Geomechanics and Tunnelling 01/2016 free sample copy

1Volume 9February 2016ISSN 1865-7362

- InSAR monitoring of ground movements

- Tunnel monitoring in urban environments

- Tunnel discontinuity mapping

- Continuous real-time slope monitoring

- 3D images for geological mapping

- Data acquisition and 3D structural modelling

ÖSTERREICHISCHEGESELLSCHAFT FÜRGEOMECHANIK

State of the art in geological mapping

Geomechanics andTunnellingGeomechanik

und Tunnelbau

Recommendations in Geotechnical Engineering

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1Bautechnik 81 (2004), Heft 1

Content

Geomechanicsand Tunnelling1

After about four years of construction, the Gemeinschaftskraftwerk Inn (GKI) on the upperRiver Inn should start generation in 2018 and produce more than 400 GWh of electricityfrom hydropower. With the exception of the headrace tunnel, adits, access tunnel andlaunching cuts are being excavated by drill and blast. For these conventional tunnel drives,DSI Österreich supplied the complete palette of support materials.

Nach rund vier Jahren Bauzeit soll das Gemeinschaftskraftwerk Inn (GKI) am Oberen Inn imJahr 2018 ans Netz gehen und über 400 GWh Strom aus Wasserkraft liefern. Mit Ausnahmedes Triebwasserstollen, entstehen Fensterstollen, Zugangsstollen und Anfahrbereiche imSprengvortrieb. Für die konventionellen Vortriebe sowie für den Bau des Schrägschachts lieferte DSI Österreich die komplette Palette an benötigten Stützmitteln.

Volume 9February 2016 • No 1ISSN 1865-7362 (print)ISSN 1865-7389 (online)

ÖSTERREICHISCHEGESELLSCHAFT FÜRGEOMECHANIK

Editor

Editorial2 D. Scott Kieffer


Topics15 Giovanni Barla, Andrea Tamburini, Sara Del Conte, Chiara Giannico

InSAR monitoring of tunnel induced ground movements

23 Klaus Rabensteiner, Klaus ChmelinaTunnel monitoring in urban environments

29 Giovanni Barla, Francesco Antolini, Giovanni Gigli3D laser scanner and thermography for tunnel discontinuity mapping

37 D. Scott Kieffer, Gerald Valentin, Klaus UnterbergerContinuous real-time slope monitoring of the Ingelsberg in Bad Hofgastein,Austria

45 Andreas Gaich, Gerald Pischinger3D images for digital geological mapping

52 Johannes Horner, Andrés Naranjo, Jonas WeilDigital data acquisition and 3D structural modelling for mining and civilengineering – the La Colosa gold mining project, Colombia

Rubrics4 News11 People58 Product Information60 Site Report61 Diary of Events

www.ernst-und-sohn.de/geomechanics-and-tunnelling

http://wileyonlinelibrary.com/journal/geot

Over the past decade significant technological advancements have beenmade in remote measurement and digital data acquisition technologies,and the implications for geomechanical characterization and monitoringare manifold. Some of the most important recent advancements in thecontext of geomechanics include 3D Light Detection and Ranging (Li-DAR) for site characterization and change detection, Interferometric Syn-thetic Aperture Radar (InSAR) surveys for regional to local displacementmonitoring, interactive gigapixel panoramic photography for unprece-dented combinations of image scale and resolution, sophisticated algo-rithms invoking computer vision and photogrammetry, and mobile map-ping systems combining cameras and LiDAR with INS/GPS sensors. Themain advantage of these technologies is that georeferenced data with un-precedented resolution (spatial and temporal) and accuracy can be col-lected in a fraction of the time required for traditional survey methods.Furthermore, the data processing workflow is auditable and the results areprovided in the form of a comprehensive permanent archive.

Manuscripts in the current issue deal with several remote measure-ment technologies and illustrate their broad spectrum of application ingeomechanics. These include satellite-based InSAR surveys to assessground deformations at two tunnel construction sites in Italy, and geo -mechanical mapping of tunnels using 3D LiDAR combined with thermo -graphy. Results of the first long-term ground-based InSAR monitoring per-formed in Austria are reported in conjunction with the Ingelsberg land-slide in Bad Hofgastein, and photogrammetric documentation for theGleinalmtunnel in Styria is described. Digital data acquisition techniquesand 3D structural geologic visualization in civil and mining engineeringare illustrated with a case study of the La Colosa Gold Mining Project inColumbia, and a technical note on state-of-the-art tunnel monitoring in urban environments is included.

Scott Kieffer

2 © 2016 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin · Geomechanics and Tunnelling 9 (2016), No. 1

Editorial


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4 Geomechanics and Tunnelling 9 (2016), No. 1

News

First TBM breakthrough in Norway for 20 years

good 20 years. The geological condi-tions were challenging; the Robbinshard rock machine with a bored dia -meter of 7.2 m passed through extremelyhard rock with a high quartz content

On 10 December 2015, the mechanisedboring of the 7.4 km long headwatertunnel for the Røssåga hydropower pro-ject in Norway was completed – the firstbreakthrough of a TBM in Norway for a

and uniaxial compression strengths ofup to 300 MPa, and also softer lime-stones with karst phenomena and wateringress. Despite the geological chal-lenges, the machine achieved peak ad-

Hauptdurchschlag im Ceneri-Basistunnel

lagerung beträgt bis zu 900 m, die ge-ringste nur wenige Meter. Der Vortrieberfolgte überwiegend vom Zwischenan-griff Sigirino aus in beide Richtungen.Von den Portalen Vigana und Veziawurden Gegenvortriebe ausgeführt, umBauzeit und Kosten zu minimieren. Ers-te Vorarbeiten erfolgten bereits 1997 mitdem 3,1 km langen Erkundungsstollen.2008 brach eine Tunnelbohrmaschineeinen 2,3 km langen Fensterstollen aus.Am Ende dieses Stollens befinden sichzwei unterirdische Kavernen, die seit2010 Ausgangspunkt für die Haupt -vortriebe Richtung Süden und Nordenwaren.

