% of
the total area of the building.
The area allocated for each person is 10 m2.
The population handled in 5 minutes is 14%
Average interval between two lifts is 35 seconds
The car speed is equal 4ms-1.
The population per floor = 10410
75.04630 persons per floor
It is decided to use hard zoning arrangement where the lifts starting at ground floor are
curtailed at a suitable level. The arrangement selected as follows
1st to 20th floor
20th to 35th floor
35th to 50th floor
132
A 2.3 Determination of numbers of lifts
A 2.3.1 For the floors between 1st floor and 20th
Total population in 1st floor to 20th floor = 208020104 persons
The lift system is designed for a five minute peak minute capacity. The peak capacity is
assumed as 12% of the total population in these floors.
Population handled in five minute period = 250208012.0 persons
Capacity of the lift cars is selected as 28 passengers, which will give an average interval
of about 26 seconds.
The round trip time is about 175 seconds.
Thus, the number of lift required is 175/26 = 7. Seven lifts cars can be used to serve the
20 floors.
A 2.3.2 For the floors between 20th and 35th
The number of floor served = 15
Since lifts cars serving 1st to 20th floors have been curtailed, the useful area in a floor has
now been increased to 78.5%.
Therefore, the population per floor is given by 10810
785.04630 persons
Total population = 162015108 persons
With 12% of population handled within 5 minutes. 5 minute capacity = 194162012.0
persons
Select 24 capacity lift cars, which give an average interval of 30 seconds. The round trip
time is 145 seconds.
The lift has to travel express 4 ms-1 from ground floor to 20th floor and come back. The
total distance travelled is m14426.320 . The time taken in 144m/4 = 36 seconds
The total round trip time = ondsec18136145
The number of lifts required is 181/30 = 6, thus six lifts should be provided.
A 2.3.3 For the floors between 36th to 50th
A lift of 4ms-1 will be used.
No of floors served including access to roof = 16
133
Since lift cars serving 21st to 35th floors have been curtailed. The useful area in a floor has
now been increased to 81.6%.
Therefore, the population per floor is given by 11310
816.04630 persons
Total population = 169515113 persons
With 12% of population handled within 5 minutes. 5 minute capacity = 203169512.0
persons
Select 24 capacity lift cars, which give an average interval of 26 seconds. The round trip
time is 145 seconds
The time taken for express travel is ondssec42626.335
The total round trip time = ondsec18742145
The number of lifts required is 187/30 = 6, thus seven lifts should be provided
Arrangement of lifts is as follows
Ground to 20th floor = 6, 28 passenger lifts + 1 service lift
21st to 35th floor = 6, 24 passenger lifts + 1 service lift
36th to 50th floor = 6, 24 passenger lifts + 1 service lift
Figure A.3: Approximate size of the lift shafts
150m150m
2400
mm
150m 150m
2550mm 2850mm
2400
mm
24 Passenger Lift 28 Passenger
f
134
A.2.4 Stair case
The stair case selected has a width of 1.5m, a rise of 0.15m, a thread of 0.30m. Thus, the
number of steps required is 22, giving a flight length of 3.3m and a landing width of
1.5m. Total internal space required for staircase is 3.0 x 4.8m.
A.2.5 Lateral load resisting system
A.2.5.1 Ground floor to 20th floor
46 m side: The lift shaft walls with a length of (2.55 x 3) = 7.65 and the wall behind the
gents toilet and staircase can be used to resist the lateral loads in X direction.
30 m side: There are four shear walls of length 12.21m and 5.51 m length side wall of
gent toilet resist the wind load acting perpendicular to 30 m side. These shear walls can
be allowed to resist the lateral loads independently or those can be coupled.
A.2.5.2. From 21st floor to 35th floor
46 m side: The shear walls are as for 0-20th floor.
30 m side: The numbers of shear walls have been reduced. But the central shear wall has
been kept to provide sufficient stiffness to the lateral wind load.
A.2.5.3. From 36th to 50th floor
46 m side: The shear walls are as for 0-20th floor
30 m side: The numbers of shear walls have been reduced. But the central shear wall has
been kept to provide sufficient stiffness to the lateral wind load
A.2.6 Selection of section dimensions
The section dimensions for slabs and beams are selected so that deflection
criterion could be satisfied.
It is assumed that the flexural and shear resistance required will be provided by
using sufficient amount of reinforcement.
135
A.2.6.1 Selection of slab thickness
Slab thickness has been selected as 0.175m. This gives an effective depth of about
0.144m with 25mm cover and 12mm diameter reinforcement.
2.40144
6000
mm
mm
eptheffectived
Span
The deflection criterion could be easily satisfied for continuous slabs for the above ratio
with high yield steel reinforcement (20x1.68=43.68)
A.2.6.2 Selection of beam dimensions
The depth selected is 600mm. this gives an effective depth of about 550mm.
Span /effective depth for 6m long beam = 91.10550
6000
mm
mmwhich is reasonable value.
The width of the beam is 400mm.
A.2.6.3 Selection of column dimensions
In this building lateral loads are carried by shear walls, the frame primarily carry the
vertical loads. In the lower stories, the effect of moment transferred from the beams will
have little influence on the amount of reinforcement since the column sizes required to
resist heavy axial loads increases significantly. Thus, the column sizes are selected by
considering them as axially loaded members with 1%, 1.5% and 2% reinforcement.
The grade of concrete will have a considerable effect on the size of the column.
Therefore, two grades, grade 40 and 50 concrete have been used for the calculation.
A typical internal column carries a load from 6m x 5m area. The loads are evaluated
below.
Self weight of slab = kN12624175.056
Weight of finishes at 0.5kN/m2 kN155.056
Weight of partition at 1.0kN/ m2 kN300.156
Weight of services at 1.0 kN/ m2 kN300.156
Weight of beam (0.6m x 0.4m) kN36.630.244.06.0]56[
Imposed load on the slab at 2.5kN/m2 kN755.256
136
Design dead and imposed load on a column form one floor with only 60% imposed load
considered = kN02.4426.0756.13.633030151264.1
Trial column size from 40th to 49th floor is 600mm x 600mm
Total column load at 40th floor = kN66.48554.124106.36.06.01002.442
Total column is axially loaded and the reinforcement ratio is 1.5%
yccuc fAfAN 67.035.0
yccuc fAfAN 015.067.035.0
For Grade 40:
460015.067.04035.0 cc AAN
N = 18.62 Ac with 1.5% r/f
N = 17.08 Ac with 1% r/f
N = 20.16 Ac with 2% r/f
For Grade 50:
N = 22.12 Ac with 1.5% r/f
N = 20.58 Ac with 1% r/f
N = 23.66 Ac with 2% r/f
Load at 30th floor with 0.7m x 0.7m columns between 30th and 39th = 9868.56kN
Load at 20th floor with 0.8m x 0.8m columns between 20th and 29th = 14862.90kN
Load at 10th floor with 0.9m x 0.9m columns between 10th and 19th = 20262.88kN
Load at Ground floor with 1.0m x 1.0m columns between ground floor and
9th = 25892.68kN
137
Table A.1: column sizes at different height levels
Floor Concrete Grade
40 50
1% 1.5% 2% 1% 1.5% 2%
40th floor 533 x533 511 x511 491 x491 486 x486 469 x469 453 x 453
30th floor 760 x760 728 x728 700 x700 692 x692 668 x668 646 x646
20th floor 933 x933 893 x893 859 x859 850 x850 820 x820 793 x793
10th floor 1089x1089 1043x1043 1003x1003 992 x992 957 x957 925 x925
Ground floor 1231x1231 1179x1179 1133x1133 1122x1122 1082x1082 1046x1046
The following sizes have been selected for the columns on the basis above calculation
with grade 50 concrete.
Location Column sizes
Ground floor – 10th floor 1050mm x 1050mm
10th floor to 20th floor 950mm x 950mm
20th floor to 29th floor 800mm x 800mm
30th floor to 39th floor 700mm x 700mm
40th floor to 49th floor 500mm x 500mm
The shear wall thicknesses selected are as follows
Location Shear wall thickness
Ground floor – 20th floor 300mm
21st floor to 35th floor 250mm
36th floor to 50th floor 200mm
138
A.5: Plan view of the ground floor of 183 m height building
139
Figure A.5: Plan view of the 25th floor of 183 m height building
140
Figure A.6: Plan view of the 46th floor of 183 m height
141
APPENDIX B
B.1. Wind Load Calculation for 48m height building
Figure B.1: dimension of the 48 m height building
B.1.1. Wind load calculation of 48m building according to CP3 Chapter V-Part 2: 1972
B.1.1.1. Regional wind speed
According to the report on “Technical Assistance to Sri Lanka on Cyclone Resistant
construction”
From Table 3.1
Post disaster wind speed on Zone 3 is 120 mph (38m/s)
B.1.1.2. Design Wind Speed
321 SSSVV B
Topography factor (S1) = 1.0
Ground roughness, building size and height above ground factor (S2)
Ground roughness 3 – Country with many windbreaks average roof height is about 10 m .
Because of greatest horizontal dimension (60 m) exceeds 50m, building class is Class C
From Table 3 S2 = 1.02
Statistical factor for permanent building S3 = 1.00
60 m
30m
48 m
142
Design wind speed = 176.3800.102.10.138 ms
B.1.1.3. Dynamic pressure of the wind 2kVq
22 /40.90176.3860.0 mNq
The load F acting in a direction normal to the individual structural member or cladding
qACCF pipe )(
External pressure coefficient Cpe
h =48m
w = 30m
6.130
48
w
h
6
2
3
w
h
230
60
w
l
4
2
3
w
l
for windward direction and Cpe = -0.4 for Leeward direction
Assume four faces are equally permeable
According to Appendix E in CP 3: Chapter V
3.0piC
B.1.1.4. Wind normal to 60m long wall
Wind force acting on windward wall of building
mheightkNF /04.271000/]6040.901)2.07.0[(
Wind force on leeward wall
mheightkNF /45.321000/]6040.901)2.04.0[(
Total force = 27.04kN – (-32.45kN) = 59.49 kN/m height
B.1.1.5. Wind normal to 30 m long wall
Wind force acting on windward wall of building
mheightkNF /22.161000/]3040.901)2.08.0[(
Wind force on leeward wall
7.0peC
143
mheightkNF /11.81000/]3040.901)2.01.0[(
Total force = 16.22kN – (-8.11)kN = 24.33 kN/m height
B.1.2. Wind load calculation of 48m building (BS 6399-2:1997)
B.1.2.1. Dynamic classification of the building
Building height above the base = 48 m
Building type factor Kb = 1
Dynamic augmentation factor Cr = 0.05< 0.25
So BS 6399-2:1997 can be used
B.1.2.2. Design wind speed and dynamic pressure
The site is categorized as in town terrain with an average level of roof tops at least H0=6.0m
Reference roof height Hr= 48 m
If X < 2H0
The effective height He is greater of He=Hr -0.8H0 or He=0.4Hr
He= 48 – 0.8 x 6 = 43.2 or He= 0.4 x 48 = 19.2; He=43.2 m
B.1.2.3.Site wind speed
Vs=Vb x Sa x Sd x Ss x Sp
B.1.2.3.1. Altitude factor Sa
When topography is not considered significant
saS 001.01
s is the site altitude (MSL) = 3m
003.13001.01 aS
B.1.2.3.2. Directional factor Sd
The orientation of the building is ignored. Sd= 1.0
B.1.2.3. 3. Seasonal factor Ss
144
For the permanent building SS=1.0
B.1.2.3.4. Probability factor
The standard value of risk Sp=1.0
B.1.2.3.5. Basic wind speed
Vb= 21 ms-1
Vs= 21 x 1.003 x 1 x 1 x 1 = 21.06 ms-1
Normal to 60 m wall Normal to 30 m wall
Figure B.2: Building divided according to division-by-parts rule
B.1.2.4. Effective wind speed
Ve=Vs x Sb
Sb is the terrain and building factor appropriate to the wind direction being considered
Sb = ScTc{1 + (gt x St x Tt) + Sh}
Sc is the fetch factor
Tc is the fetch adjustment factor
Tt is turbulence adjustment factor
gt is gust peak factor
Sh is topographic increment
30m
60 m
48 m
30 m
48m
145
From Table 22 and Table 23 by assuming site is within 1 km away from the sea
B.1.2.4.Diagonal dimension
Normal to 30m wall
Hr = 30m; a = 42.43 m; gt = 3.44(Directional wind speed used with standard pressure coefficient and size effect factor )
Hr = 48m; a = 34.99 m; gt = 3.44
Normal to 60m wall a = 76.84 m; gt=3.44
Normal to 30m wall Hr = 30m ;Sb = 1.35 x 0.965{1+ (3.44x 0.132 x 1.06)} = 1.93
Hr = 48m ;Sb = 1.449 x0.982 {1+ (3.44 x 0.119 x 1.006)} = 2.01
Normal to 60m wall Sb = 1.449 x0.982 {1+ (3.44 x 0.119 x 1.006)} = 2.01
B.1.2.5.Effective wind speed
Ve=Vs x Sb
Normal to 30m wall Hr = 30m; Ve = 21.06 x 1.93 = 40.65ms-1
Hr = 48m; Ve = 21.06 x 2.01 = 42.33ms-1
Normal to 60m wall Ve = 21.06 x 2.01 = 42.33 ms-1
B.1.2.6.Dynamic wind pressure
qs = 0.6Ve2
Normal to 30m wall Hr= 30m; qs = 0.6 x 40.652 =991.45 Pa
Hr= 48m; qs = 0.6 x 42.332 =1075.13 Pa
Normal to 60m wall qs = 0.6 x 42.332 =1075.13Pa
B.1.2.7.External pressures
pe= qsCpeCa
B.1.2.7.1.External pressure coefficient Cpe
Wind normal to 30m Cpe,windward = +0.78 , Cpe,Leeward = -0.28
146
Wind normal to 60m Cpe,windward = +0.8 , Cpe,Leeward = -0.3
B.1.2.7.2.Size effect factor Ca
Wind normal to 30m Ca=0.85
Wind normal to 60m Ca=0.83
B.1.3. Wind load calculation for 48m building according to BS EN 1991-1-4:2005(E) (Compliance with National Annex for UK)
Building locates in suburban area in zone 3. The terrain is flat and site is 1km away from the shore line.
