01 Verical Structures
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Vertical structures Prof Schierle 1
V e r t i c a l S t r u c t u r e s
Height motivations: express power religion symbol visibility wind power
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Vertical structures Prof Schierle 2
Cheops Canary Empire Petronas Sears Taipei Burj BurjPyramid Warf State Towers Tower 101 Dubai DubaiGiza London New York Kuala Lumpur Chicago Taipei Dubai Dubai
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Vertical structures Prof Schierle 3
1776 US Declaration of Independence
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Vertical structure links
CTBUH: Council of Tall Buildings and Urban Habitathttp://www.ctbuh.org/http://www.archdaily.com/tag/ctbuh/
CTBUH awardshttp://en.wikipedia.org/wiki/CTBUH_Skyscraper_Award
CTBUH conferenceshttp://www.ctbuh2012.com/http://www.ctbuh.org/Events/Conferences/tabid/74/language/en-GB/Default.aspx
Most Skyscrapershttp://www.emporis.com/statistics/most-skyscrapers
http://twistedsifter.com/2011/11/top-25-cities-with-most-high-rise-buildings/
http://en.wikipedia.org/wiki/List_of_cities_with_the_most_high-rise_buildings
http://www.terragalleria.com/pictures-subjects/high-rise-buildings/
High-rise fire:http://911research.wtc7.net/wtc/analysis/compare/fires.html
Japan quake 2011:http://www.youtube.com/watch?v=1JQBGOliAcQ
Wind Engineering:
http://en.wikipedia.org/wiki/Wind_engineering
http://ascelibrary.org/doi/abs/10.1061/41016(314)285
Risk Assessment:http://www.academia.edu/1391325/Performance-Based_Aeolian_Risk_assessment_and_reduction_for_tall_buildings
High-rise publications:
http://www.amazon.com/s/?ie=UTF8&keywords=highrise+architecture&tag=googhydr-
20&index=stripbooks&hvadid=18556336517&hvpos=2t4&hvexid=&hvnetw=s&hvrand=820989502673924540&hvpone=&hvptwo=&hvqmt=b&ref=pd_sl_68lit4kpn1_b
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Vertical structures Prof Schierle 5
reading room = 60 psfstack room = 150 psf
Library
light = 125 psfheavy = 250 psf
Manufacturing
fixed seating = 60 psf
movable seating = 100psf
Assembly
50 psfOffice
40 psfResidential and
schools
ASCE 7 Table 4.1 excerpts of common live loads
ASCE 7, page 10
Live load reductionSince large members are unlikely fullyloaded, ASCE 7 allows live load reductions(except for public spaces and LL 100 psf):
For members supporting 600 sq. ft.Reduction shall not exceed50% for members supporting 1 floor,
60 % for members supporting 2 or morefloors
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Alternate 1:Standard framing
Bracedframeoptimization
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Alternate 1:Standard framing
Alternate 2:Tapered steel beams $12,000 moreRectangular ducts $3,000 moreReduced curtain wall $120,000 less
Savings: S105,000
Momentframeoptimization
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Struc
turesys
temsvs.bu
ilding
heig
ht,by
Fas
lur
Ka
hn
St t i ht ( t l t t )
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Structure weight (steel structures)Structure weight per floor area defines efficiency.
Structure weight for gravity load increases only slightly with height.
Structure weight for lateral load, however, increases substantially.
