7. Tall buildings. - CVUT

© 7 Prof. Ing. Josef Macháček, DrSc.

OK3 1

Antiquity: Earthen bricks + timber floors (4 stories)

Romans: Bricks + timber (up to 10 stories)Gaius Julius Caesar Octavianus (27 BC - 14 AD)ordered max. 21 m - fire

Middle Ages: Brick, stone, timber, revelled timber, cast iron → steel1784 Cort - wrought iron1855 Bessemer - steel

FRAMES (skeletons):Timber, later steel structure: New York 1854 - 6 stories (wrought iron)Problems: Structure of frames, lifts, installation, walls, fire.

Lifts: steam 1857 N.Y. (Otis)hydraulic 1870 (Eiffel tower)electrical 1890 (Otis)

7. Tall buildings.• Tall buildings, history, the highest world buildings, types of bracing, tube

structures, peculiarity of design.


OK3 2

Antiquity: Earthen bricks + timber floors (4 stories)

Romans: Bricks + timber (up to 10 stories)Gaius Julius Caesar Octavianus (27 BC - 14 AD)ordered max. 21 m - fire

Middle Ages: Brick, stone, timber, revelled timber, cast iron → steel1784 Cort - wrought iron1855 Bessemer - steel

FRAMES (skeletons):Timber, later steel structure: New York 1854 - 6 stories (wrought iron)Problems: Structure of frames, lifts, installation, walls, fire.

Lifts: steam 1857 N.Y. (Otis)hydraulic 1870 (Eiffel tower)electrical 1890 (Otis)

7. Tall buildings.• Tall buildings, history, the highest world buildings, types of bracing, tube

structures, peculiarity of design.


OK3 3

TALLEST STRUCTURES IN THE WORLD (1/2013)

TV transmitters1. Transmitter Fargo (North Dakota), 629

m, (1963)1a. Transmitter Warsaw (Poland), 643

m, (1974-1991)

TV towers1. Tokyo Skytree (Japan), 634 m,

(2012)2. Canton Tower (China), 600 m, (2009)

Offshore structures1. Petronius platform (USA), 535+75 =

610 m, (1998)(oil, gas; deflection up to 12 m)


OK3 4

BUILDINGSLists are ranked by:

- the highest point of the building (e.g. antennae, shown in parenthesis)- the top of building (e.g. extension, spires - not shown)- the top of the highest roof (shown as the essential below, state 1/2013)

1. Burj Khalifa (Dubai) 636 (828) m 20102. Makkah R. Clock Tower (Mecca) 559 (601) m 20123. Shanghai WFC 487 (492) m 20084. Int. Commerce Centre (H.K.) 484 (484) m 2009 5. Taipei 101 449 (508) m 20046. Willis Tower (Sears Tower) 442 (527) m 19747. Kingkey 100 (Shenzhen) 442 (442) m 20118. Guangzhou Int. Fin. Center 438 (440) m 2010X. [World Trade Center N.Y. 417 (526) m 1973-2001]9. Two Inter. Fin. Centre (H.K.) 407 (416) m 2003

10. 23 Marina (Dubai) 395 (395) m 2012


OK3 5

1. Burj Khalifa, Dubai (UAE)

arch. Adrian Smith (Skidmore, Owings and Merrill)

Height: 636 (828) mYear: 2009Jan. 2009: reached 828 m,160 storeys,• high strength concrete +

steel;• top part (200 m) from steel;• max. horiz. deflect. 1,5 m;• opening: 1/2010.


OK3 6

Burj KhalifaButtressed core (Y shaped plan),

with 3 wings (buttresses) supporting hexagonal core.

Development of the shape in January 2009 reached 828 m


OK3 7

Burj Khalifa• founded on 152 piles ø 1,5 m, length 43 m,• concrete up to 586 m, steel to the top,• ascent to 768 m,• steel spire 200 m (350 t) assembled inside

and jacked to height of 828 m,• double-deck elevators (considered triple-deck)

Cross sections


OK3 8

2. Makkah Royal Clock Tower Hotel (Saudi Arabia)

Height: 559 (601) mYear: 2012Arch.: Dar Al-Handasah Architectsconstructed by Saudi Binladin Group.

