Tall Buildings and Its Structural System
Content
Top Tall Buildings
Top rated tall buildings and its structural system
Presented by Pragya N Roy (Peter) Structural Engineer Engineer.
Tall Buildings
The tall buildings can be defined as ‘the buildings that are significantly taller than their surroundings and have a significant impact on the skyline. skyline Tall buildings are taller than the overall building height in an area. Which must be considered in relation to their local context. The important criterion is whether or not the design is influenced by some aspect of ‘tallness’’. Which influences g Planning Design Construction Use
Tall Buildings Criteria
The non-profit international organization Council on Tall non profit, Buildings and Urban Habitat (CTBUH) was formed in 1969 and announces the title of "The World’s Tallest Building" and sets the t d d by hi h buildings are measured. th standards b which b ildi d The council listed and ranked buildings in four categories: Height of structural or architectural top g g Height of highest floor Height to the top of roof Height to top of any part of the building
Top Ten Skyscrapers of the world
Top Ten Skyscrapers of the world
Burj khalifa
General information • • • • • • • • • • • Burj Khalifa has been th world's t ll t b ildi B j Kh lif h b the ld' tallest building since 2010. Former/other name(s) : Burj Dubai Location : Dubai, Dubai UAE Status : Complete Groundbreaking : January 2004 Constructed : 2004–2010 2004 2010 Opening : 4 January 2010 Use : Office / Residential / Hotel Roof : 828 m (2,717 ft) Top floor : 621.3 m (2,038 ft) Reason of popularity : Tallest building in the world.
Burj khalifa
Technical details • Floor count -163 habitable floors plus 46 maintenance levels in the spire and 2 p p parking g levels in the basement. • Floor area -309,473 m2 (3,331,100 sq ft) • Cost -$1.5 billion Companies involved C i i l d • Architect(s) -Adrian Smith at SOM • Structural engineer -Bill Baker at SOM • Contractors: -Samsung C&T, Besix and Arabtec, -Supervision Consultant Engineer & Architect of Record Hyder Consulting Construction -Project Manager Turner Construction -Grocon -Planning Bauer AG and Middle East Foundations -Lift contractor Otis Lift -VT consultant Lerch Bates • Developer -Emaar Properties
Burj Khalifa – Design Concept
Structural System – The structural system consisted with a Buttressed Core, and high performance reinforced concrete wall construction. Each of the wings buttress the others via a six-sided central core, or hexagonal hub (as shown in figure). Corridor walls extend from the central core to near the end of each wing, terminating in thickened hammer head walls. Perimeter columns and flat plate floor construction complete the system i i i ti t giving a b t l t l l d resisting system. best lateral load
The structural system of The Burj Khalifa
Burj Khalifa – Design Concept
– At mechanical floors, outrigger walls are provided to link the perimeter columns to the interior wall system, allowing the perimeter columns to participate in the lateral load resistance of the structure. – Thus all of the vertical concrete is utilized to support both Thus, gravity and lateral loads, so the tower is extremely stiff laterally and torsionally. – It is also a very efficient structure in that the gravity load resisting system has been utilized so as to maximize its use in resisting lateral loads. – During the design process, engineers rotated the building 120 degrees from its original layout to reduce stress from wind. i d – At its tallest point, the tower sways a total of 1.5 m
Burj Khalifa – Design Concept
• Special features: – The Y-shaped plan is ideal for residential and hotel usage, with the wings allowing maximum outward views and inward natural light. – Also this shape helps to reduce the wind forces on the tower, as well as to keep the structure simple and better constructability. – The top of the Tower consists of a structural steel spire enabling the structure to be the tallest in the world, and the entire Tower is founded on a 3700mm thick reinforced concrete pile-supported raft foundation
The piled-raft foundation of Burj Khalifa
Taipei 101 (Taipei)
General information
Location Status Constructed Opening p g Use : : : : : Xinyi District, Taipei, Taiwan, Republic of China Complete 1999-2004 December 31, 2004 Mixed Use: communication, Conference, Fitness center, Library, Observation, Office, Restaurant, Retail
Height Antenna or spire : Roof : Top floor :
509.2 m (1,670.6 ft) 449.2 m (1,473.8 ft) 439.2 m (1,440.9 ft)
Taipei 101 (Taipei)
Technical details Floor count : 101 (5 basement floors) Floor area : 412,500 m2 (4,440,100 sq ft) , ( , , q ) Elevators : 61 Toshiba/KONE elevators, including double-deck shuttles and 2 high speed observatory elevators) Cost : NT$ 58 billion (USD $ 1.80 billion) Floors below ground : 5 Elevators : 61 Top elevator speed : 16.8 m/s Parking spaces : 1839 Companies involved Architect(s) : C.Y. Lee & partners Structural engineer : Thornton Tomasetti at Evergreen Engineering Owner/Developer : Taipei Financial Center Corporation Management : Urban Retail Properties Co. MEP Engineer : Continental Engineering Consultants Inc Consultants, Inc. contractors : Kumagai Gumi : Taiwan Kumagai : RSEA Engineering : Ta-You-Wei Construction : S Samsung Engineering and C Construction Elevator company : Toshiba Elevator and Building Systems Corporation (TELC) Wind consultant : RWDI
Taipei 101 –Design Concept
Structural system ( gravity & lateral loads)
Structural system is a Braced core with belt trusses. Gravity loads are carried vertically by a variety of columns within the core and the perimeter. Slabs are composite in nature and are typically 135 mms thick. yp y Lateral loads are resisted by a combination of braced cores, outrigger t ti trusses connect th columns i th b ildi ' core t t the l in the building's to those on the exterior, the super columns in the outer perimeter and the Special moment resisting frame (SMRF).