1 Structure weight vs. building height by Fazlur Kahn
2 Structure weight per floor area of actual buildings
A Number of stories
B Structure weight in psf
C Structure weight in N/m2
D Structure weight for floor framing only
E Structure weight for gravity load onlyF Structure weight for gravity and lateral optimized
G Structure weight for gravity and lateral not optimized
Structure weight for various buildingsH Empire State building New York
I Chrysler building New York
J World Trade center New YorkK Sears tower Chicago
L Pan Am building New York
M United Nations building New York
N US Steel building Pittsburgh
O John Hancock tower Chicago
P First Interstate building Los Angeles
Q Seagram building New York
R Alcoa building Pittsburgh
S Alcoa building San Francisco
T Bechtel building San Francisco
U Burlington House New YorkV IDS Center Minneapolis
W Koenig residence Los Angeles
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Vertical / lateral systems
1 Shear walls are least flexible but good for
apartments and hotels with party walls
2 Cantilevers provide the least intrusion at
ground floor
3 Moment frames are most flexible, good for
office buildings
A Concrete moment resistant joint:
rebars extend through beam and column
B Steel moment resistant joint:
beam flanges welded to column flanges;stiffener plates between column flanges
resist bending stress of beam flanges
4 Braced frames are more flexible than walls
but less flexible than moment framesbracing is usual around central cores
BBBBBBB
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1 X-direction concentric, Y-direction eccentric
2 X-direction eccentric, Y-direction eccentric
3 X-direction concentric, Y-direction concentric
4 X-direction concentric, Y-direction concentric
5 X-direction concentric, Y-direction concentric6 X-direction concentric, Y-direction concentric
oerceercshwas
Note:eccentricshearwallscausetorsiona
ndshouldbe
avoided
S
hearw
al
ls
Note
:shearwalls
resistlateral
loadonlyparalleltowall
1 Shear walls resist only lateral load parallel to wall
2 One-way shear walls collapse @ perpendicular load
3 Eccentric shear walls cause torsion
4 Concentric shear walls resist torsion
Note: Walls in 4 are offset but provide concentric support
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Platform framingPlatform framing is used for low-rise residentialstructures, due to economy & flexibility. 2x4 studs@ 16 reach from platform to platform. Doubletop plates overlap at corners and splices. Plywoodsheathing, nailed to studs, resists lateral wind andseismic loads. Joists, usually 2x12 @ 16 supportplywood floor and roof (platforms). Blockingresists joist buckling and supports plywood paneledges to transfer shear. Standard plywood andgypsum board panels 48 (4) wide match 2, 3, or 4
joist/stud spaces of 24, 16 or 12, respectively.
A Joists, 2x12 or 2x10 @ 16", 24, or 12 o.c..B BlockingC Double top plates overlap at corners and splicesD Studs, 2x4, 2x6, or 3x4 @ 16 or 24 o. c.
E Bottom platesF Double plates supporting joistsG Anchor bolt, 1/2 @ 6 o. c.H Sole plate, min. 6" above soilI Concrete foundation
Maximum height: 3 stories (4 with fire sprinklers)
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Woodframe house
Wall erection
plywood sheathing resistslateral load
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Clifton Condos, Beverly HillsArchitect: Schierle
Woodframing over concrete parking
3-story limit is in addition to parking level
assuming 3-hour fire separation (concrete slab)
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Terrace Homes, Hermosa BeachArchitect: Schierle
3-story limit is assumed above grade
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Reinforcedbrickmasonry
(req
uiredinse
ismicareas)
CMUwalls(C
oncreteMasonryUnits)
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Salk Institute, La JollaArchitect: Louis Kahn
Engineer: Komendant and Dubin Concrete shear walls
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Shearwall cores
1. Unilever building, HamburgArchitect: Hentrich / Petchnigg
2. Victoria tower, Montreal
Architect: Moretti, Greenspoon,Freelander and Dunne
Engineer: Nervi
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Marina City towers, Chicago
Architect: Bertrand Goldberg
Cylindrical core wall
Sixty-story towers
Each has 450 apartments
Over continuous parking ramp
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Curved shear walls
City Hall Toronto
Architect: Viljo Revel
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1, 2 Single tower
3, 4 Twin tower
5, 6 Suspended
TV
tower
Stuttgart
Eng
ineer:FritzLeonhard
C
antilev
er
s
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Vertical structures Prof Schierle 22
Cantilever
Pirelli Tower, Milan
Architect: PontiEngineer: Nervi
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Vertical structures Prof Schierle 23
HypoBankM
unich
Arch
itect:BeaandW
alterBetz
Four
circulartowerssupportamid-lev
elmechanicalfloorthat
supp
ortsthefloorsa
bovewhilefloors
belowaresuspendedfromit
.