- composite steel and concrete structure,

- 120 storeys,

- assembly hall for 10 000 pilgrims,

- accommodation for 100 000 pilgrims,

- clock 43x43 m (minute „hand“ 22 m),

- two heavy fires (2008, 2009).Design 2002, construction 2004-12


OK3 9

3. Shanghai WFC (China)

Height: 487 (494) mYear: 2008 (opening 30.8.2008)Arch.: Kohn Pedersen Fox, steel structureSkidmore, Owings and Merrill

- 101 storeys,

- originally circular aperture ∅ 46 m

(= “sky"), similarity with rising sun

(Japan. flag) → trapezoidal („bottle opener“)

- observation deck: 472 m (94. floor),

- 2 tuned dampers below the deck,

- after 11.9.01 design for airplane bump,

and 2 external lifts added.Proposal 1997 Proposal 2005 and realization


OK3 10

Photos from construction

Shanghai WFC2007 – fire due to welding


OK3 11

4. International CommerceCentre (H.K.)

Height: 484 (484) mYear: 2009

Arch.: Wong & Ouyang (HK),Kohn Pedersen Fox Associates

Design: Arup

Built on top of Kowloon station.

- steel frame with concrete core.


OK3 12

5. Taipei 101 (TAI)

Height: 449 (508) mYear: 2004

Arch.: C. Y. Lee & partners

- recall a stalk of bamboo (or pagoda),

- uses the happy "8",

- 101 storeys,

- tuned damper 660 t,

- lifts 1000 m/min,

- 2002 earthquake 6,8° RS.


OK3 13

Taipei 101

View from observation deck Vestibule of the building


OK3 14

6. Willis Tower (USA)(formerly Sears Tower)

Height: 442 (527) mYear: 1974

Arch.: Skidmore, Owings and Merrill

- bundled tube system,

- 110 storeys,

- 9 “tubes" 23 x 23 [m]

(from 90th story two only),

- column flanges 609x102 [mm].


OK3 15

7. Kingkey 100 (Shenzhen)

Height: 442 (442) mYear: 2011

Arch.: Terry Farrell and PartnersStructural Engineer: Arup

- 100 storeys,

- observatory at 427 m.

- under construction:


OK3 16

8. Guangzhou Int. Fin. Center(China)

South of China, 120 km from HK

Height: 438 (440) mYear: 2006-2010

Arch.: Wilkinson Eyre (e.g. also Gateshead Millennium Bridge)

- tube latticed system,

- 103 floors,

- observation deck at 100th floor.


OK3 17

9. Two InternationalFinancial centre (HK)

Height: 407 (416) mYear: 2003

Arch.: Rocco Design Ltd. , César Pelli: WTC,

One Canada Square,Petronas Towers ...

- 88 floors,

- “unhappy numbers" 14, 24 omitted.


OK3 18

10. 23 Marina (Dubai)

Height: 395 (395) mYear: 2012

Arch.: Hafeez Contractor,KEO Int. Consult.

Design: KEO International Consultants

- 90 floors,

- tallest all-residential building.


OK3 19

Jin Mao Building (China)

Height: 370 (421) m,Shanghai (Pudong)Year: 1998

Arch.: Skidmore, Owings and Merrill

- 88 floors (happy number),

- 8 composite mega-columns and 8 steel columns,

- atrium along all height,

- designed for typhoons 200 km/h and earthquakes

up to 7° RS.

Other prominent skyscrapers


OK3 20

Tuntex Building (TAI)

Heights: 348 (378) mYear: 1998Arch.: C. Y. Lee (also Taipei 101)

- 85 floors.

Rector’svisit


OK3 21

Aon Center (USA)(Amoco, Standard Oil)

Height: 346 mYear: 1973

Arch.: Edward Durell Stone

- 83 floors.


OK3 22

John Hancock Center( USA)

Heights: 343 mYear: 1969

Arch.: I. M. Pei & Partners

- 100 floors,- tube system (mega-structure).


