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World Bank ECCR Workshop in St Vincent 26 January 2012
Tony Gibbs1
Overview of building codes and CUBiCNational adoptions in the Eastern CaribbeanNational adoptions in the Eastern Caribbean
Discussion of wind loading in St Lucia
Tony GibbsConsulting Engineers Partnership Ltd
World Bank ECCR Workshop in St Vincent 26 January 2012
Tony Gibbs2
Codes = laws and regulations
Standards = technical provisions
History
pre CCEOpre‐CCEO
1969 – the formation of the CCEO
Timber GAPEh kEarthquakes APETT
Wind BAPEMasonry JIE
World Bank ECCR Workshop in St Vincent 26 January 2012
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History
Th l 1970The early 1970sThree conferences in Jamaica
1978The First CaribbeanThe First CaribbeanEarthquake Engineering Conferencein Trinidad
History
19791979
The CaribbeanDisaster Preparedness Conferencein St Luciain St Lucia
The conception of CUBiC
World Bank ECCR Workshop in St Vincent 26 January 2012
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History
1979The CARICOM Council of Ministers of Health
1980Disaster Preparedness ConferenceDisaster Preparedness Conferencein Dominican Republic(CUBiC project formulation)
History
19801980Funding meeting in Washington
1981‐82CUBiC project preparation
1982‐85CUBiC project execution
World Bank ECCR Workshop in St Vincent 26 January 2012
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Contents
Part 1 Administration and Enforcement of the Code
Part 2 Structural Design RequirementsPart 3 Occupancy, Fire Safety and Public
Health RequirementsS i i d SPart 4 Services, Equipment and Systems (Not Included in Present CUBiC)
Part 5 Small Buildings
ContentsPart 2 Structural Design Requirements
Section 1 Dead Load and Gravity Live LoadSection 2 Wind LoadSection 3 Earthquake LoadSection 4 Block MasonrySection 5 Foundations (not Included in Present CUBiC)Section 6 Reinforced and Prestressed ConcreteSection 7 Structural SteelSection 8 Structural Timber
World Bank ECCR Workshop in St Vincent 26 January 2012
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Earthquake Loadsand
Design Provisions
o Historical observations ofsuccesses and failures
o Equivalent static forces
o Dynamic analysis
World Bank ECCR Workshop in St Vincent 26 January 2012
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History1967 – Caracas Earthquake1971 – Key, Tomblin, Imbert1974 – Antigua Earthquake1974 Antigua Earthquake1969 – SEAOC1979 – First Caribbean Conference on
Earthquake Engineering1981‐5 – Principia Mechanica1997 C i d T b E th k1997 – Cariaco and Tobago Earthquakes2003 – Dominican Republic Earthquake2008‐10 – EUCENTRE‐SRC Study2010 – Haiti Earthquake
1967 Caracas Earthquake:soils, non‐structural infill, overturning
World Bank ECCR Workshop in St Vincent 26 January 2012
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Photo: David Key
World Bank ECCR Workshop in St Vincent 26 January 2012
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Photo: Tony Gibbs The 09 July 1997 Cariaco Earthquake north-east of VenezuelaPhoto: Tony Gibbs
Photo: Tony GibbsThe 09 July 1997 Cariaco Earthquake north-east of VenezuelaPhoto: Tony Gibbs
World Bank ECCR Workshop in St Vincent 26 January 2012
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The 22 Sep 2003 Earthquake north of Hispañola
Photo: Daniel ComarazamyThe 22 Sep 2003 Earthquake north of Hispañola
World Bank ECCR Workshop in St Vincent 26 January 2012
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World Bank ECCR Workshop in St Vincent 26 January 2012
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World Bank ECCR Workshop in St Vincent 26 January 2012
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NATIONAL CATHEDRAL
Photo: GADR
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Photo: Julian Jackson
Fuel Port
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Fuel Port
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Design PhilosophyProtect lives rather than property
Structures designed in conformance with the provisions d i i l f h i C iC 2 S i 3 h ldand principles set forth in CUBiC:Part‐2:Section‐3 should,
in general, be able to:
1 resist minor earthquakes without damage;2 resist moderate earthquakes without structural
damage but with some non‐structural damage;damage, but with some non structural damage;3 resist major earthquakes, of the intensity of
severity of the strongest experienced in (the target area), without collapse, but with some structural as well as non‐structural damage.