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Mom en t f r am es
M t f
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Steel:Reduced beam flanges
reduce joint stressConcrete:
Extend rebars through beam & column
I = inflection points of zero bending stress
Moment frames
Provide ductility
Require rigid
beam-column joints
to transfer moments
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Vertical structures Prof Schierle 26
Moment frames
Casa Terragni, Como, Italy
Architect: Terragni
Concrete moment frame combined with
shear wall for fail-save seismic performance
shear wall provides stifness
moment frame ductility
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Vertical structures Prof Schierle 27
Articulated moment frames
Beam / column moment jointsprovide lateral resistanceto provide full width windows
Crown Zellerbach building
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Crown Zellerbach building
San Francisco
Architect: SOM & Hertzka and Knowles
Engineer: H J Brunnier
The 19-story building has an externalcore and column-free office wing with
moment frames, spaced 20 feet
Size: 201x69
Height: 285
Height/width ratio 4.1
A ColumnB Spandrel beam
C Girder
D Joist @ 7E Gusset plate
F Fire proofing8 mat footing
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Com
merzbank,
Frankfu
rt
Arch
itect:Norman
Foster
Engineer:OveAru
p
Vieren
deel
frames
aboves
kygardens
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Framed tubes have narrowly spaced
exterior columns that, combined with
spandrel beams, form rigid frames to
resist lateral load.
1 Framed tube
2 Framed tube with core
3 Shear lag visualized(shear lag = reduced shear transfer
from tension to compression side)
4 Framed tube with outriggers
5 Prefab framed tube
6 Prefab framed tube element
A Shear lag at mid facade
B Shear peak at cross walls
C Joint at inflection point of zero
bending stress
F
ram
ed
Tube
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Vertical structures Prof Schierle 31
CBS Tower New YorkArchitect: Eero Saarinen
Framed tube
The 38-story CBS tower has a framed tube of concrete
columns that are triangular on the upper floors and diamond
shaped on the ground floor.
The columns have niches for mechanical ducts that decrease
with decreasing duct sizes from mechanical floor on top but
not from the second floor mechanical room.
A Top floor columns
B 2nd floor columns
C Ground floor columns
Concrete floors span between core and framed tube:
One-way rib slabs face the core
Two-way waffle slabs at corners
Size: 155x125x494 high (47x38x151m)
Typical story height: 12 (3.66m)
Height/width ratio 3.9
r
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World Trade Center - Framed Tube
Sears tower Chicago
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Sears tower ChicagoArchitect/Engineer: SOM
Bundled tube structureTubular walls to transfer shear from
tension to compression to reduce
1 Reduced shear lag2 Shear lag
Beu
Citicorp Tower New York
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Citicorp Tower New YorkArchitect: Hugh StubbinsEngineer: Le Messurier
Center posts provide space for
St. Peters Lutheran Churchunder the left front corner
s
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Vertical structures Prof Schierle 36B
rac
ed
Fram
es
Achteuabanoo
regarding
location
sofopenings
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Vertical structures Prof Schierle 37
Banco
gao
First interstate Bank Los Angeles
Architect: I M Pei
Engineer: CBM
Combines framed tube exterior
with braced core
Moment frame Braced frame Combined
drift drift drift
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Vertical structures Prof Schierle 38
1 IBM bui lding PittsburghArchitect: Curtis and Davis
Engineer: Worthington & Skilling
2 Alcoa bui ld ing San Francisco
Architect/Engineer: SOM
3 Federal Reserve Banc Boston
Architect: Hugh StubbinsEngineer: Le Messurier
1 Onterie Center Chicago
Architect/Engineer: SOM
2 Proposed 142 story tower ChicagoArchitect: Kay Vierk Janis
Ex
pres
sed
brac
ing
John Hancock tower Chicago AT&T tower Seattle Bank of China Hong Kong
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Vertical structures Prof Schierle 39
John Hancock tower Chicago
Architect/Engineer: SOM
Braced tube
Reduced top reduces wind load
AT&T tower, Seattle
Architect: Basetti et all
Engineer: Skilling et all
Braced superstructure with
4 columns of 12 ksi high strengthconcrete in 10 steel tubes
Bank of China Hong Kong
Architect: I M Pei
Engineer: Ove Arup
Braced superstructure defines
architectural form
Centre Pompidou Paris
