CASE STUDY: BIM AND GEOTECHNICAL PROJECT IN URBAN … · 72 million years ago by several important...

João Gondar, JETsj Geotecnia info@jetsj.com

Alexandre Pinto, JETsj Geotecnia apinto@jetsj.com

Catarina Fartaria, JETsj Geotecnia cfartaria@jetsj.com

CASE STUDY: BIM AND GEOTECHNICAL PROJECT IN URBAN AREA – INFINITY TOWER, LISBON, PORTUGAL

www.jetsj.pt

VIENNA, AUSTRIA 2018CHINA-EUROPE CONFERENCE ON GEOTECHNICAL ENGINEERING

Parallel Session 10 – Underground Construction14th August 14:00-16:00Room 03/28

TABLE OF CONTENTS

1. Introduction

2. Infinity Tower Project

3. Proposed Earth Retaining Solution

4. Design Methodology

5. Final Remarks

CHINA-EUROPE CONFERENCE ON GEOTECHNICAL ENGINEERING, VIENNA 2018

1. INTRODUCTION

1. INTRODUCTIONLOCATION

WW Drainage Tunnel

Site area4.600m2

TABLE OF CONTENTS

1. Introduction

5. Final Remarks

2. INFINITY TOWER PROJECT

❑ The future tallest modern building

of Lisbon will feature 26 floors

and 4 basements.

❑ An iconic building in Lisbon’s

skyline with an impressive

contemporary architecture.

https://www.infinity-tower.com/

ARCHITECTURAL FEATURES

GEOTECHNICAL FEATURES

❑ Heterogeneous Urban Fills.

❑ About 20m excavation depth

intersecting Urban Fills and the

Lisbon Volcanic Complex: mainly

basalts and clay tuffs

❑ Lisbon Volcanic Complex: formed

72 million years ago by several

important volcanic episodes,

showing mainly basaltic sheets,

volcanic tuffs, pyroclasts, volcanic

breccias, etc,

Basalts

Landfills

TABLE OF CONTENTS

1. Introduction

5. Final Remarks

3. PROPOSED EARTH RETAINIG SOLUTION

❑ Geotechnical and Geological: Landfills + Lisbon Volcanic Complex.

❑ Topographic: small hill.

❑ Surrounding Infrastructures: Alcantara WW Drainage Tunnel.

❑ Surrounding Infrastructures: Roads + Roadway Viaduct.

❑ Surrounding Infrastructures: Railway Line.

MAIN RESTRAINTS

WW Drainage Tunnel

❑ The ground characterization was made through 9 boreholes with SPT

tests, continuous sampling collection for laboratory tests and

piezometers.

❑ The area is covered by a landfill deposit layer, over the Lisbon

Volcanic Complex (LVC).

❑ 4 main geotechnical Zones were established:

➢ ZG1, regarding the landfill layer;

➢ ZG2 for pyroclastic tuffs and low-quality basalts;

➢ ZG3 and ZG4 for medium to high-quality basalts.

GEOTECHNICAL AND GEOLOGICAL

9 boreholes location

GEOTECHNICAL ZONES - ZG

Geotechnical

ZoneDescription

(kN/m3)

ZG1 Landfill (5≤NSPT≤17) 18 30 0 15

Pyroclastic tuffs and low-quality

basalts W4 to W3-4; F5 to F4-5

with recovery ranging from 60% e

100% e RQD=0%

22 33 50 65

Basalts W3 to W3-2, F4 to F4-5,

with 90% recovery ranging and

20% ≤RQD≤75%, interbedded

with basalts W3-2, F4-5 with

100% recover and

47%≤RQD≤74%

22 37 80 120

ZG4Basalts W3-2 to F4-3, with 100%

recovery and 56%≤RQD≤76%22 45 100 150

TOPOGRAPHY

❑ The existing topography, with the building location laying over a small hill,

leads to an excavation depth ranging from 18m to 7m at the opposite

alignments

Railway line

MAIN RESTRAINTS – Topography

Railway Line + Roadway Viaduct Viaduct

MAIN RESTRAINTS – Surrounding Infrastructures

Alcantara Stream, 1912

Alcantara Waste Water Drainage Tunnel, 1945

Alcantara Waste Water Drainage Tunnel, close to excavation pit

WW Drainage Tunnel

Excavation pit

❑ The solution was proposed considering the existing restraints, with the following

purposes:

PROPOSED SOLUTION

purposes:

❑ Control the ground deformation;

❑ To minimize the interferences with the surrounding infrastructures and services;

❑ Improve Safety + Decrease Schedule + Decrease Costs.

