Performance Based Seismic Evaluation of Icon Hotel in Dubai

Farshad BerahmanBSc MSc PhD

Senior Structural Engineer

WS Atkins Middle EastDubai, UAE

Burj Al Arab Dubai

Atkins Tall Buildings

Icon Hotel, Dubai

Icon Hotel Dubai Promenade

Icon Hotel Location

Icon Hotel The Site

Lift cores

Sky Lift

34th level-Mechanical

8th level-Mechanical

FloorAtrium

Icon Hotel Building Geometry

Elevation

13.2 m

Key Facts

203 Guest Hotel Room

172 Branded Service Apartments

42 storey wheel

Total built up area 110,000 sqm

Punched Concrete Walls

The areas with high shear stresses:

1. Thicken the wall - more weight and

more concrete

2. Reduce the number of openings - Not

favourable Architecturally

3. Use steel plates to reinforce the highly

stressed concrete walls - Not standard

practice

Icon Hotel Pre-Concept

Sketches Courtesy LERA

Peer Review – LERA’s Proposed Alternative

Permanent

Composite Trusses

Icon Hotel Pre-Concept

Icon Hotel Concept Design - Functional Framing & Form Finding

Images Courtesy Samsung

Icon Hotel Pre- Construction Advisor - SAMSUNG

Icon Hotel Preliminary Design

Gravity Load Path

Axial Force Diagram

Icon Hotel Axial Forces Under Gravity Loads

Icon Hotel Construction Sequence

Images Courtesy Tekla

Deformation has shear configuration with maximum inclination near the base

Deformation has bending configuration and story drift increase with height

Icon Hotel Mega Frame LLRS

Icon Hotel

ICON HOTEL 29th January 2009

Steel Weight

Trusses, Arches and vertical

elements: 10250 ton

Floor Beams: 7000 ton

T1 = 4.3 Sec T2 = 3.3 Sec T3 = 3.0 Sec

Icon Hotel Modes of Vibration

• Geotechnical Study• Liquefaction Analysis• Soil Improvement• Seismic Hazard Study• Wind Tunnel Study• Pile Raft Settlement Analysis• Floor vibration analysis• Connections Detail Design• Long Term Effect (Column Shortening)• Performance Based Seismic Evaluation

Icon Hotel Specialist Studies

Inter story drift less than H/1000

Images & Data Courtesy RWDI

Icon Hotel Wind Tunnel Studies

For more information please visit CTBUH website and search for CTBUH 2010 Mumbai Conference

Foundation Type

“Piled Raft”

Other areas are on pile groups or individual piles

Pile Raft Settlement Analysis-Predicted Settlement (DL+LL) by PIGLET

Maximum Settlement: 93mm

CONTOURS OF VERTICAL DISPLACEMENT

I con Hot elI con Hot elI con Hot elI con Hot el

S et t lem ent As ses s m entS et t lem ent As ses s m entS et t lem ent As ses s m entS et t lem ent As ses s m ent