B.1.3.1. Basic wind speed
From Clause 4.2 Vb = Cdir. Cseason. Vb,0
From N.A.2.4 Vb,0 = Vb,map. Calt
Vb,map – value of the fundamental basic wind velocity 22 ms-1
Calt - Altitude factor ; Calt = 1 + 0.001A (10/Z)0.2 for Z > 10m
Assuming site elevation is 3m above the MSL.
Calt = 1 + 0.001(3) (10/48)0.2 = 1.002
Vb,0 = 22 x 1.002 = 22.04 ms-1
Taking Cdir = 1 and Cseason =1
Vb,0 = 22.04 ms-1
B.1.3.2. Mean wind velocity
From Clause 4.3.1 Vm = Cr(z).C0(z).Vb
From Figure NA.3 Cr(z) = 1.4
Vm = 1.4 x 1 x 22.04 = 30.86 ms-1
B.1.3.3. Effect of neighbouring buildings
From Annex A ; A-4
Assuming the building is more than twice as high as the average height has of the neighbouring structures.
147
Then peak velocity pressure at height Zn (Ze = Zn)
Height of the building hhigh < 2 davg
Then r = hhigh = 48m
mrZrx n 24482
1
2
1:
B.1.3.4. Wind turbulence
Clause 4.4 The turbulence intensity Iv(z)
Because of distance upwind to shoreline is 1km
Z- hdis = 48 – 0 = 48m (disturbance height for suburban terrain is 0m)
From Figure NA 5 l(48) = 0.122
B.1.3.5.Peak velocity pressure
Clause 4.5. The peak velocity pressure qp(z) at height z, which includes mean and short – term velocity
From NA.2.17 qp(z) = Ce(z)Ce,Tqb
From Figure NA. 7 Ce(z) = 3.68
Ce,T = 1.0
qp(z) = 3.68 x 0.5 x 1.2 x 1.0 x 22.042
= 1072.56 pa
B.1.3.6.Wind actions
B.1.3.6.1.Wind pressures on surfaces
Clause 5.2 the wind pressure acting on the external surface is We
We =qp(ze).Cpe
The wind pressure acting on the internal surfaces of a structure
Wi=qp(ze).Cpi
148
B.1.3.6.2.Pressure coefficient
From Clause 7.2.2
The reference height ze, for windward walls of rectangular plan buildings depend on the aspect ratio h/b
(i) Wind normal to 60m wall
h< b then ze = h=48m qp (z) = qp(ze)
Figure B.3: Pressure distribution when wind flow normal to 60m wall
(ii) Wind normal to 30m wall
Figure B.4: Pressure distribution when wind flow normal to 30m wall
B.1.3.6.3.External pressure coefficient Cpe
From Table 7.1
When wind flow normal to 60m wall
ze= h = 48m
ze= b = 30m
qp(z) = qp(h)
qp(z) = qp(b)
60
48
qp(z) = qp(ze)
149
h < d = 48/30 = 1.6
For windward wall Cpe = +0.8
For Leeward wall Cpe = -0.53
When wind flow normal to 30m wall
h<d = 48/60 = 0.8
For windward wall Cpe = +0.77
For Leeward wall Cpe = -0.45
B.1.3.6.4.Internal pressure coefficient Cpi
From Figure 7.13, Note 2
Cpi is more onerous of +0.2 or -0.3
B.1.3.7. Wind forces
Consider one storey, which has 4.0m storey height
From Clause 5.3
External forces surface
refedsew AwCCF ...,
Internal forces surface
refiiw AwF .,
Friction forces refepfrfr AzqCF ..
B.1.3.7. 1. Structural factors CsCd
The structural factor CsCd should take into account the effect on wind actions from the
non simultaneous occurrence of peak wind pressures on the surfaces (Cs) together with
the effect of the vibrations of the structure due to turbulence (Cd)
The size factor Cs
sv
svs zl
BzlC
.71
).(.71 2
150
The dynamic factor Cd
2
22
.71
...21
Bzl
RBzlkC
sv
svpd
Where,
zs – reference height zs = 0.6 (48) = 28.8m > zmin = 5 m
Wind turbulence
Turbulence length scale
tt z
zLzL for z =48 m > zmin = 5 m
Where zt = 200 m Lt=300 m and 61.03.0ln05.067.0
mzL 62.125200
48300
61.0
Non dimensional power spectrum density function SL(z,n)
2
,.,
v
vL
nzSnnzS
=
3/5),(2.101
,8.6
nzf
nzf
L
L
Where zv
zLnf
mL
.
Natural frequency of vibration of the building
958.048
4646
hn
99.3
17.30
62.125.958.0Lf
Then
054.0
)99.3(2.101
99.38.63/5
LS
151
From Annex B; B.2.
(2) The background factor B2
For the lack of correlation of the of the pressure on the structure surface
63.02
9.01
1
szL
hbB
50.0
99.91
48609.01
163.0
2
B
Iv(28.8) = 0.142
853.0142.0.71
50.0).142.0.(71
sC
00.1dC
B.1.3.8. External force
For windward direction
We=1098.02(0.8) = 878.42 Pa
For leeward direction
We=1098.02(-0.53) = -581.95 Pa
Total pressure (by considering non simultaneous action)
We,Total =(0.873)[878.42-(-581.95)]=1274.90 Pa
Reference area = 60 x 4 = 240 m2
Fw,e= (0.853)(1)(1274.90)240 = 261 kN
Internal force
Wi = 1098.02(-0.3) = 329.41 Pa
Fw,i = -329.41 x 240 = -79.06 kN
152
B.1.3.9. Wind flow normal to 30m wall
buildings is divided in to two parts as shown in figure B.5.
Figure B.5: Building divided according to division-by –parts rule.
B.1.3.9.1. Basic wind speeds
At 30m height = Calt = 1+0.001.(3).(10/30)0.2 = 1.0024
Vb = 22 x 1.0024 = 22.04
B.1.3.9.2. Mean wind velocities
Mean wind velocity at 30m height = 1 x 1.3 x 22.04 = 28.65 ms-1
Mean wind velocity at 48m height = 30.86 ms-1
B.1.3.9.3.Wind turbulence
From Figure NA 5 in N.A. l(48) = 0.122 and l(30) = 0.142
B.1.3.9.4. Peak velocity pressure
At 48m height qp(48) = 1072.56 Pa
At 30m height qp(30) = 3.42 x 0.5 x 1.2 x 22.042 = 996.78 Pa
B.1.3.9.5. External pressure coefficient
h/d = 48/60 = 0.8
ze= h = 48m
ze= b = 30m
153
windward wall Cpe = +0.77
Leeward wall Cpe = -0.45
B.1.3.9.6.Wind forces
Consider one storey, which has 4.0m storey height
From Clause 5.3
External forces surface
refedsew AwCCF ...,
Internal forces surface
refiiw AwF .,
Friction forces refepfrfr AzqCF ..
The background factor B2
55.0
99.91
48309.01
163.0
2
B
87.0142.0.71
55.0).142.0.(71
sC
1dC
B.1.3.9.7. External force
For windward direction
At 30m height We=996.78(0.77) = 767.52 Pa
At 48m height We=1072.56(0.77) = 825.87 Pa
For leeward direction
At 30m height We=996.78(-0.45) = -448.55 Pa
At 48m height We=1072.56(-0.45) = -482.65 Pa
Total pressure (by considering non simultaneous action)
At 30m height We,Total =(0.872)[767.52-(-448.55)]=1060.41 Pa
154
At 48m height We,Total =(0.872)[825.87-(-482.65)]=1141.03 Pa
Reference area = 30 x 4 = 120 m2
Total force
At 30m height Fw,e= (0.87)(1.00)(1060.41)120 = 110.71 kN
At 48m height Fw,e= (0.87)(1.00)(1141.03)120 = 119.12 kN
Internal force
Wi = 996.78(-0.3) = -299.03 Pa
Fw,i = -299.03 x 120 = -35.88 kN
B.1.4. Wind load calculation for 48m building according to the AS/NZS 1170.2:1989
Height of the building = 48m
Length of the building = 60m
Width of the building = 30 m
553.130
48
width
Height and
A first mode of frequency Hzh
n 1953.048
4646
Therefore no need a dynamic analysis.
B.1.4.1. Design hourly mean wind speed
From Clause 4.2.2.
itscatzz MMMMVV
),(
zV = The design hourly mean wind speed at height z, in meters per second (z = 48m)
V = The basic wind speed = 47 ms-1
zM = An hourly mean wind speed multiplier for a terrain category at height z
155
Building locates in sub urban area, therefore terrain category is 3.
zM =1.064
sM = Shielding multiplier
Assume Shielding buildings are in more than 12m distance.
sM =1.0
tM = Topographic multiplier
Building locates in flat land.
Therefore
tM =1.0
iM = structure importance multiplier
Building has post disaster functions
iM = 1.0
143.400.111064.138
msV z
B. 1.4.2. Dynamic Wind Pressure
From Clause 4.3.
3106.0
zz Vq
zq = The free stream hourly mean dynamic wind pressure at height z, in kilopascals
zV = The design hourly mean wind speed at height z, in meters per second
kpaq z 98.01043.406.0 32
B.1.4.3. Horizontal force acting on a building
From Clause 4.4.2
zzepz AqCF
,
156
zF = The hourly mean net horizontal force acting on a building or structure at height z
epC , = The pressure coefficients for both windward and leeward surfaces
zq = The free stream hourly mean dynamic wind pressure resulting from
zV , in
kilopascals
zA = The area of a structure or a part of a structure, at height, in square meters
B.1.4.3.1. For wind normal to 30m wall
230
60
b
d
epC , = 0.8 + 0.3 = 1.10
mheightkNFz /34.323098.010.1
B.1.4.3.2.For wind normal to 46m wall
50.060
30
b
d
epC , = 0.8 + 0.5 = 1.3
mheightkNFz /44.766098.03.1
B.1.5. Wind load calculation for 48m building according to AS1170.2:2002
B.1.5.1. Regional wind speed
According to the report on “Technical Assistance to Sri Lanka on Cyclone Resistant
Construction”
From Table 3.1
Post disaster wind speed on Zone2 is 85 mph (38m/s)
157
B.1.5.1.1. Wind direction multiplier
According to clause 3.3
Wind direction multiplier for region A 0.1dM for overturning moment and major structural
system for all directions
B.1.5.1.2. Terrain- height multiplier
According to Clause 4.2.1
Terrain category is category 3
From Table 4.1(B)
Z=h=48m, for terrain category 3, 06.13.48, catcatz MM
B.1.5.1.3. Shielding
According to clause 4.3.1
There are no other buildings of greater height in any direction. Therefore 0.1sM for all
directions.
B.1.5.1.4. Topography
According to clause 4.4.1
Topography multiplier 0.1 ht MM
B.1.5.2. Site wind speed
Site wind speed for all directions for overall loads and main structural design
)0.1)(0.1)(06.1)(0.1(38,sitV 40.28ms-1
B.1.5.3. Design wind speed
For all wind directions, the design wind speeds
158
` ,, sitdes VV = 40ms-1 (for overall loads and main structure design)
B.1.5.4. Aerodynamic shape factor
B.1.5.4.1. External pressures
From Table 5.2(A)
External pressure coefficient for windward wall 8.0peC (wind speed vary with height)
From Table 5.2(B)
d/b =0.50<1 :Leeward walls (normal to 60m) 5.0peC
d/b = 2 :Leeward walls (normal to 30m) 3.0peC
B.1.5.4.2. Area reduction factors
According to Clause 5.4.2
For tributary area smaller than 10m2 (eg. Glazed curtain wall) 0.1ak
B.1.5.4.3. Local pressure factor (kt) for cladding
a = minimum of 0.2b = 0.2*30 = 6m2 or 183m. a = 6 m2
Limiting tributary areas for local pressure factors = 0.25a2 = 9m2
B.1.5.5. Internal pressures
According to clause 5.3
For Table 5.1(A)
The building can be considered as effectively sealed.
In this case, Cpi = -0.2 or 0.0
B.1.5.6. Action combination factor
Ka = 1.0
159
B. 1.5.7.Dynamic response factor
Cdyn =1
B. 1.6 Pressure on the building
B. 1.6.1 Pressure on the 60 m side at 48 m height
q48 m = [+8.0 – (- 0.5)] x (40)2 x 1.0 = 2080 Pa
B. 1.6.2 Pressure on the 30 m side at 48 m height
q48 m = [+8.0 – (- 0.3)] x (40)2 x 1.0 = 1760 -Pa
160
APPENDIX C
C. 1.0 Wind pressure calculation for 183 m building
Figure C.1: Dimension of the building
C.1.1 Wind load calculation for 183m tall building using CP 3 Chapter V:1972
Location – sub urban area in zone 3
Ground roughness– Ground roughness 3
Geography – ground slope less than 1 in 20 for greater than 5 kilometers in all direction
Dimension – average roof height 180 meters
Horizontal dimension – 46 meters * 30 meters (rectangular cross section)
Building orientation – major axis is on East - West
Reinforced concrete construction. Curtain wall façade on all four faces.
C.1.1 Regional wind speed
According to the report on “Technical Assistance to Sri Lanka on Cyclone Resistant
construction”
From Table 3.1
Post disaster wind speed on Zone 3 is 120 mph (53.5m/s)
183m
30m
46 m
161
C.1.2 Design Wind Speed
321 SSSVV B
Topography factor (S1) = 1.0
Ground roughness, building size and height above ground factor (S2)
Ground roughness 3 – Country with many windbreaks average roof height is about 10 m .
