HIGH RISE BUILDING

SUBMITTED BY:
KANU PRIYA (1736252)
Marina Bay Sands
• Architect • Designed in
Moshe Safdie 2006
• Landscape Architect • Built in
Peter Walker & Partners, Peridian International, Inc. 2006-2010
• Engineer • Height
R.G. Vanderweil, LLP 195 mts
• Structural Engineer • Floors
Arup 57
• Construction Company • Location
Bachy Soletanche Singapore
• Developer
Las Vegas Sands Corporation
The $5.7 billion, 9-million-square-foot program includes:
 A 2,500-room hotel
 Convention center
 Casino
 Retail
 Dining
 Nightclubs
 Event plaza
 Lotus shaped Art and Science Museum
 All topped by the sands sky park.
 The hotel component into three 55-story towers
overlooking marina bay
DESIGN CONCEPT
General parameters of the design were
• EXPLORE (new living and lifestyle options)
• EXCHANGE (new business ideas)
• ENTERTAIN (rich cultural experiences)
• 55 Stories of hotel
• Garden on top of 1 hectare
• 150 m (492 ft) infinity pool
• Primary driving element of design was the need for a
continuous atrium running along all three towers
• Tapering of the building was then conceived
SITE PLAN OF COMPLEX
 The masterplan focuses on
encouraging a mix of uses (commercial,
residential, hotel and entertainment) to
ensure that the area remains vibrant
around the clock.
 Along the waterfront and fronting key
open spaces, building heights are kept
low, maximizing views to and from
individual developments further away
from the waterfront, enhancing their
attractiveness, and creating a dynamic
“stepped-up” skyline profile as well as
more pedestrian-scaled areas.
GROUND FLOOR PLAN
 TOWERS

• The flared base towers to create the conical atrium

lobby is continuous and runs along the three
buildings.
• The taper of the base created a significant technical
challenge because of the asymmetric shape and
curves in the legs that allow each tower is supported
on the opposite side vertical legs.
• As a result, primary lateral forces imposed on the
building applicants are governed by the effects of
gravity rather than wind or seismic effects.
PLAN
 SECTION AND ELEVATION
CORE WEST ELEVATION

TOWER FLARES OUT AT

26 DEGREES EAST ELEVATION

LOBBY
 TORRES
• Walls and core provide stiffness in short
direction
• Cores and sway action between the walls and
slabs
• resist longitudinally
• The ground level
• Base slab of post-tensioned to resist the
horizontal thrusts created by the inclined
legs
• Level 23 houses the structural steel trusses
• Resists the large shear forces where the
two legs meet above the atrium
 • Additional concrete core walls in each of the building legs
• Retrains the forces in the longitudinal directions
• Aids in preventing the out-of-plane buckling due to the
relatively narrow shear walls
• Floor system
• The floors were therefore designed in post-tensioned
concrete with a maximum span of 10m.
• This arrangement eliminated the need for internal
columns and provided the lightest combination of
horizontal and vertical structure

Deflection stage of tower 1.

 • For towers 1 and 2, the main contractor and specialist
advisor together devised a temporary works system
combining posttensioned and steel strutting systems.
• The latter were installed to prop the sloping walls against the
straight walls so as to limit movement, while a series of
vertical post-tensioned tendons were provided in the walls
to control the lock-in stresses .
• As tower 3 had an almost vertical geometry, it could be
constructed without any temporary works.

