By Nawal Kishor Dwivedi MTech Structural Engineering MNIT Jaipur GENERAL FACTS 6 RD TALLEST BUILDING IN THE WORLD MARCH 2014 TALLEST BUILDING IN WORLD FROM 1998 TO 2004 PRECEEDED BY INTERNATIONAL COMMERCE ID: 749970
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PETRONAS TWIN TOWER, KUALA LUMPUR, MALAYSIA
By-
Nawal
Kishor
Dwivedi
M.Tech
Structural Engineering , MNIT
JaipurSlide2
GENERAL FACTS
6
RD
TALLEST BUILDING IN THE WORLD , MARCH 2014
TALLEST BUILDING IN WORLD FROM 1998 TO 2004
PRECEEDED BY INTERNATIONAL COMMERCE
CENTER , HONG KONG ,CHINA
SURPASSED BY NANJING GREENLAND FINANCIAL
COMPLEX ,CHINA
LOCATION : KLLC , JALAN AMPANG , KUALA LUMPUR ,
MALAYSIASlide3
TYPE : COMMERCIAL , TOURIST ATTRACTION
CONSTRUCTON STARTED ON 1
ST
MARCH 1993
AND COMPLETED ON 1
ST
MARCH 1996
COST : US$ 1.6 BILLION
OWNER : KLLC HOLDINGS
NUMBER OF STOREY: 88 (+ 4 BASEMENT FLOORS)
TOTAL HEIGHT : 451.9 m (Architectural )
378.6 m ( Roof )
LIFTS/ELEVATORS : 78Slide4
FLOOR AREA : 395000 m sq
MATERIAL : CONCRETE , STEEL
ARCHITECT : CESAR PELLI
STRUCTURAL ENGINEER : THORNTON THORMASETI
CONTRACTORS : TOWER 1 : HAZAMA CORPORATION
TOWER 2 : SAMSUNG ENGG.& CO.Slide5
PROJECT DATA
EACH TOWER : 88 STOREYS
TOWER 1 :PETRONAS HEAD QUARTERS
TOWER 2 :
LOCAL AND INTERNATIONAL PRIVATE
TENANTS, KLCC HOLDINGS
SMALLER CIRCULAR BUSTLE OR ANEXX ADDED
TO EACH TOWER RISING 44 STOREY
TOWERS CONNECTED BY SKY BRIDGE AT 41
ST
& 42
ND
STOREYSlide6
SKY BRIDGE: CENTRE-LINE SPAN: 58.44 METRES; WIDTH, 5.29 METRES
HEIGHT, 9.45 METRES
FINISHED CEILING HEIGHT: 2.65 METRES
HEIGHT OF PINNACLES: 73.5 - 75 METRES
FLOOR AREA VARRIES AS TOWER ACCENDS
CENTRAL CORE GROSS AREA :510 m sq approx
FACILITIES : 3 LEVEL CONCERT HALL
6 STOREY RETAIL AND ENTERTAINMENT PARK
PETROLEUM RESEARCH CENTRE
4 STOREY BASEMENT PARKING etc.Slide7
FOUNDATION
EARLY EXCAVATION PROBLEM : LIMESTONE BEDROCK
300000 METRIC TON WEIGHT OF EACH TOWER
TO BE SPREAD ON MAT FOUNDATION
PRESSURE EXERTED BY EACH TOWER : 1140 K-Pa (more than twice bearing cap. of soil available)