Taipei 101 –Design Concept
• For additional core stiffness, in addition to diagonal braces, concrete shear walls are casted between core columns from basement to the 8th floor. Outrigger trusses occur at 11 levels of the structure some are two storey height and others are single storey height. In each of such floor 16 outriggers present.
Plan of the structural system which shows the braced core and the outer perimeter columns
Taipei 101 –Design Concept
Other important information – Designed to withstand the typhoon winds and earthquake which is common in its area of the AsiaPacific. – Designed to withstand winds of 60 m/s and the strongest earthquakes likely to occur in a 2,500 year cycle. cycle – Double-pane windows blocking external heat by 50% and recycled water meeting 20-30% of the building's needs – Currently under way to make Taipei 101 "the world's tallest green building by LEED standards building"
Shanghai World Financial Center
General information • Location : 100 Century Avenue, Pudong, Avenue Pudong Shanghai, China Complete 1997 – 2008 Office, Hotel, Museum, Observation, Parking Garage, Retail : : : 494.4 m / 492 m 487.4 m 474 m
• • •
Status Constructed Use
: : :
Height • Antenna or spire • Roof • Top floor
Shanghai World Financial Center
Technical details • Floor count : • Floor area : • Cost : 101 381,600 m2 RMB ¥ 8.17billion (US $1.20billion) Kohn Pedersen Fox Leslie E. Robertson Associates RLLP A i t Mori Building Co. Kenchiku Setubi Sekkei Kenkyusho China State Construction Shanghai Construction Otis Elevator Company
Companies involved • Architect(s) : • Structural engineer : • • • • • Developer : MEP Engineer: Main contractor : Main contractor : Elevator company:
Shanghai World Financial Center-Design Concept p
Structural system (for gravity and lateral loads) Concrete shear walls of the service core together with Major columns, Diagonals and belt trusses in outer frame is the lateral force resisting system. Thi outer f This t frame h l t d helps to decrease th thi k the thickness of th f the shear walls of services core as well as a decrease in the weight of structural steel in the perimeter walls while g p maintaining a good structural stability in lateral load resisting. Further by making use of outrigger trusses coupled to Further, the columns of the mega-structure, a further reduction of shear walls were realized
Shanghai World Financial Center-Design Concept p Structural system
Shanghai World Financial Center-Design Concept
• Special features :
– The diagonals of the megastructure are f t t formed of welded d f ld d boxes of structural steel. These steel boxes are in-filled with concrete, concrete thus providing increased stiffness, non-linear structural behaviour, and structural damping. – As well, in the upper reaches of the building enhanced with building, stud shear connectors, the concrete is used to stabilize against buckling the thin steel plates of the diagonals
Connection of Diagonals to Mega Columns
International Commerce Centre
General information • Location : • Status : • Groundbreaking: • Constructed : • Opening : • Use : Office, Office Height • Roof • Top floor Hong Kong g g Complete 2002 2002-2010 2010 Hotel, Observation, Parking garage Retail garage,
: :
484 m (1,587.9 ft) 476 m (1,561.7 ft)
International Commerce Centre
Technical details • Floor count : • Floor area : • • • • • • • • 108 262,176 m2 (2 822 039 sq ft) 262 176 (2,822,039
Companies involved Architect(s) : Architect Wong & Ouyang (HK) Ltd. Design Architect : Kohn Pedersen Fox Associates ssoc ates Landscape Architect : Belt Collins & Associates Structural engineer : Arup at Maunsell AECOM Group Developer : Sun Hung Kai Properties , Hang Lung Group Management : Kai Shing Management Services Limited Wind consultant : RWDI
International Commerce Centre(Design Concept)
Structural system ( y (for g gravity and lateral loads) y ) – General composite frame structure is used for the tower up to 100/F, with the central core, an external steel frame rested onto 8 mega columns which span about 16m. – Four sets of outrigger are p gg provided at 6/F, 42/F, 78/F , , and 100/F. Except for the one on 6/F which is constructed in insitu prestressed design, the upper ones are in fabricated structural steel with an inner frame embedded in the core wall.
International Commerce Centre(Design Concept)
Outriggers Distribution
outrigger member in initial connected position before final adjustment and welding
Petronas Tower 1 & 2
• Former/other name(s): Menara Petronas General information • Location : Jalan Ampang ,Kuala Lumpur, Malaysia Kuala Lumpur • Status : Complete • Constructed: 1992 - 1998 • Use : Commercial offices Height • Antenna or spire : 451.9 m (1,483 ft) • Roof : 378.6 m (1,242 ft) • Top f floor : 375 m ( (1,230 ft) f) Technical details • Floor count : 88 • Floor area : 395,000 395 000 m2 (4,252,000 sq (4 252 000 ft) • Elevators : 78 • Cost : US$1.6 billion • elevators : 39 • top elevator speed: 7 m/s
Petronas Tower 1 & 2
Companies involved • Architect(s) • St t l engineer Structural i • • • • • • • • • • Developer Owner MEP Engineer Main contractor Main M i contractor t t Main contractor Main contractor Main contractor elevator company wind consultant i d lt t : César Pelli & Associates : Th t T Thornton Tomasetti , tti Ranhill Bersekutu : KLCC Holdings Sdn Bhd : KLCC Holdings Sdn Bhd g : WSP Flack + Kurtz : MMC Engineering & Construction Co. : H H C Ho Hup Construction t ti Sdn. Bhd. : Hazama Corporation : J.A. Jones Construction Co. : Mitsubishi Corporation : Otis Elevator Company : RWDI
Petronas Tower 1 & 2 -Design Concept
• Structural System (for gravity and lateral loads) : – Structural system consists with 75-by-75-foot concrete cores and an 75 by 75 foot outer ring of widely-spaced super columns. – The core structure of each of the towers is composed of a ring of sixteen cylindrical columns of high strength reinforced concrete. – The columns vary in size from 2 4 meters in diameter at the lower 2.4 areas to 1.2 meters in diameter at the top, and are placed at the outside corners. – The columns are linked with a series of concrete core walls and ring beams. These movement-resistant and damper-free structures can be described as a pair of “soft tubes”. There are actually two soft tubes concentric pressurized cores in the structures, and the two cores unite at the 38th floor of each tower.