OK3 23

storeys height [m] construction• Ping An Finance Center (Shenzhen) 115 588 (660) 2009-15 • Shanghai Tower 128 566 (632) 2008-14• Goldin Finance 117 (Tianjin) 117 597 (597) 2008-15• Lotte World Tower (J. Korea) 123 555 (555) 2011-15 • One World Trade Center (N.Y.) 105 419 (542) 2006-13-----

• Federation Tower (Moskva) 93 360 (506) 2003-13

Visions (realistic only)• India Tower 126 (700) 2010-16• Al Burj (Dubai) 228 (1400) in preparation• Murjan Tower (Bahrain) ? (1022) in preparation

BUILDINGS UNDER CONSTRUCTION


OK3 24

The highest buildings in the Czechia

City Tower (Raiffeisenbank)Height: 108,5 m

- 24 floors (reinforced concrete core + steel frame)modifications by arch. Richard Meier (USA),

- year: 2007.

City Empiria(Motokov)Height: 103,5 m

- 26 floors (reinf. concrete core + steel frame),- year: 1977.


OK3 25

Structural systems

Trend: steel composite high-strength concrete and steel combinationExamples:

1992 Bank of China H.K., 309 m 4 composite mega-columns;1997 Petronas Tower, 387 m concrete mega-columns, concrete 80 MPa; 1998 Jin Mao B., 371 m 8 compos. mega-col. + concrete core2003 Taipei 101, 448 m 8 compos. mega-col. + core 16 comp. col.

Fazlur Khan(1930-1982)

compo

site

mega-

struc

t.

30405060708090

100110120130140

2010

0

3040 40

60

80

100

>120

t bk é té é

rám

o vé př

íhra

dov

víc e

number of floors

frames

truss

esco

res

belts tube systems

fram

e truss

tube

in tu

bebu

ndle

d tu

bes


OK3 26

Tube systems

a. Frame tube systems- shell (< 30 % openings) – mostly from concrete;- with high horizontal beams (Canary Warf ≈ 1 m, column distance 1-3 m);- with truss belts.

b. Truss tube systems- latticed (Alcoa B. San Francisco).- megastructure (John Hancock).

c. Multi-tube systems- tube in tube, WTC – outer for bending, inner for shear;- bundled tube, Sears Tower.

facade viewplan view

concretesteel H/2 ÷ H/4

tube in tube

bundled tube

megastructure

a. FRAME b. TRUSS c. MULTITUBE

latticed


OK3 27

Deflections of tall buildings

- special systems with „belts” have deflection of „S” shape(will be used in dynamic and earthquake calculations).

přibližněpřímka: základy - vrchol

wall:bending defl.

frame:shear defl.

interaction:“S” shape defl.

approx. line(basement to top


OK3 28

Sears Tower1974 (height 442 m)

půdorys(9 modulů)

module 22,9 x 22,9 [m]

0-50

50-66

66-90

90-110

truss 1 m

sheeting 73 mm+ concrete 63 mm

assembly part

3,9 7,6

4,6

technical floor(belt)

primary beams: flange 406 x 70 [mm]

columns: flange 609 x 102 [mm]

5 x 4,6 = 22,9

77 000 t of steelbetter distribution of stresses

due to bundled cross section(smaller shear lag)

cross section

simple bundled


OK3 29

Taipei 1012003 (height 448 + 60 m)

Ductile steel: Cekv < 0,29 High strength concrete: C69fy = 510 MPa Headed stud shear connectors.fu = 720 MPa

Level 10 - Tower Framing Plan

g

Level 32 - Tower Framing Plan

10th floor 32th floor


OK3 30

EL151.2M

EL352.8M

EL319.2M

EL285.6M

EL252.0M

EL218.4M

EL184.8M

EL113.4M

EL79.8M

EL37.8M

EL390.6M

EL448M

EL508M

R6-235

Taipei 101 – cross sections

- 8 composite mega-columns(size 3 x 2,4 [m])

- core: 16 composite mega-columns (22,5 x 22,5 m), t = 80 mm

- from 63rd floor steel only

- interconnected by trusses with heightof 1- 3 floors

- deflection at top: h/200 = 2,2 m

- reinforced concrete walls up to 9th floor

- 380 steel piles Ø 1,5 m filled up byconcrete; into depth of 30 m(expected settlement of 50 mm)

448 m

508 m


OK3 31

448

508

R6-235 Damper 660 t

(0,24 % G)

Suspended from 92 to 88 flooron 4 cables, supported by 8 hydraulicpistons.

