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Design, Construction & Structural Details of Burj Dubai

Friday, 28 May 2010 10:03

Written by Haseeb Jamal

Burj al Dubai - Now known as BurjKhalifa
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The goal of the Burj Dubai Tower is not simply to be the world's highest building: it's to embody the world'shighest aspirations. The superstructure is currently under construction and as of fall 2007 has reached over160 stories. The final height of the building is 2,717 feet (828 meters). The height of the multi-use skyscraperwill "comfortably" exceed the current record holder, the 509 meter (1671 ft) tall Taipei 101. The 280,000 m2(3,000,000 ft2) reinforced concrete multi-use Burj Dubai tower is utilized for retail, a Giorgio Armani Hotel,

residential and office. As with all super-tall projects, difficult structural engineering problems needed to beaddressed and resolved.

Structural System DescriptionBurj Khalifa has "refuge floors" at 25 to 30 story intervals that are more fire resistant and have separate airsupplies in case of emergency. Its reinforced concrete structure makes it stronger than steel-frameskyscrapers.
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Designers purposely shaped the structural concrete Burj Dubai - "Y" shaped in plan - to reduce the wind forceson the tower, as well as to keep the structure simple and foster constructibility. The structural system can bedescribed as a "buttressed" core (Figures 1, 2 and 3). Each wing, with its own high performance concretecorridor walls and perimeter columns, buttresses the others via a six-sided central core, or hexagonal hub. Theresult is a tower that is extremely stiff laterally and torsionally. SOM applied a rigorous geometry to the towerthat aligned all the common central core, wall, and column elements.

Each tier of the building sets back in a spiral stepping pattern up the building. The setbacks are organized withthe Tower's grid, such that the building stepping is accomplished by aligning columns above with walls below toprovide a smooth load path. This allows the construction to proceed without the normal difficulties associatedwith column transfers.

The setbacks are organized such that the Tower's width changes at each setback. The advantage of thestepping and shaping is to "confuse the wind'1. The wind vortices never get organized because at each newtier the wind encounters a different building shape.

The Tower and Podium structures are currently under construction (Figure 3) and the project is scheduled fortopping out in 2008.

Architectural Design

The context of the Burj Dubai being located in the city of Dubai, UAE, drove the inspiration for the building formto incorporate cultural, historical, and organic influences particular to the region.

Structural Analysis and Design
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The center hexagonal reinforced concrete core walls provide the torsional resistance of the structure similar toa closed tube or axle. The center hexagonal walls are buttressed by the wing walls and hammer head wallswhich behave as the webs and flanges of a beam to resist the wind shears and moments.

Outriggers at the mechanical floors allow the columns to participate in the lateral load resistance of thestructure; hence, all of the vertical concrete is utilized to support both gravity and lateral loads. The wallconcrete specified strengths ranged from C80 to C60 cube strength and utilized Portland cement and fly ash.

Local aggregates were utilized for the concrete mix design. The C80 concrete for the lowerportion of the structure had a specified Young's Elastic Modulus of 43,800 N/mm2 (6,350ksi) at 90 days. Thewall and column sizes were optimized using virtual work .' La Grange multiplier methodology which results in avery efficient structure (Baker et ah, 2000). The reinforced concrete structure was designed in accordance withthe requirements of ACI 318-02 Building Code Requirements for Structural Concrete.

The wall thicknesses and column sizes were fine-tuned to reduce the effects of creep and shrinkage on theindividual elements which compose the structure. To reduce the effects of differential column shortening, due tocreep, between the perimeter columns and interior walls, the perimeter columns were sized such that the self-weight gravity stress on the perimeter columns matched the stress on the interior corridor walls. The five (5)sets of outriggers, distributed up the building, tie all the vertical load carrying elements together, furtherensuring uniform gravity stresses: hence, reducing differential creep movements. Since the shrinkage in

concrete occurs more quickly in thinner walls or columns, the perimeter column thickness of 600mm (24")matched the typical corridor wall thickness (similar volume to surface ratios) (Figure 5) to ensure the columnsand walls will generally shorten at the same rate due to concrete shrinkage.