Because of height (183m) exceeds 50m, building class is Class C
From Table 3 S2 = 1.172
Statistical factor for permanent building S3 = 1.05
Design wind speed = 183.6505.1172.10.15.53 ms
C.1.3.Dynamic pressure of the wind 2kVq
22 /15.260083.6560.0 mNq
The load F acting in a direction normal to the individual structural member or cladding
qACCF pipe )(
External pressure coefficient Cpe
Considering 21 m wide strip at mid height of 174m
h =174m
w = 30m
8.530
174
w
h
6
2
3
w
h
53.130
46
w
l
2
31
w
l
for windward direction and Cpe = -0.4 for Leeward direction
Assume four faces are equally permeable
According to Appendix E in CP 3: Chapter V
3.0piC
7.0peC
162
C.1.4. Wind force acting on building
C.1.4.1. Wind normal to 46 m long wall
Wind force acting on windward wall of building
mheightkNF /61.1191000/]4615.2600)3.07.0[(
Wind force on leeward wall
mheightkNF /96.111000/]4615.2600)3.04.0[(
Total force = 119.61kN – (-11.96kN) = 131.56 kN/m height
C1.4.2.Wind normal to 30 m long wall
Wind force acting on windward wall of building
mheightkNF /00.781000/]3015.2600)3.07.0[(
Wind force on leeward wall
mheightkNF /80.71000/]3015.2600)3.04.0[(
Total force = 78kN -7.80kN = 85.80 kN/m height
C.2 Wind load calculation of 183m building (BS 6399-2:1997)
C.2.1. Dynamic classification of the building
Building height above the base = 183 m
Building type factor Kb = 1
Dynamic augmentation factor Cr = 0.125 < 0.25
So BS 6399-2:1997 can be used
C.2.2.Design wind speed and dynamic pressure
The site is categorized as in suburban terrain with an average level of roof tops at least H0=6.0 m
Reference roof height Hr= 183 m
If X < 2H0
The effective height He is greater of He=Hr -0.8H0 or He=0.4Hr
163
He= 183 – 0.8 x 6 = 178.2 or He= 0.4 x 183 = 73.2; He=178.2 m
C.2.3 Site wind speed
Vs=Vb x Sa x Sd x Ss x Sp
C.2.3.1 Altitude factor Sa
When topography is not considered significant
saS 001.01
s is the site altitude (MSL) = 3m
003.13001.01 aS
C.2.3.2 Directional factor Sd
The orientation of the building is ignored. Sd = 1.0
C.2.3.3 Seasonal factor Ss
For the permanent building SS = 1.0
C.2.3.4 Probability factor
The standard value of risk Sp = 1.0
C.2.3.5 Basic wind speed
Vs = Ve/Sb for He =10 m and for country terrain.
Where Ve is 3 second gust velocity for zone 3 = 38 ms-1.
From Table 4 Sb = 1.78
Vs = 38 / 1.78 = 21 ms -1
164
Building can be divided into many parts
Normal to 46m wall Normal to 30m wall
Figure C.2: building divided according to division-by-parts rule
C.2.4 Effective wind speed
Ve=Vs x Sb
Sb is the terrain and building factor appropriate to the wind direction being considered
Sb = ScT{1 + (gt x St ) + Sh}
Sc is the fetch factor
gt is gust peak factor
Sh is topographic increment
From Table 22 and Table 23 by assuming site is within 1 km away from the sea
b = 46m
hstrip=18.2m
b =46m
b=46m
b = 30m
hstrip=17.6m
b =30m
b=30m
165
C.2.4.1 Diagonal dimension
Normal to 30m wall
Hr = 183 m; a = 42.43 m; gt = 3.44
Hstrip= 153m; a = 34.78 m; gt = 3.44
Normal to 46m wall
Hr = 183m; a = 65.05 m; gt=3.44
Hstrip= 137m; a = 49.47 m; gt = 3.44
Normal to 30m wall Hr = 30m ;Sb = 1.423 x 0.936{1+ (2.730x 0.122 x 1.151)} = 1.843
Hr = 30m ;Sb = 1.423 x 0.936{1+ (2.814 x 0.122 x 1.151)} = 1.858
Normal to 60m wall Sb = 1.423 x 0.936{1+ (2.492x 0.122 x 1.151)} = 1.798
Effective wind speed
Ve=Vs x Sb
C.2.5 Dynamic wind pressure
qs = 0.6Ve2
C. 2.6 External pressures
pe= qsCpeCa
External pressure coefficient Cpe
Wind normal to 30m Cpe,windward = +0.8 , Cpe,Leeward = -0.3
Wind normal to 60m Cpe,windward = +0.8 , Cpe,Leeward = -0.3
166
C.2.6.1.Size effect factor Ca
Wind normal to 30m Ca=0.85
Wind normal to 60m Ca=0.83
C.3 Wind load calculation for 183m building according to BS EN 1991-1-4:2005(E)
(Compliance with National Annex for UK) – Zone 1
Building locates in suburban area in zone 3. The terrain is flat and site is 1km away from the
shore line.
C.3.1 Basic wind speed
From Clause 4.2 Vb = Cdir. Cseason. Vb,0
From N.A.2.4 Vb,0 = Vb,map. Calt
Vb,map – value of the fundamental basic wind velocity 22ms-1
Calt - Altitude factor ; Calt = 1 + 0.001A (10/Z)0.2 for Z > 10m
Assuming site elevation is 3m above the MSL.
Calt = 1 + 0.001(3) (10/183)0.2 = 1.002
Vb,0 = 22 x 1.002 = 22.04 ms-1
Taking Cdir = 1 and Cseason =1
Vb,0 = 22.04 ms-1
C.3.2 Mean velocity
From Clause 4.3.1 Vm = Cr(z).C0(z).Vb
From Figure NA.3 Cr(z) = 1.71
Vm = 1.71 x 1 x 22.04 = 37.69 ms-1
167
C.3.3 Effect of neighbouring buildings
From Annex A ; A-4
Assuming the building is more than twice as high as the average height has of the neighbouring
structures.
Then peak velocity pressure at height Zn (Ze = Zn)
Height of the building hhigh > 2 davg
Then r = 2.dlarge = 2 x 46 m = 92 m
mrZrx n 46922
1
2
1:
C. 3.4 Wind turbulence
From Clause 4.4 The turbulence intensity Iv(z)
Because of distance upwind to shoreline is 1km and assuming have = 10 m for terrain category 3
From A.5 where 2 .have < x < 6.have hdis is lesser of 1.2 have – 0.2 X or 0.6h
1.2 x 10 – 0.2 x
Z- hdis = 183 – 0 = 183 m (disturbance height for suburban terrain is 0m)
From Figure NA 5 l(183) = 0.13
C.3.5 Peak velocity pressure
From Clause 4.5 The peak velocity pressure qp(z) at height z, which includes mean and short –
term velocity
From NA.2.17 qp(z) = Ce(z)Ce,Tqb
From Figure NA. 7
Ce(z) = 4.21 (At 183 m height)
168
Ce,T = 1.0
qp(z) = 4.21 x 0.5 x 1.2 x 1.0 x 22.042
= 1227.03 Pa
C.3.6 Wind actions
C.3.6.1 Wind pressures on surfaces
From Clause 5.2 the wind pressure acting on the external surface is We
We =qp(ze).Cpe
The wind pressure acting on the internal surfaces of a structure
Wi=qp(ze).Cpi
C.3.6.2 Pressure coefficient
From Clause 7.2.2
The reference height ze, for windward walls of rectangular plan buildings depend on the aspect
ratio h/b
(i) Wind normal to 60m wall
b = 46m
hstrip=18.2m
b =46m
b=46m
qp(z)=
qp(z)= qp(h)
qp(z)= qp(b)
169
Figure C.3: division-by-parts rule for 183 m building wind flows normal to 46 m wall
h< b then ze = h=48m qp (z) = qp(ze)
(ii) Wind normal to 30m wall
Figure C.4: division-by-parts rule for 183 m building wind flows normal to 30 m wall
C.3.6.2.1 External pressure coefficient Cpe
From Table 7.1
When wind flow normal to 46m side
h / d = 183/30 = 6.1
For windward wall Cpe = +0.80
For Leeward wall Cpe = -0.70
When wind flow normal to 30m wall
h/d = 183/46 = 3.98
For windward wall Cpe = +0.80
b = 30m
hstrip=17.6m
b =30m
b=30m
qp(z)= qp(zstrip)
qp(z)= qp(h)
qp(z)= qp(b)
170
For Leeward wall Cpe = -0.65
C.3.6.2.2 Internal pressure coefficient Cpi
From Figure 7.13, Note 2
Assuming that building has all four walls are permeable and impermeable roof.]
Estimated values are 0.69 for 46m wall and 0.81 for 30m wall
Wind flows normal to 46 m wall h/d = 6.1 Cpi = -0.18
Wind flows normal to 30 m wall h/d = 0.8 Cpi = -0. 30
C.3.7 Wind forces
Consider one storey, which has 3.6 m storey height
From Clause 5.3
External forces surface
refedsew AwCCF ...,
Internal forces surface
refiiw AwF .,
Friction forces refepfrfr AzqCF ..
C.3.7.1 Structural factors CsCd
The structural factor CsCd should take into account the effect on wind actions from the non
simultaneous occurrence of peak wind pressures on the surfaces (Cs) together with the effect of
the vibrations of the structure due to turbulence (Cd)
C.3.7.1.1 The size factor Cs
171
sv
svs zl
BzlC
.71
).(.71 2
C.3.7.1.2 The dynamic factor Cd
2
22
.71
...21
Bzl
RBzlkC
sv
svpd
Where,
zs – reference height zs = 0.6 (183) = 109.8 m > zmin = 5 m
Wind turbulence
C.3.7.1.3 Turbulence length scale
tt z
zLzL for z =183m > zmin = 5 m
Where zt = 200m Lt=300m and 61.03.0ln05.067.0
mzL 18.284200
183300
61.0
C.3.7.1.4 Non dimensional power spectrum density function SL(z,n)
2
,.,
v
vL
nzSnnzS
=
3/5),(2.101
,8.6
nzf
nzf
L
L
Where zv
zLnf
mL
.
C.3.7.1.5 Natural frequency of vibration of the building
251.0183
4646
hn
172
893.1
69.37
18.284.251.0Lf
Then
085.0
)893.1(2.101
893.18.63/5
LS
From Annex B; B.2.
C.3.7.1.6 The background factor B2
For the lack of correlation of the of the pressure on the structure surface
63.02
9.01
1
szL
hbB
C.3.7.1.7 The peak factor (kp)
The ratio of the maximum value of the fluctuating part of the response to its standard deviation
Tv
Tvk p.ln2
6.0.ln2 or kp= 3 whichever is lager
Where v is up-crossing frequency
22
2
,1 RB
Rnv x
But Hzv 08.0
C.3.7.1.8 The resonance response factor (R2)
For allowing turbulence in resonance with the considered vibration made if the structure
51.0
09.208
183469.01
163.0
2
B
173
bbhhxsL RRnzSR
..,.
.2 ,1
22
Where,
- Total logarithmic decrement of damping.
For reinforced concrete building = 0.10
SL =0.085
66.7
09.208
893.11836.4,.
6.4 hzf
zL
hsLh
122.0166.72
1
66.7
11
2
11 66.722
22
eeR h
hhh
925.1
09.208
893.1466.4,.
6.4 hzf
zL
bsLb
387.01925.12
1
925.1
11
2
11 925.122
22
eeR b
bbb
198.0387.0.122.0.085.0.10.0.2
22
R
08.0508.020.051.0
20.0958.0
v
3560.3600.508.0ln2
6.0600.508.0ln2 pk
Iv(109.8) = 0.091
889.0091.0.71
51.0).091.0.(71
sC
174
063.151.0091.0.71
20.051.0.091.0.560.3.21
dC
C.3.8 External force
At 183 m height
C.3.8.1 For windward direction
We=1988.88(0.8) = 1591.10 Pa
C.3.8.2 For leeward direction
We=1988.88(-0.7) = -1392.22 Pa
C.3.8.3 Total pressure (by considering non simultaneous action)
We,Total =(1)[1591.10-(-1392.22)]=2983.32 Pa
Reference area = 46 x 3.6 = 165.6 m2
Fw,e= (0.889)(1.102)(2983.32)165.6 = 484 kN
C.3.8.4 Internal force
Wi = 1988.88(-0.18) = 358 Pa
Fw,i = -358 x 165.6 = -59.28 kN
C.3.8.5 Friction force
Total area parallel to the wind direction = 2 x 30 x183
= 10980 m2 < 0.4 ATotal
Hence no need to calculate friction forces.
C.3.9 Wind flow normal to 30m wall
Basic wind speed = 30.06 ms-1
175
C.3.9.1 Mean wind velocities
Height (m) Cr(z) Velocity (ms-1)
183 1.71 37.69
153 1.64 36.15
135.4 1.62 35.07
117.7 1.57 34.60
100.1 1.55 34.16
82.5 1.52 33.50
64.9 1.46 32.18
47.6 1.38 30.42
30 1.30 28.65
C.3.9.1 Peak velocity pressure
Height (m) Ce(z) Pressure (Pa)
183 4.21 1227.03
153 4.13 1203.72
135.4 4.08 1189.14
117.7 4.04 1177.49
100.1 3.97 1157.08
82.5 3.91 1139.60
64.9 3.81 1110.45
47.6 3.65 1063.82
30 3.42 996.78
C.3.9.2 External pressure coefficient
h/d = 183/60 = 0.8
windward wall Cpe = +0.80
Leeward wall Cpe = -0.65
176
C.3.9.3 Wind Forces
Considering one storey, which has 4.0m storey height
From Clause 5.3
External forces surface
refedsew AwCCF ...,
Internal forces surface
refiiw AwF .,
Friction forces refepfrfr AzqCF ..
C.3.9.3.1 The background factor B2
52.0
09.208
183309.01
163.0
2
B
C.3.9.3.2 The resonance factor (R2)
bbhhxsL RRnzSR
..,.