Petronas Tower 1 & 2 -Design Concept
Petronas Tower 1 & 2 -Design Concept
Petronas Tower 1 & 2 -Design Concept
Petronas Tower 1 & 2 -Design Concept
The Sky Bridge Dimesions • • • • • Center line Span Overall Width Overall Height Length of Supports g pp Total Weight - 191 feet - 17 feet - 31 feet - 169 feet - 720 tons
Willis Tower (Chicago)
Former/other name(s) - Sears Tower General information • L Location - 233 S W k D i Chi ti S. Wacker Drive,Chicago, Illinois 60606 ,United States • Constructed - 1970-1973 • Use -Office, observation, communication Office observation Height • Antenna or spire -1,730 feet (527 m) • Roof -1,451 ft (442 m) 1 451 Technical details • Floor count -108 • Fl Floor area -4.56 million sq ft 4 56 illi • Elevators -104, with 16 double-decker • Companies involved • A hit t( ) -Skidmore, Owings and Merrill Architect(s) Skid O i d M ill • Structural Designer - Dennis Skidmore, Owings and Merrill (Fazlur Rahman Khan) •
Willis Tower (Chicago)-Design Concept
Structural system (for gravity and lateral loads) : –C Consists with welded steel f i t ith ld d t l frames(square) f ( ) form vertical ti l tubes that provide the rigidity needed to limit the lateral sway from wind forces. – Bundled framed tubes are a development of the framed tube system pioneered by the legendary Fazlur Rahman Kahn was the first engineer to introduce the notion of shifting gravity-load columns from the interior to the perimeter of a building. – The Willis Tower use Bundled tube Instead of one tube, a building consists of several tubes tied together to resist the lateral forces Such buildings have interior columns along forces. the perimeters of the tubes when they fall within the building envelope.
Willis Tower (Chicago)-Design Concept
– All nine tubes would rise up to the 50th floor of the p building. At the 50th floor, the northwest and southeast tubes end, forming the first step back and the remaining seven continue up At the 66th floor the up. floor, northeast and the southwest tubes end. At the 90th floor, the north, east, and south tubes end. The remaining west and center t b i i t d t tubes continue up t th ti to the 108th floor.
Plan geometries
Nanjing Greenland Financial Center (Nanjing)
General information • Location : • Status : • Constructed : • Opening : • Use : Height • Antenna or spire: • Roof : • T floor Top fl : Technical details • Floor count : • floors below ground: • elevators : • office space : • hotel rooms : Nanjing , China Complete 2005-2010 2010 Hotel / Office 450 m (1,480 ft) 381 m (1,250 ft) 339 m (1,112 ft) (1 112 89 (2 basement floors) 5 54 64,541 m² / 694,714 ft² 450
Nanjing Greenland Financial Center (Nanjing)
Companies involved • • • • • • • • Adrian Smith t Ad i S ith at Skidmore Owings & Merrill Associate architect : ECADI Structural engineer :Skidmore Owings & Merrill Project developer : Nanjing Guzzi Greenland Financial Center Owner / developer : Nanjing State Owned Assets MEP Engineer : Skidmore Owings & Merrill Main contractor : Shanghai Construction Elevator company : Schindler Architect(s) A hit t( ) :
Nanjing Greenland Financial Center – Design Concept
Structural system (for gravity and lateral loads) : The gravity load-resisting structural system consists of g y g y structural steel floor framing supporting a 155mm thick composite metal deck floor slab. Floor framing inside the "super core" consists of reinforced concrete beams super-core supporting a reinforced concrete one-way slab. The central reinforced concrete "super core" and the exterior p composite columns then transmit the floor framing loads to the foundations. The closed form of the "super core’s" perimeter provides a super-core s large amount of the overall torsional stiffness of the building. The core wall thicknesses were optimized in order to better balance the triangular-shaped core for both bending stiffness and torsional rigidity.
Nanjing Greenland Financial Center – Design Concept
The primary lateral load resisting system is comprised of an interior reinforced concrete “super-core” shear wall super core system and exterior composite columns. The secondary lateral system for the Main Tower consists of a moment-resisting frame at the perimeter of the building. The perimeter moment frame system provides additional torsional stiffness, structural integrity, and redundancy for the overall building. The tower’s shape is also highly functional- its triangular form relates to shape and size of the site while maximizing views of the mountains, lake and historic Nanjing buildings
Outrigger and Belt Truss configuration
Lateral Load resisting system
Guangzhou West Tower
Guangzhou International Finance Centre General information Guangzhou, • Location : Guangzhou China • Status : Complete • Groundbreaking : December 2005 • Constructed : 2010 • Opening : 2010 • Use : Hotel / Office Height • Antenna or spire: 440.2 m (1,444 ft) • Roof : 437.5 m (1,435 ft) • Top floor : 432 m (1,417.3 ft) • Technical details • Floor count : 103 (4 basement floors) • Floor area : 285,000 m2 (3,068,000 sq ft) • top elevator speed: p p 8 m/s • hotel rooms : 374
Guangzhou West Tower
Companies involved • • • • • Architect(s): Associate architect: Structural engineer MEP Engineer Elevator company Wilkinson Eyre South China Design Institute : Arup : Arup : Otis Elevator Company El t C
Guangzhou West Tower-Design Concept
Structural Plan of Guangzhou West Tower Structural Plan of Guangzhou West Tower • The design integrates structural systems, in both steel and structural concrete to support the curving shape of the building, as well as the wind and seismic loads p g imposed on the tower. This is one structural innovation is integrated wind turbines. These turbines, which are fed from funnel-like openings in the facade, are supported on floor slabs occurring within the opening zones and are laterally braced against the floor above.
