EAS454 Wind Load - Part 12 PDF
EAS454 Wind Load - Part 12 PDF
EAS454 Wind Load - Part 12 PDF
Part 3 : Examples
PART : 1
Introduction
Failure because of wind loading
g:
Ferrybridge Cooling Tower, UK (1965)
KEDAH
SABAH
PULAU LABUAN
KELANTAN
PINANG TERENGGANU
PERAK
SARAWAK
PAHANG
SELANGOR
Kuala Lumpur
NEGERI
SEMBILAN MALAYSIA
WIND MAP
MELAKA
JOHOR
Matric
Name no. Site, State Date Time Wind Speed Station
Peninsular Malaysia
1 Alvin Leong Chee Wei 91846 Kuala Perlis , Perlis 8-Oct-08 8.00 pm. Chuping
2 Ang Jin Leong 91847 Sik, Kedah 28-Mar-09 Evening Alor Setar Station
3 Teh Boon Koon 91944 Alor Setar, Kedah 25-Mar-09 - 79.92km/hr Alor Setar Station
4 Ng Woei Seng 91914 Batu Lanchang, Penang 4-Apr-05 4.30 pm Bayan Lepas
5 Bong Sell Feng 91851 Sungai Dua, Penang 20-Jun-07 1.44 pm 79.636 km/hr Bayan Lepas
6 Chan Wei Chuang 91852 Taiping, Perak 14-Aug-09 5.00 pm. Hospital Taiping
7 Tou Yok San 91948 Putra Jaya , Selangor 4-Apr-08 3.30 pm. Subang
Kampung Malaysia Raya, Kuala
8 Chen Siew Siew 91855 Lumpur 28-Nov-09 4.15pm. 15.9 m/s Subang
9 Eugene
E Lim
Li 91866 S
Seremban,
b N Negerii S
Sembilan
bil 1 J 10
1-Jan-10 5 30 am.
5.30 H i l Seremban
Hospital S b
10 Gan Khai Sian 91870 Kota Melaka, Melaka 1-May-07 - Melaka
11 Saw Hooi Yee 91930 Parit Jawa, Muar , Johor 21-Oct-09 1.45 am 48.6km/hr Senai
12 Hew Ting Hui 91874 Johor Bahru, Johor 19-Jul-07 11.15 am. Mersing
13 Khor Wei Huat 91879 Rompin Pahang
Rompin, 28 Sep 09
28-Sep-09 4 00pm
4.00pm. Muadzam shah
14 Ng Lye Khong 91912 Kota Bharu, Kelantan 2-Oct-09 - Kota Bharu
15 Yeong Ngai Hung 91951 Kota Bharu, Kelantan 22-Nov-09 - Kota Bharu
16 Leong Chung Sum 91885 Kota Bharu, Kelantan 30-Sep-09 3.30 pm. Kota Bharu
Kuala Terengganu Airport
17 Seet Khing Liong 91931 Besut, Terengganu 24-Apr-09 5.00pm. 52.56km/hr Station
18 Kuan Kae Liang 91882 Kuala Terengganu , Terengganu 21-Nov-09 Noon Kuala Terengganu
East Malaysia
19 Tan Yik Ping 91942 Tawau, Sabah 24-Nov-07 - 50km/hr Tawau
20 Lee Jun Yuan 91883 Lahad Datu
Datu, Sabah 19 May 09
19-May-09 Night Tawau
21 Ong Yee Chien 91926 Papar, Labuan 28-Sep - 60km/hr Labuan
22 Teh Koon Teik 91945 Kapit, Sarawak 21-Jun-09 7.30 pm. Kuching
23 Lee Khoon Jeng 91884 Kuching, Sarawak 15-Aug-09 - 40.7km/hr Kuching
Top 10 Natural Disasters in MALAYSIA
D
Drought
ht Drought 1 - 5000 -
Diarrhoeal/Enteric 1 - 607 -
Meningitis 1 17 - -
Respiratory 1 2 3 -
Unknown 2 4 988 -
Epidemic
p Anthrax 1 1 267 -
Rabies 1 15 203 -
Respiratory 2 87 23 -
Unknown 1 672 - -
20
Wind Speed (m/ss)
15
10
W
0
Mi nute 00 30 00 30 0 0 30 00 30 00 30 00 30 0 0 30 00 30 00 30 00 30 0 0 3 0 00 30 00 30 00 30 0 0 30 00 30 00 30 00 30 00 30 00 30 00 30 00 30 00 3 0 00 30
Hour 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Da y 11
Loads
Static Dynamic
wind
Wind Loads on Buildings
(cont1 )
(cont1.)
may need to
weigh down roof
Wind Loads on Buildings
(cont2 )
(cont2.)
