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Las informaciones y conceptos expresados en esta conferencia se hacen con el
propsito de divulgar e informar de manera general sobre los temas relacionados con
el concreto.
ASOCRETO no es ni pretende ser asesor de proyectos especficos. Cualquier duda
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El uso que se haga de las informaciones y conceptos aqu expresados no conllevan
responsabilidad alguna para ASOCRETO ni para los conferencistas, ya que debe ser
utilizada por personas idneas bajo su responsabilidad y criterio. Esta informacin no
sustituye las funciones y obligaciones de las personas contractualmente responsables
de la concepcin, ejecucin y vigilancia de los respectivos proyectos. Los conceptosexpresados no son asesora para una obra en particular.
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DISEO DE LA KINGDOM TOWER. EDIFICIODE 1 KM DE ALTURA
Edificaciones
Ing. Robert Sinn
Thornton Tomasetti
Estados Unidos
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Analysis and Design of the1 Kilometer Tall Kingdom Tower
Robert Sinn, FASCE, FIABSE, ACI
Principal, Thornton Tomasetti, Chicago
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Project Overview Structural / Geotechnical
> Structural Engineer: Thornton Tomasetti
> Geotechnical Engineer: Langan International
> Wind Tunnel Consulting: RWDI
> General Contractor: Saudi Binladen Group
> Supervision Consultant: Dar Al-Handasah
> Structural Peer Review: MKA
> Geotechnical Peer Review: Dr. Rolf Katzenbach
> Wind Tunnel Peer Review: BLWTL/UWO
> Competition Start : June 2009
> Complete 100% CDs: August 2013
> Reinforced Concrete Design to ACI 318
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Project OverviewSource: CTBUH 20 in 2020
1,000m
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Project Development
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Stacking Diagram
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Structural System: Tower + Spire
Height-to-Width Aspect Ratio = 12:1
SPIRE
CLOSED
SILO
TOWER
BEARING
WALL
670m
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Structural System
- All walls connected with link
beams
- No columns
- No outriggers
- No column transfers
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- Same width at base for all wings
- Tapered at different rate for each wing
- Width flares from level 159 to sky raft
End Walls Slopes
Jeddah Wind ClimateJeddah Wind Climate
TOP VIEW: BASE TO SKYRAFT
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Typical Lower Floor Framing Plan (L6)
- 250mm (10) Flat Plate
- No spandrel beams
- 9m (30) between fin walls
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Structural System
Spire Silo and Sky Raft - 4m thick sky raft at level 167
- Distributes load from Spire into the walls below
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Bearing Wall Systems
CN Tower Burj Khalifa Kingdom Tower
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End Walls
- Tapered / variable width
- Thickness:
Level Range End Walls (mm)
223 to 240 500
168 to 222 600
99 to 167 800
73 to 98 900
43 to 72 1000
20 to 42 1100
Base to 19 1200
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Corridor Walls
- 36m long from the tips of the triangular core at
the base
- 520MPa vertical rebars form base to L60
- 1.6m deep coupling beams
- 520MPa longitudinal coupling beams rebars from
base to L60
Level Range Corridor Walls
(mm)
223 to 240 -168 to 222 -
99 to 167 600
73 to 98 700
43 to 72 800
20 to 42 900
Base to 19 1000
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Fin Walls
- 2 types: Corridor Fins + Triangular Fins
- Corridor Fins drop off
Wing A: 45, 87, 108
Wing B: 38, 74, 92
Wing C: 42, 81, 99
- 1.5m deep coupling beams
Level Range Corridor Fins (mm) Triangular Fins
(mm)Typical TC, TJ, TR
223 to 240 - - -
168 to 222 - - -
99 to 167 - 600 600
73 to 98 650 600 600
43 to 72 650 600 600
20 to 42 750 700 700
Base to 19 850 800 800
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Triangular Core
- Base to Skyraft
- 2m wide x 1m deep beams at the 3 vertices
- 1.8m deep coupling beams
Level Range Triangular Core
(mm)
223 to 240 -
168 to 222 -
99 to 167 600
73 to 98 600
43 to 72 600
20 to 42 700
Base to 19 800
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Corridor Walls
- Vertically stacked openings
- Openings located equally between
perpendicular walls
- Typical openings width = 1.2m, 1.5m, 2.5m
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High Strength Concrete and Reinforcing
65MPa
9500psi
75MPa
11000psi
85MPa
12500psi
60 MPa / 9000 psi
420MPa
60KSI
52
0MPa
7
5ksi
Vertical
Rebar
Concrete (fc)
Cylinder
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85 MPa Concrete Spec
fc= 85 MPa (12,3000 psi) at 90d
MOE = 6,300 (43,300 Mpa) at 90d
Mix: Near SCC
OPC 696 lbSF 76 lbPFA 170 lb3/8 CA 1580 lb (Mecca)Fine Agg 1245 lb
Water/Ice 235 lbHRWR PolycarboxylateVMA
Water/Cementitious Ratio 0.25
Density 149 pcf
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Subgrade Conditions
Competent
Coralline
Limestone
50m
2m Siltstone
2m Gravel Layer
Moderate/
Weak
Sandstone
50-60m
Hard Sandstone
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Structural System
Piled Raft Foundations (270 Staggered Piles)