The top section of the Tower consists of a structural steel spire utilizing a diagonally braced lateral system. Thestructural steel spire was designed for gravity, wind, seismic and fatigue in accordance with the requirements ofAISC Load and Resistance Factor Design Specification for Structural Steel Buildings (1999). The exteriorexposed steel is protected with a flame applied aluminum finish.

Analysis for Gravity

The structure was analyzed for gravity (including P-Delta analysis), wind, and seismic loadings by ETABS

version 8.4 (Figure 6). The three-dimensional analysis model consisted of the reinforced concrete walls, linkbeams, slabs, raft, piles, and the spire structural steel system. The full 3D analysis model consisted of over73,500 shells and 75,000 nodes. Under lateral wind loading, the building deflections are well below commonlyused criteria. The dynamic analysis indicated the first mode is lateral side sway with a period of 11.3 seconds(Figure 7). The second mode is a perpendicular lateral side sway with a period of 10.2 seconds. Torsion is thefifth mode with a period of 4.3 seconds

Site Test and Analysis
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The site geotechnical investigation consisted of the following Phases:

1. Phase I; 23 Boreholes (three with pressuremeter testing) with depths up to 90m.2. Phase 2: 3 Boreholes drilled with cross-hole geophysics.

3. Phase 3: 6 Boreholes (two with pressuremeter testing) with depths up to 60m.

4. Phase 4: 1 Borehole with cross-hole and down-hole gophysics; depth = 140m

3D foundation settlement analysis

A detailed 3D foundation settlement analysis was carried out (by Hyder Consulting Ltd., UK) based on theresults of the geotechnical investigation and the pile load test results. It was determined the maximum long-term settlement over time would be about a maximum of 80mm (3.1"). This settlement would be a gradualcurvature of the top of grade over the entire large site. When the construction was at Level 135, the averagefoundation settlement was 30mm (1.2"). The geotechnical studies were peer reviewed by both Mr. Clyde Bakerof STS Consultants, Ltd. (Chicago, IL, USA) and by Dr. Harry Poulos of Coffey Geosciences (Sydney,Australia).

The groundwater in which the Burj Dubai substructure is constructed is particularly severe, with chlorideconcentrations of up to 4.5%, and sulfates of up to 0.6%. The chloride and sulfate concentrations found in thegroundwater are even higher than the concentrations in sea water. Accordingly, the primary consideration indesigning the piles and raft foundation was durability. The concrete mix for the piles was a 60 MPa mix basedon a triple blend with 25% fly ash, 7% silica fume, and a water to cement ratio of 0.32. The concrete was alsodesigned as a fully self consolidating concrete, incorporating a viscosity modifying admixture with a slump flowof 675 +/- 75mm to limit the possibility of defects during construction.

Due to the aggressive conditions present caused by the extremely corrosive ground water, a rigorous programof anti-corrosion measures was required to ensure the durability of the foundations. Measures implementedincluded specialized waterproofing systems, increased concrete cover, the addition of corrosion inhibitors to theconcrete mix. stringent crack control design criteria, and cathodic protection system utilizing titanium mesh(Figure 13) with an impressed current.

Wind Engineering

For a building of this height and slenderness, wind forces and the resulting motions in the upper levels becomedominant factors in the structural design. An extensive program of wind tunnel tests and other studies wereundertaken under the direction of Dr. Peter Irwin of Rowan Williams Davies and Irwin Inc.'s (RWD1) boundary*layer wind tunnels in Guelph. Ontario (Figure 14). The wind tunnel program included rigid-model force balance
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tests, a foil multi degree of freedom aero elastic model studies, measurements of localized pressures,pedestrian wind environment studies and wind climatic studies. Wind tunnel models account for the cross windeffects of wind induced vortex shedding on the building. The aeroelastic and force balance studies usedmodels mostly at 1:500 scale. The RWDI wind engineering was peer reviewed by Dr. Nick Isyumov of theUniversity of Western Ontario Boundary Layer Wind Tunnel Laboratory.

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