This document discusses foundation design for tall buildings, focusing on combined pile raft foundations (CPRF). It provides an introduction to CPRF, explaining that they combine the bearing resistance of rafts and piles to share building loads. The piles act as settlement reducers while the raft provides additional load capacity and stiffness governs the design. The document then presents a case study of a confidential project that analyzed settlements using different modeling methods. It also reviews existing tall buildings in Dubai founded on CPRF and their predicted settlements. Finally, it discusses considerations for preliminary pile load testing and the benefits of using the BS8004:2015 foundation design code of practice.
Design of 16 storied apartment using TEKLA STRUCTURAL DESIGNERzafrin mohamed
The BIM software that we made use of for analysis and design of the structure was TEKLA STRUCTURAL DESIGNER 2016.The plan was obtained in an AutoCAD file.and design was done manually for the purpose of report submission
Design of 16 storied apartment using TEKLA STRUCTURAL DESIGNERzafrin mohamed
The BIM software that we made use of for analysis and design of the structure was TEKLA STRUCTURAL DESIGNER 2016.The plan was obtained in an AutoCAD file.and design was done manually for the purpose of report submission
Offshore pile design according to international practiceWeb2Present
In this webinar, industry leading organizations present:
- Learnings from project Borkum West 2, one of German´s most advanced offshore wind projects
- The challenges of the piling design and results of the geotechnical investigation
- Recommendations and observations about potential hazards or obstruction during the foundation installation
Register for free here:
http://www.web2present.com/upcoming-webinars-details.php?id=116
Study of Basic Structural Detail of the suspended building HSBC, Hong Kong, China. Norman Fosters & Arup innovative brilliance of a bridge into a sky scrapper Moment frames. Built during 1979-1985,the first building to execute the principle of suspension for carrying gravity loads for a sky scarapped. A marvel in structural era.
Culvert Design 201 Structural Design, Durability & ApplicationsPath Marketing Inc.
Randy McDonald, Armtec Drainage’s Director of Engineering and Frank Klita, Senior Sales Representative build on the basics of culvert design covered in Culvert Design 101 and will focus in- depth on the structural design of culverts. Additionally, the presenters will review considerations and best practices for culvert installations.
You'll Learn:
Culvert types & applications
- Structural design of culverts and buried structures as per CHBDC (Canadian Highway Bridge Design Code) methods
- Installation best practices
- Review of applications across Canada
Procedure and construction of road under bridge by box pushing methodeSAT Journals
Abstract The intersection of railway track and the road at the same level is referred to a level crossing. In the urban areas the level crossing are generally monitored by qualified railway personnel who monitor the train movement and close the level crossing gate to stop the interfering road traffic but such closing of gates leads to congestion in road traffic and also causes loss of time to road users. Road under bridge and road over bridge are considered as solutions for avoiding level crossings of roads and railway track. There are 3 main methods in construction of road under bridge. Box pushing method, Cut and cover method, Rolling technique using RH girder. In this we discuss about the implements, soil friction, effects required, capacity of jacks and there uses, skew angles and at square angles. Keywords: Road Under Bridge, Level Crossing, Box Pushing Method and RUB etc
Presentation on Flyover at Aziz Cross on GT Road GujranwalaRubnawaz Bhatti
Presentation on Flyover at Aziz Cross on GT Road Gujranwala. First project in the history of Pakistan where flyovers are constructed on different heights
Sustainable Solution for Shoring Method of Cross-Creek Bridge in Ankeng MRT S...Dr. Amarjeet Singh
In the Ankeng Light Rail MRT system (ALRMS) project, the U7 box girder passes crossing the Erbads creek and needs a temporary supporting system for the construction work. In this study, three temporary shoring system options were proposed to be the construction method. The D-B Contractor, New Asia construction and Development Corporation, evaluated and selected the optimal choice, The Steel truss frame with supporting beams, to serve as the temporary supporting system. Compare the deflection of Δmax and Δactual, which are 1.609 cm and 1.59 cm, respectively. This result presented that the shoring system composed of the H912*302*18*37 supporting beams and steel truss frame had achieved outstanding performance and work to construct the U7 box girder. This paper presents how the three options are evaluated and the detailed construction processes along with the survey verification for the method.
