Structural Design of the New Airport Traffic Control Tower at ... - PEER
Structural Design of the New Airport Traffic Control Tower at ... - PEER
Structural Design of the New Airport Traffic Control Tower at ... - PEER
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<strong>Structural</strong> <strong>Design</strong> <strong>of</strong> <strong>the</strong> <strong>New</strong><br />
<strong>Airport</strong> <strong>Traffic</strong> <strong>Control</strong> <strong>Tower</strong><br />
<strong>at</strong> <strong>the</strong><br />
McCarran Intern<strong>at</strong>ional <strong>Airport</strong>,<br />
Las Vegas, Nevada<br />
Chukwuma G. Ekwueme, PhD, SE, LEED® LEED AP<br />
Laura Chiu, PE, LEED® LEED AP<br />
Weidlinger Associ<strong>at</strong>es, Inc
McCarran Intern<strong>at</strong>ional <strong>Airport</strong>, Las Vegas<br />
• Fifteenth Busiest <strong>Airport</strong> in <strong>the</strong> World, based on<br />
Passenger <strong>Traffic</strong><br />
• <strong>New</strong> Facilities Required to Accommod<strong>at</strong>e Projected<br />
Increase in Air Travel<br />
• <strong>New</strong> <strong>Airport</strong> <strong>Traffic</strong> <strong>Control</strong> <strong>Tower</strong> (ATCT), Terminal<br />
Radar Approach <strong>Control</strong> (TRACON) Building and<br />
Parking Facility<br />
• <strong>Control</strong> Cab Level must be 335 Feet above Ground<br />
Level<br />
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Wind <strong>Design</strong> Criteria<br />
� Serviceable Behavior During Frequent Winds (10-Year<br />
Wind)<br />
• Limit Acceler<strong>at</strong>ion <strong>at</strong> Cab Level to Acceptable<br />
Levels (25 milli-g’s)<br />
� Linear Response During Extreme Winds<br />
(50-Year Wind)<br />
• Resist Wind Loads without Collapse<br />
• No Excessive Deflection <strong>of</strong> Structure<br />
• Undamaged Components and Cladding<br />
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Wind <strong>Design</strong> Criteria<br />
<strong>Design</strong> Parameter Value<br />
Exposure C<strong>at</strong>egory C<br />
<strong>Design</strong> Basic Wind Speed 90 mph<br />
Occupancy C<strong>at</strong>egory IV<br />
Wind Importance Factor, I 1.15<br />
Internal Pressure Coefficient, GC pi<br />
+.18, -.18<br />
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Earthquake <strong>Design</strong> Criteria<br />
<strong>Design</strong> Parameter Value<br />
Spectral Acceler<strong>at</strong>ion <strong>at</strong> Short Period, S S<br />
Spectral Acceler<strong>at</strong>ion <strong>at</strong> 1-sec Period, S 1<br />
0.56g<br />
0.17g<br />
Seismic <strong>Design</strong> C<strong>at</strong>egory D<br />
Site Class C<br />
Occupancy C<strong>at</strong>egory IV<br />
Importance Factor, I 1.5<br />
Response Modific<strong>at</strong>ion Factor, R 5<br />
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Preliminary <strong>Tower</strong> <strong>Design</strong><br />
• <strong>Tower</strong> Footprint Determined by Site Constraints and<br />
Programming Requirements<br />
• 22 Stories with a Building Aspect R<strong>at</strong>io <strong>of</strong> 10:1<br />
• Special Reinforced Concrete Walls for Levels 1-19<br />
• Braced Frames for Levels 20-21<br />
• Moment Frames <strong>at</strong> Cab Level<br />
• Strength Requirements Determined by Wind Loads<br />
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Preliminary <strong>Tower</strong> <strong>Design</strong><br />
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Computer Model<br />
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Altern<strong>at</strong>ive Seismic <strong>Design</strong><br />
• Prescriptive Code Provisions Require Dual System for<br />
Shear Walls in Buildings over 240 feet<br />
• Performance Based <strong>Design</strong> Approach to Justify<br />
Elimin<strong>at</strong>ion <strong>of</strong> Moment Frames<br />
• Serviceable Behavior During Frequent<br />
Earthquakes<br />
• Low Probability <strong>of</strong> Collapse During Extremely Rare<br />
Earthquakes<br />
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<strong>Tower</strong> Story Shears<br />
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Preliminary Wind Analysis<br />
• Acceler<strong>at</strong>ions <strong>at</strong> Cab Level Calcul<strong>at</strong>ed using ASCE 7-05 and<br />
