Burj Bu rj Kha Khalilifa fa – De Desi sign gn Con Conce cept pt 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 g v ng ng a es a era oa res s ng sys em.
The structur structural al system system of The Burj Burj Khali Khalifa fa
Burj Bu rj Kh Khali alifa fa – De Desig sign n Co Conce ncept pt – 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 resist sta ance of the struct ctu ure. – , gravity and lateral loads, so the tower is extremely stiff late la tera ralllly y an and d to tors rsio iona nalllly. y. – It is also a very efficient structure in that the gravity load resisting system has been utilized so as to maximize its – During the design process, engineers rotated the building 120 degrees from its original layout to reduce stress from wn . – At its tallest point, the tower sways a total of 1.5 m
Burj Bu rj Kh Khali alifa fa – De Desig sign n Co Conce ncept pt •
Special features:
– The Y-shape Y-shaped d plan is ideal ideal for for resident residential ial and and hotel hotel usage, usage, with the wings allowing maximum outward views and inward natural light. – Also this this shape shape helps helps to reduc reduce e the wind wind forces forces on on the tower, tower, as well well as to keep the structure simple and better constructability. – The top top of the Tower Tower consis consists ts of of a structu structural ral steel steel spire enabl enabling ing 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-ra piled-raft ft foundation foundation of Burj Burj Khali Khalifa fa
Taipei 101 (Taipei) General information
Location
:
Xinyi District, Taipei, Taiwan,
Status Constructed O enin Use
: : : :
Complete 1999-2004 December 31, 2004 Mixed Use: communication, Conference, Fitness center, Library, Observation, Office, Rest Re stau aura rant nt Re Reta tailil
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 50 500 m2 4 44 440 10 100 s ft 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
Top elevator speed Parking spaces Companies involved Architect(s) Structural en engineer
: :
16.8 m/s 1839
: :
Owner/Developer Management
: :
C.Y. Lee & partners Thornton To Tomasetti at at Ev Evergreen Engineering Taipei Financial Center Corporation Urban Retail Properties Co. ,
contractors
Elevator co company
: : : : : :
Wind consultant
:
Kumagai Gumi Taiwan Kumagai RSEA En Engineering Taa-Y Youu-W Wei Co Cons nsttruc ucttion Sams Sa msun ung g Eng Engin inee eeri ring ng an and d Con Const stru ruct ctio ion n Toshiba El Elevator an and Bu Building Sy Systems Corporation (TELC) RW DI
.
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 t icall 135 mms thick.
Lateral loads are resisted by a combination of braced cores, ou r gg gger russes connec e co um umns n e u ng s core o those on the exterior, the super columns in the outer perimeter and the Special moment resisting frame (SMRF).
Taipei 101 –Design Concept •
For add additi itiona onall core core sti stiffn ffness ess,, in in addit addition ion to dia diagon gonal al brac braces, es, con concre crete te 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 t he braced core and the outer perimeter columns
Taipei 101 –Design Concept Other important information – earthquake which is common in its area of the AsiaPacific. – De Desig signe ned d to to with withst stand and wi winds nds of 60 m/ m/s s and and the strongest earthquakes likely to occur in a 2,500 year . – Doub Doublele-pane pane windo windows ws blockin blocking g externa externall heat by by 50% and recycled water meeting 20-30% of the building's needs – Cur Curren rently tly under under way way to make Taip Taipei ei 101 "the "the world' world's s "
Shanghai World Financial Center General information
•
Location
:
100 Century , , Shanghai, China
• •
Constructed Use
: :
1997 – 2008 Office, Hotel, Observation, Parking Garage, Retail
Height • Antenna or spire • Roof • Top floor
: : :
494.4 m / 492 m 487.4 m 474 m
Shanghai World Financial Center Technical details
• • •
Floor count Floor area Cost
: : :
101 381,600 m2 RMB ¥ 8.17billion (US $1.20billion)
Companies involved
• •
Architect(s) : Stru St ruct ctur ural al en engi gine neer er :
• •
Developer : MEP ME P En Engi gine neer er::
• •
Main co Main cont ntra ract ctor or : Main Ma in co cont ntra ract ctor or :