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Concrete BehaviorAsp
fyhAsp
ds
fyhAsp
Confinementfrom spiral orcircular hoop
Forces actingon 1/2 spiral orcircular hoop
Confinementfrom squarehoop
Column with spiral reinforcement
World Bank ECCR Workshop in St Vincent 26 January 2012
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Column with inadequate ties
Wind Loadsand
Design Provisions
World Bank ECCR Workshop in St Vincent 26 January 2012
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CP3 Chapter V:Part 2 – 1952
75 mph – 1‐minute average(= 93 mph or 41 m/s 3‐second gust)
Rudimentary procedures
South Florida Building Code – 1960s
120 mph – fastest mile(= 137 mph or 61 m/s 3‐second gust)
Rudimentary procedures
World Bank ECCR Workshop in St Vincent 26 January 2012
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The Council of Caribbean Engineering Organisations
(CCEO)(CCEO)1969
gave a mandate to theBarbados Association of Professional Engineers
(BAPE)(BAPE)to prepare a wind load standard
Tony Gibbs, AR Matthews, HC Shellard“Wi d L d f St t l D i 1970”“Wind Loads for Structural Design – 1970”
including
HC ShellardHC Shellard“Extreme Winds in the Commonwealth Caribbean”
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Our first “modern” standard
Based on the approach of the 1972 edition of the British Standard CP‐3:Chapter‐V:Part‐2 (also the guide p ( gfor the 1970s Australian standard and the Brazilian standard)
Over 80 pages:o procedures
i f d f ffi io extensive range of pressure and force coefficientso several appendices of explanatory background to
the procedures – the suitable textbook of fundamentals
Basic wind speed – V (3‐second, 33‐ft, 50‐year, open terrain)
fTopographic factor – S1
Terrain roughness, height, size –S2
Importance – S3
Design wind speed – VS = V x S1 x S2 x S3
Pressures derived from VS
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Durst-Deacon
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Suggested Basic Wind Speeds (mph, 3s)for Some Commonwealth Caribbean Countries
1970
Jamaica 120 (= 54 m/s)BVI 120 (= 54 m/s)Leeward Islands 120 (= 54 m/s)St Lucia, St Vincent 120 (= 54 m/s)Barbados 120 (= 54 m/s)Barbados 120 (= 54 m/s)Grenada, Tobago 100 (= 45 m/s)Trinidad 90 (= 40 m/s)Guyana 50 (= 22 m/s)
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1981 Revision of“Wind Loads for Structural Design” (3s)CCEO – BAPE – NCST – OASTony Gibbs – HE Browne – BA Rocheford
Procedures for aerodynamically‐sensitive structures (< 1Hz)
Jamaica 56 m/s (= 125 mph)BVI 64 m/s (= 143 mph)Leeward Islands 64 m/s (= 143 mph)St Lucia, Dominica 58 m/s (= 130 mph), / ( p )Barbados, St Vincent 58 m/s (= 130 mph)Grenada, Tobago 50 m/s (= 112 mph)Trinidad 45 m/s (= 101 mph)Guyana 22 m/s (= 49 mph)
BA Rocheford (Caribbean Meteorological Institute) 1984 Revision of Wind Speeds – 10‐minute
Belize – Centre 29.0 m/s (= 65 mph) [= 93 mph 3s] Jamaica – N 37.0 m/s (= 83 mph) [= 119 mph 3s]Jamaica – S 41.0 m/s (= 92 mph) [= 132 mph 3s]St Kitts 44.5 m/s (= 100 mph) [= 143 mph 3s] Antigua 46.0 m/s (= 103 mph) [= 147 mph 3s] Dominica 41.0 m/s (= 92 mph) [= 132 mph 3s]St Lucia 43 0 m/s (= 96 mph) [= 137 mph 3s]St Lucia 43.0 m/s (= 96 mph) [= 137 mph 3s]Barbados 42.0 m/s (= 94 mph) [= 134 mph 3s]Tobago 31.5 m/s (= 70 mph) [= 100 mph 3s]Trinidad – Central 27.5 m/s (= 62 mph) [= 89 mph 3s]
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The Caribbean Uniform Building Code (CUBiC:1985)The Boundary Layer Wind Tunnel Laboratory (University of Western Ontario)Davenport – Surry – Georgioup y g
Simulation of hurricane wind climate using:o drop in barometric pressure;o radius of the ring to maximum wind speeds;o translation speed;o angle of its track;o angle of its track;o position of the point of interest relative to the
centre of the storm.