Produced by welding of steel platesof 125 mm thickness, coated with gold.

Tuned mass damper (TMD)(shortening of cables, blocking).

Taipei 101


OK3 32

28th July 1945 8:55

Empire State Building

Clouds 120 m above ground, bomber B25 hit 79th floor (at height of 278 m).The bump created opening 5,5 x 6 [m], 13 deads (3 crew),

floor beam bent about 450 mm, column remained nearly undamaged.

Apart from building quake, fire and claims no other problems (thanks to structural reserves).


OK3 33

Influence of extreme height to building frame

In addition to usual checks:

1. Dynamic effects of wind.2. P - Δ effect (2nd order effect).3. Influence of member shortening.4. Static and dynamic rigidity:

δmax ≤ H/500acceleration a ≤ amax ≈ 0,015 g

5. Interaction with ground (especially if H/B > 5).


OK3 34

Dynamic effects of wind

Generally:• analysis including vibration: - longitudinal (in the wind direction)

- lateral (in transversal direction):circular, elliptic shapes: "vortex shedding"rectangular shapes: "galloping" (occurs rarely)

Vortex shedding, vortex separation(called also Karman periodic set of whirlwinds)results on condition that:

mcrit 25,15 vnbSt

nbv <≈=

The first frequency of a building: n ≈ 46/hStrouhal number: circle St = 0,18

• rearrangement of the building shape wind tunnel, each variationis significant.

mean wind velocityw

b


OK3 35

Wind loading for area Aref according to EN 1993-1-4:

- if h ≤ 100 m and b > 30 m, coefficient of the structure cscd = 1;- otherwise use „detailed method" (depends on natural frequency n ,

parameters of wind and structure ...)- Eurocode enables to determine even deflection and vibration acceleration.

refp(Z)fdsw AqcccF =

force coefficient dynamic wind pressure

coefficient of the structure

hn 46

1 ≈

fictitious cantilever

w

h

b

i mi

natural shapes(vibration shapes)

Longitudinal dynamic wind effects


OK3 36

P - Δ effect (2nd order effect)

Represents effect of horizontal shift on internal forces. Solution:- 2nd order theory (or geometrically nonlinear analysis GNA),- or approximately (see also determination of αcr in global analysis):

If SLS is fulfilled, the approximate guess of V, H (for all building or floor)gives coefficient of 2nd order m. The horizontal loading then multiply with m:

1

5001

1

500

11

111

111

1

Ed

Ed

Ed

Ed

EdH,Ed

Edcr

>−

=

⎟⎠⎞

⎜⎝⎛⎟⎟⎠

⎞⎜⎜⎝

⎛−

=

⎟⎟⎠

⎞⎜⎜⎝

⎛⎟⎟⎠

⎞⎜⎜⎝

⎛−

≈−

≈

HV

/hh

VHh

VH

m

δ

α

Iteration procedure:

1st step base moment:

next:

20

H0ΔVMM +=

20

HΔΔ ′+

+=′ VMM

V h

b

V V h/2H

V

b

h

ℓ

≤ h/500

first step other steps


OK3 37

Influence of member shortening

The shortening of member axes is covered by computer FEM analysis!

Shortening of members due to stress:

EhsΔσ =s

Thereof stress of diagonal:2

sd ⎟⎠⎞

⎜⎝⎛===

dh

ddEE σ

Δεσ

The stress in diagonals from vertical loading is, therefore, of the same orderas in columns!

Measures:- final connection of diagonals not until assembly of all building,- or prestressing of diagonals to eliminate compression due to vertical loading.


OK3 38

EarthquakeEarthquake scales, solution of effects, vibration damping.

Scales:- magnitude scales (number expressing relative size of an earthquake):

Richter scale, moment magnitude scale (Mw), also other like Ms, Mb etc.

- intensity scales (describe the severity of effects on structures):Modified Mercalli scale (MMI, MCS), Rossi-Forel scale etc.