Jin Mao Tower (Shanghai)
Jin Mao Tower from nearby Shanghai World Financial Centre
General information • Location : 88 Century Avenue, Pudong District, Shanghai 200121, China • Status : Complete • Constructed : 1994 - 1999 • U Use : Office, H l Offi Hotel, Observation, Retail Height • Antenna or spire: p 421 m / 1,380 ft , • Roof : 370.0 m / 1,214 ft • Top floor : 366.0 m / 1,201 ft Technical details • Floor count : 88 • Floor area : 278,707 m² • Elevators : 61 • floors below ground: 3 • elevators : 130 • top elevator speed: 9 m/s
Jin Mao Tower (Shanghai)
Companies involved • • • • • • • Architect(s) A hit t( ) : Adrian S ith t Skid Ad i Smith at Skidmore Owings & Merrill China Shanghai Foreign Trade Centre Skidmore Owings & Merrill Skidmore Owings & g Merrill Shanghai Jin Mao Contractor Mitsubishi Elevator and Escalator Alan G. Davenport Wind Engineering Group BLWTL
project developer: structural engineer: MEP Engineer: g main contractor: elevator company: wind consultant:
Jin Mao Tower (Shanghai)-Design Concept
Structural System y The building employs an advanced structural engineering system of wind and earthquake engineering which f tif t f i d d th k i i hi h fortify it against typhoon winds of up to 200 km/h (with the top swaying by a maximum of 75 cm) and earthquakes of up y g y ) q p to 7 on the Richter scale. The steel shafts have shear joints that act as shock absorbers to cushion the lateral forces imposed by winds q , gp and quakes, and the swimming pool on the 57th floor is said to act as a passive damper.
Jin Mao Tower (Shanghai)-Design Concept
Gravity load The remaining eight composite steel columns ("super-columns" of steel sections filled with high strength concrete. ) are distributed in pairs among the four corners of the building mostly to support the gravity loads from this portion of the floor plates Lateral load The s ea walls o a oc ago a co e The de ec o o the J Mao e shear a s of an octagonal core. e deflection of e Jin ao Tower is adequately controlled by a simple but innovative damping system of specially designed shear bolts that move within damping channels. Also, the mass of the 57th floor swimming pool apparently contributes its own damping effect.
Plan geometries
Trump International Hotel and Tower (Chicago)
• Location of Trump Tower along the Chicago River
General information • L Location ti -401 N W b h A 401 N. Wabash Ave.,Chicago, Chi Illinois,United States • Groundbreaking -March 17, 2005 • Constructed -2005–2008 2005 2008 • Opening -January 30, 2008 • Use -Hotel, Condominium Height • Antenna or spire -1,389 feet (423.4 m) • Roof -1,170 feet (356.6 m) Technical details • Floor count -98 • Floor area -2,600,000 square feet (242,000 m2) (242 000 • Elevators -27, made by Kone • Cost -USD $ 847 million
Trump International Hotel and Tower (Chicago)
Companies involved • • • • • • • : Adrian Smith at Skidmore Owings & Merrill Structural engineer: William F. Baker at Skidmore Owings & Merrill Developer : Trump Organization MEP Engineer : WMA Consulting Engineers Main contractor : Bovis Lend Lease Inc. Elevator company: KONE Wind consultant : RWDI Architect(s)
Trump International Hotel and Tower – Design Concept
Structural system (for gravity and lateral loads): – A core and outrigger system provides lateral stability for the Trump Tower. Large outrigger elements at the mechanical levels tie the concrete core to perimeter columns, significantly increasing the building’s lateral stiffness as well as its resistance to overturning due to wind. – The core is located at the center of the building and consists of four I-shaped and two C-shaped walls at the base, and gradually reduces to two I-shaped walls above the final setback at level 51. Above the entries to the elevator cores at each level deep level, reinforced concrete link beams connect the flanges of adjacent walls.
Trump International Hotel and Tower – Design Concept
Structural core and column layout at a residential floor
Trump International Hotel and Tower – Design Concept
– The outriggers are large reinforced concrete wall-beams, that extend from the flanges of the core walls to the exterior columns at three of the double-height mechanical floors in the tower (levels 28-29, 50-51, and 90-91). These outrigger levels occur just below j st belo the building setbacks and the o triggers also ser e as b ilding setbacks, outriggers serve transfer girders as the columns are relocated at the façade. – Typical residential floors are 9-inch (230-mm) thick flat plates serve as gravity load resisting system together with frame. – The design of the building incorporates three setback features designed to provide visual continuity with the surrounding skyline
References
• • • • • • • • • • • • http://en.wikipedia.org/wiki/ http://www.emporis.com http://www.burjkhalifa.ae/thetower/structure.aspx http://www.allaboutskyscrapers.com/taipei101.htm http://www.ctbuh.org http://www.yangsquare.com/petronas-tower-in-detail/ http://www.som.com/content.cfm/burj_khalifa http://www som com/content cfm/burj khalifa http://architecture.about.com/od/skyscrapers/a/Worlds-TallestBuildings.htm www.sefindia.org/rangarajan/Taipie101BuildingAnalysis.pdf www.ncree.org.tw/iwsccc/PDF/03%20-%20Shieh.pdf http://skyscraperpage.com/cities/?buildingID=7609 http://www.structuremag.org/article.aspx?articleID=393
THANK YOU
Top rated tall buildings and its structural system
Presented by Pragya N Roy (Peter) Structural Engineer Engineer.