.2 ,1
22
Where =0.01
SL = 0.085
h = 7.66
Rh= 0.122
255.1
09.208
893.1306.4b
506.01255.12
1
255.1
11
2
11 255.122
22
eeR b
bbb
177
30.0506.0.122.0.098.0.10.0.2
22
R
08.0579.030.052.0
30.0958.0
v
3596.3600.579.0ln2
6.0600.579.0ln2 pk
891.0091.0.71
52.0).091.0.(71
sC
091.152.0091.0.71
30.052.0.091.0.596.3.21
dC
C.3.9.3.3 External force
For windward direction
At 183m height We=1988.88(0.80) = 1591.10 Pa
For leeward direction
At 183m height We=1988.88 (-0.65) = -1292.77Pa
Total pressure (by considering non simultaneous action)
At 183m height We,Total =(0.962)[1591.10-(-1292.77)]=2774.28 Pa
Reference area = 30 x 3.6 = 108 m2
Total force
At 183m height Fw,e= (0.889)(1.124)(2774.28)108 = 299.39 kN
Internal force
Wi = 1988.88(-0.3) = -596.66 Pa
178
Fw,i = -596.66 x 108 = -64.44 kN
Friction force
Total area parallel to the wind direction = 2 x 30 x183
= 10980 m2 < 0.4 ATotal
Hence no need to calculate friction force
C.4 Wind load calculation according to the AS/NZS 1170.2:1989 of 183 m height building
Height of the building = 183m
Length of the building = 46 m
Width of the building = 30 m
5630
180
width
Height and
A first mode of frequency Hzh
n 1251.0183
4646
Therefore this building is wind sensitive and need dynamic analysis.
Figure C.5: segment considered in pressure calculation
10th Floor
20th Floor
30th Floor
40th Floor
50th Floor
18m
54 m
90m
126m
162m
179
C.4.1 Design hourly mean wind speed
From Clause 4.2.2 itscatzz MMMMVV
),(
zV = The design hourly mean wind speed at height z, in meters per second (z = 183m)
V = The basic wind speed = 38ms-1
zM = An hourly mean wind speed multiplier for a terrain category at height z
Building locates in sub urban area, therefore terrain category is 3.
zM =0.806
sM = Shielding multiplier
Assume Shielding buildings are in more than 12m distance.
sM =1.0
tM = Topographic multiplier
Building locates in flat land.
Therefore
tM =1.0
iM = structure importance multiplier
Building has post disaster functions
iM = 1.1
169.331.111806.038
msV z
C.4.2 Dynamic Wind Pressure at 183 m level
From Clause 4.3. 3106.0
zz Vq
180
zq = The free stream hourly mean dynamic wind pressure at height z, in kilopascals
zV = The design hourly mean wind speed at height z, in meters per second
kpaq z 68.01069.336.0 32
C.4.5 Horizontal force acting on a building or structure at height 183m
From Clause 4.4.2 zzepz AqCF
,
zF = The hourly mean net horizontal force acting on a building or structure at height z
epC , = The pressure coefficients for both windward and leeward surfaces
zq = The free stream hourly mean dynamic wind pressure resulting from
zV , in kilopascals
zA = The area of a structure or a part of a structure, at height, in square meters
C.4.5.1 For wind normal to 46m wall
65.046
30
b
d
epC , = 0.8 + 0.5 = 1.3
mheightkNFz /66.404668.03.1
C.4.5.2 For wind normal to 30m wall
53.130
46
b
d
181
epC , = 0.8 + 0.39 = 1.19
mheightkNFz /28.243068.019.1
C.4.6 Gust factor calculation
SE
gwBgrG fv222 11
G = a gust factor
r = a roughness factor, twice the longitudinal turbulence intensity at height h
= 286.00.1
143.022
t
v
M
V
vg = a peak factor for upwind velocity fluctuation
= 3.7
B = a background factor
hL
bh 22 64361
1
hL = a measure of the effective turbulence length scale, in meters
= 30.206810
1831000
101000
25.025.0
h
For wind flows normal to 46m wall
B=
641.0
30.2068
4664183361
122
182
For wind normal to 30m wall
B= 652.0
30.2068
3064180361
122
w = a factor to account for the second order effects of turbulence intensity
=4
Brgv
For wind normal to 46m wall
w= 211.04
641.0286.07.3
For wind normal to 30m wall
w= 214.04
652.0286.07.3
fg = a peak factor
= ae n3600log2 690.3251.03600log2 e
S = a size factor to account for the correlation of pressure over a structure
=
h
a
h
a
V
bn
V
hn 41
5.31
1
For wind normal to 46m wall
= 097.0
67.41
46251.041
67.41
183251.05.31
1
183
For wind normal to 30m wall
= 119.0
67.41
30251.041
67.41
183251.05.31
1
na= the first mode along-wind frequency of the structure
= 0.251 Hz
hV
= the design hourly mean wind speed at height h
N= an effective reduced frequency
= 46.1267.41
30.2068251.0
h
ha
V
Ln
E = a spectrum of turbulence in the approaching wind stream
= 6/522
47.0
N
N
= 087.0
46.122
46.1247.06/52
= the structural damping capacity
= 0.05
SE
gwBgrG fv222 11
C.4.6.1 For wind flow normal to 46m wall
The gust factor 114.205.0
087.0097.0690.3211.01641.07.3286.01
222
G
184
cM
C.4.6.2 For wind normal to 30m wall
The gust factor 143.205.0
087.0119.0690.3214.01652.07.3286.01
222
G
C.4.7 Cross - wind response
=the design peak base overturning moment for a structure in cross-wind direction
fg = a peak factor )3600(log2 ae n in cross wind direction
= 3.690
hq
=the hourly mean dynamic wind pressure at height h in pascal
= 1380 pa
B = the breadth of the structure normal to the wind
30 m for X direction and
45 m for y direction
h= the height of the structure, in meters
= 183 m
k= a mode shape power exponent from representation of the fundamental mode shape
k=1.0 for building with a central core and moment resisting façade.
fsC = the cross- wind force spectrum coefficient generalized for a linear mode
For wind normal to 45m wall h: b: d = 6:1.5:1
15.446251.0
88.47
bn
V
c
and
Turbulence intensity at 2h/3 = 0.159
h: b: d= 6:1:1 and Turbulence intensity 0.12 = Cfs= 0.0015
h: b: d= 6:1:1 and Turbulence intensity 0.20 = Cfs= 0.0051
h: b: d= 6:1:1 and Turbulence intensity 0.16 = Cfs= 0.0033
fs
hfcC
kbhqgM )06.006.1(5.0 2
185
h: b: d= 6:2:1 and Turbulence intensity 0.12 = Cfs= 0.0008
h: b: d= 6:2:1 and Turbulence intensity 0.20 = Cfs= 0.0014
h: b: d= 6:2:1 and Turbulence intensity 0.16 = Cfs= 0.0011
h: b: d= 6:1.5:1 and Turbulence intensity 0.16 = Cfs= 0.0022
When wind flow normal to 30m wall h: b: d = 6:1:1.5
36.630251.0
88.47
bn
V
c
and
Turbulence intensity at 2h/3 = 0.159
h: b: d= 6:1:1 and Turbulence intensity 0.12 = Cfs= 0.0075
h: b: d= 6:1:1 and Turbulence intensity 0.20 = Cfs= 0.018
h: b: d= 6:1:1 and Turbulence intensity 0.159 = Cfs= 0.0128
h: b: d= 6:1:2 and Turbulence intensity 0.12 = Cfs= 0.004
h: b: d= 6:1:2 and Turbulence intensity 0.20 = Cfs= 0.006
h: b: d= 6:1:2 and Turbulence intensity 0.16 = Cfs= 0.005
h: b: d= 6:1:1.5 and Turbulence intensity 0.16 = Cfs= 0.0089
= the fraction of critical damping
= 0.05
C.4.7.1 For wind normal to 46m wall
MNmM c 51.155405.0
0025.0)106.006.1(183461380690.35.0 2
C.4.7.2 For wind normal to 30m wall
MNmM c 86.191205.0
0089.0)106.006.1(183301380690.35.0 2
186
C.5 Wind load calculation according to the AS/NZS 1170.2:2002 of 183 m height building
Location –Building locates in Zone 3
Terrain – Terrain category3, sub urban area
Geography – ground slope less than 1 in 20 for greater than 5 kilometers in all direction
Dimension – average roof height 183 meters
Horizontal dimension – 46 meters * 30 meters (rectangular cross section)
Building orientation – major axis is on East - West
Reinforced concrete construction. Curtain wall façade on all four faces.
Sway frequencies - Hertznn ca 251.0 . Mode shapes are linear (k=1.0)
Average building density- 350 kgm-3
C.5.1 Regional wind speed
According to the report on “Technical Assistance to Sri Lanka on Cyclone Resistant
Construction”
From Table 3.1
Post disaster wind speed on Zone 3 is 85 mph (38m/s)
For calculation of acceleration, use 5 year return period 133 msVs
C.5.1.1Wind direction multiplier
According to clause 3.3
Wind direction multiplier for region A 0.1dM for overturning moment and major structural
system for all directions
C.5.1.2 Terrain- height multiplier
According to Clause 4.2.1
Terrain category is category 4
From Table 4.1(B)
Z=h=183 m, for terrain category 3, 23.13.183, catcatz MM
187
C.5.1.3 Shielding
According to clause 4.3.1
There are no other buildings of greater height in any direction. Therefore 0.1sM for all
directions.
C.5.1.4 Topography
According to clause 4.4.1
Topography multiplier 0.1 ht MM
C.5.1.5 Site wind speed
Site wind speed for all directions for overall loads and main structural design
)0.1)(0.1)(23.1)(0.1(38,sitV 46.74 ms-1
C.5.1.6 Design wind speed
For all wind directions, the design wind speeds
` ,, sitdes VV = 47 ms-1 (for overall loads and main structure design)
C.5.2 Aerodynamic shape factor
C.5.2.1 External pressures
From Table 5.2(A)
External pressure coefficient for windward wall 8.0peC (wind speed vary with height)
From Table 5.2(B)
d/b =0.65<1 :Leeward walls (normal to 46m) 5.0peC
d/b = 1.53 :Leeward walls (normal to 30m) 39.0peC
C.5.2.2 Area reduction factors According to Clause 5.4.2
For tributary area smaller than 10m2 (eg. Glazed curtain wall) 0.1ak
C.5.2.3 Local pressure factor (kt) for cladding a = minimum of 0.2b = 0.2*30 = 6m2 or 183m. a = 6 m2
Limiting tributary areas for local pressure factors = 0.25a2 = 9m2
188
C.5.2.4 Internal pressures According to clause 5.3
For Table 5.1(A)
The building can be consider as effectively sealed.
In this case, Cpi = -0.2 or 0.0
C.5.2.5 Action combination factor
Ka = 1.0
C.5.3 Dynamic response factor
Cdyn to be obtained from section 6.2.2 for along-wind response
Cfig,, Cdyn to be obtained as a product from section 6.3.2 for cross wind response.
C.5.3.1 Calculating along wind response
5.022
21
21
hv
lRssvh
dyn lg
SEgHBgI
C
Turbulence intensity (Ih): z = 183 m, terrain category 3 at zone 3
From Table 6.1
Ih = 0.143
Background factor
h
sh
L
bshB
5.022 ]46.0)(26.0[1
1
mh
Lh 17610
18385
1085
25.025.0
For b = 46m, s = 0 (for base bending moment)
189
641.0
176
]4646.0)0183(26.0[1
15.022
B
For b = 30m, s = 0 (for base bending moment)
648.0
176
]3046.0)0183(26.0[1
15.022
B
Hs = 1.0
aer ng 600log2 = 167.3251.0600log2 e
Size reduction factor
,
0
,
141
)1(5.31
1
des
hvha
des
hva
V
Igbn
V
IghnS
For normal to 46m wall
064.0
47
143.07.3146251.041
47
)143.07.31(183251.05.31
1
S
For normal to 30 m wall
081.0
47
143.07.3130251.041
47
)143.07.31(183251.05.31
1
S
Reduced frequency
437.1
47
143.07.31176251.01
,
des
hvha
V
IgLnN
070.0
437.18.701
437.1
8.7016
52
6
52
N
NEt -------------------------- )4(2.6Eq
190
(Ratio of structural damping to critical) from Table 6.2
05.0
5.022
21
21
hv
lRssvh
dyn Ig
SEgHBgI
C
For breadth 46m
918.0143.07.321
05.0
070.0064.0167.30.1641.07.3143.021
5.022
dynC
For breadth 30m
925.0143.07.321
05.0
070.0081.0167.30.1648.07.3143.021
5.022
dynC
C. 5.4 Pressures on the building
C. 5.4.1 Pressure on the 60 m side at 48 m height
q48 m = [+8.0 – (- 0.5)] x (47)2 x 0.918 = 2636 Pa
C. 5.4.2 Pressure on the 30 m side at 48 m height
q48 m = [+8.0 – (- 0.39)] x (47)2 x 0.925 = 2432 Pa
C.5.5 Crosswind response
C.5.5.1. Wind normal to the 46m face
C.5.5.1.1 Crosswind force spectrum coefficient (Cfs)
Reduced velocity 8.4143.07.314520.0
66
1,
hvc
desn Igbn
VV
191
Turbulence intensity
mh
z 1203
1802
3
2 : 160.0hI
Building dimensions are 6:1.5:1
For 6:1:1 and Ih= 0.12 from equation 6.30(7)
632.276.2603.0201.00165.0000406.0log 23410 nnnnfs VVVVC
For 6:1:1 and Ih= 0.20 from equation 6.30(8)
760.136.2384.0141.00125.0000334.0log 23410 nnnnfs VVVVC
For 6:1:1 and Ih= 0.160 by interpolation 196.2log10 fsC
For 6:2:1 and Ih= 0.12 from equation 6.30(9)
036.3000123.002.01
000394.00683.02.3log
42
42
10
nn
nnfs VV
VVC
For 6:2:1 and Ih= 0.20 from equation 6.30(10)
860.2000124.002.01
00037.00637.00.3log
42
42
10
nn
nnfs VV
VVC
For 6:2:1 and Ih= 0.160 by interpolation 948.2log10 fsC
By Interpolation for 6:1.5:1 and Ih= 0.160, 572.2log10 fsC hence Cfs=0.00268
fsk
hv
mrdynfig
C
h
z
Ig
K
d
bgCC
215.1
z
zCC dynfig 00695.0
05.0
00268.0
180143.07.31
1
30
4517.35.1
2
192
C.5.5.1.2 Equivalent static wind force
dynfigdesaireq CdCVw 2,5.0
mzkNmzNzweq /545.0/`94.54400695.030662.15.0 2
C.5.5.2 Wind normal to 30m face
C.5.5.2.1 Crosswind force spectrum coefficient (Cfs)
Reduced velocity 194.7143.07.31302.0
66
1,
hvc
desn Igbn
VV ----------- )4(3.6Eq
Turbulence intensity
mh
z 1203
1802
3
2 : 160.0hI
Building dimensions are 6:1:1.5
For 6:1:1 and Ih= 0.12 from equation 6.30(8)
751.176.2603.0201.00165.0000406.0log 23410 nnnnfs VVVVC
For 6:1:1 and Ih= 0.20 from equation 6.30(7)
548.136.2384.0141.00125.0000334.0log 23410 nnnnfs VVVVC
For 6:1:1 and Ih= 0.160 by interpolation 668.1log10 fsC
For 6:1:2 and Ih= 0.12 from equation 6.30(8)
237.2093.4396.00226.0000457.0log 2310 nnnfs VVVC
For 6:1:2 and Ih= 0.20 from equation 6.30(7)
087.282.3363.00197.000038.0log 2310 nnnfs VVVC
For 6:1:2 and Ih= 0.160 by interpolation 162.2log10 fsC
193
By Interpolation for 6:1:1.5 and Ih= 0.160, 915.1log10 fsC hence Cfs=0.0122
fsk
hv
mrdynfig
C
h
z
Ig
K
d
bgCC
215.1
z
zCC dynfig 00659.0
05.0
0122.0
180143.07.31
1
45
3017.35.1
2
C.5.5.2.2 Equivalent static wind force
dynfigdesaireq CdCVw 2,5.0
mzkNmzNzweq /775.0/06.77500659.046472.15.0 2
194
APPENDIX D
D.1.Along wind Acceleration calculation for 183m height building in Zone 3
D.1.1 Along wind acceleration calculation according to AS 1170.2:1989
For accelerations a 5- year return period could be considered. For Zone 1 1
2,10,5 32 msVcatm
yr
For terrain category 3 and 183 m height 11
3,183,5 8.25806.032 msmsV
catmyr
Alternatively we can use following method
The mean overturning moment
For b= 46m NmM yr6
26
5 1039938
3210563
For b= 30m NmM yr6
26
5 1020838
3210293
The narrow band response component of the gust factor is reasonably approximately by
SEg
rG fr
2
For wind normal to 46m wall
S= 049.0
8.25
46251.041
8.25
183251.05.31
1
For wind normal to 30m wall
= 064.0
8.25
30251.041
8.25
183251.05.31
1
195
na= the first mode along-wind frequency of the structure
= 0.251 Hz
hV
= the design hourly mean wind speed at height h
N= an effective reduced frequency
= 12.208.25
30.2068251.0
h
ha
V
Ln
E = a spectrum of turbulence in the approaching wind stream
= 6/522
47.0
N
N
=0.063
= the structural damping capacity
= 0.01
To make a comparison with acceleration criteria, the peak factor has to be evaluated for 10min
167.3251.0600ln2 fg
For wind normal to 46 m wall
The gust factor 503.001.0
063.0049.0167.3286.0
2
G
And
NmM res66 107.20010399503.0
For wind normal to 30m wall
The gust factor 575.001.0
063.0064.0167.3286.0
2
G
And
NmM res66 1012010208575.0
196
The base moment due to inertial loading is given by
zdznzzmMh
21
0
1 2
Where m(z) is mass per unit height
z is mode shape.