TENSION CABLES IN
WALL
FOR LONGITUDINAL
STRENGTH

Cross-section through lower part of tower 1 showing temporary strutting

SKYPARK PLAN
 SKYPARK
• The three hotel towers are connected at the top (200 meters/656 feet) by a 9,941 square meter
(107,000 square foot) park that brings together a public observatory, jogging paths, gardens,
restaurants, lounges, and an infinity swimming pool
• This 1.2 hectare (3 acre) tropical oasis is longer than the Eiffel tower is tall and large enough to park
four-and-a-half A380 jumbo jets
• It spans from tower to tower and cantilevers 65 meters (213 feet) beyond to form one of the world’s
largest public cantilevers
• It is 340 meters (1,115 feet) long from the northern tip to the south end
• The park’s maximum width is 40 meters (131 feet)
• The 1,396 square meter (15,026 square foot) swimming pool is the largest outdoor pool at its height
and has a 145 meter (475 foot) vanishing edge
• The entire park can host up to 3,900 people
• Its lush gardens include 250 trees and 650 plant
 CONSTRUCTION ELEMENT
• The cantilever section of the Skypark was built from a system of post-tensioned segmental steel box girders
33 feet deep and 12 feet wide with 1 3/8 inch wide walls and 2 3/8 inch flanges was used.
• The structure of the Sky park that spans between the towers is a system of steel bridge trusses. The bridges
that are located atop the towers are supported by raking steel “V” struts that extend up from the roof of the
hotel towers directly over the shear walls.
The movement joint strategy was to split the SkyPark into three zones that correspond to the hotel towers, and isolate
each portion laterally.
Because the towers have dramatically different relative displacements,
seismic joints were placed in between each tower to keep pounding
from occurring by accommodating the movements due to thermal
expansion, creep and shrinkage, and wind lateral movements.
• 14-main steel segments were prefabricated off site and lifted into place via strand jacks
• This method took cues from bridge building when lifting the segments into place
• Stranding jacking with hydraulic jacks were used to lift the box girders and slide them
into place.
• The Cantilever was pre-assembled at grade to assure proper fit and then disassembled
and lifted into place and attached to a secondary beam at the top of the hotel tower.
• 7000 tons of steel work was erected in 13 weeks to build the skypark
 FOUNDATION
• Marina Bay Sands is on reclaimed land,
comprising sand infill overlying deep soft clay
marine deposits, above an underlying very stiff-
to-hard Old Alluvium (OA) layer.
• This soft marine clay, coupled with the proximity
of the East Coast Parkway highway and the
Benjamin Sheares Bridge, posed significant
challenges to the design of the excavation works.
Five huge reinforced concrete
cofferdams:
• two circular, 120m diameter, in the MICE
area
• one circular, 103m diameter, and one twin-
celled and peanut-shaped, 75m diameter, in
the hotel area
• one semi-circular, 65m radius, in the Art
Science Museum area.

Circular cofferdam was a dry enclosure,

within which excavation and subsequent
construction could be carried out without
the need for conventional temporary
support.

Diaphragm walls used for minimum strutting

• Layers
• Deepest layer is stiff-to-hard Old Alluvium (OA)
• Middle layer (5m- 35m thick) is Kallang Formation
made of deep soft clay marine deposits with some
firm clay and medium dense sand of fluvial origin
mixed in
• Top layer (12m-15mthick) is sand infill
Plan of retaining walls and foundations for the 3 hotel structures
THE JOHN HANCOCK CENTER
• Client:
ABOUT THE BUILDING
Jerry Wolman
The John Hancock Mutual life
insurance Company underwrote the
project
• Location:
Chicago Illinois
• Project year:
1969
• Project area:
2.8millionsquarefeet
• Height:
1,127 feet
• Lead architect:
Bruce J. Graham, Skidmore, Owings &
Merrill (SOM)
It was the world's first mixed-use high-rise, containing offices,
restaurants, and the third highest residence in the world with
approximately 700 condominiums.
 STREET LEVEL FLOOR PLAN

SERVICE RAMP RAMP GARAGES

 ZOINING
DESIGN CONCEPT
•100 stories above the ground
•343.7 meter / 1128 feet tall
•2,799,973 sq. ft. Floor area
•896,980 square feet of office space
•171,771 square feet of retail space.
•49 floors are dedicated to 700 residential condominiums.

• Floor count: 100

• Floor area : 2.799,973 sq. ft.
• No of dwellings: 700
• Lifts/Elevator : 50
 PODIUM DESIGN

Visitors are welcomed from ground level with an elliptical

plaza that steps down towards the entrances of restaurants
and has its own 12-foot waterfall. On the ground floor there is
also a lobby that was redecorated with textured limestone
surfaces.
 TYPICAL FLOOR PLAN
•Its four corner
columns weigh up to
100 tons each.

•The core is present

at the center

•Consist of elevators,
shafts and staircases.
WIDTH-50.29M

LENGTH-80.77M OFFICE TYPICAL PLAN 26-33

• Parking for 750 cars is
available
(6-12 floor)
• FLOOR 82-92
• The area of apartment is smaller in comparison to the area of offices
as the building tapers as it goes up.
• The apartments are located in the top half of the structure because
of the light conditions needed within each unit.
• The span between exterior columns and the core of the building is
smaller and therefore serves apartments well.