Mine Haul Road Upgrade Project OZ Minerals Prominent Hill South AustraliaStephen McKnight
An all weather Haul Road Upgrade Project was implemented at the OZ Minerals Prominent Hill site in March 2012. The primary objective was to introduce a "traffic light" system identifying the various levels of remediation required and types of depths and material to be utilised. Once designed crossfalls and appropriate drainage were established in conjunction with sub-base, base and wearing course materials the mining haul roads were capable of sustaining traffic during light rain events; thus increasing productivity and vehicle integrity and longevity for sustained periods. The project provided appropriate road systems both in pit and on surface routes to the waste dumps and ROM Pad during rain events. Some $4M per year in recovered productivity has been anticipated by the implementation of this successful project initiative.
Effect of long term loading on horizontal uplift capacity of rectangular plat...Nirjhar Basak
Since the late 1950’s number of investigations have been conducted to led the development of theories that predict the behavior and capacity of anchors. At the early stages of its application, ground anchors are made with large mass concrete blocks and provided the uplift capacity required which are extensive. Plate anchor have evolved at that time and they now provide an economical and competitive alternative to early mass anchors (Das and Singh 1994). The capacity of plate anchor mainly depends on the shape, width, orientation of anchor plate and soil properties. The time effect behavior of soil anchors is very important in engineering design on slopes, retaining walls and tunnels. Few studies have taken to determine the pullout capacity of plate anchor in clay soil (Singh et al. 2007). The results on long-term pullout capacity in clay is about 70%-80% of the instantaneous limit pull strength. According to author knowledge there is no issued results that comprises pullout capacity of plate anchor in fine sand. In this investigation, pullout capacity of rectangular plate anchor in fine sand will be determined under both the short-term and long-term loading condition. The experimental pullout capacity will also be compared with the numerical result, which will be determined using Abaqus 6.13.
Offshore pile design according to international practiceWeb2Present
In this webinar, industry leading organizations present:
- Learnings from project Borkum West 2, one of German´s most advanced offshore wind projects
- The challenges of the piling design and results of the geotechnical investigation
- Recommendations and observations about potential hazards or obstruction during the foundation installation
Register for free here:
http://www.web2present.com/upcoming-webinars-details.php?id=116
Study of Basic Structural Detail of the suspended building HSBC, Hong Kong, China. Norman Fosters & Arup innovative brilliance of a bridge into a sky scrapper Moment frames. Built during 1979-1985,the first building to execute the principle of suspension for carrying gravity loads for a sky scarapped. A marvel in structural era.
Culvert Design 201 Structural Design, Durability & ApplicationsPath Marketing Inc.
Randy McDonald, Armtec Drainage’s Director of Engineering and Frank Klita, Senior Sales Representative build on the basics of culvert design covered in Culvert Design 101 and will focus in- depth on the structural design of culverts. Additionally, the presenters will review considerations and best practices for culvert installations.
You'll Learn:
Culvert types & applications
- Structural design of culverts and buried structures as per CHBDC (Canadian Highway Bridge Design Code) methods
- Installation best practices
- Review of applications across Canada
Procedure and construction of road under bridge by box pushing methodeSAT Journals
Abstract The intersection of railway track and the road at the same level is referred to a level crossing. In the urban areas the level crossing are generally monitored by qualified railway personnel who monitor the train movement and close the level crossing gate to stop the interfering road traffic but such closing of gates leads to congestion in road traffic and also causes loss of time to road users. Road under bridge and road over bridge are considered as solutions for avoiding level crossings of roads and railway track. There are 3 main methods in construction of road under bridge. Box pushing method, Cut and cover method, Rolling technique using RH girder. In this we discuss about the implements, soil friction, effects required, capacity of jacks and there uses, skew angles and at square angles. Keywords: Road Under Bridge, Level Crossing, Box Pushing Method and RUB etc
Presentation on Flyover at Aziz Cross on GT Road GujranwalaRubnawaz Bhatti
Presentation on Flyover at Aziz Cross on GT Road Gujranwala. First project in the history of Pakistan where flyovers are constructed on different heights
Sustainable Solution for Shoring Method of Cross-Creek Bridge in Ankeng MRT S...Dr. Amarjeet Singh
In the Ankeng Light Rail MRT system (ALRMS) project, the U7 box girder passes crossing the Erbads creek and needs a temporary supporting system for the construction work. In this study, three temporary shoring system options were proposed to be the construction method. The D-B Contractor, New Asia construction and Development Corporation, evaluated and selected the optimal choice, The Steel truss frame with supporting beams, to serve as the temporary supporting system. Compare the deflection of Δmax and Δactual, which are 1.609 cm and 1.59 cm, respectively. This result presented that the shoring system composed of the H912*302*18*37 supporting beams and steel truss frame had achieved outstanding performance and work to construct the U7 box girder. This paper presents how the three options are evaluated and the detailed construction processes along with the survey verification for the method.