For a building of constant density and a linear mode shape factor for unit displacement at the top
212
1 231 nbdhM s
= (1/3)350 x 46 x 30 x 1832 x (2π x 0.251)2
= 13276 x 106 Nm (per 1m displacement at the top)
The peak displacement of the fluctuating component of the narrow band response at the top is
1M
Mx res
res
And the peak acceleration is
21
..
2 nxx resres
For wind normal to 46m side
22
6
6..
037.0251.021013276
10201
msx
For wind normal to 30m wall
22
6
6..
022.0251.021013276
10120
msx
197
D.1.2 Along wind acceleration calculation according to AS 1170.2:2002
For accelerations a 5- year return period could be considered. For Zone 1 1
2,10,5 32 msVcatm
yr
For terrain category 3 and 180m height Vsit,B = 32 x 1.23 = 39.36 ms-1
According to the Appendix G
Mass per unit height = mkg /1083.43046350 5
0016.00018.01083.4
1835
3.13.1
omh
Hence cross wind acceleration is excessive for this building
Peak along wind acceleration for serviceability
In the along wind direction
2
00 3
hmx
o
resonant component of peak base bending moment
2}{21
3
0
2,,
0
2,,2
EqGzzbhVCzzbzVCIg
SEg
hm
h
zzdeswindwardfigz
h
zdeswindwardfig
hv
rrair
o
Size reduction factor
,
0
,
141
)1(5.31
1
des
hvha
des
hva
V
Igbn
V
IghnS
198
For normal to 46m wall
0493.0
36.39
143.07.3146251.041
36.39
)143.07.31(183251.05.31
1
S
For normal to 30 m wall
0636.0
36.39
143.07.3130251.041
36.39
)143.07.31(183251.05.31
1
S
Reduced frequency
71.1
36.39
143.07.31175251.01
,
des
hvha
V
IgLnN
0628.0
35.81
21.5
71.18.701
71.1
8.7016
52
6
52
N
NEt
(Ratio of structural damping to critical) from Table 6.2
For serviceability condition 01.0
Dynamic response factor for resonant response only
5.02
21
2
hv
lRsh
dyn lg
SEgHI
C
For breadth 45m
245.0143.07.321
01.0
0628.00493.0167.30.1143.02
5.02
dynC
199
For breadth 30m
278.0143.07.321
01.0
0628.00636.0167.30.1143.02
5.02
dynC
Calculation of resonant base moment
For b=45m
Resonant base moment = MNmMNm 67.184949.0
245.0
74.46
36.3903.1120
2
For b=30m
Resonant base moment = MNmMNm 38.137961.0
278.0
74.46
36.3971.669
2
Peak along wind acceleration
From Equation G2
For45m
2
0
max
00 3
hmx resonant peak base moment = 6
251067.184
1831083.4
3
mgmgms 49.38.9
1000034.0034.0 2
For 30m
2
0
max
00 3
hmx resonant peak base moment = 6
251038.138
1831083.4
3
mgmgms 62.28.9
1000026.0026.0 2
200
D.1.3 Along wind acceleration calculation according to BS EN 1191-1-4:2005
The standard deviation xa , of the characteristic along wind acceleration of the structural
point at height z
x
xxsmsvfxa m
zkRzvzlCz
,1
2
,
......
Where
Cf – the force coefficient from Table NA 4
For wind normal to 46m Cf = 1.3
For wind normal to 30m Cf = 1.25
‐ Air density = 1.2 kgm-3
b – Width of the structure; b = 46m wind normal to 46m wall
b = 30m wind normal to 30m wall
lv(zs) = lv(109.8) = 0.091
vm(zs) = vm(28.8) = Cr.vb,0
vb,0 = Calt.Cseason.Cdir.Vmap
Calt = 1 + 0.001(3) (10/28.8)0.2 = 1.002
Vb,0 = 22 x 1.002 = 22.04 ms-1
Taking Cdir = 1 and Cseason =1
Vb,0 = 22.04 ms-1
Clause 4.3.1 Mean velocity
Vm = Cr(z). Cr,T(z).C0(z).Vb
From Figure NA.3 Cr(109.8) = 1.57, Cr,T(z) = 0.96
Vm = 1.57 x 0.96 x 22.04 = 33.22 ms-1
kx – The non dimensional coefficient
201
From Annex B
0
2
0
ln1
15.0ln112
zz
zz
ks
s
x
z0 – Roughness length = 0.3m
‐ The exponent of the mode shape
From Annex F ; = 1.0 for building with a central core plus peripheral columns
zs /z0= 109.8 / 0.3 = 366
From Figure B.4; kx = 1.5
From equation
5.1
366ln11
15.0366ln111122
xk
m1,x – along wind fundamental equivalent mass
From Annex F.4.2. because column sizes are changing with the height, we can use average mass over the upper third of the structure h
Weight per meter height =4.14 x 105 kg/m
zx ‐ The fundamental along wind modal shape
zx = 1 for first mode
For wind normal to 60m wall
0152.01083.4
5.168.021.33091.0462.13.15
2
,
zxa
Peak acceleration = xapk ,.
= 3.356 x 0.0152
= 0.051ms-2
202
For wind normal to 30m wall
0106.01083.4
5.1758.021.33091.0302.125.15
2
,
zxa
Peak acceleration = xapk ,.
= 3.356 x 0.0106
= 0.036ms-2
D.2.Cross wind Acceleration calculation for 183m height building
D.2.1. Cross wind acceleration calculation according to AS 1170.2:1989
fshf Ck
m
bqgy 24.076.0
5.100
k= a mode shape power exponent from representation of the fundamental mode shape
For building with a central core and moment resisting façade k = 1.0
0m the average mass per unit height of the structure in kilograms per meter
For wind normal to 46m wall
For wind normal to 46m wall h: b: d = 6:1.5:1
23.246251.0
8.25
bn
V
c
and
Turbulence intensity at 2h/3 = 0.159 h: b: d= 6:1:1 and Turbulence intensity 0.12 = Cfs= 0.0006 h: b: d= 6:1:1 and Turbulence intensity 0.20 = Cfs= 0.0023 h: b: d= 6:1:1 and Turbulence intensity 0.159 = Cfs= 0.0014 h: b: d= 6:2:1 and Turbulence intensity 0.12 = Cfs= 0.0003 h: b: d= 6:2:1 and Turbulence intensity 0.20 = Cfs= 0.0007 h: b: d= 6:2:1 and Turbulence intensity 0.159= Cfs= 0.0005 h: b: d= 6:1.5:1 and Turbulence intensity 0.159 = Cfs= 0.0010
203
25
200
101.0010.0
0010.0124.076.0
1083.4
468.256.0167.35.1
msy
For wind normal to 30m wall
When wind flow normal to 30m wall h: b: d = 6:1:1.5
43.330251.0
8.25
bn
V
c
and
Turbulence intensity at 2h/3 = 0.159 h: b: d= 6:1:1 and Turbulence intensity 0.12 = Cfs= 0.0010 h: b: d= 6:1:1 and Turbulence intensity 0.20 = Cfs= 0.0040 h: b: d= 6:1:1 and Turbulence intensity 0.16 = Cfs= 0.0025 h: b: d= 6:1:2 and Turbulence intensity 0.12 = Cfs= 0.0010 h: b: d= 6:1:2 and Turbulence intensity 0.20 = Cfs= 0.0018 h: b: d= 6:1:2 and Turbulence intensity 0.16 = Cfs= 0.0014 h: b: d= 6:1:1.5 and Turbulence intensity 0.16 = Cfs= 0.0021
25
200
091.0010.0
0019.0124.076.0
1083.4
308.256.0167.35.1
msy
D.2.1. Cross wind acceleration calculation according to AS 1170.2:2002
Reduced velocity 23.2143.07.3146251.0
36.39
1,
hvc
desn Igbn
VV
Turbulence intensity
mh
z 1223
1832
3
2 : 160.0hI
Building dimensions are 6:1.5:1
For 6:1:1 and Ih= 0.12 from equation 6.30(7)
270.376.2603.0201.00165.0000406.0log 23410 nnnnfs VVVVC
204
For 6:1:1 and Ih= 0.20 from equation 6.30(8)
638.236.2384.0141.00125.0000334.0log 23410 nnnnfs VVVVC
For 6:1:1 and Ih= 0.16 by interpolation 954.2log10 fsC
For 6:2:1 and Ih= 0.12 from equation 6.30(9)
174.3000123.002.01
000394.00683.02.3log
42
42
10
nn
nnfs VV
VVC
For 6:2:1 and Ih= 0.20 from equation 6.30(10)
977.2000124.002.01
00037.00637.00.3log
42
42
10
nn
nnfs VV
VVC
For 6:2:1 and Ih= 0.16 by interpolation 075.3log10 fsC
By Interpolation for 6:1.5:1 and Ih= 0.16, 015.3log10 fsC hence Cfs=0.00097
fs
m
hv
desairrC
KIg
V
m
bgy
2
2,
0max
00
1
5.05.1
22
2
5max
00
01.0
00097.01
143.07.31
36.392.15.0
1083.4
167.3465.1
msy
mgmgms 84.118.9
1000116.0116.0 2
Wind normal to 30m face
Reduced velocity 418.3143.07.3130251.0
36.39
1,
hvc
desn Igbn
VV
205
Turbulence intensity
mh
z 1203
1802
3
2 : 160.0hI
Building dimensions are 6:1:1:5
For 6:1:1 and Ih= 0.12 from equation 6.30(8)
076.376.2603.0201.00165.0000406.0log 23410 nnnnfs VVVVC
For 6:1:1 and Ih= 0.20 from equation 6.30(7)
479.236.2384.0141.00125.0000334.0log 23410 nnnnfs VVVVC
For 6:1:1 and Ih= 0.20 by interpolation 778.2log10 fsC
For 6:1:2 and Ih= 0.12 from equation 6.30(8)
985.2093.4396.00226.0000457.0log 2310 nnnfs VVVC
For 6:1:2 and Ih= 0.20 from equation 6.30(7)
798.282.3363.00197.000038.0log 2310 nnnfs VVVC
For 6:1:2 and Ih= 0.160 by interpolation 891.2log10 fsC
By Interpolation for 6:1:1.5 and Ih= 0.160, 833.2log10 fsC hence Cfs=0.00146
fs
m
hv
desairrC
KIg
V
m
bgy
2
2,
0max
00
1
5.05.1
22
2
5max
00
01.0
00146.01
143.07.31
36.392.15.0
1083.4
17.3305.1
msy
mgmgms 49.98.9
1000093.0093.0 2
206
E.1 Results of maximum forces obtained for wind speed with different return period
E.1.1 Load combination 1.2G+1.2Q+1.2W (wind flow normal to 46 m side) Zone 1 Zone 2 Zone 3
49 ms-1 54 ms-1 54 ms-1 74 ms-1 43 ms-1 47 ms-1 47 ms-1 63 ms-1 33 ms-1 38 ms-1 37 ms-1 50 ms-1
Col
umn
Axial force (kN) 26657 28050 27061 29111 24819 25361 24820 27063 23630 24110 23778 25187 Bending moment (kNm) 1804 1811 1796 1832 1859 1823 1864 1798 1933 1906 1927 1835 Shear force (kN) 921 1154 930 1209 946 930 953 931 978 966 976 935
Bea
m
Shear force (kN) 1690 1795 1740 1825 1658 1678 1675 1745 1634 1630 1631 1672 Bending moment (kNm) 843 891 870 924 825 836 839 873 812 810 810 833
E.1.2 Load combination 1.4G+1.4W (wind flow normal to 46 m side) Zone 1 Zone 2 Zone 3
49 ms-1 54 ms-1 54 ms-1 74 ms-1 43 ms-1 47 ms-1 47ms-1 63 ms-1 33 ms-1 38 ms-1 37 ms-1 50 ms-1
Col
umn
Axial force (kN) 25722 28454 26503 28528 24771 25387 24339 26512 23498 23973 23329 24695 Bending moment (kNm) 1685 1728 1696 1732 1742 1700 1772 1698 1829 1797 1840 1768 Shear force (kN) 870 1242 886 1249 890 872 903 882 928 914 933 903
Bea
m
Shear force (kN) 1607 1709 1633 1719 1569 1594 1551 1639 1526 1537 1532 1566 Bending moment (kNm) 804 918 818 923 783 796 773 821 756 765 760 781
APPEN
DIX
E
207
E.1.3 Load combination 1.0G+1.4W (wind flow normal to 46 m side)
Zone 1 Zone 2 Zone 3
49 ms-1 54 ms-1 54 ms-1 74 ms-1 43 ms-1 47 ms-1 47 ms-1 63 ms-1 33 ms-1 38 ms-1 37 ms-1 50 ms-1
Col
umn
Axial force (kN) 19516 22301 20324 22375 18569 19182 18134 20327 17292 17768 17123 18490 Bending moment (kNm) 1223 1266 1234 1270 1207 1217 1214 1236 1272 1240 1283 1206 Shear force (kN) 863 1244 887 1250 624 675 623 703 648 634 653 623
Bea
m
Shear force (kN) 1194 1295 1220 1306 1156 1180 1138 1226 1071 1124 1097 1152 Bending moment (kNm) 639 854 656 859 578 592 569 614 550 561 546 577
E.1.4 only wind load case (wind flow normal to 46 m side)
Zone 1 Zone 2 Zone 3
49 ms-1 54 ms-1 54 ms-1 74 ms-1 43 ms-1 47 ms-1 47 ms-1 63 ms-1 33 ms-1 38 ms-1 37 ms-1 50 ms-1
Col
umn
Axial force (kN) 3565 5953 5953 8453 2721 3267 3267 5976 1584 2008 2001 3710 Bending moment (kNm) 193 326 326 459 148 177 177 324 86 109 98 201 Shear force (kN) 529 892 892 1255 404 485 485 887 235 298 293 544