Kohn Pedersen Fox Lesl Le slie ie E. Ro Robe bert rtso son n ssoc a es Mori Building Co. Kenc Ke nchi hiku ku Se Setu tubi bi Se Sekk kkei ei China Chin a St Stat ate e Co Cons nstr truc ucti tion on Shan Sh angh ghai ai Co Cons nstr truc ucti tion on
Shanghai World Financial Center-Design Conce t Structural system (for gravity and lateral loads)
Major columns, Diagonals and belt trusses in outer frame is the lateral force resisting system. s outer rame e ps ps to ecrease t e t c ness o t e shear walls of services core as well as a decrease in the wei ht of structural steel in the erimeter walls while maintaining a good structural stability in lateral load resisting. ur er, y ma ng use o ou r gg gger russes coup e o the columns of the mega-structure, a further reduction of shear walls were realized
Shanghai World Financial Center-Design Conce t Structural system
Shanghai World Financial Center-Design Conce t •
Special features :
– The diagonals of the megas ru ruc ur u re are orme o we e boxes of structural steel. These steel boxes are in-filled with , increased stiffness, non-linear structural behaviour, and
– As well, in the upper reaches of , stud shear connectors, the concrete is used to stabilize a ainst bucklin the thin steel plates of the diagonals Connection of Diagonals to Mega Columns
International Internation al Commerce Centre General information
• • •
Location : Status : Groundbreaking:
• •
Opening Use
Height • Roof
•
Top floor
: :
: :
Hong Kong Complete 2002 2010 Hotel, Observation, , ,
484 m (1,587.9 ft) 476 m (1,561.7 ft)
International Internation al Commerce Centre Technical details • Floor count :
• • • • • • • •
108 ,
,
,
Companies involved
(HK) Ltd. : Kohn Peders rse en Fox
Design Architect Associates Land La nds sca cape pe Ar Arc chi hittec ectt : Be Bellt Co Collllin ins s & As Ass soc ocia iattes 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 Conce t Structural system (for gravity and lateral loads) – Gen Genera erall composit composite e frame frame structu structure re is used used for for the tower up to 100/F, with the central core, an external
about 16m. – Four sets of outr trii er are rovide ded d at 6/ 6/F F, 42 42//F, 78/F and 100/F. Except for the one on 6/F which is constructed in insitu prestressed design, the upper frame embedded in the core wall.
International Commerce Centre(Design Conce t
Outriggers Distribution
outrigger member in initial connected position before final adjustment and welding
Petronas Tower 1 & 2 • Fo Form rmer er/o /oth ther er na name me(s (s): ): Mena Me nara ra Pe Petr tron onas as General information • , , • 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 floor : 375 m (1,230 ft) Technical details • Floor count : 88 • , , , ft) • Elevators : 78 • Cost : US$1.6 billion • elevators : 39 • top elevator speed: 7 m/s
Petronas Tower 1 & 2 Companies involved • Architect(s) • tructura eng ne neer
• • • •
Developer Owner MEP Engineer Main contractor
•
a n con rac or
• •
Main contractor Main contractor
• • •
Main contractor elevator company w n consu an
: C Cé ésar Pelli & Associates : ornton omasett , Ranhill Bersekutu : KLCC Holdings Sdn Bhd : KLCC Holdin s Sdn Bhd : WS WSP Flack + Kurtz : MM MMC Engineering & Construction Co. : o up ons ruc on Sdn. Bhd. : Ha Hazama Corporation : J. J.A. Jones Construction Co. : Mi Mitsubishi Corporation : Otis Elevator Company :
Petronas Tower 1 & 2 -Design •
Structural System (for gravity and lateral loads) : – Structural s stem consists with 75-b -75-foot concrete cores and an oute ou terr ri ring ng of wi wide dely ly-s -spa pac ced su sup per co collum umns ns.. – six si xte teen en cy cylilin ndr dric ical al co colu lumn mns s of hi hig gh st stre reng ngth th re reiinf nfor orce ced d co conc ncre rete te.. –
e co umns vary n s ze rom . me er ers n ame er a e ower areas to 1.2 meters in diameter at the top, and are placed at the outs ou tsid ide e co corn rner ers. s.
– The columns are linked with a series of concrete core walls and ring beams. These movement-resistant and damper-free structures can “ ”. concentric pressurized cores in the structures, and the two cores unite at the 38th floor of each tower.