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CUBiC:1985 (forerunner of ISO 4354:1997)UWO‐BLWTL
o Reference pressures (10‐minute average wind speeds
o adjustments for height and ground roughness; shape and size; dynamic response:response:
w = (qref)(Cexp)(Cshp)(Cdyn)
CUBiC Part 2 Section
2
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Maximum Wind Speeds (50‐year return)
W
23 N
CDMP
89.5
59 W
9 N
Wind Speeds
0 1 2 3 4 5knotsmph
kph
m/s
Storm Category
25 50 75 100 125
25 50 75 100 125 150
50 100 150 200 250
10 20 30 40 50 60 70
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Ir P C van Staalduinenand
Dr Ir C P W GeurtsDr Ir C P W GeurtsTNO (Netherlands Organisation for Applied Scientific Research)
“Hurricane Hazardin the Netherlands Antilles ”in the Netherlands Antilles ….
1997
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1999: CARICOM decision to adopt and adaptthe I‐codes of the ICC
2000: The I‐codes adopt by referencethe wind load provisions of the ASCE 7.
2008: PAHO executed a project, funded by USAID for the preparation of theUSAID for the preparation of the Caribbean Application Document (CAD) for ASCE 7‐05 Ch 6.
TheThe trendtrend forfor CaribbeanCaribbean standardsstandardsisis toto adoptadopt and and adaptadaptthethe ASCEASCE‐‐7 7 approachapproach
(Dominican Republic new CUBiC Cayman Bahamas)(Dominican Republic, new CUBiC, Cayman, Bahamas)
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Wind Hazard Mapsfor the Caribbean Basin(3‐second mph at 33ft)(3 second mph at 33ft)
Overall region and individual islandsApril 2008
Principal researcher – Applied Research Associates (Peter Vickery)Regional coordinator – Tony Gibbs (CEP International Ltd)
Executing agency – Pan American Health Organisation (Dana van Alphen)Funding agency – United States Agency for International Development
(Tim Callaghan and Julie Leonard)
Caribbean Basin Wind Hazard Maps:
a series of overall, regional, wind‐hazard maps using uniform, state‐of‐the‐art approaches covering all of the Caribbean islands and the Caribbean coastal areas ofislands and the Caribbean coastal areas of South and Central America.
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Contour plots of modelled minimum central pressures (mbar) 50 year return period. Contours represent the minimum pressure anywhere
within 250 km of a point
130
120
120120
130
120 110
120
50‐Year Wind Speeds for Caribbean
110
100908070
6050
40
30
130
120 130
100
120
110100
90
90
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140
130
140 130
130
140130
100‐Year Wind Speeds for Caribbean
1201101009080
7060
50
40
140
150
120
130
120110
100
150 140
120
40
30110
100
30
180180
170170
160
160
170
160
700‐Year Wind Speeds for Caribbean
15014013012011010090
80
160
190
170
160150140130
70150140130120
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190180
190 180
170
170
180
170
1700‐Year Wind Speeds for Caribbean
170
160150140130120110100
90
200
190
170160150
80
160150140
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World Bank ECCR Workshop in St Vincent 26 January 2012
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World Bank ECCR Workshop in St Vincent 26 January 2012
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Peak gust wind speeds ( )
Return period (years)Location1700700
miles per hour10282Trinidad (S)156136Trinidad (N)128100Isla Margarita168154Grenada 156149Bonaire168147Curacao162146Aruba169152Barbados(mph) in flat
open terrain as a function of return period for selected
169152Barbados171155Saint Vincent172155Saint Lucia171159Martinique172159Dominica168157Guadeloupe172164Montserrat170163St. Kitts and Nevis168160Antigua and Barbuda178168Saint Martin/Sint Maarten176166Anguilla176167US Virgin Islandsselected