In den kommenden Monaten wirdder Innenausbau des Tunnels weiter vorangetrieben. Bis Ende 2016 werden

Am 21. Januar 2016 fand in der West -röhre des Ceneri-Basistunnels derHauptdurchschlag statt. Rund 700 mvom Nordportal in Camorino entferntverfolgten mehr als 1.000 Projektbetei-ligte zusammen mit den Ehrengästen dieletzte Sprengung in der Weströhre desCeneri-Basistunnels. Der Durchschlagerfolgte mit hoher Genauigkeit: Seitlichbetrug die Abweichung 2 cm, in der Höhe 1 cm.

Wie der Gotthard-Basistunnel bestehtder 15,4 km lange Ceneri-Basistunnelaus zwei Einspurröhren, die alle 325 mmit einem rund 40 m langen Querschlagverbunden sind. Der Ceneri-Basistunnelwurde aufgrund der komplexen Geolo-gie ausschließlich im Sprengvortriebausgebrochen. Die maximale Felsüber -

alle Röhren und Stollen ausgekleidetund fertig betoniert sein. Anschließenderfolgt die Installation der mechani-schen und elektromechanischen An -lagen wie Türen, Tore oder Lüftungs-und Haustechnikanlagen. Im Sommer2017 beginnt der Einbau der Bahntech-nik. Die bahntechnischen Installationenumfassen die Fahrbahn, Fahrleitung,Bahnstrom- und Stromversorgung, Ka-bel-, Telecom- und Funkanlagen, Siche-rungs- und Automatisationssysteme so-wie die Leittechnik. Die Inbetriebnahmedes Ceneri-Basistunnels erfolgt voraus-sichtlich im Dezember 2020.

Main breakthrough in the Ceneri Base Tunnel

points for the main drives to the southand north since 2010.

In the coming months, the lining ofthe tunnel will be progressed. By theend of 2016, all tunnels should be com-pletely lined and completely concreted.Then will follow the installation of themechanical and electromechanical sys-tems such as doors, ventilation and ser-

On 21 January 2016, the main break-through took place in the west bore ofthe Ceneri Base Tunnel. About 700 mfrom the north portal in Camorino,more than 1,000 people involved in theproject along with honorary guests followed the last blast in the west boreof the Ceneri Base Tunnel. The break-through was located with great preci-sion, with a sideways deviation of 2 cm,and 1 cm in level.

Like the Gotthard Base Tunnel, theapprox. 15.4 km long Ceneri Base Tun-nel consists of two single-track runningtunnels linked every 325 m by a crosspassage about 40 m long. Due to thecomplex geology, the Ceneri Base Tun-nel was excavated completely by drilland blast. The maximum rock overbur-den is 900 m, and the least just a fewmetres. The excavation was mostly car-ried out through the intermediate start-ing point at Sigirino in both directions.Drives also came from the other direc-tion from the Vigana and Vezia portalsin order to save construction time andminimise costs. The first preliminaryworks took place as long ago as 1997with the 3.1 km long investigation tun-nel, and in 2008 a tunnel boring ma-chine bored a 2.3 km long adit. At theend of this adit are two undergroundcaverns, which have been the starting

vices. The installation of railway equip-ment will start in summer 2017. This in-cludes track, overhead, traction powerand tunnel power, calling, telecommuni-cations and radio systems, safety and au-tomation systems and control technolo-gy. The Ceneri Base Tunnel should openfor service in December 2020.

Main breakthrough in the Ceneri Base Tunnel (photo: AlpTransit)Hauptdurchschlag im Ceneri-Basistunnel (Foto: AlpTransit)

5Geomechanics and Tunnelling 9 (2016), No. 1

News

Erster TBM-Durchschlag in Norwegen seit 20 Jahren

Damit konnte die Standzeit der Diskendeutlich erhöht werden.

Die Robbins TBM startete im Januar2014 nach der Erstmontage auf der Bau-stelle (Onsite First Time Assembly – OFTA) und war von Anfang an für dieHartgesteinsverhältnisse konzipiert. ZurAnalyse der Gebirgsverhältnisse vor der

Am 10. Dezember 2015 wurde der ma-schinelle Vortrieb des 7,4 km langenTriebwasserstollens für das Wasserkraft-projekt Røssåga in Norwegen beendet –es war der erste Durchbruch einer TBMin Norwegen seit gut 20 Jahren. Die geo-logischen Verhältnisse waren anspruchs-voll; die Robbins Hartgesteinsmaschinemit einem Bohrdurchmesser von 7,2 mdurchfuhr extrem harten, quarzreichenFels mit einaxialen Druckfestigkeiten biszu 300 MPa und weichere Kalksteinemit Karsterscheinungen und Wasserzu-tritten. Trotz der geologischen Heraus-forderungen erreichte die Maschine miteinem Bohrdurchmesser von 7,2 m Spitzenvortriebsleistungen von bis zu250 m/Woche bzw. 54 m/d bei einermittleren Vortriebsgeschwindigkeit von180 bis 200 m /Woche.

Der harte und abrasive Fels erforder-te sowohl die Abstimmung der Fahrpara-meter auf die Geologie, den Werkzeug-verschleiß und die Vibrationen der Ma-schine als auch eine Anpassung der Dis-kenmeißel selbst. Die Zeiten für einenMeißelwechsel konnten zwar auf unterzehn Minuten pro Meißel gesenkt wer-den, die häufigen Wechsel erfordertenaber eine Überarbeitung der Schneid -disken. Robbins entwickelte spezielleSchneidringe für die Disken, die auf diebesonderen Eigenschaften des Gesteinsund die extreme Härte angepasst waren.

TBM wurden die während des Bohrensgemessenen Bohrparameter verwendet.Zusätzlich wurden systematisch Voraus -erkundungsbohrungen abgeteuft. NachAbschluss des Vortriebs bereitet der Bau-herr Statkraft die Inbetriebnahme desTriebwasserstollens vor und will ihn imFrühjahr 2016 zum ersten Mal be füllen.

