The Usage of Malaysian Standard of MS1553:2002 Code of Practice on Wind Loading for Building Structure ASSOC. PROF. DR TAKSIAH A. MAJID
25th June 2005 (Saturday) IEM Penang
Contents Part 1 : Introduction - Wind Loads Part 2 : MS1553; 2002, Code of Practice on Wind Loading for Building Structures + worked eg. Part 3 : Examples
PART : 1 Introduction
Failure because of wind loading g: Ferrybridge Cooling Tower, UK (1965)
• Design wind pressures at the top of the tower were 19% lower than they should have been.
Natural Disaster due to Wind Storm St
• According to International Disaster Database (2004) wind storm are listed top 10 natural (2004), disaster affected Malaysia. • 26 December 1996, Sabah - killed 270 people in. • 12 February 1999, 1999 Kuala Lumpur- Several houses and buildings structures has damaged and destroyed by wind. Loses are estimated more , than RM 250,000. • 16 August 2004, Bukit Mertajam, Seberang PeraiTwenty vehicles damage because roof apartment falling g down • 28 August, Penang- Windstorm caused serious damaged to 25 houses but also injured people. • 6 November 2004, wind storm has induced 40000 people affected in east cost of Peninsular Malaysia • 19 February y 2005,, Sungai g Siput. p Perak -38 numbers of house damaged due to windstorm
WIND DAMAGES IN MALAYSIA
Taman Murni 10 Ogos 2009
Strong Wind Events in Malaysia
PERLIS
KEDAH
SABAH
PULAU PINANG
LABUAN
KELANTAN TERENGGANU
PERAK
SARAWAK PAHANG
SELANGOR
Kuala
Lumpur
NEGERI SEMBILAN MELAKA
JOHOR
MALAYSIA WIND MAP
Name
Matric no.
Site, State
Date
Time
Wind Speed
Station
8-Oct-08
8.00 pm.
Chuping Alor Setar Station
Peninsular Malaysia 1 Alvin Leong Chee Wei
91846
Kuala Perlis , Perlis
2 Ang Jin Leong
91847
Sik, Kedah
28-Mar-09
Evening
3 Teh Boon Koon
91944
Alor Setar, Kedah
25-Mar-09
-
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
8 Chen Siew Siew
91855
Kampung Malaysia Raya, Kuala Lumpur
28-Nov-09
4.15pm.
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
10 Gan Khai Sian
91870
Kota Melaka, Melaka
1-May-07
-
11 Saw Hooi Yee
91930
Parit Jawa, Muar , Johor
21-Oct-09
1.45 am
12 Hew Ting Hui
91874
Johor Bahru, Johor
19-Jul-07
11.15 am.
13 Khor Wei Huat
91879
Rompin Pahang Rompin,
28 Sep 09 28-Sep-09
4 00pm 4.00pm.
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.
17 Seet Khing Liong
91931
Besut, Terengganu
24-Apr-09
5.00pm.
18 Kuan Kae Liang
91882
Kuala Terengganu , Terengganu
21-Nov-09
Noon
19 Tan Yik Ping
91942
Tawau, Sabah
24-Nov-07
-
20 Lee Jun Yuan
91883
Lahad Datu Datu, Sabah
19 May 09 19-May-09
Night
21 Ong Yee Chien
91926
Papar, Labuan
28-Sep
-
22 Teh Koon Teik
91945
Kapit, Sarawak
21-Jun-09
7.30 pm.
