prepared by elie f. issa, eng. d.e.c. august 2016 · prepared by elie f. issa, eng. d.e.c. august...
TRANSCRIPT
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Prepared by Elie F. Issa, Eng. D.E.C.
August 2016
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SAMA BEIRUT
Sama Beirut is the tallest reinforced concrete tower in Lebanon soaring at a height of 220m from ground level
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Project Entities
Owner Antonios Projects
Owner Representative Eng. Elie F. Issa
Marketing & Sales Prime Consult
Project Manager D.G.Jones & Partners (ME)
Lead Consultant Erga
Main Contractor MAN Enterprise
And many sub consultants & subcontractors
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A word about real estate market in Lebanon
The market demand nowadays leans towards smallapartments and loft style apartments which is the new trend.
Vertical longitudinal buildings better fit these requirementsthan the low rise buildings
Going vertical does not use large spaces of land andcomprises more offices and residential spaces.
Going vertical leaves ground floor spaces for greenery andpublic areas.
Going vertical releases the views giving 360 degreespanoramic exposure of properly designed.
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A word about Sama Beirut Sama Beirut offers retail space, offices & residential units
Flexibility in sizes & types of residential units and offices.
Areas ranging from 290 m2 for simplexes to 500 m2 duplexes
A penthouse of 1,400 m2 as a villa in the sky & amenities
6 Basements offering 720 parkings despite Beirut congestion
State of the art Home Automation systems for the next decade
Centrally located in the capital which is a key factor in real estate
5,000 m2 of land & 1,000 m2 tower footprint, rest is landscaped
LEED environmental design first of its nature in Lebanon
Optimized utilities cost thanks to energy saving LEED design
BMU especially customized for continuous cleaning of facade.
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Structural Elements Key Features
Quantity of Concrete in Foundation 8,200 m3
Quantity of Concrete in Structure 40,000 m3
Quantity of Reinforcing Steel in Foundation 1,500 T
Quantity of Reinforcing Steel in Structure 10,000 T (Excluding the Post Tensioned PT Slabs)
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Steel Reinforcement Specifications
Especially imported for Sama Beirut with high ductility
This steel type was not available in the local market
Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420 MPa), deformed
Low-Alloy-Steel Reinforcing Bars: ASTM A 706/A 706M, deformed
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Concrete Mix Design Specifications
The highest concrete mix design is (70 Mpa)
Actual compressive strength exceeds 80 Mpa
Cement content 450 kg / m3
Water / cement ratio w/c = from 0.3 to 0.4
Renowned laboratory for testing ACTS
Third Party Control office BVL
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The design in accordance with UBC 1997 codeconsidering a zone factor of Z=0.25g
This is equivalent to 7.5 on the Richter Scale
As per the requirements of the Lebanese Public safetyLaw, decree #7964 (issued in 07-04-2012 and applicablesince 06-12-2012).
Additional seismic construction detailing wereconsidered to increase the ductility of the reinforcedconcrete primary members.
Outriggers also connecting core walls CW1 & CW2
Closure strip connecting the core wall and the slabs
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"Bearing wall system with reinforcedconcrete shear walls" is the adopted mainlateral load resisting system
Central core-wall connected to the outerframe’s wing walls with reinforcedconcrete outriggers located at thedifferent technical floors
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Rowan Williams Davies & Irwin Inc. (RWDI) was retained by Erga tostudy the structural wind loading
The wind tunnel data were analytically analyzed with the structuralproperties of the tower
The objectives of this study were:
- To provide wind loading information for the overall structuraldesign
- To determine the wind-induced accelerations at the uppermostoccupied floors
The wind tunnel test shows the wind load to be prevailing over theseismic load on the façade (on the lateral facades of the tower)
The above allowed for a revised structural report and cladding report
The results showed low wind speeds of 1.5 kpa (150 kg/m2) at thelow zones and high speeds of 3.25 kpa (325 kg/m2) at the high zones.
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The façade was subjected to several testing at3rd party laboratory testing with M/S Exova inDubai. Tests were the following:
Static air pressure water penetration
Dynamic air pressure water penetration
Wind resistance serviceability test
Wind resistance safety was 150% from actualpressure
To note that according to the most stringentscenario, the windows and façade systems.
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Soil profile type marl rock soil is used in line with the project’s geotechnical report findings
Foundation was designed as deep foundation with piles 26 meters deep
Then it became matt foundation under the tower with strip footings to counter the uplift from the swelling effect of the soil
When swelling was not an issue, the foundation design became a raft over the area
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The soil profile is constituted of a top soil, overlaying a soft Beige Marl and followed be a Grey Compact Marl considered as quasi impervious.
SOIL PROFILE
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D-Wall – Shoring works
D-Wall serves as permanent wall & tanking system to the structure.