The crew of the contractor Leonhard Nilsen & Sønner (LNS) celebrate together with theRobbins crew Norway’s first TBM breakthrough for a good 20 years on the Røssåga hydro-power project (photo: LNS)Die Mannschaft der Baufirma Leonhard Nilsen & Sønner (LNS) feiert zusammen mit Rob-bins Crew Norwegens ersten TBM Durchbruch nach gut 20 Jahren beim WasserkraftprojektRøssåga (Foto: LNS)

The Robbins hard rock TBM started in January 2014 (photo: Statkraft)Die Robbins Hartgesteins-TBM wurde im Januar 2014 angefahren (Foto: Statkraft)

vance rates of up to 250 m/week, or54 m/d, with an average advance rate of180 to 200 m/week.

The hard and abrasive rock demand-ed both the adjustment of the machineparameters to the geology, the tool wearand the vibration of the machine and al-so adjustment of the disc cutters them-selves. The time for disc changing couldindeed be reduced to less than ten min-utes per disc but the frequent changingrequired a change to the disc cutters.Robbins developed special cutting ringsfor the discs, which were adapted to suitthe particular properties of the rock andits extreme hardness. This considerablylengthened the lifetime of the discs.

The Robbins TBM started in January2014 after the first assembly on site (On-site First Time Assembly – OFTA) andwas designed for hard rock conditionsfrom the start. Measured boring para -meters were used for the analysis of therock mass conditions while the machinebored, and systematic probe drilling wasalso carried out. After the completion ofthe tunnel drive, the client Statkraft hasto prepare for the commissioning of theheadwater tunnel and intends to fill itfor the first time in early 2016.


News

Stellingen noise protection tunnel awarded

terchange. It is one of three noise pro-tection tunnels, the “Hamburger Deck-eln”, to be built in the course of the im-provement.

The joint venture under the technicallead of Hochtief is building two tunnelsections in cut-and-cover, each with fivelanes and a hard shoulder. The tunnelstructure consists of an open, two-cellframe in cut-and-cover. The standardcross-section has a clear width of 22.5 m

A joint venture of the companiesHochtief Infrastructure and FrankiGrundbau won the award in January2016 for the construction of the Stellin-gen Tunnel in Hamburg. The total vol-ume for the joint venture is about 154 m.Euro. The tunnel is 900 m long and isbeing built as a noise protection struc-ture as part of the improvement of theautobahn A7 between the Stellingenjunction and the Hamburg-Nordwest in-

or 22.6 m. The entry and exit slip roadsfor the Stellingen junction result inwidened cross-sections with clear widthsbetween 24.1 and 31 m. Both tunnel sec-tions have four lanes, a weaving lane,hard shoulder and an emergency foot-path. Due to the wide spans and the use,the tunnel spans are being constructedof prestressed concrete.

Semmering Base Tunnel: start of tunnelling in Lower Austria

to the tunnel portal during the construc-tion period. These already permit theroute of the future railway line to thetunnel to be recognised. In addition tothe advances from the tunnel portal atGloggnitz, a complex system of accesstunnels and shafts is being constructedat the intermediate starting point inGöstritz, from where the tunnel is beingconstructed towards Gloggnitz andMürzzuschlag.

Three years after groundbreaking for theoverall Semmering Base Tunnel project,tunnelling started on 23 November 2016in Gloggnitz. The tunnel will be excavat-ed conventionally with excavator andblasting towards the Göstriz portal. The“Tunnel Gloggnitz” section in LowerAustria is a part more than 7 km long ofthe Semmering Base Tunnel with a totallength of 27 km. Since the groundbreak-ing in 2012, two new rail bridges havebeen built in Gloggnitz to enable access

The Semmering Base Tunnel is divid-ed into three large tunnel sections. Thecentral Fröschnitzgraben section hasbeen under construction since 2014, andthe last Grautschenhof section shouldbe started in 2016. The Tunnel Glog-gnitz contract is being constructed by ajoint venture of the companies Implenia,Hochtief Infrastructure and ThyssenSchachtbau; construction start was sum-mer 2015.

Semmering-Basistunnel: Start für Tunnelbau von niederösterreichischer Seite

errichtet, die während der Bauarbeiteneine Zufahrt zum Tunnelportal ermög -lichen und die zukünftige Eisenbahn-trasse zum Tunnel erkennen lassen. Ne-ben den Vortrieben vom TunnelportalGloggnitz aus entsteht am Zwischen -angriff Göstritz ein komplexes Systemaus Zugangstunnel und Schächten, vondem aus der Tunnel in RichtungGloggnitz und Mürzzuschlag gebautwird.

Drei Jahre nach dem Spatenstich für dasGesamtprojekt Semmering-Basistunnelstartete am 23. November 2016 inGloggnitz der Tunnelbau. Der TunnelRichtung Zwischenangriff Göstriz wirdkonventionell im Bagger- und Spreng-vortrieb aufgefahren. Das niederöster -reichische Teilstück „Tunnel Gloggnitz“umfasst mehr als 7 km des insgesamt27 km langen Semmering-Basistunnels.Seit dem Spatenstich 2012 wurden inGloggnitz zwei neue Eisenbahnbrücken

Der Semmering-Basistunnel ist in ins-gesamt drei große Tunnelabschnitte un-terteilt. Der mittlere Abschnitt Frösch-nitzgraben ist seit 2014 in Bau, mit demletzten Abschnitt Grautschenhof wirdvoraussichtlich im Frühjahr 2016 begon-nen. Das Baulos Tunnel Gloggnitz wirdvon einer Arbeitsgemeinschaft aus Im-plenia, Hochtief Infrastructure undThyssen Schachtbau erstellt; Baustartwar im Sommer 2015.

Contracts of the Semmering Base Tunnel (graphic: ÖBB Infrastruktur AG)Baulose des Semmering-Basistunnels (Grafik: ÖBB Infrastruktur AG)


News

Asfinag awards the second bore of the Perjen Tunnel

In February 2016, the new construction of the almost 3 kmlong Perjen Tunnel on the S16 Arlberg Schnellstraße willstart. The construction contract has been awarded by Asfinag to a joint venture of Marti GmbH from Austria andMarti Tunnelbau AG from Switzerland. The contract vol-ume is about 61 m. Euro. Asfinag is investing altogether130 m. Euro in the new construction of the second bore andthe refurbishment of the original bore. All works should becompleted by the end of 2019 – then there will be two boresavailable, each with two lanes for 14,000 vehicles daily. Thenecessary preparatory works with the new construction ofthe Sanna Bridge were completed on schedule at the end of2015.