Mine Haul Road Upgrade Project OZ Minerals Prominent Hill South AustraliaStephen McKnight
An all weather Haul Road Upgrade Project was implemented at the OZ Minerals Prominent Hill site in March 2012. The primary objective was to introduce a "traffic light" system identifying the various levels of remediation required and types of depths and material to be utilised. Once designed crossfalls and appropriate drainage were established in conjunction with sub-base, base and wearing course materials the mining haul roads were capable of sustaining traffic during light rain events; thus increasing productivity and vehicle integrity and longevity for sustained periods. The project provided appropriate road systems both in pit and on surface routes to the waste dumps and ROM Pad during rain events. Some $4M per year in recovered productivity has been anticipated by the implementation of this successful project initiative.
Effect of long term loading on horizontal uplift capacity of rectangular plat...Nirjhar Basak
Since the late 1950’s number of investigations have been conducted to led the development of theories that predict the behavior and capacity of anchors. At the early stages of its application, ground anchors are made with large mass concrete blocks and provided the uplift capacity required which are extensive. Plate anchor have evolved at that time and they now provide an economical and competitive alternative to early mass anchors (Das and Singh 1994). The capacity of plate anchor mainly depends on the shape, width, orientation of anchor plate and soil properties. The time effect behavior of soil anchors is very important in engineering design on slopes, retaining walls and tunnels. Few studies have taken to determine the pullout capacity of plate anchor in clay soil (Singh et al. 2007). The results on long-term pullout capacity in clay is about 70%-80% of the instantaneous limit pull strength. According to author knowledge there is no issued results that comprises pullout capacity of plate anchor in fine sand. In this investigation, pullout capacity of rectangular plate anchor in fine sand will be determined under both the short-term and long-term loading condition. The experimental pullout capacity will also be compared with the numerical result, which will be determined using Abaqus 6.13.
Auli Niemi går mer på detalj igenom vilka pågående ccs-projekt som Sverige deltar i nu. Det handlar även om projekt som hållit på en längre tid och kommande projekt. Vilka är utmaningarna och vilka risker finns?
Deswik-IPCC2013 Presentation-Scenario based analysis of IPCC trade-offsDeswik
This presentation was delivered by Deswik at the I-M Mining IPCC 2013 conference on 14th October 2013.
The presentation outlines a recommended approach for assessing the viability of In Pit Crushing and Conveying (IPCC) for mining operations. The key point is that modelling MUST include both the proposed system as well as other conventional fleet areas of the mine, modelled as a single system. This allows identification of system interactions and fatal flaws that are evident only in a combined mine plan model.
In previous years multiple presentations called for development of mine planning software that is capable of effective IPCC planning. Deswik commenced work in February 2013 on addressing this need, and have formed a partnership with industry experts RWE to ensure the result is fit for purpose. This presentation illustrates techniques that use the first results of this endeavour.
Presentation from Simone Wilding, Head of National Infrastructure Case Management at the Planning Inspectorate, at 4th Annual Nationally Significant Infrastructure Projects Forum 2016.
Course Description
The business of fuelling the world through hydrocarbon production must be carried out with optimum profitability. Participants will learn how sand production and inadvertent formation damage can erode these profits. Methods and procedures will be presented to guide the participants in decision making with regard to completing a well with optimum control of formation sand while incurring minimal damage to the well or production zone. Extensive theory will be presented illustrating why certain practices should either be employed or strictly avoided. The very latest in the use of forecasting methods, tools, techniques, and personal experiences will be presented.
By attending the 5 day training course, you will be able to:
Assess how rock will fail and how this analysis is used to determine the appropriate sand control method.
Interpret particle size distribution data.
Determine the appropriate sand control method when provided with appropriate reservoir and production data.
Select completion equipment and associated tooling for sand control (screens, gravels, work strings, barrier valves etc.)
Produce an outline installation procedure for the main types of sand control.
Troubleshoot sand control problems.
