petronas twin tower, kuala lumpur, malaysia
DESCRIPTION
PETRONAS TWIN TOWER, KUALA LUMPUR, MALAYSIA. By- Nawal Kishor Dwivedi M.Tech 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 - PowerPoint PPT PresentationTRANSCRIPT
PETRONAS TWIN TOWER, KUALA LUMPUR, MALAYSIA
By- Nawal Kishor DwivediM.Tech Structural Engineering , MNIT Jaipur
GENERAL FACTS
6RD 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 , MALAYSIA
TYPE : COMMERCIAL , TOURIST ATTRACTION
CONSTRUCTON STARTED ON 1ST MARCH 1993 AND COMPLETED ON 1ST 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 : 78
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.
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 41ST &
42ND STOREY
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.
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 PILES
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
TEMPERAURE
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
FLOOR PLAN
CORE WALL LAYOUT
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 COMPLICATION
COLUMN SIZE AND COLUMN GRADE
SLOPING COLUMN
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 EFFECT
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 SUPPORTS
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
PINNACLE ELEVATION
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/2
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
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 .3m