Asfinag vergibt zweite Röhre des Perjentunnels

Im Februar 2016 startete der Neubau der knapp 3 km langenneuen Röhre des Perjentunnels auf der S16 Arlberg Schnell-straße. Den Zuschlag für die Bauarbeiten erteilte die Asfinagan die Arbeitsgemeinschaft Marti GmbH aus Österreich unddie Marti Tunnelbau AG aus der Schweiz. Das Auftragsvolu-men beträgt rund 61 Mio. Euro. Insgesamt investiert die Asfinag 130 Mio. Euro in den Neubau der zweiten Röhreund in die Sanierung der Bestandsröhre. Ende 2019 sollenalle Arbeiten abgeschlossen sein – dann stehen zwei Röhrenmit jeweils zwei Fahrspuren für mehr Sicherheit für täglich14.000 Verkehrsteilnehmer zur Verfügung. Die notwendigenVorarbeiten mit dem Neubau der Sanna brücke wurdenplangemäß Ende 2015 abgeschlossen.

Lärmschutztunnel Stellingen vergeben

Eine Arbeitsgemeinschaft aus den Unternehmen Hochtief Infrastructure und Franki Grundbau hat im Januar 2016 denAuftrag zum Bau des Tunnels Stellingen in Hamburg er -halten. Das Gesamtauftragsvolumen für die Arbeitsgemein-schaft beträgt ca. 154 Mio. Euro. Der ca. 900 m lange Tunnel wird im Zuge des Ausbaus der A7 zwischen der An-schlussstelle Stellingen und dem Autobahndreieck Ham-burg-Nordwest als lärmminderndes Bauwerk errichtet. Er ist einer von drei Lärmschutztunneln, den „Hamburger Deckeln“, die im Zuge des Ausbaus entstehen.

Die Arbeitsgemeinschaft unter technischer Federführungvon Hochtief baut zwei Tunnelröhren in offener Bauweise mitjeweils fünf Fahrspuren und einem Standstreifen. Das Tunnel-bauwerk besteht aus einem nach unten offenen, zweizelligenRahmen in offener Bau weise. Im Regelquerschnitt beträgt dielichte Weite 22,5 m bzw. 22,6 m. Die Einfahr- bzw. Ausfahr-streifen für den Anschluss Stellingen führen zu Querschnitts-aufweitungen mit lichten Weiten zwischen 24,1 und 31 m. Inbeiden Röhren sind vier Fahrstreifen, ein Verflechtungsstrei-fen, Seitenstreifen und Notgehwege angeordnet. Wegen dergroßen Spannweiten sowie der Nutzung wird die Tunnel -decke in Spannbeton ausgebildet.

Engineering associationfor work at heights

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Consulting

Assembling

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moisture ingress

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rust

ATIS ViewerSoftware to evaluate, report & archive panorama images


News

Züblin erweitert weltgrößtes Kupferbergwerk

führte bereits seit März 2014 umfang -reiche Tunnelbau-Arbeiten in dem Berg-werk durch. Durch den neuen Auftragin Höhe von 100 Mio. Euro steigt Züblinin Chile zu den führenden Baufirmenim Untertagebau auf. Der Ausbau wirddie Lebensdauer des Bergwerks, das be-

Züblin International hat von der chile -nischen Bergwerksgesellschaft Codelco,dem weltweit größten Kupferproduzen-ten, einen Folgeauftrag für die Erweite-rung des Bergwerks El Teniente in Ran-cagua – 80 km südlich der HauptstadtSantiago de Chile – erhalten. Züblin

reits seit 1904 in Betrieb ist, um 50 Jahreerhöhen. Zurzeit werden in El Tenientejährlich rund 400.000 t Feinkupfer er-zeugt. Die Erzgewinnung erfolgt imBlockbruchbau.

German Railways awards the Albvorland Tunnel

tunnels on the Stuttgart-Ulm rail projecthas now been awarded. In addition tothe building of the Albvorland Tunnel,the contract also includes the construc-tion of the two links of the new line be-tween Stuttgart und Ulm to the existingPlochingen-Tübingen line. This is theWendlinger Kurve including a new494 m long tunnel for new trains on theline from Stuttgart to Tübingen. There

The DB Projekt Stuttgart-Ulm GmbHawarded the contract for the 8,176 mlong Albvorland Tunnel on the new linefrom Wendlingen to Ulm to the Swissconstruction and construction servicescompany Implenia on 18 December2015. The contract volume is about380 m. Euro. Eight bidders took part inthe European tendering process. Thismeans that the last of the eight large

is also a connection for goods trains onthe route from Ulm to Plochingen in-cluding a 173 m long tunnel under thefederal autobahn A8. The site facilitiesand preparatory works were alreadystarted at the beginning of 2016. Thestart of the main construction works isplanned for summer 2016. Two tunnelboring machines are intended for theconstruction of the Albvorland Tunnel.

East portal of the Albvorland Tunnel in Wendlingen (graphic: DB AG)Ostportal des Albvorlandtunnels in Wendlingen (Grafik: DB AG)

Züblin to extend the largest copper mine in the world

Züblin International has won a follow-up order from the Chilean mining com-pany Codelco, the largest producer ofcopper in the world, for the extension ofthe El Teniente mine in Rancagua –80 km south of the capital Santiago de

Chile. Züblin has already performed extensive tunnelling work at the minesince March 2014. With the new con-tract worth 100 m. Euro, Züblin will be-come one of the leading firms in under-ground construction in Chile. The ex-

tension will prolong the life of the mine,which has been in operation since 1904,by about 50 years. At the moment, about400,000 t of fine copper are produced inEl Teniente annually. The mine operatesby block caving.