Canadian Building Code<br />
• St<strong>at</strong>istical Analysis was Performed Based on Recorded<br />
Wind Speeds <strong>of</strong> <strong>the</strong> Last 57 Years<br />
• Strong Winds Usually Reach <strong>the</strong> Site from <strong>the</strong> Southwest or<br />
through <strong>the</strong> Pass from <strong>the</strong> Northwest.<br />
• Inherent Damping <strong>of</strong> <strong>Tower</strong> is 1% <strong>of</strong> Critical<br />
• Calcul<strong>at</strong>ions to be Verified by Testing in a Wind Tunnel<br />
Labor<strong>at</strong>ory<br />
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Wind Exposure in Various Directions<br />
C<br />
C<br />
C B<br />
C C<br />
B<br />
C<br />
N<br />
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Wind Rose for 50 Year Winds<br />
W<br />
68.1<br />
NW<br />
83.5<br />
81.8<br />
SW<br />
100<br />
90<br />
74.1<br />
80<br />
70<br />
60<br />
50<br />
40<br />
30<br />
20<br />
10<br />
0<br />
N<br />
74.0<br />
S<br />
86.4<br />
NE<br />
81.1<br />
SE<br />
68.4<br />
E<br />
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Wind Rose for 10 Year Winds<br />
W<br />
NW<br />
58.7<br />
SW<br />
69.1<br />
69.3<br />
100<br />
90<br />
80<br />
63.7<br />
70<br />
60<br />
50<br />
40<br />
30<br />
20<br />
10<br />
0<br />
N<br />
61.4<br />
S<br />
69.4<br />
66.3<br />
NE<br />
57.4<br />
SE<br />
E<br />
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Maximum 10-Year Acceler<strong>at</strong>ion in NS Direction<br />
N<strong>at</strong>ional Building Code <strong>of</strong> Canada<br />
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Maximum 10-Year Acceler<strong>at</strong>ion in EW Direction<br />
N<strong>at</strong>ional Building Code <strong>of</strong> Canada<br />
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Wind Tunnel Testing<br />
• 1:300 Scale Model <strong>of</strong> Proposed<br />
<strong>Tower</strong> Mounted on High-<br />
Frequency Response Strain<br />
Gauge Force-Balance<br />
• Tested in Boundary Layer Wind<br />
Tunnel for 36 Wind Directions<br />
<strong>at</strong> 10 Degree Intervals in a Fully<br />
Simul<strong>at</strong>ed Turbulent Wind<br />
• Corrected for <strong>the</strong> Effects <strong>of</strong><br />
Flexibility <strong>of</strong> <strong>the</strong> Nominally Rigid<br />
Model.<br />
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Wind Tunnel Testing<br />
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Wind Loads (50 Year Winds)<br />
East-West Direction<br />
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Wind Loads (50 Year Winds)<br />
North-South Direction<br />
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Cladding <strong>Design</strong> Pressures in psf<br />
Note:<br />
Cladding Pressures Using<br />
Conventional Code<br />
Procedures = 55 – 62 psf<br />
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Acceler<strong>at</strong>ions from Wind Tunnel<br />
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Causes <strong>of</strong> Unpredictable Response<br />
• Vortex Shedding has a Dominant Influence on<br />
Across-Wind Response<br />
• Galloping Instability<br />
• Dynamic Properties <strong>of</strong> <strong>Tower</strong> (Mass & Stiffness<br />
Distribution<br />
• Aerodynamic Properties <strong>of</strong> <strong>Tower</strong> (Geometric<br />
Characteristics)<br />
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Normalized Wind Speeds for Miami and Las Vegas<br />
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Reduction <strong>of</strong> Building<br />
Acceler<strong>at</strong>ions<br />
• Modific<strong>at</strong>ion <strong>of</strong> Aerodynamic Properties by<br />
Changing Geometry<br />
• Modific<strong>at</strong>ion <strong>of</strong> Dynamic properties by<br />
Changing Mass and Stiffness<br />
• Increase in Building Damping by Using<br />
Supplemental Damping Devices<br />
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Aerodynamic Modific<strong>at</strong>ions<br />
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Wind Tunnel Model with Geometric<br />
Modific<strong>at</strong>ions<br />
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Computer Model<br />