23 Lee Khoon Jeng
91884
Kuching, Sarawak
15-Aug-09
-
79.92km/hr
15.9 m/s
Alor Setar Station
Subang H i l Seremban Hospital S b Melaka
48.6km/hr
Senai Mersing Muadzam shah
52.56km/hr
Kota Bharu Kuala Terengganu Airport Station Kuala Terengganu
East Malaysia 50km/hr
Tawau Tawau
60km/hr
Labuan Kuching
40.7km/hr
Kuching
Top 10 Natural Disasters in MALAYSIA sorted by economic damage costs affected from 1979 to 2008 # of Events
Killed
Total Affected
Damage US (000s)
D Drought ht
Drought
1
-
5000
-
Epidemic
Unspecified
12
98
225029
978,000 ( 1 )
Arbovirus
5
487
28254
-
Diarrhoeal/Enteric
1
-
607
-
Meningitis
1
17
-
-
Respiratory
1
2
3
-
Unknown
2
4
988
-
Flash Flood
3
19
130600
22,000
Flood
9
54
71118
1,000
Slides
Landslide
4
152
285
-
Wave / Surge
Tsunami
1
80
5063
500,000 ( 2 )
Wild Fires
Forest
4
-
3000
302,000 ( 3 )
Wind Storm
Storm
4
3
41655
-
Typhoon
2
272
6291
53,000 ( 4 )
Flood
Source: "EM-DAT: The OFDA/CRED International Disaster Database
Top 10 Natural Disasters in INDONESIA sorted by economic damage costs affected from 1979 to 2008 # of Events
Killed
Total Affected
Damage US (000s)
Drought
Drought
6
1266
1083000
89,000
Earthquake
Earthquake
70
11071
5078535
4,476,276 ( 3 )
Epidemic p
Anthrax
1
1
267
-
Arbovirus
9
2076
136460
-
Diarrhoeal/Enteric
11
600
17641
-
Malaria
3
225
504000
-
Rabies
1
15
203
-
Respiratory
2
87
23
-
Unknown
1
672
-
-
Unspecified
39
1386
3013819
1,661,175
Flash Flood
13
1210
827209
159,500
Flood
55
2488
3030957
553,814
Slides
Landslide
36
1570
384647
121,745
Volcano
Explosive Eruption
9
35
122110
8 000 8,000
Volcano
26
586
517683
336,190
Tidal wave
2
550
2023
-
Tsunami
2
166510
568441
4,506,600 ( 2 )
Wild Fires
Forest
9
300
3034478
9,329,000 ( 1 )
Wind Storm
Cyclone
3
2
2238
-
Storm
2
4
12400
-
Flood
Wave / Surge
Source: "EM-DAT: The OFDA/CRED International Disaster Database
CHARACTERISTICS OF THUNDERSTORM TS Event at 17.30 on 11th April 2003 Wind Spe e d (m/s ) ve rs e s Time 25
Variab le W IN D A W IN D B
Wind Speed (m/ss) W
20
15
10
5
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
Da y
11
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
Loads
Static
Forces due to Settlements, Th Thermal l effects, ff t ...
Self-Weight Of Structure
Dynamic
Dead Loads (fixed)
Fixed Building Elements
Live Loads (movable)
Occupancy
Continuous
Impact
Earthquakes
Wind
Environmental (snow, ...)
Loads • Two main types
dead loads - self-weight, fixed elements
live loads - occupancy, wind
Loads ((cont.)) • The building materials impose dead loads ((fixed,, vertical)) • The occupants and contents i impose live li lloads d (variable, ( i bl mostly tl vertical) • Wind and earthquake impose live loads ((variable,, mostly y horizontal))
Wind loads • Both Pressure and Suction • Always important for tall buildings • But also important for low b ildi buildings - bracing b i
Wind loads on Buildings • Pressure on the windward face • Suction on other faces • Suction on lowpitched roofs - < 300 • Buildings need bracing and tyingdown • Wind can come from any direction 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
Resisting Moment
Suction
Reaction
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 would need special analysis
Sheltered by buildings
Menara KOMTAR, Penang
Wind Loads on Elements • Min wind d pressure in MS1553 = 0.65kPa • Wind Force = Multiply by the area exposed to wind
Wind Loads •dependent on the geographical location, the height, the type of the surrounding physical environment, i t the th shape h and d size i off the th building b ildi as wellll as many other th factors. f t Alth Although h exactt prediction of the wind load magnitude on a building is not possible, various building codes provide a very clear and conservative method for designing for wind loads. Wind and earthquake loads are applied as lateral or horizontal forces on the building. Gravity Load
Lateral Load Wind load
Earthquake Loads • are highly g unpredictable and their analysis is based on dynamic and probabilistic methods. However, most building structures are designed based on codes, which have provisions for resisting moderate Uniformlywithout earthquakes structural increasing damage 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 structure’s 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. Overall Structural Stability If the th structure t t or its it foundation f d ti i nott properly is l designed d i d or constructed t t d the th overallll structural t t l system can lose balance and fail. This failure can result in sliding, overturning or torsion. 1.
Sliding
2.
Overturning
3.
Torsion or Twisting 6
1. Sliding
2. Overturning
• Sliding is mostly due to the effect of lateral forces on
• Overturning is also usually due to the effect of lateral forces, however in some cases the gravity forces can set the structure out of balance and create this type of failure failure.. Overturning is a structural failure that is normally associated with tall and slender buildings with relatively small foundations.. In most cases a well foundations well--designed, large and rigid foundation can provide the required resistance for balancing the loads and assuring safety against overturning. overturning.
inadequately designed foundation systems. If a structure’s foundation is not large enough to withstand lateral forces or if the structure and its foundation do not interact sufficiently, under extreme loads the overall structure will move as a complete unit resulting in severe structural damage to the building. To prevent sliding the foundation must be placed over a wide area or pile foundations can be used.