• The design of the Hancock allows for it to serve office and residential
life harmoniously. The planning of the building places the offices on
the lower half of the structure where the span between exterior
columns and core is greatest. Given office life requires this type of
span, the building serves it effectively.
SECTION AND ELEVATION
•Mechanical floors
• 16-17 floor
• 42-43 floor
• Top most floor

• Floor to ceiling height is

2.64m

• Parking for 750 cars is

available
(6-12 floor)

• Yellow colored floor are

mechanical floors

• Blue color represents

core which include shafts
, staircase and lifts.
INTERIOR
Gently Tapered and inward sloped façade
• Increased visual verticality of the building; adding
perceived height
• Optimum floor plan size
• Reduced wind loads
I. FOUNDATION CONSTRUCTION DETAILS

Clay soils (former lake-bed) with

low bearing capacity.

Bedrock 120 -190 feet below

grade with much, much greater
bearing capacity

FOUNDATION LOAD
Because of the John Hancock
Composite Foundation System comprised of
Center's lakeside location,
-Basement Concrete Slab
caissons had to be sunk into
-Compacted Soil
10 ft. wide holes drilled 190
-Gridded two way Concrete Slab
ft. into bedrock.
-239 Caissons
CAISSON CONSTRUCTION ISSUES

• Steel tubes used to retain soil and water

as caisson holes excavated
• As concrete was poured, the tubes were
removed for re-use
• Some concrete was pulled up with the
steel, leaving voids that was filled with
water or soil
• Settling during construction caused all
caissons to be tested and 26 received
corrective work

150 NORTH RIVERSIDE BUILDING

 II. STRUCTURAL LOAD
• The structural design marked an evolution
in the design of structural systems for
skyscrapers.

• The John Hancock Center was the first

“trussed tube "structure utilizing
exoskeletal members.

• Major design concern was to secure the

building from wind load on the building.
• Hancock designed a tubular system for
wind load and earthquake safety.

• The famous X-BRACING it is the Hancock

building's signature exterior feature and is
structurally sound.
LOAD RESISTANCE
• Trussed tube system handles the lateral loads
on the exterior of the building
• Efficient because the diagonal bracing
redistributes lateral loads evenly to the exterior
columns
• Without the cross-bracing, the columns would
act more independently and there would be
significant difference in the loads that they carry
• Figure shows how forces are redistributed at the
column, diagonal and spandrel intersections
STRUCTURE
The structure system employed in the Hancock is that of the trussed tube system. What this means is that
the exterior column are x-braced and therefore resist laterals loads. The Handcock takes the braced system
a step further and tapers it from the top to the bottom- making it an extremely efficient structure.

The goal of the tubular structure The primary structure is made up Beside the primary structural When combined, the building
is to create the most amount of of steel no thicker than 36” and framing the floors acts as features six tiers of the tubular
free span interior space by feature a large X-brace that horizontal diaphragms and trussed system that efficiently
moving the load bearing functions as an architectural provide lateral stability to the moves loads from 1100 feet in the
components to the exterior of the expression as well as a functional exterior walls air to the ground.
building. component to the building.
III. BRACING

Heavy gusset plates tie the

diagonal bracing, columns, and
spandrel beams together

• Avoided field welding by

prefabricating the joint
assemblies
• Bolted the wide flange members
in place
RESIDENCIAL LIFT OFFICE LIFTS ELEVATOR
STAIRCASE
OFFICE FLOOR CORE
SERVICE LIFT PASSENGER LIFTS CIRCULATION
STAIRCASE
OFFICE FLOOR (33) CORE
SERVICE LIFT PASSENGER LIFTS

OFFICE FLOOR CORE

STAIRCASE
FIRE PROTECTION PUMPS MOTOR GENERATOR ROOM FIRE SAFETY

OFFICE FLOOR 37
HV EQUIPMENT ROOM ELECTRICAL DUCT FIRE PREVENTION RESERVOIR
MACHINE ROOM
THE JOHN HANCOCK CENTER MARIAN BAY SANDS

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