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Gravity Load Vertical Wall Stress at Tower Base
Effect of Boundary Conditions on Wall Design: Vertical Wall Stresses
Converged Springs FEA Model: Pinned Half Space FEA Model:
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Foundation Stiffness Comparison
All 45m Deep Piles
**No Stiffening Wall Effect
Center Settlement = 170mm
Edge Settlement = 85mm
DIFFERENTIAL = 85mm
Baseline Design (Deep Piles in Center)
**No Stiffening Wall Effect
Center Settlement = 115mm
Edge Settlement = 90mm
DIFFERENTIAL = 25mm
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Draw-Down of Podium
Time = 47 Months
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Site Seismicity
Saudi Building Code (SBC 301)
- Site Class B
- Seismic Design Category B
Site Specific Hazard Analysis Performed- SBC 301 is conservative
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Wind Tunnel Testing
Wind Climate Comparison
34.838.0
Actual
Wind Climate( Dubai and
Jeddah)
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Tower Dynamic Properties (Top View)
Mode 1 - 11.9sSingle Curvature
Translation
Mode 3 5.8sSingle Curvature
Torsion
Mode 2 - 11.2sSingle Curvature
Translation
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Wind Tunnel Testing
Wind Tunnel Tests Completed - RWDIHFFB
6/11/2010
1:800 Model
HFPI
6/25/2010
1:600 Model
HFPI SPIRE ONLY
10/19/2010
1:400 Model
Aeroelastic
1/18/2012
1:600 Model
Upper Level Wind Climate Analysis1/18/2012
HFPI
12/23/2010
1:600 Model
Wind Tunnel Peer Review Completed - BLWTL
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Wind Speed Profile over Height
~600m
Atmospheric
Boundary
Layer
???
Wind Speed
Profile
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WRF Weather Research Forecast Model
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Comparison to Standard Open Profile
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Upper Level Wind Climate Analysis
Jeddah Wind Climate
- Historical Balloon Data + WRF Modeling
- 34.8 m/s 50 yr 3 Sec. Gust (77.8 mph)
- SBC 301 Code Design Wind Speed 21% Greater than ULWCA Model
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Tower Structural Analysis Models
ETABS/SAP2000
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Lateral Load Comparisons
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Serviceability Wind Drift
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Acceleration Results
Highest Occupied Floor (Level 163: 654m)
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Spire Structure Damper
Dual Pendulum
- Drift/Acceleration Control
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Kingdom Tower Coupling Beams
> Approximately 6,000 Coupling Beams
> Typical depth: 1500mm Typical Span: 1500-2500mm
Single Span
Multiple Span
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Coupling Beam Design Assumptions
> Two Basic Strut-And-Tie Models
> One Panel Always Used Where Possible
One Panel Model Two Panel Model
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Constructability
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Coupling Beam Design Assumptions
> Embedded Plates for Vu> 13(fc)0.5
MATTOCK AND GAAFAR (1982)FEA SOLID ELEMENT MODEL
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Construction Joint Detail
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Kingdom Tower Staging Assumptions
Representative Stages Construction Sequence
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Vertical Shortening
Kingdom Tower
Creep UNLOADS Creep ADDS LOAD
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Results Kingdom Tower
> Wall Stress vs. Time
Effect of Creep & Shrinkage
may redistribute load over time
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Results Kingdom Tower
> Horizontal DisplacementAt End of Construction At 10 Years
Static ETABS)
Staged Midas)
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Construction Guidelines & Monitoring
PreConstruction
Testing Program
Full Construction
Concrete Testing
Program
- Modulus
- Strength
- Creep
Surveying/Monitoring
Requirements
Reporting
Compensation
Instructions
- Vertical
- Horizontal
Assumed Sequence
of Construction
Kingdom Tower
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Size Effect?
Actual Scale vs. Testing Scale
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Approximately 15,000shearwall openings in the tower- Coordinated
- All Modeled in Revit and Dimensioned on Drawings
Coordination Challenges Shear Walls
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TT Wall Reinforcing Plans: Wing A (Level B2)
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Concrete Wall ReinforcementLevel 36-40
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FEM WIND TUNNEL BUILT
Long Term Structural Health Monitoring
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Structural Health Monitoring Program
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Groundbreaking
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Construction January 2014
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Construction February 2014
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Construction September 2014
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Mile High Dream
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Thank You