Combine piled raft foundation (cprf)_Er.Karan ChauhanEr.Karan Chauhan
Combine Piled Raft Foundation(CPRF) is an emerging type of new foundation techniques in High rise buildings and skyscraper which raft as a shallow foundation and pile as deep foundation works sharing the total load and reduce settlement and bending moment. the modern approach of design philosophy is included in post graduation level with soil structure interaction of CPRF and this will use to understand the basic concept regarding it.
Structural Design and Rehabilitation of Reinforced Concrete StructureIJERA Editor
Effective rehabilitation scheme for failed structure demands methodical analysis of various
causes of failure and intended service loads and other functional details, The actual study under deliberation is
the best example of rehabilitation Structural element – Basement RCC raft, failed to sustain uplift due to ground
water table. This paper dealt with the rehabilitation of basement RCC raft foundation considering various design
aspects like uplift due to ground water table, sub-soil properties and restriction on depth of raft to suffice
available headroom for intended use.
Similar to 161115 FDTB - from pile group to piled raft_Benoit Latapie (20)
Structural Design and Rehabilitation of Reinforced Concrete Structure
161115 FDTB - from pile group to piled raft_Benoit Latapie
1. Foundation design for tall buildings
From Pile Groups to Piled Rafts
Benoît Latapie
Technical Manager – Ground Engineering
16 November 2016 1
Underground Infrastructure and Deep Foundations UAE
2. 1. Introduction to Combined Pile Raft Foundations (CPRF)
2. Foundation design procedure / Case study
3. Existing buildings on CPRF in Dubai
4. Why carry out a preliminary test pile early and to failure?
5. Benefits of using BS8004:2015
6. Common ME practice VS Atkins geotechnical approach
7. Conclusions
8. References
Foundation design for tall buildings
16 November 2016 2
From Pile Groups to Piled Rafts – Contents
3. 0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1.0
0 1 2 3 4 5 6 7 8 9 10
Pile spacing in multiples of its diameter Ø
Negligible pile interaction
Intro. to Combined Pile Raft Foundation
16 November 2016 3
Pile group interaction
Shearstressnormalisedbyshearstressatpile/rockinterface(-)
Most CPRF have average
pile spacing larger than 5Ø
Typical range of fully
piled foundations
High pile interaction
Piles close to each other
are not efficient.
Larger pile spacing have
the following benefits:
• Decreases pile-to-pile
interactions
• Increases pile
utilisation
• Increases foundation
efficiency
After the studies of Cooke (1974), Frank (1974) and Baguelin et al. (1975).
4. • Composite foundation that combines the bearing resistance of both raft and piles
• Building loads shared between the piles and the raft
• Piles are settlement reducers
• The raft provides additional load capacity to the piles
• Stiffness governs the design over bearing capacity
Intro. to Combined Pile Raft Foundation
16 November 2016 4
Design philosophy
Piled foundation design = Capacity Limiting + Settlement Check
CPRF design = Settlement Limiting + Capacity Check
5. Intro. to Combined Pile Raft Foundation
16 November 2016 5
The different types of foundations using rafts and piles
Source:Burland,J.,Chapman,T.,Skinner,H.D.andBrown,
M.,2012.ICEManualofGeotechnicalEngineering.
6. Piles located to reduce
shear and bending in raft.
Pile capacity fully
mobilised.
B - Pile-enhanced raft
Piles at larger spacing than
conventional pile group.
Piles located to minimise
differential settlement.
Intro. to Combined Pile Raft Foundation
16 November 2016 6
The different types of foundations using rafts and piles
Source: Burland, J., Chapman, T., Skinner, H.D. and Brown, M., 2012. ICE Manual of Geotechnical Engineering.
C - raft-enhanced pile group
7. Intro. to Combined Pile Raft Foundation
16 November 2016 7
Complex soil-structure interaction mechanisms
1. Raft–soil interaction: The contact stresses between the raft and
the soil are transmitted into the soil and settlement of the raft
takes place.
2. Raft–soil–raft interaction: Interaction takes place through the soil
with other parts of the raft.
3. Raft–soil–pile interaction: The raft contact stresses are also
transmitted through the soil and interact with the piles.
4. Raft–pile interaction: Loads are transmitted into the piles directly
by the raft.
5. Pile–soil interaction: The pile loads disperse into the ground
surrounding the piles.
6. Pile–soil–pile interaction: Interaction takes place between each
pile through the soil to other piles.
7. Pile–soil–raft interaction: Interaction also takes place between
each pile through the soil to the underside of the raft.