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
•Not consider tornadoes and typhoons •Covers only building + +- 200m high •Structures with roof spans less than 100m 100 •Not off-shore structures, bridges and transmission towers
3
Wind d tu tunnel e testing Current
technology is based on simulating boundary--layer (synoptic) wind profiles boundary Modelled
building + surrounding structures + topography are geometrically similar to full scale Instrumentations
are consistent with the required measurement Less
effect of terrain and topography
Wind tunnel testing - Monash 450kW wind tunnel
UBN
Complex
Kuala
Lumpur 1982
aeroelastic
test
Wind tunnel testing - Monash 450kW wind tunnel
Menara
MPPJ
Petaling
Jaya 1983
aeroelastic cladding
test,
pressure
Menara MPPJ
Wind tunnel testing - Monash 450kW wind tunnel
Menara Kuala
Safuan
Lumpur 1984
aeroelastic cladding
test,
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
Batang
Baram Bridge
Sarawak 1997 section
model test
Wind tunnel testing - Monash 1MW wind tunnel
Batang
Baram Bridge
Sarawak 1997 aeroelastic
model 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 Melaka, cladding
Taming g Sari
2003 pressure,
aeroelastic
World's Tallest Buildings Ranked Buildings in shaded boxes are not completed or are no longer standing. For completed Height Building & Location
Year
Stories
M.
Ft.
Chief Architect
Burj Dubai , Dubai, UAE (under construction)
2009?
160
705950?
?
Skidmore, Owings & Merrill
Tower of Russia, Moscow, Russia (proposed)
2010?
134
648
2,129
Skidmore, Owings & Merrill
International Business Center, Seoul, Center Seoul S. S Korea (proposed)
2008?
130
580
1 903 1,903
Lotte World II Busan S. Korea (proposed)
2012?
107
512
1,680
Stephan Huh, Parker Design International
Taipei 101 Tower Taipei, Taiwan
2004
101
509
1,670
C.Y. Lee & Partner
Shanghai World Financial Center, China (under construction)
2008
101
492
1,614
Kohn Pedersen Fox
q Phase 7,, Union Square 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 (proposed)
2010
92
460
1,509
John Portman & Associates
Petronas Towers 1 & 2, Kuala Lumpur, Malaysia
1998
88
452
1,483
Cesar Pelli
TAIPEI 101
Steel Frame Tower Superstructure ( 508 m)
Tuned T d Mass M Damper
S Summary • Not all extreme winds are boundary-layer y y winds • Thunderstorm downburst winds are dominant contributor to extreme winds in equatorial climates near ground level • Synoptic winds may be dominant at greater heights - tall buildings • Storm types must be separated in extreme value analysis • Full-scale measurements of vertical and horizontal profiles in downbursts are required • Potential for laboratory and numerical simulation of flow over buildings, topography
Introduction MS 1553:2002 •Malaysia has developed their code of practice MS 1553:2002 on wind loading for building structure . •MS: MS: 1553:2002 has been base from Australia Standard AS 1170.2 based on similarity of wind climate (Sundaraj, 2002). •The code was developed using 23 meteorological all over Malaysia and the basic wind speed for Malaysia was established. established •In year 2002 under research grant of wind profile study, three ultrasonic wind sensors were installed in Seberang Jaya Telecommunication Tower
Ultrasonic Wind Sensor
C
l l level
A
B
C
Height (m)
45.72
75.28
97.23
B
A
UWS Position at Seberang Jaya Telecommunication T Tower
Telecom Tower Seberang Jaya
Telecom Tower -Seberang Jaya
MS 1553 : 2002 Overview April 2002-Wind sensor were installed S b Seberang JJaya T Telecommunication l i ti Tower
1998 IRPA Grant 1998 Wind Group Committee start to build Code of p practice of wind loading
S F Senin, S.F. S i 2000 Wind Data Validation Determination of basic wind speed in Malaysia
2002 - MS 1553 : 2002
Determine the coefficients of exposure p p pressure and dynamic pressure to Malaysia building structure
Non Stationary and Stationary of data Kevin C.N. 2004
Analysis of Extreme wind speed for short period record N.I Ramli, 2004
Wind Speed Vertical Profile, o e, Validation V d o and d Determination of Terrain Height Multiplier NI R N.I. Ramli, li 2005
G. Sundaraj,2002 - Provide basic wind speed for Malaysia area
MS 1553 : Code of Practice on wind loading in Malaysia
Effect Of Wind Loading B ildi Building BUILDING
Height