4 levels of anchors over more than 20m deep
Special water treatment done later to prevent leakage
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Seven basements covering all the surface of the plot (~ 5.000 m²) were executed.
The shoring is a Permanent Diaphragm Wall of 62 cm thick, it was maintained during the working phases with anchors and struts and directly supported with the basement slabs during the final service phase.
SHORING
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The Diaphragm Wall acts also as a deep foundation, while the tower itself was founded on a general raft of 3m thick, covering about 1.500 m² only.
FOUNDATION
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Considering a Water Head of 21m, the inflow of water entering the excavation should not exceed :
Q ≈ 10 m³/h
for the whole site.
With such a limited value, a permanent pumping network was implemented, eliminating thus the uplift pressure and the need for tension piles.
Ech : 1/150
+37.9
5 C
L
+39.95 CL
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TH=1000
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TH=2000
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TH=2600
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TH=1400
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TH=2000
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TH=2600
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TH=800
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TH=1400
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TH=800
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TH=2000
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TH=2000
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TH=2000
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TH=2000
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TH=2000
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TH=800
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TH=800
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TH=800
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TH=1000
+40.15 CL
TH=600
+38.10 CL
TH=1600
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TH=2400
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TH=2400
+39.95 CL
TH=1000
+40.15 CL
TH=800
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TH=600
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TH=1400
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TH=1600
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TH=800
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TH=1000
+40.15 CL
TH=800
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TH=800
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TH=2600
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TH=800
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TH=600
+40.20 CL
TH=1650
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TH=1050
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TH=850
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+39.95 CL
+39.05
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+39.25
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+39.25
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WATER INFLOW
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During Construction of Foundation
Sama Beirut Raft foundation is huge in terms of both depth and surface area
The area of the raft stretches over 5,000 m2
Depths ranges between 3.2m to 4.5m deep in the elevators pits.
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During Construction of FoundationTemperature control, due to hydration process was achieved by:
The use of thermo-couplers on three 3 levels, low, mid and upper.
The use of Styrofoam on the top of the Raft
Curing to control the effects of hydration
Continuous readings to monitor temperture
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During Construction of Foundation Pouring sequence done in 4 separate zones to
prevent cold joints
The distribution of the concrete very well studied due to the huge area of the raft
Special arrangement with the municipality done to guarantee continuous pouring (24 hrs)
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During Construction of Foundation
All aggregates from a single source
Make sure there is uniformity
Same chemical & physical properties in mix
Testing done many times & before pouring
Make sure quality control is assured
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Settlement Monitoring Devices
Required to install a system for measurement of
the Tower Raft settlement and load transferthrough the main structural members to the raft.
The system monitors the raft lateral movement and inclination along with load cells under the major structural load bearing mega columns.
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BTS
BC 1
BC 4
BC 2
BC 3
BC 6
BC 5
BC 7
SETLLEMENT STRIP
SETLLEMENT STRIP
SETTLEMENT
STRIP
TOWER FOOTPRINT
LOW RISEAREAS
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MODEL: GEOKON A3 MPBX
DATE INST: Oct 2011
40-M DEEP HOLES
FOUR ANCHORS PER HOLE
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Settlement strip pouring procedure
Settlement monitoring devices installed to measure the settlement of the building
Sensors installed at 5 different locations at different depths
Settlement is measured during construction & a minimum of three 3 years after construction
Several structural elements are poured late when the structure has settled enough
These include the settlement strip between the tower and podium, outrigger walls etc…
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Settlement strip pouring procedure
The late pouring elements were cast when the structure was complete
The readings of the settlement monitoring devices indicated a settlement of 1.3 cm
Compensation in the settlement was taken into account in the upper floors vertical elements
The overall projected settlement of the structure is about 2.2 cm validated by actual readings
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Concrete Mix Design
The increase of the strength of the concrete mix design was achieved not by the addition of cement but rather the control of the water to cement ratio which is much better. To note that the ACI does not limit the cement content in the mix design which in SB is 450kg/m3
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Testing for Creep & ShrinkageThe testing for creep and shrinkage was done by an internationally renowned and certified laboratory based in the United Kingdom over a period of 12 months. As such, and based on the results received, the structural design was updated and other late pouring elements were poured mainly the closure strip between the core walls and slabs on each floor.
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Post Tension Slabs
Area of post tension 40,000 m2
Compressive strength f’c = 50 MPA
Ultra thin post tension slabs of 22 cm
Big Span lengths
Number of columns minimized
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Core Wall Construction Method
ACS used (Automatic Climbing System)
Operated by hydraulic Jacks & placing boom on top
Optimizes pouring cycle time & minimizes labor force
Has three levels, pouring, formwork & concrete repair
Core wall always is ahead of slabs by 3 floors
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