Source: Burland, J., Chapman, T., Skinner, H.D. and Brown,
M., 2012. ICE Manual of Geotechnical Engineering.
8. 1. Introduction to Combined Pile Raft Foundations (CPRF)
2. Foundation design procedure / Case study
3. Existing buildings on CPRF in Dubai
4. Why carry out a preliminary test pile early and to failure?
5. Benefits of using BS8004:2015
6. Common ME practice VS Atkins geotechnical approach
7. Conclusions
8. References
Foundation design for tall buildings
16 November 2016 8
From Pile Groups to Piled Rafts – Contents
9. 9
Foundation Design Procedure
16 November 2016
Outputs from the geotechnical analysis
For all structural elements, deflections, axial
forces, shear forces and bending moment
diagrams are available in the output.
11. Confidential project – case study
11
Plaxis 3D settlements
Maximum settlement: 42mm
16 November 2016
12. Confidential project – case study
16 November 2016 12
SAFE settlements with Springs from Plaxis 3D
Maximum settlement: 47mm
13. Confidential project – case study
16 November 2016 13
SAFE settlements with Springs from SI Report
Maximum settlement: 13mm
14. 1. Introduction to Combined Pile Raft Foundations (CPRF)
2. Foundation design procedure / Case study
3. Existing buildings on CPRF in Dubai
4. Why carry out a preliminary test pile early and to failure?
5. Benefits of using BS8004:2015
6. Common ME practice VS Atkins geotechnical approach
7. Conclusions
8. References
Foundation design for tall buildings
16 November 2016 14
From Pile Groups to Piled Rafts – Contents
15. Existing tall buildings with CPRF in Dubai
16 November 2016 15
A few numbers from published literature
Building Height
Foundation System
(dimensions)
Predicted
Settlement
Built
Emirates Twin Towers 355m
Combined Piled Raft Foundation
(1.2mØ, 45m piles & 1.5m thick raft)
140mm
(1/378)
Burj Khalifa 828m
Combined Piled Raft Foundation
(1.5mØ, 50m piles & 3.7m thick raft)
80mm
(1/250)
OnHold
Pentominium Tower 516m
Combined Piled Raft Foundation
(1.2-1.5mØ, 32-42m piles & 5m thick raft)
92mm
Nakheel Tall Tower 1,000m
Combined Piled Raft Foundation
(2.8mx1.2m, up to 58m barrettes & up to 8m thick raft)
Up to
100mm
16. Existing CPRF arrangements in Dubai 1/2
16 November 2016 16
Emirates Twin Towers Burj Khalifa
Contours of maximum axial load [kN]
Typ. layout of one tower
17. Existing CPRF arrangements in Dubai 2/2
16 November 2016 17
Pentominium Tower (on hold) Nakheel Tall Tower (on hold)
18. 1. Introduction to Combined Pile Raft Foundations (CPRF)
2. Foundation design procedure / Case study
3. Existing buildings on CPRF in Dubai
4. Why carry out a preliminary test pile early and to failure?
5. Benefits of using BS8004:2015
6. Common ME practice VS Atkins geotechnical approach
7. Conclusions
8. References
Foundation design for tall buildings
16 November 2016 18
From Pile Groups to Piled Rafts – Contents
21. 0
5
10
15
20
25
30
35
40
45
50
55
60
65
70
0 10 20 30 40 50 60 70 80 90 100
TotalAxialLoad[MN]–Example,typical
Deflection at Pile's Head [mm] – Example, typical
Pile Load Test To Failure
Conservative Pile Load Test
Recommendations – PTP to failure
16 November 2016 21
Optimised
working load
We propose to test the pile
to geotechnical failure
FoS=2
FoS=2
Conservative test stops
at empirical capacity
Under estimated
working load
22. 1. Introduction to Combined Pile Raft Foundations (CPRF)
2. Foundation design procedure / Case study
3. Existing buildings on CPRF in Dubai
4. Why carry out a preliminary test pile early and to failure?
5. Benefits of using BS8004:2015
6. Common ME practice VS Atkins geotechnical approach
7. Conclusions
8. References
Foundation design for tall buildings
16 November 2016 22
From Pile Groups to Piled Rafts – Contents
23. Benefits of using BS 8004:2015
16 November 2016 23
Time for an update?
https://login.dm.gov.ae/wps/wcm/connect/29d53e7c-7f22-4c42-aded-
066727d87c0f/Structural+Codes+%26+guidelines+4.pdf?MOD=AJPERES
24. • BS 8004:2015 was updated in line with the Eurocodes
• Partial factors may be reduced if pile load tests are carried out
• Clear and detailed guidance on foundation design
• Piled rafts are addressed with reference to
ICE Manual of Geotechnical Engineering (2012), Volume II, Chapter 56 is provided.