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O<strong>the</strong>r Modific<strong>at</strong>ions<br />
• Increase Wall Thickness<br />
� Levels 1-6, 30 inches<br />
� Level 7-18, 24 inches<br />
� Level 19, 18 inches<br />
• Additional Mass <strong>at</strong> Upper Floors<br />
• Fins Provide Additional Stiffness<br />
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Maximum Acceler<strong>at</strong>ions<br />
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Tuned Mass Damper<br />
TUNED MASS<br />
DAMPER<br />
LEVEL 23<br />
LEVEL 22<br />
LEVEL 21<br />
LEVEL 20<br />
LEVEL 19<br />
LEVEL 18<br />
LEVEL 17<br />
LEVEL 16<br />
LEVEL 15<br />
LEVEL 14<br />
LEVEL 13<br />
LEVEL 12<br />
LEVEL 11<br />
LEVEL 10<br />
LEVEL 9<br />
LEVEL 8<br />
LEVEL 7<br />
LEVEL 6<br />
LEVEL 5<br />
LEVEL 4<br />
LEVEL 3<br />
LEVEL 2<br />
LEVEL 1<br />
• Pendulum-Supported Mass<br />
Placed <strong>at</strong> Level 15<br />
• Frequency <strong>of</strong> Pendulum Support<br />
Tuned to Counteract <strong>Tower</strong><br />
Motion<br />
• Viscous Dampers used to<br />
Supplement Inherent Damping<br />
• Results in Reduced Building<br />
Acceler<strong>at</strong>ions and Increased<br />
Occupant Comfort<br />
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Conceptual Represent<strong>at</strong>ion <strong>of</strong> Effect <strong>of</strong> Tuned<br />
Mass Damper<br />
Without TMD With TMD<br />
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Tuned Mass Damper<br />
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Summary <strong>of</strong> Wind Response<br />
Preliminary Model Final Model<br />
ASCE 7-05 NBCC 2005<br />
Wind Tunnel<br />
Test<br />
Wind Tunnel<br />
Test<br />
10-Year<br />
Acceler<strong>at</strong>ion 10 milli-g 22 milli-g 48 milli-g 16 milli-g<br />
Total Damping<br />
Period, (NS, EW)<br />
Building Weight<br />
1% 1% 1% 3%<br />
1.66 s, 1.37 s 1.66 s, 1.37 s 1.66 s, 1.37 s 1.80 s, 1.53 s<br />
12500 kips 12500 kips 12500 kips 19200 kips<br />
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One Year Acceler<strong>at</strong>ions<br />
Architectural Institute <strong>of</strong> Japan (AIJ) Guidelines<br />
Original <strong>Design</strong><br />
Modified <strong>Design</strong><br />
Modified<br />
<strong>Design</strong> + TMD<br />
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Performance-Based Earthquake <strong>Design</strong><br />
• Based on LATBSDC Criteria<br />
• Serviceable Behavior During Frequent<br />
Earthquakes – 72 Year Earthquake (50%<br />
Probability <strong>of</strong> being Exceeded in 50 Years)<br />
• Low Probability <strong>of</strong> Collapse During Extremely<br />
Rare Earthquakes (Life Safety During MCE)<br />
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Site Specific Response Spectra<br />
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Peak Story Drift R<strong>at</strong>ion in EW Direction<br />
Nonlinear Analyses for MCE<br />
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Maximum Shear in EW Direction<br />
Nonlinear Analyses for MCE<br />
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Maximum Overturning Moment in NS Direction<br />
Nonlinear Analyses for MCE<br />
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Conclusions<br />
• Need for Dual Systems in Sites with Rel<strong>at</strong>ively Low Spectral<br />
Acceler<strong>at</strong>ions may be Easily Elimin<strong>at</strong>ed by use <strong>of</strong> Performance-<br />
Based <strong>Design</strong> Procedures<br />
• Aerodynamic and Stiffness Modific<strong>at</strong>ions Result in Cab Level<br />
Acceler<strong>at</strong>ions in <strong>the</strong> Upper Range <strong>of</strong> Acceptable Response<br />
• Aerodynamic Modific<strong>at</strong>ions + Tuned Mass Damper Result in<br />
Cab Level Acceler<strong>at</strong>ions Well within Range <strong>of</strong> Acceptable<br />
Response<br />
• Criteria Based on 1-Year Wind may be more Acceptable for Las<br />
Vegas Wind Environment<br />
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L<strong>at</strong>eral Loads in East West Direction<br />
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L<strong>at</strong>eral Loads in East West Direction<br />
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