locations in the Caribbean
176167US Virgin Islands180169British Virgin Islands200187Grand Cayman197178Little Cayman/Cayman Brac162150Turks & Caicos (Grand Turk)170155Turks & Caicos (Providenciales)180165Eleuthera180162Andros180163New Providence (Nassau)178162Great Abaco175161Grand Bahama (Freeport)177165Belmopan
2.0
2.5
3.0
d Fa
ctor
Non-HurricaneHurricane
0.0
0.5
1.0
1.5
Win
d Lo
ad
Wind load factor (VT/V50)2
for Hurricane and Non‐Hurricane Wind Speedsplotted vs return period
1 10 100 1000 10000Return Period (Years)
World Bank ECCR Workshop in St Vincent 26 January 2012
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0.5
1.0
1.5
2.0
2.5
3.0
Win
d Lo
ad F
acto
r
Non-HurricaneHurricane
0.01 10 100 1000 10000
Return Period (Years)
Contour plots of (V700/V50)2
World Bank ECCR Workshop in St Vincent 26 January 2012
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1.2
1.21.2
1.2
1.3
1.2
1.2
1.2
1.21.3
1.41.51.6 1 7 1 8 2 1 9
1.1
1.11.2
1.2
1.2
1 5
1.1
1.3
1.3 1.2
1 7
1.2
1.3
1.31.4
1.5
Contour plots of importance factorfor ASCE category III and IV structures
defined by I=(V1700/V700)2
1.7 1.8 2 1.91.5 1.71
o ASCE 7 Basic Wind Speed, V – 3‐sec, 33 ft height, Exposure C, 50 years
o For same level of safety in the Caribbean a pseudo‐50‐year wind speed = V700/ √1.6 must be used 700
instead of the real V50.
o Alternatively the real V50 could be used with an upward adjustments to the Load Factors and Importance Factors.
o Alternatively, the Basic Wind Speed could be taken y, pas V700 for Category II buildings and V1700 for Categories III and IV buildings, with the Load Factor and Importance Factor = 1. This last approach will be simpler in a regional context.
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The 700‐year Return Period:
1 50‐year return period for non‐hurricane areas
2 Load factor = 1.63 Failure load produced by 50‐
year wind speed x √1 6year wind speed x √1.64 Use 700‐year wind with load
factor of 1
Load Combinations(factored loads using strength design)
1: 1.4(D + F)1: 1.4(D + F)2: 1.2(D + F + T ) + 1.6(L + H) + 0.5(Lr or S or R)3: 1.2D + 1.6(Lr or S or R) + (L or 0.8W)3a: 1.2D + 1.6(Lr or R) + (L or 0.8W700/1.6)4: 1.2D + 1.6W + L + 0.5(Lr or S or R)4a: 1.2D + 1.0W700 + L + 0.5(Lr or R)5: 1.2D + 1.0E + L + 0.2S6: 0.9D + 1.6W + 1.6H6a: 0.9D + 1.0W700 + 1.6H7: 0.9D + 1.0E + 1.6H
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SYMBOLS AND NOTATIOND = dead loadDi = weight of iceE = earthquake loadF = load due to fluids with well‐defined pressures and F load due to fluids with well defined pressures and maximum heightsFa = flood loadH = load due to lateral earth pressure, ground water pressure,or pressure of bulk materialsL = live loadLr = roof live loadR = rain loadS = snow loadT = self‐straining forceW = wind loadWi = wind‐on‐ice determined in accordance with Chapter 10
Load Combinations(nominal loads using allowable stress design)
1: D + F2: D + H + F + L + T2: D + H + F + L + T3: D + H + F + (Lr or S or R)4: D + H + F + 0.75(L + T ) + 0.75(Lr or S or R)5: D + H + F + (W or 0.7E)5a: D + H + F + (W700/1.6 or 0.7E)6: D+H+F+0.75(W or 0.7E)+0.75L+0.75(Lr or S or R)6 0 5( o 0 ) 0 5 0 5( o S o )6a: D+H+F+0.75(W700/1.6 or 0.7E)+0.75L+0.75(Lr or R)7: 0.6D + W + H7a: 0.6D + W700/1.6 + H 8: 0.6D + 0.7E + H
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ASCE 7 was written for the USA hi h h i t f h iwhich has a mixture of hurricane‐
prone regions and non‐hurricane regions. The CAD will eliminate all references to non‐hurricanereferences to non hurricane regions.