P - waveshypocentre

epicentreseismicvibration

S - w

aves

Waves:P - primary (direct, fast, push-pull);S - secondary (transversal, shear, slower);Q - Love waves (no vertical movement);R - Rayleigh waves (surface waves, with

both vertical and horizontal movements).


OK3 39

Richter’s scale:Charles Richter 1935 (California Institute of Technology)

Logarithmic scale of released energy (each magnitude increases energy √1000 = 31,6 x):

M = log10 A (mm) + distance correlation factor

(usually based on recording time of seismograph station)

Earthquakes are: moderate (4-5º), strong (6-8º), great (> 8º).

Since 1900: Casualties:

1. Chile 1960 9,5º 1. China 1556 830 0002. Alaska 1964 9,2º 2. Sumatra 2004 283 1063. Alaska 1957 9,1º 3. China 1976 255 0004. Kamchatka 1952 9,0º 4. Syria 1138 230 0005. Sumatra 2004 9,0º 5. Iran 56 200 000

A (amplituda)A (amplitude)


OK3 40

Mercalli scale:Subjective, determination of "zones".

USA: MMI (Modified Mercalli Intensity Scale), 12ºČR: MCS (Mercalli-Cancani-Siber, ČSN 73 0036)

1 - 4º not felt,5 - 7º felt by everyone, slight damages,

(Czechia: Aš, Přimda, Liberec, Trutnov, Opava) 8 - 12º great and destroying damages.

Eurocode (EN 1998):Maps of ground design accelerations agR.

Analysis:- not necessary for agRγ1S < 0,05 g.

γ1 ... coefficient of the building significance (0,8 - 1,4);S ... ground parameter (1,0 - rock, up to 1,6).

- Introduced so called „design spectrum" Sd(T)(= acceleration a, depending on ground and natural period of the structure T).


OK3 41

Map of Czechia according to EN 1998-1:

Seismic mapof the Czech Republic

ground design accelerations agR


OK3 42

very highbuildings

Analysis of earthquake effects1. Direct (response of the structure from ground movement)

2. Approximate (suitable for small earthquakes)- uses an equivalent static horizontal loading:

accel.(up to 0.4 g)

elasticresistance

inertiaforce

damping dynamicforce

a. Determination of horizontal forceat base:

H = K V(influence of zone, ground, naturalfrequency, importance ...);

b. Determination of H distribution.

Model of“inverted pendulum"


OK3 43

eccentric diagonals plastic hinges isolators

laminatedrubber

lead plug (damper)

LRB (Lead Rubber Bearing)

Seismic movement

LRB

Damping of structural vibrations

Goals: - to reduce internal forces from vibrations (due to wind, earthquake),- to reduce accelerations (< 0,15 g).

1. Natural damping (activated by own structure)- internal (due to deformations), plastic behaviour (eccentric diagonals),

base isolators, structural shape).


OK3 44

2. Dampers: - passive (frictional, piston, spring)- active (still in development)

Passive dampers

Active dampers

visco-elastic plates

pistondamperHIDAM

springconnection

sliding placedmass

wind

cables

sensor

cables effect

jets withcompr. air

sensor

flaps


OK3 45

Examples of dampers

LED Lead Extrusion Damper(plastic deformation of lead)

Steel tubewith a bulge connection

seal

sealtube

lead

TMP-RPTuned Mass Damper

- Roller Pendulum(mass anti-movement)

viscous fluiddamper

additionalmass

rolling pendulumdamper

TMP-RP

LED

multilayer shearplanes

loadingplate

MS Stopper(viscous material among shear planes)

material of highviscosity


OK3 46

Yielding brace system (YBS), „Scorpion“, Toronto, 2011(www.castconnex.com)

The diagonal brace member is equipped with two cast connectors. Each connector resemblesa claw, with a heavy „elastic arm“ welded to the diagonal end and protruding triangular shaped„yielding fingers“ that are bolted to a splice plate connection at the beam-column joint. When under an earthquake, the fingers plastically deform and their curvature results in a tensile force in each finger that increase the strength and stiffness of the brace (unwanted „soft storey“ isavoided).

7. Tall buildings. - CVUT

Documents

Transcript of 7. Tall buildings. - CVUT