Wind tends to overturn a tall building
Acts as a vertical cantilever
Pressure
Suction
Reaction
Resisting Moment
Factors in Wind Speeds
p
General wind speed
p in the region
g ( 8 20 m/s)
/ )
(pressure varies with square of the speed)
Local topography affects wind patterns
Wind speed increases with altitude
Wind speed decreases with terrain roughness
Very exposed
More sheltered
Wind
Factors in Wind Loads
(cont.)
(cont )
Shelter from anything permanent will reduce
loads
Shape of building affects loads
Boxy vs streamlined
Curved
shapes Sheltered
would need by buildings
special
analysis
Menara KOMTAR, Penang
Wind Loads on Elements
Min wind
d pressure in MS1553 =
0.65kPa
Gravity Load
Earthquake Loads
are highly
g unpredictable and their
Lateral
analysis is based on dynamic and
Load
probabilistic methods. However, most
Wind load building structures are designed
based on codes, which have
provisions for resisting moderate
Uniformlywithout
earthquakes structural
damage increasing
and resisting major
Loadwithout collapse.
earthquakes
Snow load
Lateral
Load
Seismic
load
4
Structural Response
Deflection
All structures experience stress and undergo a limited amount of deflection when subjected to
loading. A structures deflection under the dead load is only in the vertical direction with
no lateral deflection at all.
all vertical deflection can be in the form of bending in the
horizontal spanning members such as beams and slabs and shortening of vertical load
bearing members such as columns and walls.
When the live load is added to the structure, the produced stresses and the resulted deflections
become much higher. The horizontal loads such as wind load and earthquake loads can
produce large lateral displacement of the overall structure, which in turn will result in
deformation of structural members locally.
Excessive deflections are undesirable in a building because they can result in damage of the
building components and create structural problems. Deflection limits imposed by various
building codes. These limits are based on the load types and the structural member.
3. Torsion or Twisting
Like overturning, torsion or
ttwisting
i ti i mostt likely
is lik l induced
i d d by b
the action of lateral forces, like wind
and earthquake load, although
gravity load can be a problem if the
structure is not properly designed.
The lateral forces acting as couples
at the base of the structure create a
twisting motion, which is, called
torsion. The torsion failure is
significantly more of a problem for
non-symmetrical
y structures in which
the center of gravity of the structure
does not coincide with the center of
mass. In seismic regions uniform
distribution of structural elements
like floors, walls, and columns is
hi hl recommended.
highly d d
7
LIMITATIONS OF CODES
3
Wind
d tu
tunnel
e
testing
Current technology is based on simulating
boundary--layer (synoptic) wind profiles
boundary
UBN Complex
Kuala Lumpur 1982
aeroelastic test
Wind tunnel testing - Monash 450kW wind tunnel
Menara MPPJ
Petaling Jaya 1983
aeroelastic test,
cladding pressure
Menara MPPJ
Wind tunnel testing - Monash 450kW wind tunnel
Menara Safuan
Kuala Lumpur 1984
aeroelastic test,
cladding pressure,
environmental wind study
Wind tunnel testing - Monash 1MW wind tunnel
Penang
P Stadium
S di
1997
1997--98
aeroelastic,
l ti
pressure study with
correlations (effective static
wind loads)
Wind tunnel testing - Monash 450kW wind tunnel
1997
1997
aeroelasticmodel of full
bridge and erection stages
Wind tunnel testing - Monash 450kW wind tunnel
Universiti Teknologi
P t
Petronas
Tronoh 1999
cladding pressure,
pressure
area
area--averaged pressures
Wind Tunnel testing
at NUS
Menara Taming
g Sari
Melaka, 2003
cladding pressure,
aeroelastic
World's Tallest Buildings Ranked
Buildings in shaded boxes are not completed or are no longer standing. For completed
Height
Chief
Building & Location Year Stories M. Ft. Architect
Burj Dubai ,
705- Skidmore, Owings &
Dubai, UAE 2009? 160 ?
950? Merrill
(under construction)
Tower of Russia, Moscow,
Skidmore, Owings &
Russia 2010? 134 648 2,129
Merrill
(proposed)
International Business
Center, Seoul,
Center Seoul S.