E quiv alent Raf tE quiv alent Raf tE quiv alent Raf tE quiv alent Raf t

Cont our LegendCont our LegendCont our LegendCont our Legend

1. 000E - 021. 000E - 021. 000E - 021. 000E - 02

2. 200E - 022. 200E - 022. 200E - 022. 200E - 02

3. 400E - 023. 400E - 023. 400E - 023. 400E - 02

4. 600E - 024. 600E - 024. 600E - 024. 600E - 02

5. 800E - 025. 800E - 025. 800E - 025. 800E - 02

7. 000E - 027. 000E - 027. 000E - 027. 000E - 02

8. 200E - 028. 200E - 028. 200E - 028. 200E - 02

9. 400E - 029. 400E - 029. 400E - 029. 400E - 02

1. 060E - 011. 060E - 011. 060E - 011. 060E - 01

1. 180E - 011. 180E - 011. 180E - 011. 180E - 01

1. 300E - 011. 300E - 011. 300E - 011. 300E - 01

1. 420E - 011. 420E - 011. 420E - 011. 420E - 01

1. 540E - 011. 540E - 011. 540E - 011. 540E - 01

1. 660E - 011. 660E - 011. 660E - 011. 660E - 01

MaximumSettlement:112mm

Pile Raft Settlement Analysis-Predicted Settlement (DL+LL) by FEAR

Icon Hotel Design of Connections

Floor System

• Strength • Deflection • Vibration• Acoustic• 2hrs Fire

Density 400kg/m^2

Density 560 kg/m^2

13.2 m

Design of Floor for Vibration Traditional approach

F1>4 Hz

PDR Current Design

SB 1 217 kg/m 114 kg/m

SB 2 117 kg/m 100 kg/m

Icon Hotel Floor Vibration Analysis

Floor Vibration Analysis-In-house Program

R-Factor

Floor Vibration Analysis-MIDAS model

Walking Load

Vibration Mode Shapes-MIDAS model

PDR and Detail Design Cost Comparison

More than 21 million AED

ICON HOTEL

MIDAS Model

Icon Hotel Column Shortening

Icon Hotel Differential Shortening Between Inner and Outer Walls

Icon Hotel

Icon Hotel Seismic hazard study

Seismic Hazard Study

Courtesy Fugro West Inc.

Magnitude Probability Density Function

set Earthquake Magnitude Distance (Km) Recording station Designation

1 1994 Northridge, USA 6.7 18.290053 Canoga Parl-

Topanga Can

CNP 106 CNP

2 1976 Gazli, USSR 6.8 22.3 9201 KarakyrGAZ000

GAZ090

3 1992 Landers, USA 7.3 42.512025 Palm Springs

Airport

PSA 000

PSA090

The estimated equal hazard horizontal response spectrum at rock boundary

Icon Hotel Performance Based Design – Seismic Evaluation

Icon Hotel Performance Based Seismic Design – Perform 3D

Icon Hotel Performance Based Seismic Design – Material Behaviour

Figure 18. Stress-Strain relationship for unconfined C70 concrete

Un confined C70 (70 Mpa) concrete

Steel S355(355 Mpa yield strength) built up section Reinforcement (460 Mpa yied strength)

Icon Hotel Performance Based Seismic Design – Damping

Icon Hotel Performance Based Seismic Design – Performance objectives

Design Stage Design Stage I-A Design Stage I-B Design Stage III

Earthquake Level E2 E2 E3

Performance objective LS/CD LS/CD CP/ED

Analysis Type3-D Linear Response

Spectrum Analysis

2-D Nonlinear Time

History Analysis

2-D Nonlinear Time

History Analysis

Earthquake load/Time

History

Seismic Zone 2A UBC 97-Soil

type Sc

Time history obtained

from Seismic Hazard

Study-475 years return

period

Time history obtained

from Seismic Hazard

Study-2475 years return

period

Ductility FactorUBC 97-R=4.5-Bearing Wall

SystemN/A N/A

Story Drift Ratio Limit

%2 for inelastic

deformation=0.7*R*elastic

deformation

2.5% (DM 2009) 3.5% (DM 2009)

Member Strength

Design

Member to be designed

according to UBC 97Design to be verified Design to be verified

Load Factors Factored load combinationsService load

combinations

Service load

combinations

Material strength Design Strength Expected strength Expected strength

Acceptance Criteria Strength & Story drift ratio Strain & Story drift ratio Strain & Story drift ratio

Icon Hotel Performance Based Seismic Design – Desired Behaviour

Bhaviour under gravity load

Compression strain about 0.0012

Concrete Coupling beams behave nonlinear

the envelope of inter-story drifts.

Envelope of the concrete compression strain at critical locations

All the members remained elastic except coupling beams – Building met the performance objectives.

Lander 1992-scaled earthquakeConcrete compression

strain 0.0016

Coupling beams

behave nonlinearly

The envelope inter-story drift ratios for MCE

Figure 28. The envelope of shear force and the capacity of central shear wall.

The envelope of shear force and the capacity of central shear wall.

Icon Hotel Performance Based Seismic Design – Dissipated Energy

Figure 28. The envelope of shear force and the capacity of central shear wall.

Icon Hotel Performance Based Seismic Design – Usage Ratios

Scaled Lander 1992

increased 4x to see the

extreme behaviour

Conclusions and observation

• Large gravity transfer structures can be used efficiently to

mobilise frame action by coupling the core walls.

• Icon hotel Performance Based Design evaluation showed that

this building will behave in a desired manner for future

anticipated earthquake.

• Bearing wall system: Ductility ?? Overstrength √

• Minimum base shear from the code. Do we need to follow?

• Performance based design provides valuable information for

the seismic design of geometrically complex structures which

lie beyond the realms of established building codes.

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Performance Based Seismic Evaluation of Icon Hotel in Dubai · Senior Structural Engineer WS Atkins...

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