News

Werksabnahme der TBM für Tunnel Rastatt

demontiert und zur Startbaugrube nachÖtigheim transportiert. Dort beginnt dieMaschine nach ihrem Wiederaufbau voraussichtlich Ende Mai 2016 den Vortrieb. Die zweite Maschine soll zeit-versetzt vier Monate später folgen. Vorden beiden Tunnelbohrmaschinen liegteine Strecke von je rund 3.700 m unterdem Stadtgebiet Rastatt durch Grund-wasser und Lockergestein. Dabei sinddie bestehende Rheintalbahn sowie dieGewässer Murg und Federbach zu unterqueren.

Nach umfangreichen Besichtigungenund Tests durch die ArbeitsgemeinschaftTunnel Rastatt, bestehend aus den Unternehmen Ed. Züblin AG (techni-sche Federführung) und Hochtief Solu -tions AG (kaufmännische Federfüh-rung), ist im Dezember 2015 die erstevon zwei Tunnelbohrmaschinen für dasProjekt Tunnel Rastatt bei Herren-knecht in Schwanau abgenommen wor-den. Der 93 m lange und 2.300 t schwe-re Mixschild mit einem Schilddurch -messer von 10,94 m wird im Anschluss

Der insgesamt 4.270 m lange RastattTunnel soll den Großteil des Güter- undFernverkehrs aufnehmen und so die An-wohnerinnen und Anwohner deutlichvom Schienenverkehr entlasten. Als Ab-schnitt der Ausbau- und NeubaustreckeKarlsruhe-Basel ist er Bestandteil desTEN-Korridors (Transeuropäische Net-ze) von Rotterdam bis Genua. Für denAusbau der Teilstrecke Mailand bis Ge-nua des Korridors werden aktuell eben-falls zwei Maschinen im Werk in Schwa-nau gefertigt.

Works acceptance for the TBM for the Rastatt Tunnel

Basel, it is part of the TEN (Trans-Euro-pean Network) corridor from Rotterdamto Genoa. Another two machines are al-so currently being built at the Schwanau

After extensive inspections and tests bythe Tunnel Rastatt joint venture consist-ing of the companies Ed. Züblin AG(technical lead) and Hochtief SolutionsAG (commercial lead), the first of twotunnel boring machines for the Rastatttunnel project was accepted in Decem-ber 2015 at Herrenknecht in Schwanau.The 93 m long mixshield machine witha weight of 2,300 t and a shield diameterof 10.94 m will now be dismantled fortransport to the launching cut nearÖtigheim, where the machine shouldstart work at the end of May 2016 afterbeing reassembled. The second machineshould follow with a time delay of aboutfour months. The machines will eachbore a section of about 3,700 m underthe built-up area of Rastatt, throughgroundwater and loose rock. They willhave to pass beneath the existing Rhein-talbahn railway line as well as the smallRivers Murg and Federbach.

The altogether 4,270 m long RastattTunnel is intended to carry a large partof the goods and long-distance trafficand thus relieve the nuisance of heavyrail traffic for the local inhabitants. As asection of the line from Karlsruhe to

works for the improvement of the section of the corridor from Milan toGenoa.

Bahn vergibt Albvorlandtunnel

Bahnprojekts Stuttgart-Ulm vergeben.Neben dem Bau des Albvorlandtunnelsumfasst der Auftrag auch die Herstel-lung der beiden Anschlüsse der Neubau-strecke zwischen Stuttgart und Ulm andie bestehende Bahnstrecke Plochingen-Tübingen. Dies ist zum einen die Wend-linger Kurve einschließlich eines 494 mlangen Tunnels für neue Zugfahrten inder Verbindung Stuttgart-Tübingen. Zumanderen wird auch die Güterzuganbin-

Die DB Projekt Stuttgart-Ulm GmbHhat am 18. Dezember 2015 den Bau des8.176 m langen Albvorlandtunnels aufder Neubaustrecke Wendlingen-Ulm andas schweizerische Bau- und Baudienst-leistungsunternehmen Implenia verge-ben. Der Auftragswert beträgt rund380 Mio. Euro. An dem Teilnahmewett-bewerb zur europaweiten Ausschreibunghatten sich acht Bieter beteiligt. Damitist der letzte der acht großen Tunnel des

dung für Züge der Verbindung Ulm-Plochingen einschließlich eines 173 mlangen Tunnels unter der Bundesauto-bahn A8 gebaut. Die Baustelleneinrich-tungen sowie bauvorbereitende Arbeitenbeginnen bereits Anfang 2016. Der Be-ginn der Hauptbaumaßnahmen ist fürSommer 2016 vorgesehen. Für den Baudes Albvorlandtunnels ist der Einsatzvon zwei Tunnelvortriebsmaschinen vor-gesehen.

The mixshield S-953 for the Rastatt Tunnel before factory approval (photo: Herrenknecht AG)Der Mixschild S-953 für den Tunnel Rastatt vor der Werksabnahme (Foto: Herrenknecht AG)


News

Issue Publication date Topics

2/16 April 2016 Gotthard Base TunnelGotthard-Basistunnel

3/16 June 2016 Research activities in TBM tunnellingForschungsaktivitäten beim Tunnelbau mit TBM

4/16 August 2016 Rock slopes – Landslides incl. examples from projectsFelshänge – Erdrutsche inkl. Beispielen aus Projekten

5/16 October 2016 Geomechanics ColloquiumGeomechanik Kolloquium

6/16 December 2016 Austrian Tunnelday 2016Österreichischer Tunneltag 2016

Themen für die nächsten Ausgaben der „Geomechanics and Tunnelling“

Die Schwerpunktthemen für die nächsten Ausgaben der „Geomechanicsand Tunnelling“ sind in der unten -stehenden Tabelle zusammengefasst.Das Redak tionsteam bittet um Beitrags-vorschläge. Unter Berücksichtigung desReviews sollten die Beiträge mindestensvier Monate vor dem Erscheinungs -termin eingereicht werden. Beiträgesollten online eingereicht werden(http://mc.manuscriptcentral.com/ geot).

Darüber hinaus sind Baustellen -reportagen, technische Berichte undMitteilungen aus der Industrie jederzeitwillkommen.

Call for papers – Themes for the next issues of Geomechanics and Tunnelling

The table below shows the themes forthe next issues of “Geomechanics andTunnnelling”, selected by the editingteam, and contributions are now beingcalled for. All papers received will firstbe reviewed prior to publication. In viewof the time required to complete this exercise, all contributions should be submitted at least four months beforethe publication date. Papers should be submitted online via http://mc.manuscriptcentral.com/geot.