ALSO BED ROCK WAS SLOPING – MAY LEAD TO FAILURE
CONSTRUCTION SITE SHIFTED 60 m AWAY
FINALLY RESTED ON CONCRETE MAT ANCHORED WITH
CONCRETE FRICTION PILES
4.5 M THICK RAFT SUPPORTED ON 45-105 M RECTANGULAR PILESSlide8
LONGER PILES WHERE DEEP BED ROCK- TO AVOID DIFFERENTIAL SETTLEMENT
M45 CONCRETE USED FOR PILES
13200 cu m OF M60 CONCRETE USED IN RAFT
CHILLED WATER USED- MINIMIZE DIFFRENTIAL
TEMPERAURESlide9Slide10
CENTRAL CORE
CENTRAL CORE IN EACH TOWER
ACCOMMODATE – LIFTS, EXIT STAIRS, MECHANICAL
SERVICES
TWO SOLID WALLS RUNNING N-S AND E-W- WEB
CANTILEVER BEAMS PROJECTING-MAKES IT STIFF
TAKES MORE THAN HALF THE TWISTING MOMENT
HIGHLY REINFORCED THICK CORNER WALLS- RESIST
WIND
CORE VARRIES FROM 22 sq m TO 19 X 22 m IN FOUR
STEPS
OUTER WALLS 750 TO 350 mm
INNER WALLS COSTANT 350 mm- TO AVOID COMPLICATION
WITH LIFT SHAFT
CONCRETE GRADE DROPS FROM 80 -40
Mpa
AS IT ACCENTS
Slide11
FLOOR PLANSlide12
CORE WALL LAYOUTSlide13
COLUMNS
COLUMNS CAST IN REUSABLE STEEL FORMS
FINELY FINISHED COLUMNS OPEN TO VIEW AT
MOST OF THE FLOORS
16 TOWER COLUMN- VARRY ALONG HIGHT IN DIA.
2.4 m TO 1.4 m DIA
CONCRETE VARRIED FROM M80 TO M30 IN 3 STEPS
12 BUSTLE COLUMS – 1.4m TO 1m
SETBACKS AT 60, 73 AND 82
SLOPING COLUMS OVER 3 STOREY HEIGHTS
ABOVE FLOOR 84 – HIGH SLOPE – STEEL COLUMN
USED TO AVOID COMPLICATIONSlide14
COLUMN SIZE AND COLUMN GRADESlide15
SLOPING COLUMNSlide16
BEAMS
TAPERED RING BEAMS ALL AROUND
DEPTH 1.15 m AT COLUMN TO 725 mm AT FLAT ZONE
SPAN VARIATION DUE TO COLUMN CHANGES AND
SET BACKS
BEAM GRADE MATCHES COLUMN GRADE TO
SIMPLIFY PUMPING
OUTRIGGERS
E-W OUTRIGGER LINK CORE AND COLUMNS AT FLOOR
38-40
3 LEVEL BEAMS LINKED BY MID SPAN POSTS – HELP
RESIST WIND EFFECTSlide17Slide18
SKY BRIDGE
DOUBLE DECK BRIDGE SPANNING 58.4 m
CONNECTS TWO TOWER AT SKYLOBBY ELEVATOR
TRANSFER STATION
ON FLOOR 41 AND 42
EASY CIRCULATION B/W UPPER TOWER FLOORS
MINIMIZE LIFT USAGE
REDUCES FIRE EXIT REQUIREMENT
GREAT HEIGHT AND SPAN
REQUIRES STEEL FOR LIGHT WEIGHT AND EASY CONST.
TWO HINGED ARCH SUPPORTS THE SPAN
SELF CENTRING ACTION FROM RESTRAIN AT ARCH
CROWN AND SPHERICAL PIN AT SUPPORTSSlide19Slide20Slide21
PINNACLE
EACH TOWER CROWNED BY- 73 m TAPERING TOP
ACCOMMODATES – BUILDING MAINTENANCE
MACHINE , AVIATION LIGHTING AND LIGHTING
PROTECTION
DUE TO STEEP SLOPING COLUMN
CONCRETE CONSTRUCTION IMPARACTICAL
STEEL USED THROUGHOUT
LOWER PINNACLE- 8 STRUCTURAL STEEL FRAMES
UPPER PINNACLE – SINGLE MAST OF TAPERING CIRCULAR
CROSS SECTION
Slide22
PINNACLE ELEVATIONSlide23Slide24
DYNAMIC STUDIES
CROSS WIND EFFECTS ON STRUCTURE AND USER COMFORT
ANALYTICAL MODELLING :
3D MODELLING USING SAP90
INCLUDING PERIMETER BEAMS, COLUMNS, CENTRAL
COLUMN REPRESENTING CORE & OUTRIGGER SYSTEM
COLUMN GROSS CROSS SECTION PROPERTIES USED-
COMPRESSIVE STRESSES DOMINANT
ELASTIC MODULI ‘E’ VALUES VARIED WITH STRENGTH
ACCORDING TO ACI318
‘E’ VALUES NOT REDUCED FOR CREEP- SHORT TERM WIND
LOADING
BEAMS ASSUMED TO BE ‘CRACKED’- AVG. STIFFNESS I/2Slide25
WIND MODELLING
DESIGN WIND 35 m/s ASSUMED AT 10m ELEVATION
RETURN PERIOD 50 YEARS
FORCING FUNCTION DETERMINED USING IT
ANALYSIS FOR DYNAMIC FORCE AT 1-2% DAMPING
RESULTS REVEALED
2% DAMPING REDUCES BASE SHEAR
VALUES WELL BELOW LIMITS
NO REQIREMENT OF TUNED DAMPERS
SIMILAR DYNAMIC MODELLING DONE FOR SKY
BRIDGE,PINNACLE
SKY BRIDGE REQIRED TUNED MASS DAMPERS-3 EACH
LEG Slide26
CONCLUSION
MIXED CONSTRUCTION FOR COST AND USABILITY
BENEFIT
USE OF HPC – REASONABLE SECTIONS, LOW COST ,
MORE SPACE
CONCRETE CONSTRUCTION- SIMPLE EQUIPMENTS
LESS SKILL , EASY CONNECTION
CONCRETE – BENEFITS WIND BEHAVIOUR –INHERENT
STIFFNESS AND DAMPING
STEEL – FAST AND FLEXIBLE ERECTION- PEMITS LAST
MINUTE CHANGE
WIND EXCITATION –BENIFICIAL FOR–SIZE 55mm to .3mSlide27