ASCE 7 allows three methods for d i i i d fdetermining wind forces on structures:
Method 1: Simplified (tables & limited use)Method 2: Analytical (almost all cases)Method 3: Wind Tunnel (unusual cases)Method 3: Wind Tunnel (unusual cases)
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Method 1: SimplifiedThe building must be:1. a simple diaphragm building;2. a low‐rise building;3. enclosed and conform to the wind‐borne debris
provisions;4. a regular shaped building or structure;5. not classified as a flexible building;6. not assessed as having unfavourable aerodynamic
characteristics and not having an unfavourable sitecharacteristics and not having an unfavourable sitelocation;
7. of a structure with no expansion joints or separations;8. not subject to unfavourable topographic effects;9. of an approximately symmetrical cross section.
Method 2: AnalyticalThe Design Procedure requires the following steps:
1. basic wind speed V and wind directionality factor Kd2. importance factor I2. importance factor I3. exposure category or exposure categories and
velocity pressure exposure coefficient Kz or Kh4. topographic factor Kzt5. gust effect factor G or Gf, 6. enclosure classification7 Internal pressure coefficient Gc7. Internal pressure coefficient Gcpi8. External pressure coefficients Cp or GCpf , or force
coefficients Cf9. Velocity pressure qz or qh, 10. Design wind load p or F
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o A lengthy process but, ASCE 7 provides most of the answers in tables and figures.
o A growing reliance on proprietary software for the use of computers in the determination of wind forces
o The negative effect of reducing the understanding of engineers in the fundamentals of wind forces on structures –more likely that gross errors would occur
There is debate over the wind directionality factor K where it isdirectionality factor Kd where it is applied to round chimneys and similar shaped structures.
(See Rolando Vega’s paper.)
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The penalties in the form of increased loads for buildings without impact‐resistant glazing or impact‐resistant, permanently‐installed shutters are severe. This should provide significant impetus for owners, designers and builders to
dincorporate impact‐resistant windows or shutters in buildings.
o Topographic effects are very important in most Caribbean countriescountries.
o This issue receives attention in ASCE 7. Wind speed‐up is recognised over hills, ridges, and escarpments.hills, ridges, and escarpments.
o Valleys are missing.
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Photo: UWO‐BLWTL
Sketch Sketch showingshowing effectseffects of of topographytopography
onon windwind velocityvelocity onon a a hillyhilly islandisland
100gV
80Vs
100Vg
60
gV100
g
120sV
Vs
V
40
100
Speed up
10 ms Vs
Open sea Winward Speed up over Sheltered leeward
coastCoast hill crest
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Probability 1% / year, 100-Year Return Time
Winds
Antigua
61.9
25 W
17.20 N
61. 65 W
1
22. Parham
Desalinization plant 50 m/sW t f t b t 47 /
1. St. John’sDowntown 47 m/sEast side of town 51 m/s
RC
-MIN
UT
ES
KIL
OM
ET
ER
S
Ross Wagenseilfor PGDMApril 2001
3
4
2
N
3. English and Falmouth HarboursNelson’s Dockyard 48 m/s Falmouth SE 41 m/sFalmouth NW 52 m/s
Waterfront by town 47 m/sHill above town 53 m/s
4. Jolly HarbourChannel entrance 45 m/sInner boat basin 44 m/sBeach front 45 m/s
Directory Topo. Map
Wind Speeds
0 1 2 3 4 5knotsmph
m/s
Storm Category25 50 75 100 125
25 50 75 100 125 150
50 100 150 200 25010 20 30 40 50 60 70
Wind
Wave
Surge
10yr 25yr 50yr 100yr
Min Max
5
AR
0
5
0
10
MIL
ES
0
5
PGDMMay200116.98 N
100-Year Return Time
DominicanRepublic
Winds
72 W
20.17 N
68
CDMP
DE
GR
EE
S
LO
ME
TE
RS
MIL
ES
100
Ross Wagenseilfor CDMPJanuary 2000
8 W
N
Wind Speeds
0 1 2 3 4 5knotsmph
kph
m/s
Storm Category
25 50 75 100 125
25 50 75 100 125 150
50 100 150 200 250
10 20 30 40 50 60 70
0
0.5
1
0
50
100
KIL
0
25
50
100
17.5 N
West Basin Mid-
BasinEastBasin
Caribbean
Wind
Wave
Surge
10yr 25yr 50yr 100yr
Return to Directory
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Risk Management Solutions
Topographic effectTopographic effect
showing wind velocity increaseshowing wind velocity increase
x
z
HH/2
x
z
z
x
H/2
x
H
z
speed up
(leeward)
V(z)
(windward)V(z)
(windward)V(z)
speed up
(leeward)
V(z)
Hill
mL
H
H/2 H/2
Escarpment
mL
H
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Pre‐Ivan photograph by Brooks La TouchePre-Ivan photograph by Brooks La Touche
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The National Stadium
Photo: Tony Gibbs
Method 3 – Wind Tunnel Procedure
o Wind tunnel testing is no longer unknown i th d i f C ibb b ildiin the design of Caribbean buildings.