Site reports, technical reports andnews items from the construction indus-try are of course also welcome.

Call for papers

Streckenplanung zur Trassenauswahl für den Brenner-Nordzulauf beauftragt

führung eines 3. und 4. Gleises (Neu-baustrecke NBS) für die Zulaufstreckezum Brennerbasistunnel beauftragt. DerPlanungsraum des Brenner-Nordzulaufsumfasst im Südabschnitt die künftigeStrecke von der VerknüpfungsstelleSchaftenau in Tirol bis zu einer neuenVerknüpfungsstelle „Deutsches Inntal“

Im November 2015 haben die von derÖBB Infrastruktur AG und der DB NetzAG die Ingenieurgesellschaften ILFConsulting Engineers, Schüßler-Plan In-genieurgesellschaft mbH und BaaderKonzept GmbH mit der grenzüber-schreitenden Erarbeitung einer Trassen-empfehlung für die optimale Strecken-

südlich von Rosenheim. Nördlich undöstlich der neuen Verknüpfungsstelle„Deutsches Inntal“ sind die möglichenAnbindungen an das bestehende Schienennetz der DB AG in RichtungMünchen, Mühldorf und Salzburg zuuntersuchen.

Route planning for alignment selection commissioned for the Brenner north approach

ment of a 3rd and 4th track (new lineNBS) for the approach route to theBrenner Base Tunnel. The design areafor the Brenner north approach includesin the southern section the future linefrom the junction at Schaftenau in theTyrol to a new junction “Deutsches Inn -

In November 2015, ÖBB InfrastrukturAG and DB Netz AG commissioned theconsultants ILF Consulting Engineers,Schüßler-Plan IngenieurgesellschaftmbH and Baader Konzept GmbH withthe cross-border production of a routerecommendation for the optimal align-

tal” south of Rosenheim. North and eastof the new “Deutsches Inntal” junction,possible links to the existing rail net-work of DB AG in the directions of Munich, Mühldorf and Salzburg are tobe investigated.


People

Obituary for Em. Univ. Professor Martin Fuchsberger

in Sweden and a consultant in Salzburg,before moving to the USA for four yearsin 1954. In the USA, he supplementedhis degree with an M.Sc. and worked onsoil mechanics projects with Prof. JorjO. Osterberg at the Northwestern Uni-versity, Evanston, and investigated thefrost susceptibility of soils at the U.S.Army Corps of Engineers, Wilmette, inChicago, Illinois.

Returning to Austria for personal rea-sons, Prof. Fuchsberger was first activeon a self-employed basis working forEm. Prof. Dr. Otto Karl Fröhlich in Vienna and Dr. Christian Veder inSalzburg and was responsible duringthis time for slope support measures anddeep foundations with the appropriatetrial loading.

Then followed work with the Impresadi Costruzione Opere Specializzate(I.C.O.S.) in Milan from 1959 to 1962,including working on the Hyde ParkCorner road tunnel in London. Thework on this project resulted in his mov-ing to London for another 20 years tothe company ICOS Ltd., a specialisedcivil engineering company. With his spe-cialist knowledge, it was only a matter oftime before he was in charge of the com-pany as general manager and director.

In 1982, he accepted an appointmentas Professor for Soil Mechanics, RockMechanics and Foundation Engineeringat the Technical University of Graz andcontinued this challenge with joy untilhis retirement as emeritus. For him, thelink between theory and practice was animportant matter in research and lectur-ing. He undertook research into theproperties of bentonite suspensions andfrozen soil, diaphragm walling technolo-gy, the use of compressed air in tun-nelling and vibro-displacement densifi-cation in cohesive soils. The resultsachieved at the Institute under his lead-ership are documented in a ten year re-

On 12 November 2015, Em. Univ. Prof.Dipl.-Ing. Martin Fuchsberger M.Sc.died at his home in Hausmannstättennear Graz at the age of 92. He was laidto rest a few days later in the graveyardof the Pfarrkirche of Ebenau nearSalzburg, attended by numerous of hisfamily, friends, professional colleaguesand the inhabitants of the neighbour-hood.

Prof. Fuchsberger was born on28 February 1924 in Ebenau and spenthis childhood there. His later atten-dance at the Gymnasium, however, required commuting to the nearbySalzburg.

On his return from three years of mil-itary service, extending to the Russianfront, he started a course in Civil Engi-neering at the Technische HochschuleGraz, which he completed in 1951 withthe second state exam and a degree inengineering.

He gathered his first professional ex-perience with a construction company

port published in 1993 by the Instituteof Soil Mechanics and Foundation Engi-neering.

The Christian Veder Colloquium,which was founded in 1985 by Prof.Fuchsberger und Prof. Dr. Helmut F.Schweiger and repeated annually, raisedinterest far beyond Austria. About 400professionals have regularly taken partin this specialist event in Graz in recentyears. 2015 was the 30th repeat and onceagain, Prof. Fuchsberger did not miss thechance to hear about new findings inthe field of Geotechnics.

The extensive knowledge of Prof.Fuchsberger, combined with his concilia-tory personality, led to an invitation byhis successor in 1996 to take part asemeritus in a lecture tour of Rumania.In the course of just a few years, five fur-ther lecture tours together followed atthe Universitatea Politehnica, Timisoaraand the Universitatea din Cluj-Napoca,the capitals of the Banat and Transylva-nia. His knowledge, concise diction andrhetorical ability always attracted stu-dents. Few university lecturers gain suchrespect.

Prof. Fuchsberger had a secret fond-ness for the English language area andespecially London. This was shown byEnglish terms appearing in his Germanspeech, even during the lifetime of hiswife Charlotte. This fondness is also il-lustrated by the fact that he made it pos-sible for both his children to start theirprofessional careers in London.

With the death of Martin Fuchs -berger, a fulfilled life has come to anend. We remember an affectionate,warm-hearted and always interestedfriend and colleague and will alwayscommemorate him with honour.