Wind Speed p ( (m/s) )
Loading g( (ESWL) ) (KN/area)
Vibration& Loading
What Will Happen
+
BUILDING
SHEAR
+
MOMENT
DEFLECTION
Wind Loads • The most common lateral load considered in building design is wind load. • Wind load vary y in intensity y depending p g on the building's geographic location, elevation, degree of exposure, relationship to nearby structures, structures building height, height size and shape. • The dynamic effect of wind load is usually analyzed as an equivalent static load in most small and moderate-sized buildings g
Wind Loads • Wind against a building may builds up positive and negative pressures on the windward and leeward sides of the structure. Winds can apply loads to structures from unexpected directions. • Wind loads have become particularly significant because of the increasing number of high-rise high rise buildings. buildings
PART : 2 D i Design Wind Wi d Load L d
Factors influenced Wind Load • •
•
Basically all codes and standards included factor to calculate the wind pressure on building. The basic factor to calculate wind pressure to building are depending on the building building's s geographic location, elevation, degree of exposure, relationship to nearby structures, building height height, size and shape. shape There are well known as:
1. Type of terrain ground, 2. Wind direction factor 3. Shielding factor 4. Dynamic Response Factor
5. Height above 6. Hill shape factor 7. Aerodynamic factor
An Overview of Design Codes Code
Design Wind Speed
Dynamic Pressure
ISO 4354
V
q ref = 0.5 ρV2
w= (q ref)(Cexp)(Cfig)(Cdyn)
ENV 19911991 2-4
Vref = CdirCtemCALTCref,o
q ref = 0.5 ρv2 ref
w = (q ref)(ce)(z)(cpe)
ASCE 7-2002
V
qz= 0 5 ρKzKztKdV2I 0.5
p = q (GCp)
AIJ 1996
UH =UOETEER
qH = 0.5ρU2H
wf = qHCfGfA
AS 1170.2-1989
Vz = VMd(Mz.cat)MsMtMi
qz = 0.5 ρV2 z
PE = CpeKeKlKpqz
BS 6399: Part 2
Ve = VbSaSdSsSpSb
qs = 0.5ρVe2
Ps = qs CpeCa
MS 1553:2002
Vdes= Vs Md(Mz.cat)MsMhI
2 qs = 0.5ρVdes d
Ps = qsCfig fi Cdyn d
Building Pressure/force
REFERENCES C S 1.
2.
3.
4.
5.
6.
7.
8.
Architectural Institute of Japan (1996) ‘’ Recommendation for Loads on Buildings’’, AIJ. American Society of Civil Engineers (1998), ‘’Minimum Design Loads for building and others structures’’. ASCE 7-98. British Standard Institution. Loadings for building (1995) ‘’Code of practice for wind loads’’ loads , BS 6399 Part 2. 2 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. 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. Malaysia Standard (2002) ‘’Code of Practice On Wind Loading For Building Structure’’, MS 1553:2002 Department of Standards Malaysia. National Research Council of Canada (NRCC) (1996). ‘’ User’s Guide - Structural Commentaries’’ NBCC 1995 Part 4. 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 •
Only factor deal with climate different from one country to another country. country Other factor are almost same
Terrain height multiplier • From the various codes of practice, the modification factor that deal with climate is terrain height multiplier. multiplier • It is known and symbol as shown as below: CODE
SYMBOL
FACTOR
ISO 4354
Cexp
Exposure coefficient
ENV 1991 1991-2-4 24
CALT
**
ASCE 7-2002
Kz
Exposure terrain coefficient
AIJ 1996
ET
AS 1170.2-1989
Mz.cat
** Terrain Height Multiplier
BS 6399: Part 2
Sb
Terrain Buildingg Factor
Mz.cat
Terrain Height Multiplier
MS 1553:2002
Basic Wind Speed (Vs) • Definition: Maximum wind speed will occur one in a recurrent interval year (XT) • X = wind speed , T =Year • Always T is taken as 50 year and 100 year • Vs is measured at 10 m height from ground level • Vs is use as a reference wind that will be consider in design load to structure
Design Wind Pressure • According to MS 1553:2002 p = ((0.5ρ ρair) 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) Ms = Shielding Multiplier (Table 4.3 pg 25) Mh = Hill shape Multiplier ( Equations either a), b) or c) )
Mz,cat = Terrain Height Multiplier • Definition = multiplier than giving wind speed at variation of height base on wind speed at reference (Vs,10 m) for different terrain category • Table 4.4, pg 23 MS1553
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 g (10m ( to 30m high) g ) Terrain with numerous large, 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