S Korea 2008? 130 580 1 903
1,903
(proposed)
Lotte World II
Stephan Huh, Parker
Busan S. Korea 2012? 107 512 1,680
Design International
(proposed)
Taipei 101 Tower
2004 101 509 1,670 C.Y. Lee & Partner
Taipei, Taiwan
Shanghai World Financial
Center, China 2008 101 492 1,614 Kohn Pedersen Fox
(under construction)
q
Union Square Phase 7,,
Hong Kong, China (under
construction) 2010 102 474 1,555 Kohn Pedersen Fox
Suyong Bay Tower,
Busan, S. Korea
(proposed) 2010 102 462 1,516 Kohn Pedersen Fox
Xujiahui Tower, Shanghai,
China John Portman &
(proposed) 2010 92 460 1,509 Associates
Petronas Towers 1 & 2,
Kuala Lumpur, Malaysia 1998 88 452 1,483 Cesar Pelli
TAIPEI 101
UWS Position at
A
Seberang Jaya
Telecommunication
T
Tower
Telecom Tower
Seberang Jaya
Telecom Tower -Seberang Jaya
MS 1553 : 2002 Overview
April 2002-Wind sensor were installed
1998 IRPA Grant
S b
Seberang JJaya T
Telecommunication
l i ti
Tower
1998 Wind Group
Committee start to build
Code of p
practice of wind Non Stationary and Analysis of Extreme
loading Stationary of data wind speed for short
period record
Kevin C.N. 2004
Height BUILDING
Wind Speed
p (
(m/s)
) Loading
g((ESWL)
) Vibration&
Loading
(KN/area)
What Will Happen
+ +
BS 6399:
Ve = VbSaSdSsSpSb qs = 0.5Ve2 Ps = qs CpeCa
Part 2
Vdes=
MS 1553:2002 qs = 0.5Vdes
d
2 Ps = qsCfig
fi Cdyn
d
Vs Md(Mz.cat)MsMhI
REFERENCES
C S
1. Architectural Institute of Japan (1996) Recommendation for Loads on
Buildings, AIJ.
2. American Society of Civil Engineers (1998), Minimum Design Loads for
building and others structures. ASCE 7-98.
3. British Standard Institution. Loadings for building (1995) Code of practice for
wind loads
loads , BS 6399 Part 2.
2
4. C.E.N (European Committee for Standardization) Eurocode 1 (1994) Basis of
Design and Actions on Structures Part 2-4: Actions on Structures - Wind
Action ENV 1991-2-4.
5. I t
International
ti l St
Standards
d d O Organization
i ti (1997) Wind
Wi d Action
A ti on Structures,
St t ISO
4354.
6. Malaysia Standard (2002) Code of Practice On Wind Loading For Building
Structure, MS 1553:2002 Department of Standards Malaysia.
7. National Research Council of Canada (NRCC) (1996). Users Guide - Structural
Commentaries NBCC 1995 Part 4.
8. Standard Australia (1989) Minimum Design Load on Structure Part 2: Wind
Load AS 1170.2-98.
Load 1170.2 98.
Modification on Factor
From modification factors that have
been highlighted before, there are
three major concern why the factor are
included
1. Wind climate
2. Topography Condition (e.g. Hill Slope)
3. Geometry/Shape of Building
ENV 1991
1991-2-4
24 CALT **
p = ((0.5
air) Vdes 2(C
( figg)(
)(Cdyn
y ) in Pa (2)
( )
where Vdes=Vsite x I
and Vsit = Vs(Md)(Mz,cat)(Ms)(Mh)
I = important factor (Table 3.2 pg 21)
Vs = Basic Wind Speed ( Table 3.1 pg 19 or map Fig 3.1 pg 20)
Md = Direction Multiplier (Md = 1)
Mz cat = Terrain Height Multiplier ( Table 4.1
Mz,cat 4 1 pg 23)
Category Description
1 Exposed open terrain with few or no obstruction
includingg water surface and sea surface
2 Open terrain, with few well scattered obstruction
having height from 1.5m 10 m
3 Terrain with numerous closely spaced obstruction
3.0m- 5.0m such as suburban areas
4 g , high
Terrain with numerous large, g (10m
( to 30m high)
g )
and closely spaced obstruction such as large city
centre and well developed industrial complexes
Minimum
D i
Design Wind
Wi d
P
Pressure 0 65 kPa
0.65 kP
(Cl 2.4.2
2 4 2 pg 15)
PART : 3
E
Examples
l