Roman MarteWulf SchubertStephan Semprich

Martin Fuchsberger on the day of his 91st birthday celebrationMartin Fuchsberger am Tag der Feier seines91. Geburtstages

Nachruf Em.Univ.-Professor Martin Fuchsberger

ren allerdings regelmäßige Fahrten indas benachbarte Salzburg verbunden.

Nach Rückkehr aus einem dreijähri-gen, bis zur Ostfront reichenden Kriegs-einsatz begann er das Studium des Bau-ingenieurwesens an der TechnischenHochschule Graz, das er 1951 mit derII. Staatsprüfung und dem Grad einesDiplom-Ingenieurs abschloss.

Anschließend sammelte er erste Berufserfahrungen bei einer Bauunter-nehmung in Schweden und einem Inge-nieurbüro in Salzburg, bevor er 1954 fürvier Jahre in die USA wechselte. Hier ergänzte er sein Studium mit dem Ab-

Am 12. November 2015 ist Em.Univ.-Prof. Dipl.-Ing. Martin FuchsbergerM.Sc. in seinem Heim in Hausmann -stätten bei Graz im 92. Lebensjahr ver-storben. Seine letzte Ruhe fand er weni-ge Tage später auf dem Friedhof derPfarrkirche von Ebenau bei Salzburg unter großer Anteilnahme seiner Fami-lie, Freunde, Fachkollegen und den Bewohnern der örtlichen Umgebung.

Prof. Fuchsberger ist am 28. Februar1924 in Ebenau geboren und hat auchdort seine Jugend verbracht. Mit demspäteren Besuch des Gymnasiums wa-

schluss zum M.Sc. und bearbeitete For-schungsprojekte der Bodenmechanik beiProf. Jorj O. Osterberg an der North -western University, Evanston, und zurFrostempfindlichkeit von Böden beimU.S. Army Corps of Engineers, Wilmette,in Chicago, Illinois.

Aus familiären Gründen nach Öster-reich zurückgekehrt, war Prof. Fuchs -berger zunächst als freier Mitarbeiter fürEm.Prof. Dr. Otto Karl Fröhlich in Wienund Dr. Christian Veder in Salzburg tätig und bearbeitete in dieser ZeitHangsanierungen und Tiefgründungenmit entsprechenden Probebelastungen.


People

Anschließend folgte von 1959 bis1962 eine Tätigkeit bei der Impresa diCostruzione Opere Specializzate(I.C.O.S.) in Mailand, unter anderem fürden Straßentunnel Hyde Park Corner inLondon. Diese Projektbearbeitung hattezur Folge, dass er für weitere 20 Jahrenach London in die Firma ICOS Ltd.,ein Bauunternehmen für den Spezial -tiefbau, wechselte. Aufgrund seinesFachwissens dauerte es nur kurze Zeit,bis er das Unternehmen als General Manager und Direktor verantwortlichleitete.

Im Jahr 1982 ist er dem Ruf nach ei-nem Ordentlichen Professor für Boden-mechanik, Felsmechanik und Grundbauan die Technische Universität Graz ge-folgt und hat diese Herausforderungüber elf Jahre bis zu seiner Emeritierungmit Freude ausgeübt. Dabei war ihm inForschung und Lehre der Zusammen-hang zwischen Theorie und Praxis einwichtiges Anliegen. Im Bereich der For-schung hat er sich mit Fragen zu Eigen-schaften von Bentonitsuspensionen undgefrorenem Boden, zur Schlitzwandtech-nik, zum Einsatz von Druckluft im Tun-nelbau, zur Tragfähigkeit von Tiefgrün-

dungselementen und zur Stopfverdich-tung bindiger Böden auseinandergesetzt.In einem 1993 vom Institut für Boden-mechanik und Grundbau herausgegebe-nen Zehn-Jahresbericht sind die unterseiner Leitung am Institut erarbeitetenErgebnisse dokumentiert.

Ein weit über die österreichischenGrenzen hinausreichendes Echo hat dasim Jahr 1985 von Prof. Fuchsberger undProf. Dr. Helmut F. Schweiger gegründe-te und jährlich stattfindende ChristianVeder Kolloquium gefunden. An dieserGrazer Fachveranstaltung haben in denletzten Jahren regelmäßig ca. 400 Fach-kollegen teilgenommen. 2015 fand dieseTagung zum 30. Mal statt und wiederumließ es sich Prof. Fuchsberger nicht neh-men, neue Erkenntnisse auf dem Gebietder Geotechnik zu erfahren.

Das umfangreiche Wissen von Prof.Fuchsberger, verbunden mit einer konzi-lianten Persönlichkeit, veranlasste sei-nen Nachfolger, ihn 1996 als Emerituszur Teilnahme an einer Vorlesungsreisenach Rumänien einzuladen. Im Abstandvon wenigen Jahren folgten weitere fünfgemeinsame Vorlesungsreisen zu derUniversitatea Politehnica Timisoara und

der Universitatea din Cluj-Napoca unddamit in die Hauptstädte des Banatsund Siebenbürgens. Stets zogen seinWissen, seine prägnante Ausdruckswei-se und seine Rhetorik die Studierendenan. Eine größere Anerkennung ist einemHochschullehrer nur selten vergönnt.

Eine heimliche Vorliebe von Prof.Fuchsberger hat dem englischen Sprach-raum und insbesondere der Stadt Lon-don gegolten. Das zeigte sich daran,dass bereits zu Lebzeiten seiner FrauCharlotte in seinen deutschen Redeflusshäufiger englische Begriffe eingeflossensind. Deutlich wird diese Zuneigungauch dadurch, dass er seinen beidenKindern die Möglichkeit geboten hat, indieser Stadt ihre beruflichen Karrierenzu beginnen.

Mit dem Tod von Martin Fuchsbergerist ein erfülltes Leben zu Ende gegan-gen. Wir erinnern uns an einen liebevol-len, warmherzigen und stets interessier-ten Freund und Kollegen und werdenseiner stets ehrenvoll gedenken.