o Used for:‐ overall loads on the main wind‐force
resisting systems;‐ pressures on external cladding;‐ pedestrian conditions adjacent to
buildings.
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Present Standards and Codes• CUBiC and national codes
– Barbados– Belize– OECS (9 states)
• Bahamas – South Florida Building Code• Cayman – Southern Building Code Congress International
• TCI – hybrid (USA and CUBiC)• Guyana (?)• Jamaica (IBC)• Trinidad & Tobago (in preparation)
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The New CUBiC (or CUBiS)to be based on the IBC
CUBiS countries:BarbadosBelizeGuyanaJamaicaTrinidad & TobagoOECS (9 states)
Other similar countriesOther similar countriesBahamas – SFBC >> IBCCayman – SBCCI >> IBCTCI – hybrid >> IBCDominican Republic >> IBC approach
Components(agreed by CCEO & CARICOM in March 1999)
1 Caribbean Application Document (CAD) based on IBC
2 CaribbeanResidential Design Standards
3 Model Laws and Regulations
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Components
1 Caribbean Application Document(CAD) based on IBC
a Use IBC 200? (The soon to be published version is 2006.)
b Delete clauses ??c Amend clauses ?? by replacing
them with ……d Add clauses as follows:
Components
2 C ibb R id i l S d d2 Caribbean Residential Standards
a Not necessarily based onIRC 200?
b Consistent with the CADb Consistent with the CADc Prescriptive and necessarily
more conservative than CAD
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Components
3 Model Laws and Regulations3 Model Laws and Regulations
a Each Caribbean state may wish to have its own laws and regulations.
b It ld b d i bl if thb It would be desirable if there were similarities of approach and content.
Country Standards Laws Enforcement
Anguilla Y Y YAntigua Y Y Y ?Bahamas Y Y YBarbados Y N NBelize Y N NBelize Y N NBVI Y Y Y ?Cayman Y Y YDominica Y Y ? NGrenada Y Y Y ?Guyana N N NJamaica Y Y Y
Status
Montserrat Y Y YSt Kitts Y Y Y ?St Lucia Y N NSt Vincent Y N NTCI Y Y YTrinidad N Y Y
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AMO = Atlantic multi‐decadal oscillations
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NAtl = North Atlantic
The Impact of Climate Change on Design Wind Speeds in
Saint Lucia
2008
Peter J. Vickery
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Percentage Increase in Basic Wind Speed in Lucia vs. Percentage Increase in Annual Rates of
Category 4 and 5 Hurricanes
15%
10%
n Basic W
ind Speed
Category II Buildings
113
0%
5%
0% 50% 100% 150% 200% 250% 300% 350%
Increase in
g y g
Category III and IV Buildings
Projections
• According to Curry et al. (2007), there could be an average of three to four Category 4 and 5 hurricanes per year by 2025 in the Atlantic Basin ThisCategory 4 and 5 hurricanes per year by 2025 in the Atlantic Basin . This represents a 210‐ to 280‐percent increase in the number of Category 4 and 5 hurricanes compared to the long‐term (1944‐2007) average of 1.4 Category 4 and 5 hurricanes per year.
• If this were the case, the basic wind speeds for Category II buildings in Saint Lucia should be increased by about 12 to 14 percent, and the basic wind speeds for Category III and IV buildings should be increase by about 10speeds for Category III and IV buildings should be increase by about 10 percent. Note that the increases in the basic wind speeds assume that the hurricane hazard remains elevated for the expected life of the building.
114
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