Benefits of using BS 8004:2015
16 November 2016 24
Time for an update?
25. Benefits of using BS 8004:2015
16 November 2016 25
Partial factors reduction based on in situ pile testing
• Two partial factors are used in pile design to BS 8004:2015 (or/and BS EN 1997-1)
γRd model factor, used to obtain the characteristic ultimate pile
compressive resistance Rc,k
γs and γb partial resistance factors for shaft and end bearing respectively.
Partial
factor
Default
Value
Testing to BS 8004:2015
(i.e. UK NA to BS EN 1997-1)
Revised
Value
Saving
γRd 1.4
Maintained load test taken to the required
unfactored ultimate resistance
1.2 14%
γs 1.6 Explicit verification of SLS:
Working test on 1% of constructed piles to loads
not less than 1.5 times the representative load.
1.4 12%
γb 2.0 1.7 15%
Total SAVING
Minimum 25%
26. 1. Introduction to Combined Pile Raft Foundations (CPRF)
2. Foundation design procedure / Case study
3. Existing buildings on CPRF in Dubai
4. Why carry out a preliminary test pile early and to failure?
5. Benefits of using BS8004:2015
6. Common ME practice VS Atkins geotechnical approach
7. Conclusions
8. References
Foundation design for tall buildings
16 November 2016 26
From Pile Groups to Piled Rafts – Contents
27. Common geotechnical approach in ME
• Early stage project involvement
• Desk study
• Design/scoping and specification of high quality GI
• Carry out GI
• Full time GI supervision
• Factual reporting by contractor
• Review of factual reporting
• Interpretation
• Ground model + parameters + design
27
STANDALONE
GROUND
INVESTIGATION
CONTRACTOR
CONSERVATIVE / UN-ECONOMIC / RISKY SOLUTION
28. ECONOMIC RISK CONTROLLED FOUNDATION SOLUTION
• Early stage project involvement
• Desk study
• Design/scoping and specification of high quality GI
• Carry out GI
• Full time GI supervision
• Factual reporting by contractor
• Review of factual reporting
• Interpretation
• Ground model + parameters + design
Atkins proposal to reduce geotechnical risk
28
SPECIALISTGEOTECHNICAL
CONSULTANT
By GI Contractor
29. 1. Foundation design for tall buildings is complex and requires sophisticated analyses
2. 3D FE analyses encompass soil-structure interactions
3. CPRF are economical and proven in Dubai
4. Preliminary test piles with O-cells help reduce cost and risk
5. BS8004:2015 is recommended for the design of foundations
6. Ignoring project specific data raises the foundation risk
7. Employing a specialist geotechnical consultant is recommended to maximise
opportunities
Conclusions
16 November 2016 29
30. • BS 8004:2015 Code of practice for foundations
• Haberfield, C.M. and Paul, D.R. 2011. Footing Design of the Nakheel Tower, Dubai,
UAE in Workshop on soil-structure interaction and retaining walls. Proceedings of the
Technical Meeting TC207 ISSMGE, Dubrovnik, pp 35 to 52.
• Poulos, H.G. and Bunce, G., 2008. Foundation design for the Burj Dubai–the world’s
tallest building. 6th International Conference on Case Histories in Geotechnical
Engineering, Arlington, VA.
• Poulos, H.G. and Davids, A.J., 2005. Foundation design for the Emirates twin towers,
Dubai. Canadian Geotechnical Journal, 42(3), pp.716-730.
• Ibrahim, K., Bunce, G. and Murrells, C., 2009, December. Foundation design for the
Pentominium tower in Dubai, UAE. In Proceedings of the Institution of Civil
Engineers-Civil Engineering (Vol. 162, No. 6, pp. 25-33). Thomas Telford Ltd.
References
16 November 2016 30
31. Foundation design for tall buildings
From Pile Groups to Piled Rafts
Benoît Latapie
Technical Manager – Ground Engineering
benoit.latapie@atkinsglobal.com
16 November 2016 31
Underground Infrastructure and Deep Foundations UAE
QUESTIONS?