Tall Buildings
The tall buildings can be defined as ‘the buildings that are significantly taller than their surroundings and have a significant impact on the skyline. skyline Tall buildings are taller than the overall building height in an area. Which must be considered in relation to their local context. The important criterion is whether or not the design is influenced by some aspect of ‘tallness’’. Which influences g Planning Design Construction Use
Tall Buildings Criteria
The non-profit international organization Council on Tall non profit, Buildings and Urban Habitat (CTBUH) was formed in 1969 and announces the title of "The World’s Tallest Building" and sets the t d d by hi h buildings are measured. th standards b which b ildi d The council listed and ranked buildings in four categories: Height of structural or architectural top g g Height of highest floor Height to the top of roof Height to top of any part of the building
Top Ten Skyscrapers of the world
Top Ten Skyscrapers of the world
Burj khalifa
General information • • • • • • • • • • • Burj Khalifa has been th world's t ll t b ildi B j Kh lif h b the ld' tallest building since 2010. Former/other name(s) : Burj Dubai Location : Dubai, Dubai UAE Status : Complete Groundbreaking : January 2004 Constructed : 2004–2010 2004 2010 Opening : 4 January 2010 Use : Office / Residential / Hotel Roof : 828 m (2,717 ft) Top floor : 621.3 m (2,038 ft) Reason of popularity : Tallest building in the world.
Burj khalifa
Technical details • Floor count -163 habitable floors plus 46 maintenance levels in the spire and 2 p p parking g levels in the basement. • Floor area -309,473 m2 (3,331,100 sq ft) • Cost -$1.5 billion Companies involved C i i l d • Architect(s) -Adrian Smith at SOM • Structural engineer -Bill Baker at SOM • Contractors: -Samsung C&T, Besix and Arabtec, -Supervision Consultant Engineer & Architect of Record Hyder Consulting Construction -Project Manager Turner Construction -Grocon -Planning Bauer AG and Middle East Foundations -Lift contractor Otis Lift -VT consultant Lerch Bates • Developer -Emaar Properties
Burj Khalifa – Design Concept
Structural System – The structural system consisted with a Buttressed Core, and high performance reinforced concrete wall construction. Each of the wings buttress the others via a six-sided central core, or hexagonal hub (as shown in figure). Corridor walls extend from the central core to near the end of each wing, terminating in thickened hammer head walls. Perimeter columns and flat plate floor construction complete the system i i i ti t giving a b t l t l l d resisting system. best lateral load
The structural system of The Burj Khalifa
Burj Khalifa – Design Concept
– At mechanical floors, outrigger walls are provided to link the perimeter columns to the interior wall system, allowing the perimeter columns to participate in the lateral load resistance of the structure. – Thus all of the vertical concrete is utilized to support both Thus, gravity and lateral loads, so the tower is extremely stiff laterally and torsionally. – It is also a very efficient structure in that the gravity load resisting system has been utilized so as to maximize its use in resisting lateral loads. – During the design process, engineers rotated the building 120 degrees from its original layout to reduce stress from wind. i d – At its tallest point, the tower sways a total of 1.5 m
Burj Khalifa – Design Concept
• Special features: – The Y-shaped plan is ideal for residential and hotel usage, with the wings allowing maximum outward views and inward natural light. – Also this shape helps to reduce the wind forces on the tower, as well as to keep the structure simple and better constructability. – The top of the Tower consists of a structural steel spire enabling the structure to be the tallest in the world, and the entire Tower is founded on a 3700mm thick reinforced concrete pile-supported raft foundation
The piled-raft foundation of Burj Khalifa
Taipei 101 (Taipei)
General information
Location Status Constructed Opening p g Use : : : : : Xinyi District, Taipei, Taiwan, Republic of China Complete 1999-2004 December 31, 2004 Mixed Use: communication, Conference, Fitness center, Library, Observation, Office, Restaurant, Retail
Height Antenna or spire : Roof : Top floor :
509.2 m (1,670.6 ft) 449.2 m (1,473.8 ft) 439.2 m (1,440.9 ft)
Taipei 101 (Taipei)
Technical details Floor count : 101 (5 basement floors) Floor area : 412,500 m2 (4,440,100 sq ft) , ( , , q ) Elevators : 61 Toshiba/KONE elevators, including double-deck shuttles and 2 high speed observatory elevators) Cost : NT$ 58 billion (USD $ 1.80 billion) Floors below ground : 5 Elevators : 61 Top elevator speed : 16.8 m/s Parking spaces : 1839 Companies involved Architect(s) : C.Y. Lee & partners Structural engineer : Thornton Tomasetti at Evergreen Engineering Owner/Developer : Taipei Financial Center Corporation Management : Urban Retail Properties Co. MEP Engineer : Continental Engineering Consultants Inc Consultants, Inc. contractors : Kumagai Gumi : Taiwan Kumagai : RSEA Engineering : Ta-You-Wei Construction : S Samsung Engineering and C Construction Elevator company : Toshiba Elevator and Building Systems Corporation (TELC) Wind consultant : RWDI
Taipei 101 –Design Concept
Structural system ( gravity & lateral loads)
Structural system is a Braced core with belt trusses. Gravity loads are carried vertically by a variety of columns within the core and the perimeter. Slabs are composite in nature and are typically 135 mms thick. yp y Lateral loads are resisted by a combination of braced cores, outrigger t ti trusses connect th columns i th b ildi ' core t t the l in the building's to those on the exterior, the super columns in the outer perimeter and the Special moment resisting frame (SMRF).
