Diseño Kingdom Tower

7/24/2019 Diseo Kingdom Tower

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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

en relacin con obras especficas debe ser consultada por el interesado con losdiseadores e interventores de la respectiva obra.

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


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


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

Diseño Kingdom Tower

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