Bea
m
Shear force (kN) 182 300 300 431 139 166 166 304 81 102 101 189 Bending moment (kNm) 309 519 519 732 236 283 283 518 137 174 171 321
208
E.1.5 Load combination 1.2G+1.2Q+1.2W (wind flow normal to 30 m side)
Zone 1 Zone 2 Zone 3
49 ms-1 54 ms-1 54 ms-1 74 ms-1 43 ms-1 47 ms-1 47 ms-1 63 ms-1 33 ms-1 38 ms-1 37 ms-1 50 ms-1
Col
umn
Axial force (kN) 24716 25993 25465 26578 24266 24559 24269 25506 23661 23943 23756 25188 Bending moment (kNm) 1929 1884 1879 1916 1955 1938 1954 1884 1989 1973 1983 1996 Shear force (kN) 1518 1698 1576 1758 969 958 975 992 992 982 989 998
Bea
m
Shear force (kN) 1797 1868 1838 1900 1772 1788 1784 1840 1738 1754 1743 1779 Bending moment (kNm) 904 895 926 934 891 900 903 927 874 882 876 903
E.1.6 Load combination 1.4G+1.4W (wind flow normal to 30 m side)
Zone 1 Zone 2 Zone 3
49 ms-1 54 ms-1 54 ms-1 74 ms-1 43 ms-1 47 ms-1 47 ms-1 63 ms-1 33 ms-1 38 ms-1 37 ms-1 50 ms-1
Col
umn
Axial force (kN) 24665 26156 25099 26212 24141 24482 23903 25140 23434 23764 23390 24761 Bending moment (kNm) 1824 1813 1793 1817 1853 1834 1867 1797 1894 1875 1896 1819 Shear force (kN) 1192 1739 1248 1757 918 957 927 987 944 932 946 977
Bea
m
Shear force (kN) 1716 1799 1740 1801 1686 1705 1673 1742 1647 1665 1645 1721 Bending moment (kNm) 863 907 876 917 848 858 841 877 828 837 826 866
209
E.1.5 Load combination 1.0G+1.4W (wind flow normal to 30 m side)
Zone 1 Zone 2 Zone 3
49 ms-1 54 ms-1 54 ms-1 74 ms-1 43 ms-1 47 ms-1 47 ms-1 63 ms-1 33 ms-1 38 ms-1 37 ms-1 50 ms-1
Col
umn
Axial force (kN) 18249 19739 18683 19796 17725 18066 17489 18724 17018 17348 16974 17687 Bending moment (kNm) 1272 1351 1295 1354 1297 1277 1310 1298 1337 1318 1339 1299 Shear force (kN) 1456 1733 1382 1751 948 993 923 1055 664 652 666 716
Bea
m
Shear force (kN) 1260 1344 1285 1347 1231 1250 1218 1286 1192 1210 1190 1229 Bending moment (kNm) 748 873 702 876 620 629 615 686 599 608 598 618
E.1.8 only wind load case (wind flow normal to 30 m sidel)
Zone 1 Zone 2 Zone 3
49 ms-1 54 ms-1 54 ms-1 74 ms-1 43 ms-1 47 ms-1 47 ms-1 63 ms-1 33 ms-1 38 ms-1 37 ms-1 50 ms-1
Col
umn
Axial force (kN) 2234 3741 3741 5318 1704 2049 2049 3800 989 1323 1323 2332 Bending moment (kNm) 241 380 380 573 184 221 221 409 107 143 143 251 Shear force (kN) 731 1229 1229 1739 557 670 670 1242 324 433 433 762
Bea
m
Shear force (kN) 241 406 406 572 183 213 213 409 103 137 137 242 Bending moment (kNm) 347 587 587 827 265 318 477 531 154 206 206 364
210
E.2.0 Total pressure values on 48 m building
E.2.1 Total pressure on 60 m side of 48m building
Pressure (Pa)
Zone 1 Zone 2 Zone 3
Height (m)
CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN
0 700.9 1982.4 1982.4 1806.1 2231.9 531.4 1195.7 1360.1 1375.8 1723.9 347.3 781.6 888.9 924.1 1062.3 4 740.6 1982.4 1982.4 1806.1 2231.9 561.0 1195.7 1360.1 1375.8 1723.8 366.7 781.6 888.9 924.1 1062.3 8 920.5 2136.0 2138.7 1806.1 2231.9 697.3 1256.4 1360.1 1375.8 1723.8 455.8 821.4 888.9 924.1 1062.3 12 1094.3 2321.6 2324.3 1806.1 2231.9 829.0 1376.3 1413.6 1375.8 1723.8 541.9 899.8 923.9 924.1 1062.3 16 1275.2 2561.0 2508.9 1806.1 2231.9 966.0 1523.6 1520.6 1375.8 1723.8 631.5 996.0 993.8 924.1 1062.3
20 1436.3 2788.9 2791.6 1806.1 2231.9 1088.0 1621.1 1618.1 1375.8 1723.8 711.2 1059.8 1057.6 924.1 1062.3 24 1520.9 2938.7 2941.4 1806.1 2231.9 1152.1 1681.7 1678.7 1375.8 1723.8 753.1 1099.4 1097.2 924.1 1062.3 28 1608.3 3094.1 3096.7 1806.1 2231.9 1218.4 1743.8 1740.8 1375.8 1723.8 796.4 1140.0 1137.8 924.1 1062.3 32 1678.9 3255.0 3257.7 1806.1 2231.9 1271.8 1796.7 1793.7 1375.8 1723.8 831.4 1174.6 1172.4 924.1 1062.3 36 1731.3 3421.6 3424.3 1806.1 2231.9 1311.5 1856.1 1836.8 1375.8 1723.8 857.3 1213.4 1200.5 924.1 1062.3 40 1784.6 3593.8 3596.4 1806.1 2231.9 1351.9 1883.6 1880.6 1375.8 1723.8 883.7 1231.3 1229.1 924.1 1062.3 44 1838.8 3664.2 3666.8 1806.1 2231.9 1393.0 1916.8 1913.8 1375.8 1723.8 910.6 1253.1 1250.9 924.1 1062.3 48 1893.9 3735.5 3738.2 1806.1 2231.9 1434.7 1950.5 1936.2 1375.8 1723.8 937.9 1275.1 1265.5 924.1 1062.3
211
E.2.2 Total pressure on 30 m side of 48m building
Pressure (Pa) Zone 1 Zone 2 Zone 3 Height (m)
CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN
0 700.9 1407.3 1407.3 1727.0 1938.6 531.4 895.6 1062.0 1315.9 1495.4 347.3 587.4 694.2 885.2 922.6
4 740.6 1407.3 1407.3 1727.0 1938.6 561.0 895.6 1062.0 1315.9 1495.4 366.7 587.4 694.2 885.2 922.6
8 920.5 1566.0 1563.6 1727.0 1938.6 697.3 956.4 1062.0 1315.9 1495.4 455.8 627.1 694.2 885.2 922.6
12 1094.3 1751.6 1749.2 1727.0 1938.6 829.0 1076.3 1115.6 1315.9 1495.4 541.9 705.5 729.2 885.2 922.6
16 1275.2 1991.0 1933.8 1727.0 1938.6 966.0 1223.6 1222.5 1315.9 1495.4 631.5 801.8 799.1 885.2 922.6
20 1436.3 2218.9 2216.5 1727.0 1938.6 1088.0 1321.1 1320.0 1315.9 1495.4 711.2 865.6 862.9 885.2 922.6
24 1520.9 2368.7 2366.3 1727.0 1938.6 1152.1 1381.7 1380.6 1315.9 1495.4 753.1 905.1 902.5 885.2 922.6
28 1608.3 2524.1 2521.6 1727.0 1938.6 1218.4 1443.8 1442.7 1315.9 1495.4 796.4 945.7 943.1 885.2 922.6
32 1678.9 2685.0 2682.6 1873.8 2086.0 1271.8 1496.7 1495.6 1427.4 1609.1 831.4 980.3 977.7 958.7 992.7
36 1731.3 2851.6 2849.2 1873.8 2086.0 1311.5 1556.1 1538.7 1427.4 1609.1 857.3 1019.2 1005.8 958.7 992.7
40 1784.6 3023.8 3021.3 1873.8 2086.0 1351.9 1583.6 1582.5 1427.4 1609.1 883.7 1037.1 1034.4 958.7 992.7
44 1838.8 3094.2 3091.8 1873.8 2086.0 1393.0 1616.8 1615.7 1427.4 1609.1 910.6 1058.8 1056.2 958.7 992.7
48 1893.9 3165.5 3163.1 1873.8 2086.0 1434.7 1650.5 1638.1 1427.4 1609.1 937.9 1080.8 1070.8 958.7 992.7
212
E.3.0 Total pressure values of 183 m building
E.3.1 Total pressure on 46 m side of 183 m building
Pressure (Pa) Zone 1 Zone 2 Zone 3 Height (m)
CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN
0
18 1165.2 1801.4 1897.3 1986.4 2605.8 815.7 1308.5 1165.4 1458.0 1818.3 533.2 962.8 752.4 951.2 1082.1
36 1530.2 2556.1 2532.9 1986.4 2605.8 1071.2 1588.9 1446.2 1458.0 1818.3 700.2 1143.4 933.8 951.2 1082.1
54 1759.2 3230.8 3025.8 2078.0 2712.9 1231.4 1746.6 1597.8 1519.2 1893.1 805.0 1245.0 1031.7 991.1 1126.6
72 1879.6 3774.6 3203.8 2149.5 2791.5 1315.7 1863.6 1687.7 1568.3 1947.9 860.1 1320.4 1089.8 1023.2 1159.2
90 1992.9 4290.2 3358.7 2223.3 2841.4 1395.0 1966.4 1764.9 1615.2 1982.7 911.9 1386.7 1139.6 1053.7 1180.0
108 2079.1 4764.3 3495.3 2240.9 2884.3 1455.4 2054.9 1830.2 1628.0 2012.6 951.4 1443.7 1181.8 1062.1 1197.7
126 2147.8 4795.0 3503.0 2271.3 2927.4 1503.5 2126.9 1875.4 1650.1 2042.5 982.8 1490.1 1211.0 1076.5 1215.5
144 2217.6 4795.0 3503.0 2310.4 3005.6 1552.4 2201.1 1919.0 1678.5 2097.3 1014.8 1538.0 1239.2 1095.0 1248.1
162 2288.6 4795.0 3503.0 2310.4 3005.6 1602.0 2270.5 1960.7 1678.5 2097.3 1047.2 1582.6 1266.1 1095.0 1248.1
183 2763.5 4795.0 3503.0 2310.4 3005.7 1934.5 2729.1 2319.4 1958.3 2446.9 1264.6 1758.6 1499.8 1277.5 1456.2
213
E.3.1 Total pressure on 30 m side of 183 m building
Pressure (Pa)
Zone 1 Zone 2 Zone 3
Height (m)
CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN
0
18 621.8 962.2 1039.2 1285.0 1406.7 435.2 568.8 655.5 943.2 1217.1 252.90 365.89 422.99 615.31 729.86
36 816.5 1462.2 1458.9 1305.2 1501.3 571.6 800.3 840.4 958.0 1299.0 332.13 514.87 542.31 625.07 778.95
54 938.7 1909.2 1784.4 1357.4 1567.1 657.1 930.6 940.2 993.4 1355.9 381.81 598.64 606.73 648.07 813.09
72 1002.9 2269.6 1902.0 1401.8 1608.3 702.1 1027.2 999.4 1022.8 1391.5 407.95 660.83 644.94 667.23 834.43
90 1063.4 2611.2 2004.3 1448.2 1632.9 744.4 1112.1 1050.2 1052.1 1412.9 432.53 715.44 677.73 686.34 847.23
108 1109.4 2925.3 2094.5 1467.2 1661.7 776.6 1185.3 1093.2 1065.9 1437.8 451.24 762.49 705.48 695.39 862.18
126 1146.0 2945.6 2099.6 1475.9 1678.2 802.3 1244.8 1123.0 1072.2 1452.0 466.16 800.76 724.70 699.48 870.71
144 1183.3 2945.6 2099.6 1508.6 1698.8 828.3 1306.1 1151.7 1084.7 1469.8 481.31 840.20 743.20 707.60 881.38
162 1221.2 2945.6 2099.6 1508.6 1731.7 854.8 1363.3 1179.1 1096.0 1498.3 496.71 877.05 760.93 714.97 898.45
183 1474.6 2945.7 2099.6 1508.6 1731.7 1032.3 1648.7 1398.6 1278.6 1748.0 674.77 1060.65 902.53 834.13 1048.19
214
E.4.0 Windward and leeward pressure values of 48 m building
E.4.1 windward pressure values on 60 m side of 48 m building
Pressure (Pa) Zone 1 Zone 2 Zone 3 Height (m)
CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN
0 529.3 1119.7 1119.7 2070.3 2218.7 400.9 745.5 913.1 1577.1 1587.6 288.3 487.4 596.9 1028.4 1053.7
4 568.4 1119.7 1119.7 2070.3 2218.7 430.6 745.5 913.1 1577.1 1587.6 309.6 487.4 596.9 1028.4 1053.7
8 748.3 1276.0 1276.0 2070.3 2218.7 566.9 806.4 913.1 1577.1 1587.6 407.6 527.1 596.9 1028.4 1053.7
12 922.2 1461.6 1461.6 2070.3 2218.7 698.6 926.3 966.6 1577.1 1587.6 502.3 605.5 631.9 1028.4 1053.7
16 1103.0 1701.0 1646.2 2070.3 2218.7 835.6 1073.6 1073.6 1577.1 1587.6 600.8 701.8 701.8 1028.4 1053.7
20 1264.1 1928.9 1928.9 2070.3 2218.7 957.6 1171.1 1171.1 1577.1 1587.6 688.6 765.6 765.6 1028.4 1053.7
24 1348.7 2078.7 2078.7 2070.3 2218.7 1021.7 1231.7 1231.7 1577.1 1587.6 734.7 805.1 805.1 1028.4 1053.7
28 1436.1 2234.1 2234.1 2070.3 2218.7 1087.9 1293.8 1293.8 1577.1 1587.6 782.3 845.7 845.7 1028.4 1053.7
32 1506.7 2395.0 2395.0 2070.3 2218.7 1141.4 1346.7 1346.7 1577.1 1587.6 820.7 880.3 880.3 1028.4 1053.7
36 1559.1 2561.6 2561.6 2070.3 2218.7 1181.1 1406.1 1389.8 1577.1 1587.6 849.3 919.2 908.5 1028.4 1053.7
40 1612.4 2733.8 2733.8 2070.3 2218.7 1221.5 1433.6 1433.6 1577.1 1587.6 878.3 937.1 937.1 1028.4 1053.7
44 1666.6 2804.2 2804.2 2070.3 2218.7 1262.5 1466.8 1466.8 1577.1 1587.6 907.8 958.8 958.8 1028.4 1053.7
48 1721.7 2875.5 2875.5 2070.3 2218.7 1304.3 1500.5 1489.2 1577.1 1587.6 937.9 980.8 973.5 1028.4 1053.7
215
E.4.2 windward pressure values on 30 m side of 48 m building
Pressure (Pa) Zone 1 Zone 2 Zone 3 Height (m)
CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN
0 529.3 1119.7 1119.7 1971.5 2054.8 400.9 745.5 913.1 1505.7 1405.5 288.3 487.4 596.9 982.2 969.0
4 568.4 1119.7 1119.7 1971.5 2054.8 430.6 745.5 913.1 1505.7 1405.5 309.6 487.4 596.9 982.2 969.0
8 748.3 1276.0 1276.0 1971.5 2054.8 566.9 806.4 913.1 1505.7 1405.5 407.6 527.1 596.9 982.2 969.0
12 922.2 1461.6 1461.6 1971.5 2054.8 698.6 926.3 966.6 1505.7 1405.5 502.3 605.5 631.9 982.2 969.0
16 1103.0 1701.0 1646.2 1971.5 2054.8 835.6 1073.6 1073.6 1505.7 1405.5 600.8 701.8 701.8 982.2 969.0
20 1264.1 1928.9 1928.9 1971.5 2054.8 957.6 1171.1 1171.1 1505.7 1405.5 688.6 765.6 765.6 982.2 969.0
24 1348.7 2078.7 2078.7 1971.5 2054.8 1021.7 1231.7 1231.7 1505.7 1405.5 734.7 805.1 805.1 982.2 969.0
28 1436.1 2234.1 2234.1 1971.5 2054.8 1087.9 1293.8 1293.8 1505.7 1405.5 782.3 845.7 845.7 982.2 969.0
32 1506.7 2395.0 2395.0 2144.2 2211.0 1141.4 1346.7 1346.7 1633.4 1512.3 820.7 880.3 880.3 1065.1 1042.7
36 1559.1 2561.6 2561.6 2144.2 2211.0 1181.1 1406.1 1389.8 1633.4 1512.3 849.3 919.2 908.5 1065.1 1042.7
40 1612.4 2733.8 2733.8 2144.2 2211.0 1221.5 1433.6 1433.6 1633.4 1512.3 878.3 937.1 937.1 1065.1 1042.7
44 1666.6 2804.2 2804.2 2144.2 2211.0 1262.5 1466.8 1466.8 1633.4 1512.3 907.8 958.8 958.8 1065.1 1042.7
48 1721.7 2875.5 2875.5 2144.2 2211.0 1304.3 1500.5 1489.2 1633.4 1512.3 937.9 980.8 973.5 1065.1 1042.7
216
E.4.3 leeward pressure values on 60 m side of 48 m building
Pressure (Pa) Zone 1 Zone 2 Zone 3 Height (m)
CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN
0 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.1 -27.1 -163.1
4 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
8 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
12 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
16 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
20 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
24 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
28 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
32 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
36 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
40 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
44 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
48 -172.2 -862.7 -863.0 -54.5 -338.0 -130.4 -450.1 -447.0 -41.6 -265.3 -85.3 -294.3 -292.0 -27.1 -163.1
217
E.4.4 leeward pressure values on 30 m side of 48 m building
Pressure (Pa)
Zone 1 Zone 2 Zone 3
Height (m)
CP3 AS 1989 AS 2002 BS EN CP3 AS 1989 AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN
0 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.4 ‐30.0 ‐98.4
4 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐30.0 ‐98.4
8 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐30.0 ‐98.4
12 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐30.0 ‐98.4
16 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐30.0 ‐98.4
20 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐30.0 ‐98.4
24 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐30.0 ‐98.4
28 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐30.0 ‐98.4
32 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐30.0 ‐98.4
36 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐29.9 ‐98.4
40 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐29.9 ‐98.4
44 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐29.9 ‐98.4
48 ‐172.2 ‐290.0 ‐288.0 ‐60.3 ‐201.5 ‐130.4 ‐150.0 ‐148.9 ‐45.9 ‐159.1 ‐85.3 ‐100.0 ‐97.3 ‐29.9 ‐98.4
218
E.4.5 windward pressure values on 46 m side of 183 m building
Pressure (Pa)
Zone 1 Zone 2 Zone 3
Height (m)
CP3 AS 1989 AS 2002 BS CP3 AS 1989 AS 2002 BS CP3 AS 1989 AS 2002 BS
0 286.4 742.5 1062.6 1308.6 200.5 814.4 1206.4 1881.6 131.0 315.5 547.9 626.6
18 639.7 1025.1 1315.2 1308.6 447.8 919.6 1206.4 1881.6 292.7 400.2 547.9 626.6
36 840.1 1936.6 2082.8 1308.6 588.1 1258.2 1497.1 1881.6 384.4 673.0 767.0 626.6
54 965.7 2751.4 2678.0 1368.9 676.0 1448.6 1654.1 1921.9 441.9 826.3 885.3 652.9
72 1031.8 3408.2 2893.0 1416.0 722.3 1590.0 1747.1 1954.2 472.2 940.2 955.4 674.1
90 1094.0 4030.8 3080.1 1464.6 765.8 1714.1 1827.0 1985.1 500.6 1040.2 1015.6 694.1
108 1141.3 4603.4 3245.0 1476.2 799.0 1821.0 1894.6 1993.6 522.3 1126.3 1066.5 699.6
126 1179.1 4640.5 3254.3 1496.3 825.4 1908.0 1941.4 2008.1 539.5 1196.4 1101.8 709.1
144 1217.4 4640.5 3254.3 1522.0 852.2 1997.6 1986.5 2026.8 557.1 1268.6 1135.8 721.4
162 1256.4 4640.5 3254.3 1522.0 879.5 2081.4 2029.7 2026.8 574.9 1336.0 1168.3 721.4
183 1300.4 4640.5 3254.3 1522.0 910.3 2164.4 2401.1 2027.2 595.0 1394.7 1191.6 721.4
219
E.4.6 windward pressure values on 30 m side of 183 m building
Pressure (Pa)
Zone 1 Zone 2 Zone 3
Height (m)
CP3 AS 1989 AS 2002 BS EN CP3 AS 1989 AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN
0 343.6 754.3 1076.1 1298.0 2084.9 240.6 496.0 1213.8 952.7 1709.9 131.0 319.1 552.7 621.5 1033.4
4 767.6 1041.5 1331.8 1298.0 2084.9 537.3 629.3 1213.8 952.7 1709.9 292.7 404.8 552.7 621.5 1033.4
8 1008.1 1967.5 2109.1 1318.4 2225.1 705.7 1058.1 1556.2 967.7 1824.9 384.4 680.7 773.7 631.4 1102.9
12 1158.9 2795.3 2711.9 1371.1 2322.7 811.2 1299.3 1741.1 1003.5 1904.8 441.9 835.8 893.0 654.6 1151.2
16 1238.2 3462.6 2929.6 1416.0 2383.6 866.8 1478.3 1850.8 1033.1 1954.8 472.2 951.0 963.7 674.0 1181.4
20 1312.8 4095.2 3119.0 1462.8 2420.2 919.0 1635.5 1944.8 1062.7 1984.8 500.6 1052.1 1024.4 693.3 1199.6
24 1369.6 4677.0 3286.1 1482.1 2462.9 958.7 1770.9 2024.5 1076.7 2019.8 522.3 1139.3 1075.8 702.4 1220.7
28 1414.9 4714.6 3295.5 1490.8 2487.3 990.4 1881.1 2079.6 1083.1 2039.8 539.5 1210.1 1111.4 706.6 1232.8
32 1460.9 4714.6 3295.5 1523.8 2517.7 1022.6 1994.6 2132.7 1095.6 2064.8 557.1 1283.2 1145.7 714.7 1247.9
36 1507.6 4714.6 3295.5 1523.8 2566.5 1055.4 2100.7 2183.6 1107.0 2104.8 574.9 1351.4 1178.5 722.2 1272.1
40 1560.4 4714.6 3295.5 1523.8 2566.5 1092.3 2193.0 2219.9 1107.0 2104.8 714.0 1410.8 1202.0 722.2 1272.1
44 343.6 754.3 1076.1 1298.0 2084.9 240.6 496.0 1213.8 952.7 1709.9 131.0 319.1 552.7 621.5 1033.4
48 767.6 1041.5 1331.8 1298.0 2084.9 537.3 629.3 1213.8 952.7 1709.9 292.7 404.8 552.7 621.5 1033.4
220
E.4.7 leeward pressure values on 46 m side of 183 m building
Pressure (Pa)
Zone 1 Zone 2 Zone 3
Height (m)
CP3 AS 1989 AS 2002 BS CP3 AS 1989 AS 2002 BS CP3 AS 1989 AS 2002 BS
0 -1560.4 -1392.2 -976.3 -1268.3 -1092.33 -660.727 -559.26 -921.099 -714.0 -425.8 -361.0 -601.1
18 -1560.4 -1392.2 -976.3 -1268.3 -1092.33 -660.73 -559.26 -921.099 -714.0 -425.8 -361.0 -601.1
36 -1560.4 -1392.2 -976.3 -1268.3 -1092.33 -660.73 -559.26 -921.099 -714.0 -425.8 -361.0 -601.1
54 -1560.4 -1392.2 -976.3 -1268.3 -1092.33 -660.73 -559.26 -921.099 -714.0 -425.8 -361.0 -601.1
72 -1560.4 -1392.2 -976.3 -1268.3 -1092.33 -660.73 -559.26 -921.099 -714.0 -425.8 -361.0 -601.1
90 -1560.4 -1392.2 -976.3 -1268.3 -1092.33 -660.73 -559.26 -921.099 -714.0 -425.8 -361.0 -601.1
108 -1560.4 -1392.2 -976.3 -1268.3 -1092.33 -660.73 -559.26 -921.099 -714.0 -425.8 -361.0 -601.1
126 -1560.4 -1392.2 -976.3 -1268.3 -1092.33 -660.73 -559.26 -921.099 -714.0 -425.8 -361.0 -601.1
144 -1560.4 -1392.2 -976.3 -1268.3 -1092.33 -660.73 -559.26 -921.102 -714.0 -425.8 -361.0 -601.1
162 -1560.4 -1392.2 -976.3 -1268.3 -1092.33 -660.73 -559.26 -921.102 -714.0 -425.8 -361.0 -601.1
183 -1560.4 -1392.2 -976.3 -1268.3 -1092.33 -660.74 -559.26 -921.447 -714.0 -425.8 -361.0 -601.1
221
E.4.7 leeward pressure values on 30 m side of 183 m building
Pressure (Pa)
Zone 1 Zone 2 Zone 3
Height (m)
CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN CP3 AS 1989
AS 2002
BS EN
0 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
4 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
8 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
12 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
16 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
20 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
24 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
28 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
32 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
36 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
40 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
44 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
48 -780.2 -895.8 -592.6 -1269.8 -640.3 -546.2 -424.0 -357.4 -922.5 -669.8 -357.0 -272.8 -230.6 -601.8 -391.7
222
E.5.0 Results of maximum forces obtained for different load combination for 48 m building
E.5.1 Load combination 1.2G+1.2Q+1.2W (wind flow normal to 60 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 6152 6152 6152 6154 6154 6152 6152 6152 6152 6152 6152 6152 6152 6152 6152 Bending moment (kNm) 111 108 111 122 122 107 106 108 110 110 104 103 104 106 106 Shear force (kN) 260 253 260 284 284 250 248 252 257 257 243 241 244 247 247
Bea
m
Shear force (kN) 158 159 164 182 182 157 156 158 161 161 152 152 153 155 155 Bending moment (kNm) 283 278 283 337 334 266 262 268 276 276 255 253 257 261 261
E.5.2 Load combination 1.2G+1.2Q+1.2W (wind flow normal to 30 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 6151 6151 6151 6151 6151 6151 6151 6151 6151 6151 6151 6151 6151 6151 6151 Bending moment (kNm) 98 98 98 98 98 98 98 8 98 98 98 98 98 98 98 Shear force (kN) 228 228 228 228 228 229 228 228 228 228 228 228 228 228 228
Bea
m
Shear force (kN) 156 156 156 164 164 149 155 156 156 157 154 154 154 154 154 Bending moment (kNm) 250 248 249 269 269 247 246 247 247 247 244 243 252 244 244
223
E.5.3 Load combination 1.0G+1.4W (wind flow normal to 60 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 4057 4057 4057 4059 4059 4057 4057 4057 4057 4057 4056 4057 4057 4057 4057 Bending moment (kNm) 80 75 80 120 120 73 71 74 78 78 69 68 69 71 71 Shear force (kN) 185 174 185 241 241 171 167 173 180 179 161 159 162 166 166