Taipei 101 –Design Concept
• For additional core stiffness, in addition to diagonal braces, concrete shear walls are casted between core columns from basement to the 8th floor. Outrigger trusses occur at 11 levels of the structure some are two storey height and others are single storey height. In each of such floor 16 outriggers present.
Plan of the structural system which shows the braced core and the outer perimeter columns
Taipei 101 –Design Concept
Other important information – Designed to withstand the typhoon winds and earthquake which is common in its area of the AsiaPacific. – Designed to withstand winds of 60 m/s and the strongest earthquakes likely to occur in a 2,500 year cycle. cycle – Double-pane windows blocking external heat by 50% and recycled water meeting 20-30% of the building's needs – Currently under way to make Taipei 101 "the world's tallest green building by LEED standards building"
Shanghai World Financial Center
General information • Location : 100 Century Avenue, Pudong, Avenue Pudong Shanghai, China Complete 1997 – 2008 Office, Hotel, Museum, Observation, Parking Garage, Retail : : : 494.4 m / 492 m 487.4 m 474 m
• • •
Status Constructed Use
: : :
Height • Antenna or spire • Roof • Top floor
Shanghai World Financial Center
Technical details • Floor count : • Floor area : • Cost : 101 381,600 m2 RMB ¥ 8.17billion (US $1.20billion) Kohn Pedersen Fox Leslie E. Robertson Associates RLLP A i t Mori Building Co. Kenchiku Setubi Sekkei Kenkyusho China State Construction Shanghai Construction Otis Elevator Company
Companies involved • Architect(s) : • Structural engineer : • • • • • Developer : MEP Engineer: Main contractor : Main contractor : Elevator company:
Shanghai World Financial Center-Design Concept p
Structural system (for gravity and lateral loads) Concrete shear walls of the service core together with Major columns, Diagonals and belt trusses in outer frame is the lateral force resisting system. Thi outer f This t frame h l t d helps to decrease th thi k the thickness of th f the shear walls of services core as well as a decrease in the weight of structural steel in the perimeter walls while g p maintaining a good structural stability in lateral load resisting. Further by making use of outrigger trusses coupled to Further, the columns of the mega-structure, a further reduction of shear walls were realized
Shanghai World Financial Center-Design Concept p Structural system
Shanghai World Financial Center-Design Concept
• Special features :
– The diagonals of the megastructure are f t t formed of welded d f ld d boxes of structural steel. These steel boxes are in-filled with concrete, concrete thus providing increased stiffness, non-linear structural behaviour, and structural damping. – As well, in the upper reaches of the building enhanced with building, stud shear connectors, the concrete is used to stabilize against buckling the thin steel plates of the diagonals
Connection of Diagonals to Mega Columns
International Commerce Centre
General information • Location : • Status : • Groundbreaking: • Constructed : • Opening : • Use : Office, Office Height • Roof • Top floor Hong Kong g g Complete 2002 2002-2010 2010 Hotel, Observation, Parking garage Retail garage,
: :
484 m (1,587.9 ft) 476 m (1,561.7 ft)
International Commerce Centre
Technical details • Floor count : • Floor area : • • • • • • • • 108 262,176 m2 (2 822 039 sq ft) 262 176 (2,822,039
Companies involved Architect(s) : Architect Wong & Ouyang (HK) Ltd. Design Architect : Kohn Pedersen Fox Associates ssoc ates Landscape Architect : Belt Collins & Associates Structural engineer : Arup at Maunsell AECOM Group Developer : Sun Hung Kai Properties , Hang Lung Group Management : Kai Shing Management Services Limited Wind consultant : RWDI
International Commerce Centre(Design Concept)
Structural system ( y (for g gravity and lateral loads) y ) – General composite frame structure is used for the tower up to 100/F, with the central core, an external steel frame rested onto 8 mega columns which span about 16m. – Four sets of outrigger are p gg provided at 6/F, 42/F, 78/F , , and 100/F. Except for the one on 6/F which is constructed in insitu prestressed design, the upper ones are in fabricated structural steel with an inner frame embedded in the core wall.
International Commerce Centre(Design Concept)
Outriggers Distribution
outrigger member in initial connected position before final adjustment and welding
Petronas Tower 1 & 2
• Former/other name(s): Menara Petronas General information • Location : Jalan Ampang ,Kuala Lumpur, Malaysia Kuala Lumpur • Status : Complete • Constructed: 1992 - 1998 • Use : Commercial offices Height • Antenna or spire : 451.9 m (1,483 ft) • Roof : 378.6 m (1,242 ft) • Top f floor : 375 m ( (1,230 ft) f) Technical details • Floor count : 88 • Floor area : 395,000 395 000 m2 (4,252,000 sq (4 252 000 ft) • Elevators : 78 • Cost : US$1.6 billion • elevators : 39 • top elevator speed: 7 m/s
Petronas Tower 1 & 2
Companies involved • Architect(s) • St t l engineer Structural i • • • • • • • • • • Developer Owner MEP Engineer Main contractor Main M i contractor t t Main contractor Main contractor Main contractor elevator company wind consultant i d lt t : César Pelli & Associates : Th t T Thornton Tomasetti , tti Ranhill Bersekutu : KLCC Holdings Sdn Bhd : KLCC Holdings Sdn Bhd g : WSP Flack + Kurtz : MMC Engineering & Construction Co. : H H C Ho Hup Construction t ti Sdn. Bhd. : Hazama Corporation : J.A. Jones Construction Co. : Mitsubishi Corporation : Otis Elevator Company : RWDI
Petronas Tower 1 & 2 -Design Concept
• Structural System (for gravity and lateral loads) : – Structural system consists with 75-by-75-foot concrete cores and an 75 by 75 foot outer ring of widely-spaced super columns. – The core structure of each of the towers is composed of a ring of sixteen cylindrical columns of high strength reinforced concrete. – The columns vary in size from 2 4 meters in diameter at the lower 2.4 areas to 1.2 meters in diameter at the top, and are placed at the outside corners. – The columns are linked with a series of concrete core walls and ring beams. These movement-resistant and damper-free structures can be described as a pair of “soft tubes”. There are actually two soft tubes concentric pressurized cores in the structures, and the two cores unite at the 38th floor of each tower.