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Vertical structures Prof Schierle 40
Centre Pompidou, Paris
Architect: Piano and Rodgers
Engineer: Ove Arup
Bracing provides lateral stability in
both width and length directions
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Epeeban
Alcoa Building San Francisco
Architect/Engineer: SOMJohn Hancock Tower Chicago
Architect/Engineer: SOM
Twisted Tower Mal (1996) - Architect/Engineer Santiago Calatrava: 54 stories, 9 cubes, 147 apartments
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Vertical structures Prof Schierle 43
Twisted Tower Mal (1996) Architect/Engineer Santiago Calatrava: 54 stories, 9 cubes, 147 apartments
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Vertical structures Prof Schierle 44
Btruorg
joins
exteriorcolumnstotransfersheartoreducedrift
1 Georgia-Pacific tower, Atlanta
Architect: SOM
Engineer: Weidlinger Associates
2 Barcelona hotel
Architect: SOM
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Vertical structures Prof Schierle 45
Large drift
(unglued boards resist independently)
Small drift
(glued boards resist in synergy
shear joins tension & compression)
Gue-lam beam anlogy
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Vertical structures Prof Schierle 46
Hotel Artes BarcelonaArchitect/Engineer: SOM
Features:
Exposed steel 5 from skin
for fire protection
Belt trusses reduce lateral drif t
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Vertical structures Prof Schierle 48
Eercbaerame
(Adjus
tsstiffnessbetweenflexiblemomentframe
andstiffbracedframe
e=lin
kbeam(short
linkbeam
stiff;longlinkbeam
flexibleframe
Eercbaedas
AColumn;
Bbeam;
C
brace;
D
gusse
tp
late;
Es
tiffenerp
lates
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Link Beam
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Vertical structures Prof Schierle 50
Visco elastic bracing
Stiff at normal load Ductile at large earthquakes
Short Link Beamfor stiffness
Long Link Beamfor ductility Typical link beam ~ 20% of beam
Link Beam
Suspended h igh r ise
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Suspended h igh -r iseChallenges Load path detour: load travels up to
top, then down to foundation
Combined hanger / column deflection
yields large differential deflection
Architectural rational Column-free flexible ground floor
Facilitates top down future expansion
with minimal operation interference
Small hangers replace large columns
Structural rational
Eliminates buckling in hangers
Hangers replace large columns
Concentration of compression to a few
large columns minimizes bucklingOptions
Multiple towers to reduce lateral drift
Multiple stacks control deflection
Adjust hangers for DL and partial LL
to reduce deflection Prestress hangers to reduce deflection
1 Gravity load path
2 Differential deflection3 Prestress to reduce deflection
4 Ground anchors for stability
1 Single tower
2 Multiple towers3 Multiple stacks
4 Multiple stacks / towers
5 Triple stacks
6 Triple stacks / twin towers
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BMWh
ea
dquarters
Munich
Architect:KarlSchwanzer
Standard
BankCen
ter,Johan
nesburg
Architect:HentrichandPetschnigg
k er p
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Vertical structures Prof Schierle 54
HongKon
gShangh
aiBank
Arc
hitec
t:Norman
Fos
te
E
ng
ineer:O
ve
Arup
UN Center Vienna
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Vertical structures Prof Schierle 55
UN Center Vienna
built project
Architect: J Staber
Competition objectives:
Independent expansion
of conference center andoffices
Triangular grid allowsexpansion in 3 directions
Suspended design allows
independent top-down
expansion
UN Center ViennaCompetition entry
Architect: G G Schierle
Federal Reserve Bank, Minneapolis
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Vertical structures Prof Schierle 56
Architect: Gunnar Birkerts
Parabolic suspenders are supported by 2 towers
Top trusses resist lateral suspender thrust Floors below parabola are suspended
Floors above parabola are supported by columns
Support type is expressed on the facade
Read chapters 10 &15-19 and bring book to class for quiz next Tuesday
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Design stable structures
Exercise Name:__________________________
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Name and draw appropriate vertical structure systems and material
Building type Structure system Material
3-story apartment building
8-story apartment building
20-story office building in LA(Seismic load)
20-story office building in Miami(wind load)
300-foot high TV tower in Chicago(wind load)