Bea
m
Shear force (kN) 119 117 120 143 143 110 108 112 116 116 102 101 103 106 106 Bending moment (kNm) 223 220 225 294 294 194 188 202 214 214 175 170 177 184 184
E.5.4 Load combination 1.0G+1.4W (wind flow normal to 30 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 4056 4055 4056 4056 4056 4056 4056 4056 4056 4056 4056 4056 4056 4056 4056 Bending moment (kNm) 64 64 64 66 66 62 62 64 64 64 61 61 62 62 62 Shear force (kN) 144 144 145 148 148 144 144 145 146 146 144 144 144 145 145
Bea
m
Shear force (kN) 108 107 108 120 121 104 103 105 105 105 100 99 100 100 100 Bending moment (kNm) 179 176 179 210 210 167 165 170 170 170 157 156 157 157 157
224
E.5.5 Load combination 1.4G+1.4W (wind flow normal to 60 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 5679 5678 5680 5681 5681 5679 5679 5679 5680 5679 5679 5679 5679 5679 5679 Bending moment (kNm) 99 98 102 122 123 96 96 98 100 100 93 92 94 95 95 Shear force (kN) 233 231 239 277 276 225 224 229 235 235 217 216 219 223 223
Bea
m
Shear force (kN) 149 147 154 177 177 142 142 147 151 151 138 138 139 141 141 Bending moment (kNm) 260 255 284 342 342 244 243 253 264 264 229 228 233 240 240
E.5.6 Load combination 1.4G+1.4W (wind flow normal to 30 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 5678 5678 5678 5678 5678 5678 5678 5678 5678 5678 5678 5678 5678 5678 5679 Bending moment (kNm) 88 88 88 91 90 87 87 88 88 87 87 87 87 90 90Shear force (kN) 201 201 202 205 202 201 201 202 202 202 201 201 202 205 205
Bea
m
Shear force (kN) 140 142 143 157 154 139 139 140 141 141 138 138 139 141 141 Bending moment (kNm) 220 226 229 259 257 218 219 222 223 222 215 216 218 218 218
225
E.5.7 wind load only (wind flow normal to 60 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 283 235 296 482 481 201 187 228 260 260 131 119 147 170 170 Bending moment (kNm) 48 40 51 82 82 34 32 39 44 44 22 20 25 29 29 Shear force (kN) 97 80 101 164 164 61 58 78 89 89 45 41 50 58 58
Bea
m
Shear force (kN) 35 29 37 60 60 25 23 28 32 32 16 15 18 21 21 Bending moment (kNm) 94 78 98 159 159 67 62 75 86 86 44 40 49 57 56
E.5.8 wind load only (wind flow normal to 30 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 201 187 228 260 260 141 134 142 215 215 71 67 75 77 77 Bending moment (kNm) 41 40 43 63 63 34 32 39 44 44 21 20 23 23 23 Shear force (kN) 84 84 86 127 128 61 58 78 89 89 42 40 48 47 47
Bea
m
Shear force (kN) 39 38 41 59 59 30 30 34 33 33 20 19 22 22 22 Bending moment (kNm) 74 72 79 113 113 57 59 64 63 63 37 37 40 41 41
226
E.6.0 Results of maximum forces obtained for different load combination for 183 m building
E.6.1 Load combination 1.2G+1.2Q+1.2W (wind flow normal to 46 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 26170 26040 27984 29150 28049 24740 24969 25665 25804 25362 23841 23978 24229 24399 24110 Bending moment (kNm) 1785 1779 1808 1830 1812 1869 1847 1801 1796 1823 1927 1913 1896 1892 1906 Shear force (kN) 921 916 1062 1251 1068 951 940 920 918 930 976 969 962 960 966
Bea
m
Shear force (kN) 1712 1700 1774 1826 1812 1657 1660 1687 1558 1574 1630 1622 1632 1640 1630 Bending moment (kNm) 637 628 889 942 890 824 826 841 847 836 808 806 810 815 810
E.6.2 Load combination 1.2G+1.2Q+1.2W (wind flow normal to 30 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 25186 25113 25432 24506 25993 24072 24484 25432 24748 24557 23571 23906 24187 24070 23943 Bending moment (kNm) 1895 1902 1891 1881 1885 1962 1943 1909 1926 1938 1992 1976 1960 1965 1973 Shear force (kN) 1106 1113 1265 1501 1494 974 962 1111 950 958 994 984 973 976 982
Bea
m
Shear force (kN) 1823 1818 1835 1884 1868 1762 1783 1816 1799 1788 1733 1751 1766 1761 1754 Bending moment (kNm) 782 768 806 952 895 886 897 915 905 900 871 880 889 886 882
227
E.6.3 Load combination 1.0G+1.4W (wind flow normal to 46 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 20108 19557 22226 23570 22301 18483 18729 19520 19688 19182 17472 17611 17895 18030 17768 Bending moment (kNm) 1234 1227 1263 1289 1266 1207 1207 1220 1227 1217 1265 1248 1229 1224 1240 Shear force (kN) 839 827 1238 1250 1244 624 624 747 764 675 646 637 629 627 634
Bea
m
Shear force (kN) 1220 1206 1292 1352 1295 1115 1158 1190 1203 1180 1060 1115 1126 1136 1124 Bending moment (kNm) 631 620 848 992 855 578 580 597 605 592 556 556 562 567 561
E.6.4 Load combination 1.0G+1.4W (wind flow normal to 30 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 18796 18713 19086 18027 19739 17499 17980 18697 18288 18066 16913 17305 17632 17946 17348 Bending moment (kNm) 1301 1295 1316 1348 1351 1305 1284 1295 1275 1278 1340 1322 1303 1309 1318 Shear force (kN) 1281 1288 1466 1786 1733 683 941 1076 1028 1017 666 654 777 669 652
Bea
m
Shear force (kN) 1291 1285 1306 1366 1344 1219 1245 1284 1263 1250 1186 1207 1225 1219 1210 Bending moment (kNm) 716 709 769 889 873 509 591 647 632 601 596 607 617 613 608
228
E.6.5 Load combination 1.4G+1.4W (wind flow normal to 46 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 26308 26143 28378 30739 30739 24689 24935 25720 25894 25387 23773 23817 24100 24235 23973 Bending moment (kNm) 1697 1689 1724 1775 1775 1754 1728 1682 1689 1700 1813 1805 1786 1781 1797 Shear force (kN) 879 874 1236 1620 1620 896 884 868 873 872 922 918 909 907 914
Bea
m
Shear force (kN) 1633 1619 1532 1807 1807 1568 1572 1603 1616 1594 1528 1528 1539 1549 1537 Bending moment (kNm) 818 810 911 1140 1140 782 784 801 808 796 760 760 766 772 765
E.6.6 Load combination 1.4G+1.4W (wind flow normal to 30 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 25212 25129 25502 27478 27478 23914 24935 25113 24703 24482 23361 23721 24048 23912 23764 Bending moment (kNm) 1784 1792 1780 1889 1889 1863 1841 1802 1820 1834 1897 1879 1861 1865 1875 Shear force (kN) 1286 1294 1472 2263 2264 947 958 1293 1034 957 924 935 922 925 932
Bea
m
Shear force (kN) 1746 1740 1761 1878 1877 1674 1700 1739 1718 1705 1643 1663 1680 1674 1665 Bending moment (kNm) 859 872 880 1181 1182 842 855 875 867 858 825 836 845 842 837
229
E.6.7 wind load only (wind flow normal to 46 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 3955 3969 5876 7978 5955 2769 2877 3553 3722 3267 1824 1876 2114 2244 2008 Bending moment (kNm) 217 221 324 432 326 152 160 196 200 177 98 104 117 120 108 Shear force (kN) 596 604 888 1161 892 417 438 536 549 485 275 286 319 331 298
Bea
m
Shear force (kN) 233 293 330 555 406 163 212 278 237 213 98 134 166 153 137 Bending moment (kNm) 337 425 477 801 587 237 307 415 354 318 142 200 249 229 206
E.6.8 wind load only (wind flow normal to 30 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Col
umn
Axial force (kN) 2176 2737 3078 5082 3741 1523 1981 2684 2275 2049 916 1292 1609 1474 1323 Bending moment (kNm) 234 293 330 554 380 164 212 288 246 221 92 139 173 159 115 Shear force (kN) 721 932 1038 1604 1229 505 675 910 725 670 300 441 545 468 432
Bea
m
Shear force (kN) 233 293 330 555 406 163 212 278 237 213 98 134 166 153 137 Bending moment (kNm) 337 425 477 801 587 237 307 415 354 318 142 200 249 229 206
230
E.7.0 Base moments and base shear values for 48 m height building
E 7.1 Base moments and base shear value (wind flow perpendicular to 60 m side)
E 7.2 Base moments and base shear value (wind flow perpendicular to 30 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Base moment (MNm) 121.4 121.9 154.4 244.6 244.4 91.9 97.2 118.8 133.2 133.2 60.1 62.2 76.6 87.1 87.0 Base shear (kN)
4080.8 4687.6 5937.1 8525.1 8512.1 3091.2 3737.9 4568.8 4752.9 4812.8 2020.8 2390.8 2947.7 3107.3 3145.5
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Base moment (MNm) 49.6 63.2 67.6 100.5 100.4 37.6 49.5 56.3 55.3 55.4 24.6 31.7 35.6 36.3 36.2 Base shear (kN) 1669.8 2354.2 2557.3 3428.2 3421.3 1264.6 1851.1 2131.0 1944.2 1977.2 826.8 1186.6 1344.7 1274.0 1292.4
231
E.8.0 Base moments and base shear values for 183 m height building
E 8.1 Base moments and base shear value (wind flow perpendicular to 46 m side)
E 8.2 Base moments and base shear value (wind flow perpendicular to 30 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Base moment (MNm) 2215.9 2152.8 3220.4 4296.7 3243.4 1478.8 1554.8 1902.0 1978.4 1734.0 966.7 1007.9 1131.9 1358.6 1120.0 Base shear (kN) 21625.9 22329.1 28887.6 40556.2 32218.2 15502.9 16597.2 20157.4 19856.4 17566.8 10134.1 10829.3 11995.7 13871.4 11345.2
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Base moment (MNm) 1103.5 1387.4 1574.4 2626.0 1938.7 772.5 1007.9 1363.6 1159.9 1037.8 463.8 657.4 817.6 745.6 669.7 Base shear (kN) 11520.9 16276.6 18197.9 24511.2 19101.5 7934.9 10828.5 14512.0 11187.2 11659.1 4724.1 7064.2 8698.6 7196.8 6731.5
232
E9.0 maximum shell stress in 48 m height building
E 9.1 Maximum shell stress in shear wall (wind flow perpendicular to 60 m side)
E 9.2 Maximum shell stress in shear wall (wind flow perpendicular to 30 m side)
E10.0 maximum shell stress in 183 m height building
E 10.1 Maximum shell stress in shear wall (wind flow perpendicular to 46 m side)
E 10.2 Maximum shell stress in shear wall (wind flow perpendicular to 30 m side)
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Shell stress (N/m2) 5.66 6.08 7.36 12.01 11.17 4.03 4.61 5.85 6.45 6.5 2.81 2.98 3.62 4.19 4.14
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Shell stress (N/m2) 4.11 5.5 5.81 8.2 8.24 3.1 4.42 4.86 4.51 4.75 1.89 2.63 2.81 2.92 3.09
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Shell stress (N/m2) 22.6 23.6 28.1 38.7 31.5 17.6 18.0 20.3 20.4 19.2 14.4 14.7 15.5 15.7 14.9
Zone 1 Zone 2 Zone 3
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
CP3 BS EN AS 1989
AS 2002
Shell stress (N/m2) 20.9 24.1 27.4 30.3 28.9 19.1 22.4 26.4 23.2 22.6 15.8 18.2 20.2 18.6 18.2
233