Petronas Tower 1 & 2 -Design
Petronas Tower 1 & 2 -Design
Petronas Tower 1 & 2 -Design
Petronas Tower 1 & 2 -Design The Sky Bridge Dimesions
• • • •
Overall Width Overall Height Len th of Su orts Total Weight
- 17 feet - 31 feet - 169 feet - 720 tons
Willis Tower (Chicago) Former/other name(s) - Sears Tower General information • ocat on on - 233 . ac er r ve ve, cago, Illinois 60606 ,United States • Constructed - 1970-1973 • , , Height • Ant nten enn na or or spi spire re -1 -1,,73 730 0 fee feett (52 (527 7 m) m) • oo - , m Technical details • Floor count -108 • oor area - . m on sq • Elevators -104, with 16 double-decker • Companies involved • rc ec s more, w ngs an err • Structural Designer - Dennis Skidmore, Owings and Merrill (Fazlur Rahman Khan)
Willis Tower (Chicago)(Chicago)-Design Design Structural system (for gravity and lateral loads) : – ons s s w we e s ee rames sq square orm ver ca 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
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 . the perimeters of the tubes when they fall within the building envelope.
Willis Tower (Chicago)(Chicago)-Design Design – All nine tubes would rise up to the 50th floor of the building. At the 50th floor, the northwest and southeast tubes end, forming the first step back and . , northeast and the southwest tubes end. At the 90th floor, the north, east, and south tubes end. The rema n ng wes an cen er er u es con nue up o e 108t 10 8th h fl floo oorr.
Plan geometries
Nanjing Greenland Financial Center Na n i n General information • Location : • • Constructed : • Opening : • Use : Height • Antenna or spire: • Roof : • op oor : Technical details • Floor count : • • elevators : • office space : • hotel rooms :
Nanjing
, China
2005-2010 2010 Hotel / Office 450 m (1,480 ft) 381 m (1,250 ft) m , 89 (2 basement floors) 54 64,541 m² / 694,714 ft² 450
Nanjing Greenland Financial Center Na n i n Companies involved
•
rc
ec s ec
:
•
r an m a Skidmore Owings & Merrill Associate architect : ECADI
•
Project developer :
Nanjing Guzzi Greenland Financial Center
• •
MEP Engineer
:
• •
Main contractor : Elevator company :
Assets Skidmore Owings & Merrill Shanghai Construction Schindler
Nanjing Greenland Financial Center – Desi n Conce t Structural system (for gravity and lateral loads) : The ravit load-resistin structural s stem consists of structural steel floor framing supporting a 155mm thick composite metal deck floor slab. Floor framing inside the " " suppo porrting a rein infforced co con ncrete one ne--way sl sla ab. The central reinforced concrete "super core" and the exterior composite columns then transmit the floor framing loads to the th e fo foun unda dati tion ons. 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 an d to tors rsio iona nall ri rigi gidi dity ty..
Nanjing Greenland Financial Center – Desi n Conce t The primary lateral load resisting system is comprised of “ ” sys ysttem and exter erio iorr com omp posi sitte colu lum mns. The secondary lateral system for the Main Tower consists of a moment-resisting frame at the perimeter of the th e bu builildi ding ng..
tor ors sion onal al stif ifffnes ess, s, st strruc ucttur ura al int nte egr griity, an and d redun unda dan ncy for the over eral alll builild ding ng.. The tower’s shape is also highly functional- its triangular form relates to shape and size of the site while Nanj Na njin ing g bu builildi ding ngs s
Outrigger and Belt Truss configuration
Lateral Load resisting system
Guangzhou West Tower Guangzhou International Finance Centre General information , • Status : • Groundbreaking : • Constructed : • Opening : • Use : Height • Antenna or spire: • Roof : • Top floor :
Complete December 2005 2010 2010 Hotel / Office
• • • •
103 (4 basement floors) 285,000 m2 (3,068,000 sq ft) 8 m/s 374
Floor count : Floor area : to elevator s eed: hotel rooms :
440.2 m (1,444 ft) 437.5 m (1,435 ft) 432 m (1,417.3 ft)
Guangzhou West Tower Companies involved
•
Architect(s):
Wilkinson Eyre
•
Asso As soci ciat ate e ar arc chi hite tect ct::
South Sout h Ch Chin ina a Design Institute
• •
MEP Engineer Elevator company
: :
Arup Otis eva ev a or om ompa pany ny
Guangzhou West Tower-Design Concept
Structur Struc tural al Plan Plan of Guan zhou West Towe Towerr
•
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 im osed on the tower. This is one structural innovation is inte rated 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 floo fl oorr ab abov ove. e.