Petronas Tower 1 & 2 -Design Concept
Petronas Tower 1 & 2 -Design Concept
Petronas Tower 1 & 2 -Design Concept
Petronas Tower 1 & 2 -Design Concept
The Sky Bridge Dimesions • • • • • Center line Span Overall Width Overall Height Length of Supports g pp Total Weight - 191 feet - 17 feet - 31 feet - 169 feet - 720 tons
Willis Tower (Chicago)
Former/other name(s) - Sears Tower General information • L Location - 233 S W k D i Chi ti S. Wacker Drive,Chicago, Illinois 60606 ,United States • Constructed - 1970-1973 • Use -Office, observation, communication Office observation Height • Antenna or spire -1,730 feet (527 m) • Roof -1,451 ft (442 m) 1 451 Technical details • Floor count -108 • Fl Floor area -4.56 million sq ft 4 56 illi • Elevators -104, with 16 double-decker • Companies involved • A hit t( ) -Skidmore, Owings and Merrill Architect(s) Skid O i d M ill • Structural Designer - Dennis Skidmore, Owings and Merrill (Fazlur Rahman Khan) •
Willis Tower (Chicago)-Design Concept
Structural system (for gravity and lateral loads) : –C Consists with welded steel f i t ith ld d t l frames(square) f ( ) form vertical ti l tubes that provide the rigidity needed to limit the lateral sway from wind forces. – Bundled framed tubes are a development of the framed tube system pioneered by the legendary Fazlur Rahman Kahn was the first engineer to introduce the notion of shifting gravity-load columns from the interior to the perimeter of a building. – The Willis Tower use Bundled tube Instead of one tube, a building consists of several tubes tied together to resist the lateral forces Such buildings have interior columns along forces. the perimeters of the tubes when they fall within the building envelope.
Willis Tower (Chicago)-Design Concept
– All nine tubes would rise up to the 50th floor of the p building. At the 50th floor, the northwest and southeast tubes end, forming the first step back and the remaining seven continue up At the 66th floor the up. floor, northeast and the southwest tubes end. At the 90th floor, the north, east, and south tubes end. The remaining west and center t b i i t d t tubes continue up t th ti to the 108th floor.
Plan geometries
Nanjing Greenland Financial Center (Nanjing)
General information • Location : • Status : • Constructed : • Opening : • Use : Height • Antenna or spire: • Roof : • T floor Top fl : Technical details • Floor count : • floors below ground: • elevators : • office space : • hotel rooms : Nanjing , China Complete 2005-2010 2010 Hotel / Office 450 m (1,480 ft) 381 m (1,250 ft) 339 m (1,112 ft) (1 112 89 (2 basement floors) 5 54 64,541 m² / 694,714 ft² 450
Nanjing Greenland Financial Center (Nanjing)
Companies involved • • • • • • • • Adrian Smith t Ad i S ith at Skidmore Owings & Merrill Associate architect : ECADI Structural engineer :Skidmore Owings & Merrill Project developer : Nanjing Guzzi Greenland Financial Center Owner / developer : Nanjing State Owned Assets MEP Engineer : Skidmore Owings & Merrill Main contractor : Shanghai Construction Elevator company : Schindler Architect(s) A hit t( ) :
Nanjing Greenland Financial Center – Design Concept
Structural system (for gravity and lateral loads) : The gravity load-resisting structural system consists of g y g y structural steel floor framing supporting a 155mm thick composite metal deck floor slab. Floor framing inside the "super core" consists of reinforced concrete beams super-core supporting a reinforced concrete one-way slab. The central reinforced concrete "super core" and the exterior p composite columns then transmit the floor framing loads to the foundations. The closed form of the "super core’s" perimeter provides a super-core s large amount of the overall torsional stiffness of the building. The core wall thicknesses were optimized in order to better balance the triangular-shaped core for both bending stiffness and torsional rigidity.
Nanjing Greenland Financial Center – Design Concept
The primary lateral load resisting system is comprised of an interior reinforced concrete “super-core” shear wall super core system and exterior composite columns. The secondary lateral system for the Main Tower consists of a moment-resisting frame at the perimeter of the building. The perimeter moment frame system provides additional torsional stiffness, structural integrity, and redundancy for the overall building. The tower’s shape is also highly functional- its triangular form relates to shape and size of the site while maximizing views of the mountains, lake and historic Nanjing buildings
Outrigger and Belt Truss configuration
Lateral Load resisting system
Guangzhou West Tower
Guangzhou International Finance Centre General information Guangzhou, • Location : Guangzhou China • Status : Complete • Groundbreaking : December 2005 • Constructed : 2010 • Opening : 2010 • Use : Hotel / Office Height • Antenna or spire: 440.2 m (1,444 ft) • Roof : 437.5 m (1,435 ft) • Top floor : 432 m (1,417.3 ft) • Technical details • Floor count : 103 (4 basement floors) • Floor area : 285,000 m2 (3,068,000 sq ft) • top elevator speed: p p 8 m/s • hotel rooms : 374
Guangzhou West Tower
Companies involved • • • • • Architect(s): Associate architect: Structural engineer MEP Engineer Elevator company Wilkinson Eyre South China Design Institute : Arup : Arup : Otis Elevator Company El t C
Guangzhou West Tower-Design Concept
Structural Plan of Guangzhou West Tower Structural Plan of Guangzhou West Tower • The design integrates structural systems, in both steel and structural concrete to support the curving shape of the building, as well as the wind and seismic loads p g imposed on the tower. This is one structural innovation is integrated wind turbines. These turbines, which are fed from funnel-like openings in the facade, are supported on floor slabs occurring within the opening zones and are laterally braced against the floor above.
