tai pie tower ppt

8/11/2019 tai pie Tower PPT

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STRUCTURAL ELEMENTS OFTAIPEI-101 TOWER


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SPECIFICATIONS

LOCATION:-TAIWAN

HEIGHT:-1667 feet(508 m),101 stories

TALLEST BUILDING IN TAIWAN UNIQUE SHAPE OF SUPER STRUCTURE

MIXED STRUCTURAL MATERIAL

TYPE:STEEL FRAMED STRUCTURE PILE FOUNDATION


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UPPER PORTION HAS 8 MODULES EACH WITH

EIGHT STORIES.

EACH MODULE WIDER AT TOP LIKE A

OPENING FLOOR BEFORE THE NARROW BASE

OF THE NEXT MODULE STARTS,FORMING A

SETBACK. HIGH LATERAL STIFFNESS AND STRENGTH.

CENTRAL CORE STRUCTURE, CORE

COMPACTED WITH DOUBLE DECKEDELEVATORS.


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STEEL MEGA COLUMNS


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SUPER-COLUMN FABRICATION

Max Col. Size:2400mm 3000mm

80mm/70MPa HPC


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REDUCED BEAM SECTION


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Gravity Systems

The tower superstructure is a steel frame with Hshape steel beams acting composite with thefloor slab through shear studs, and floor concreteacting composite with metal deck

Within the core, sixteen columns are located atthe crossing points of four lines of bracing in eachdirection

The columns are box sections constructed of steelplates, filled with concrete for added strength aswell as stiffness at the 62nd floor and below.


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up to the 26th floor, each of the four building

faces has two super-columns, two sub-

super-columns, and two corner columns.

Each face of the perimeter above the 26th

floor has the two super-columns continue

upward.

super-columns and sub-super-columns are

steel box sections, filled with 10,000 psi high

performance concrete on lower floors for

strength and stiffness up to the 62nd floor.


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The balance of perimeter framing is a sloping

Special Moment Resisting Frame (SMRF), a

rigidly-connected grid of stiff beams and H

shape columns which follows the towers

exterior wall slope down each 8 story module.

At each setback level, gravity load is

transferred to super-columns through a

story-high diagonalized truss in the plane of

the SMRF


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Lateral (Wind and Seismic) Systems

Lateral forces will be resisted through acombination of braced frames in the core,outriggers from core to perimeter, super-columns and moment resisting frames in the

perimeter and other selected locations. Shown infig..

By relative stiffness, the core bracing andoutriggers carry most of the wind force and

seismic force Within the core, bays between the core columns

are stiffened by diagonal braces


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For additional core stiffness, the lowest floors frombasement to the 8th floor have concrete shear wallscastbetween core columns in addition to diagonal braces.

For the dual seismic system, an independent SpecialMoment Resisting Frame (SMRF) is provided on eachbuilding face.

From basement to the 26th floor, the SMRF consists ofductile steel beams framing between strong columns

the exterior super-columns, exterior sub-super columns,and corner columns.

Above the 26thfloor, only two exterior super-columnscontinue to rise up to the 91st floor, so the SMRF consistsof 600 mm deep steel wide flange beams and columns,

with columns sized to be significantly stronger than beamsfor stability in the event of beam yielding


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Frame elevation


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DESIGN OF SUPER-COLUMNS

To minimize the member sizes and thickness used, highstrength steel plates with 60 ksi yield strength wasspecified for the super-columns, thickness 80mm.

Filled-in Concrete:

To provide sufficient structural strength and stiffness,the super-columns are filled with high strengthconcrete at level 62 and below. The columns abovelevel 62 remain steel only to reduce the undesiredgravity loads.

Steel box column serves as the form of filled-inconcrete while the overall column stiffness andstrength are enhanced by the concrete


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Cross-section of Super-columns

cross-section with the maximum size of 2.4 m x

3.0 m and 2 or 3 vertical stiffener plates areprovided at each side of the column to:

1. reduce width to thickness ratio of the plate,

2. increase strength,

3. prevent the column plates from deforming bywelding rebars to the vertical stiffeners andenhance confinement to the concrete, and

4. stiffeners are spliced with bolts to prevent thesplice joint to be located at the same section.


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shrinkage and creep to be considered

The concrete quantity in the super-columnsused in the Taipei 101 was far more than

regular CFT columns and the concrete reaches

a height of 270 m. Therefore, the force redistribution resulted

from the effects of shrinkage and creep shall

be accounted for in the analyses by calculatingequivalent stiffness of the composite columns.


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PILE FOUNDATION


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THANK YOU

tai pie tower ppt

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