PROPOSED SOLUTION

purposes:

❑ Control the ground deformation;

❑ To minimize the interferences with the surrounding infrastructures and services;

❑ Improve Safety + Decrease Schedule + Decrease Costs.

❑ Bored Pilled Wall solution with 600mm diameter pile and a plan space ranging

between 0.80m and 1.20m.

❑ The total pile’s depth ranges from 21.60m to 10.30m, all with a minimum

embedment length of 4.00m.

PROPOSED SOLUTION

❑ The ground between the piles will be lined by a shotcrete layer of 150mm

minimum thickness

❑ Geodrain pipes with 3m length will be installed with a minimum of 3.60m plan

distance in order to ensure the ground drainage.

PROPOSED SOLUTION

Piles Ø0,60m1,2m 1,2m

Lining layer

Ventilation and drainage boxSolution plan

Geodrain pipes

❑ In the west view, the wall will be braced by one level of temporary ground

anchors to be installed at level -2 with 3.60m plan space.

❑ The remaining excavation alignments will be stabilized with slab bands of 12m

width and 0.35m minimum thickness, compatible with both the architecture

and structural solutions.

PROPOSED SOLUTION

❑ The slab bands will be

supported by vertical steel

profiles HEB260 embed in

600mm bored piles, 4m

below the excavation final

level.

PROPOSED SOLUTION

❑ The slab bands will be

supported by vertical steel

profiles HEB260 embed in

600mm bored piles, 4.00m

below the bottom level of

excavation.

❑ The slab bands above level

-2 will be supported by

slimmer slab strips of

aboute 7m width that will

react against the piles wall

at the west view.

PROPOSED SOLUTION

TABLE OF CONTENTS

1. Introduction

5. Final Remarks

4. DESIGN METHODOLOGY

DESIGN METHODOLOGYP

Phasing

Levels

Geolocation

yEarthworks quantities

Restraints

Bored Piles

Slab bands

RC beams

Steel profiles

Ground anchors A

Plaxis

SAP2000

DESIGN METHODOLOGY

Information

“n”DModels

Inter-operability

Collaboration

Level of Development

❑ Information

Centralized in the 3D objects.

❑ “n”D Models

Time (4D), Budget (5D), Sustainability and

facility management (6D and 7D).

❑ Interoperability

Capacity to seamlessly exchange information

within different platforms.

❑ Collaboration

Promotes an early stage design team-up.

❑ Level of Development

Level of information associated with the objects.

❑ Among the elements received was

the architecture project geometry

in a 3D BIM model.

❑ The existing topography was

modeled in the BIM software.

DESIGN METHODOLOGY

❑ Among the elements received was

the architecture project geometry

in a 3D BIM model.

❑ The existing topography was

modeled in the BIM software.

❑ The architecture model was linked

to the file and the geographic

position of the surface was

coordinated with the architecture

model and the existing lot

boundary and topography.

DESIGN METHODOLOGY

❑ The modeling of the bored piles wall was done

according to the architecture 3D BIM model.

DESIGN METHODOLOGY

❑ The solution was evaluated using the geotechnical software (PLAXIS2D)

❑ Displacements and efforts were estimated and analyzed considering the

geotechnical zones and correspondent parameters.

DESIGN METHODOLOGY

Plaxis Output

SAP2000 MODEL IMPORTED FROM A 3D BIM FILE

❑ The geometry of the slabs were exported to a structural analysis software

(SAP2000) using an IFC file type.

❑ Loads obtained from the PLAXIS2D were introduced on the SAP2000 model

and the deformations compatibility was checked on a iterative way

SAP2000 Model

TABLE OF CONTENTS

1. Introduction

5. Final Remarks

5. FINAL REMARKS

❑ The use of BIM methodology allowed an accurate coordination with the

architecture and others engineering projects and promoted efficiency in terms

of project documentation, especially when changes were needed.

❑ The interoperability among software allowed that the geometry from the 3D

BIM model could be exported.

❑ The 3D visualization of the project and the restrains helped to find out the best

engineering solutions, including the compatibility check between the several

architecture and engineering solutions.

❑ The BIM model will be a very useful at both the construction and the building

maintenance / management under operation phases

FINAL REMARKS

THANK YOU FOR

YOUR ATTENTION

THE GROUND IS OUR CHALENGE

www.jetsj.com

info@jetsj.com

VIELEN DANK

CASE STUDY: BIM AND GEOTECHNICAL PROJECT IN URBAN … · 72 million years ago by several important...

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