Jin Mao Tower (Shanghai)
Jin Mao Tower from nearby Shanghai World Financial Centre
General information • Location : 88 Century Avenue, Pudong District, Shanghai 200121, China • Status : Complete • Constructed : 1994 - 1999 • U Use : Office, H l Offi Hotel, Observation, Retail Height • Antenna or spire: p 421 m / 1,380 ft , • Roof : 370.0 m / 1,214 ft • Top floor : 366.0 m / 1,201 ft Technical details • Floor count : 88 • Floor area : 278,707 m² • Elevators : 61 • floors below ground: 3 • elevators : 130 • top elevator speed: 9 m/s
Jin Mao Tower (Shanghai)
Companies involved • • • • • • • Architect(s) A hit t( ) : Adrian S ith t Skid Ad i Smith at Skidmore Owings & Merrill China Shanghai Foreign Trade Centre Skidmore Owings & Merrill Skidmore Owings & g Merrill Shanghai Jin Mao Contractor Mitsubishi Elevator and Escalator Alan G. Davenport Wind Engineering Group BLWTL
project developer: structural engineer: MEP Engineer: g main contractor: elevator company: wind consultant:
Jin Mao Tower (Shanghai)-Design Concept
Structural System y The building employs an advanced structural engineering system of wind and earthquake engineering which f tif t f i d d th k i i hi h fortify it against typhoon winds of up to 200 km/h (with the top swaying by a maximum of 75 cm) and earthquakes of up y g y ) q p to 7 on the Richter scale. The steel shafts have shear joints that act as shock absorbers to cushion the lateral forces imposed by winds q , gp and quakes, and the swimming pool on the 57th floor is said to act as a passive damper.
Jin Mao Tower (Shanghai)-Design Concept
Gravity load The remaining eight composite steel columns ("super-columns" of steel sections filled with high strength concrete. ) are distributed in pairs among the four corners of the building mostly to support the gravity loads from this portion of the floor plates Lateral load The s ea walls o a oc ago a co e The de ec o o the J Mao e shear a s of an octagonal core. e deflection of e Jin ao Tower is adequately controlled by a simple but innovative damping system of specially designed shear bolts that move within damping channels. Also, the mass of the 57th floor swimming pool apparently contributes its own damping effect.
Plan geometries
Trump International Hotel and Tower (Chicago)
• Location of Trump Tower along the Chicago River
General information • L Location ti -401 N W b h A 401 N. Wabash Ave.,Chicago, Chi Illinois,United States • Groundbreaking -March 17, 2005 • Constructed -2005–2008 2005 2008 • Opening -January 30, 2008 • Use -Hotel, Condominium Height • Antenna or spire -1,389 feet (423.4 m) • Roof -1,170 feet (356.6 m) Technical details • Floor count -98 • Floor area -2,600,000 square feet (242,000 m2) (242 000 • Elevators -27, made by Kone • Cost -USD $ 847 million
Trump International Hotel and Tower (Chicago)
Companies involved • • • • • • • : Adrian Smith at Skidmore Owings & Merrill Structural engineer: William F. Baker at Skidmore Owings & Merrill Developer : Trump Organization MEP Engineer : WMA Consulting Engineers Main contractor : Bovis Lend Lease Inc. Elevator company: KONE Wind consultant : RWDI Architect(s)
Trump International Hotel and Tower – Design Concept
Structural system (for gravity and lateral loads): – A core and outrigger system provides lateral stability for the Trump Tower. Large outrigger elements at the mechanical levels tie the concrete core to perimeter columns, significantly increasing the building’s lateral stiffness as well as its resistance to overturning due to wind. – The core is located at the center of the building and consists of four I-shaped and two C-shaped walls at the base, and gradually reduces to two I-shaped walls above the final setback at level 51. Above the entries to the elevator cores at each level deep level, reinforced concrete link beams connect the flanges of adjacent walls.
Trump International Hotel and Tower – Design Concept
Structural core and column layout at a residential floor
Trump International Hotel and Tower – Design Concept
– The outriggers are large reinforced concrete wall-beams, that extend from the flanges of the core walls to the exterior columns at three of the double-height mechanical floors in the tower (levels 28-29, 50-51, and 90-91). These outrigger levels occur just below j st belo the building setbacks and the o triggers also ser e as b ilding setbacks, outriggers serve transfer girders as the columns are relocated at the façade. – Typical residential floors are 9-inch (230-mm) thick flat plates serve as gravity load resisting system together with frame. – The design of the building incorporates three setback features designed to provide visual continuity with the surrounding skyline
References
• • • • • • • • • • • • http://en.wikipedia.org/wiki/ http://www.emporis.com http://www.burjkhalifa.ae/thetower/structure.aspx http://www.allaboutskyscrapers.com/taipei101.htm http://www.ctbuh.org http://www.yangsquare.com/petronas-tower-in-detail/ http://www.som.com/content.cfm/burj_khalifa http://www som com/content cfm/burj khalifa http://architecture.about.com/od/skyscrapers/a/Worlds-TallestBuildings.htm www.sefindia.org/rangarajan/Taipie101BuildingAnalysis.pdf www.ncree.org.tw/iwsccc/PDF/03%20-%20Shieh.pdf http://skyscraperpage.com/cities/?buildingID=7609 http://www.structuremag.org/article.aspx?articleID=393
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