Jin Mao Tower (Shanghai) Jin Mao Tower from nearby Shanghai World Financial Centre
General information • Location : 88 Ce Centur Avenue Pudon District, Shanghai 200121, China • Status : Complete • Constructed : 1994 - 1999 • Use : Office, Hotel, Observation, Retail Height • Antenna or s ire: 421 m / 1 38 380 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
• •
elevators : top elevator speed:
130 9 m/s
Jin Mao Tower (Shanghai) Companies involved
•
rc
ec s
:
•
project developer:
•
structural engineer:
•
MEP En ineer :
•
main contractor:
•
elevator company:
•
wind consultant:
r an m a more Owings & Merrill China Shanghai Foreign Skidmore Owings & Merrill Skidmore Owin s & Merrill Shanghai Jin Mao Contractor Mitsubishi Elevator and Escalator Alan G. Davenport Wind BLWTL
Jin Mao Tower (Shanghai)-Design Conce t Structural System
The building employs an advanced structural engineering system o w n an eart qua e eng ne neer ng ng w c ort y it against typhoon winds of up to 200 km/h (with the top swa in b a maximum of 75 cm and earth uakes of u 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 and uakes and the swimmin ool on the 57th floor is said to act as a passive damper.
Jin Mao Tower (Shanghai)-Design Conce t
Gravity load
The remaining eight composite steel columns ("super-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 shear shear walls walls of of an octa onal core. core. The deflecti deflection on of the Jin Jin Mao Mao 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 •
Loca Lo cati tion on of Tr Trum ump p Tow Tower er al alon ong g the the Ch Chic icag ago o Riv River er
General information
• • • • •
oca on
-
Groundbreaking Opening Use
Anten Ant enna na or sp spir ire e Roof ec n ca ca e a s • Floor count • Floor area
.
a as ve., cago, Illinois,United States -March 17, 2005 – -January 30, 2008 -Hotel, Condominium
• •
-1,389 -1,3 89 fe fee et (4 (42 23. 3.4 4 m) -1,170 feet (356.6 m)
• •
-98 -2,600,000 square , -27, made by Kone -USD $ 847 million
Elevators Cost
Trump International Hotel and Companies involved
•
• •
: Adrian Smith at Skidmore Owings & Merrill Structural engineer: William F. Baker at Skidmore Owings & Merrill Developer : Trump Organization MEP Engineer : WMA Consulting
• • •
Main contractor : Elevator company: Wind consultant :
•
Architect(s)
Bovis Lend Lease Inc. KONE RWDI
Trump International Hotel and Tower – Desi n Conce t
Structural system (for gravity and lateral loads): – A core core and and outrigge outriggerr system system provi provides des latera laterall stabili stability ty for for the the Trump Tower. Large outrigger elements at the mechanical levels tie the concrete core to perimeter columns, significantly ncreas ng e u ng’s a era s ness as we as s res s ance to overturning due to wind. – The core core is locat located ed at the center center of the the building building and consis consists ts of 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. , reinforced concrete link beams connect the flanges of adjacent walls.
Trump International Hotel and Tower – Desi n Conce t
Structural core and column layout at a residential floor
Trump International Hotel and Tower – Desi n Conce t – The outrig outriggers gers are large reinfo reinforced rced concr concrete ete wall-b wall-beams, eams, 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 us e ow e u ng se ac s, an e ou r ggers a so serve as transfer girders as the columns are relocated at the façade. – Typical Typical residen residential tial floors are 9-inch 9-inch (230(230-mm) mm) thick flat plate plates s serve as gravity load resisting system together with frame. – The desig design n of the buildi building ng incorpo incorporates rates three setbac setback k features 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.ctbuh.org http://www.yangsquare.com/petronas-tower-in-detail/ p: www.som.com con en .c m ur _ a a 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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