Roman MarteWulf SchubertStephan Semprich

75th birthday of Harald Lauffer

ests, only engineering was in considera-tion and his final decision was to studycivil engineering, although he has main-tained an interest in other disciplinessuch as mechanical and electrical engi-neering until today. The course at theTU Graz with its very good theoreticaleducation and practical experience dur-ing holiday placements at the Kops pow-er station, the Felbertauern Tunnel, inEngland and Sweden provided the basisfor his later successful career.

Graduation was followed by activityas an assistant from 1967 to 1973 at theChair of Reinforced Concrete and Mas-sive Construction at the TU Graz withProf. Bauer, finally leading to a disserta-tion on the subject “Cantilever launch-ing of dome shells in in-situ concrete”.

During this time in Graz, he decidedto start a family. After marriage to Dag-mar in 1967, the children Dagmar andHanno were born in 1971 and 1972.

In 1973, Harald Lauffer started hiscareer with Porr, where he worked allthrough his career and is still stronglyconnect after official retirement. Hiswork on site led him, starting at theTauern Tunnel (1973 to 1974, officework), to the Kölnbrein dam (1974 to1978, deputy site manager) and then toPersia, where he undertook the chal-lenging task of site manager at the

Dipl.-Ing. Dr.techn. Harald Lauffer wasborn on 20 December 1940 in Inns-bruck as the second of four children.The cosmopolitan family provided thefour children an environment, in whichthey could develop their sporting andpractical talents and also develop an in-terest in education and culture. Particu-larly the many discussions with his father, who had played a large part inpower station construction for Tiwag,gave the young Harald an extensiveoverview of power station constructionand influenced his later career.

After successfully completing hisschool certificate and ROA training inthe army, a decision had to be madeabout a university course. With his inter-

Minab dam (1976 to 1978). This was followed by the post of manager of theTeheran office (1978 to 1979), whichhad to be closed after the politicalchanges in Iran in 1979. After his returnto Vienna, he was appointed departmen-tal manager for tunnel and power stationconstruction (1979 to 1987) and thenjoined the boards of Porr International(1987 to 1998) and Porr Technobau undUmwelttechnik (1989 to 1992).

During this period, some importantpower station and tunnel projects werecompleted with the essential involve-ment of Harald Lauffer, the most note-worthy being:– Power station construction: Walgau

tunnel with 6.25 m diameter, thelargest TBM in Europe at the time.Amlach inclined shaft, Inn power sta-tion at Oberaudorf-Ebbs.

– Tunnelling: Espenloh, Kaiserau, Hain-buch, Rengershausen, Kehrenberg andMainzer tunnels for German RailwaysDB. Untersberg and SchattenburgTunnels for Austrian Railways ÖBB.Säusenstein Tunnel and the Semmer-ing pilot tunnel for the HL-AG.

From 1992 to his final retirement fromPorr in 2010 Harald Lauffer undertookstrategic tasks in tunnelling, concentrat-ing on special tasks like technology

Harald Lauffer


People

management, work preparation andknowledge transfer. In this phase, he ad-vised and supported employees on sitelogistics, technology development andother construction management issues.Particularly the technological develop-ment of continuous (mechanised) tun-nelling, innovative and influential ideaswere implemented on the Wientalsam-melkanal, Wienerwald Tunnel, H 3/4and Finne Tunnel projects. The furtherdevelopment of shotcrete technologyfrom the wet mix process with sprayedbinder to the dry mix process was anoth-er important achievement

Harald Lauffer with his extensivetechnical understanding played an im-portant role in the development of theapplicable regulations for tunnelling. Inthe production of the Austrian standardÖNORM B 2203-1 for cyclical tun-nelling, the matrix system, dimensionlesssupport measures and water obstructionsall show his influence. He also played animportant part in the production ofÖNORM B2203-2 for continuous tun-nelling. His constructive collaborationwas also estimated in the production ofthe ÖGG design guideline for continu-ous tunnelling and the ÖBV guidelines

for shotcrete and inner lining concrete aswell as the Assessment Report for ShieldMachines and Segments.

Meeting with Harald Lauffer has al-ways been a special experience for us all,independent of age and professional ex-perience, with his solution-oriented, evercritical discussions filled with new ideas.

I wish to express personal thanks forour collaboration of more than 30 years,always with open, constructive and verygood discussions.

All the best on your 75th birthday!

Wolfgang Stipek

75 Jahre Harald Lauffer

heute, nach seinem offiziellen Ausschei-den, stark verbunden ist. Seine Baustel-leneinsätze führten ihn, beginnend vomTauerntunnel (1973 bis 1974, Innen-dienst) über die Kölnbreinsperre (1974bis 1978, Bauleiterstv.) bis nach Persien,wo er die sehr anspruchsvolle Aufgabedes Bauleiters der Minabsperre (1976 bis1978) übernahm. Es folgte die Ge-schäftsführung der Niederlassung Tehe-ran (1978 bis 1979), die durch die politi-schen Veränderungen im Iran 1979 ge-schlossen werden musste. Nach seinerRückkehr nach Wien wurden ihm neueAufgaben in der Position des Abteilungs-leiters für Tunnel- und Kraftwerksbau(1979 bis 1987) übertragen, daranschloss sich die Berufung in den Vor-stand der Porr International (1987 bis1998) und Porr Technobau und Umwelt-technik (1989 bis 1992) an.

In dieser Zeit werden im Kraftwerks-und Tunnelbau bedeutende Projekte un-ter maßgeblicher Beteiligung von HaraldLauffer realisiert. Als markanteste sinddabei zu nennen:– Kraftwerksbau: Walgaustollen mit

6,25 m Durchmesser, damals die größte TBM europaweit. Schräg-schacht Amlach, Innkraftwerk Ober-audorf-Ebbs.

– Tunnelbau: Espenloh-, Kaiserau-,Hainbuch-, Rengershausen-, Kehren-berg- und Mainzertunnel für die DB.Untersberg- und Schattenburgtunnelfür die ÖBB. Säusensteintunnel undPilotstollen Semmering für die HL-AG.

Von 1992 bis zum endgültigen Ausschei-den bei Porr 2010 übernahm HaraldLauffer strategische Aufgaben für denTunnelbau, in denen Spezialaufgaben,wie Technologiemanagement, Arbeits-vorbereitung und Wissenstransfer dieSchwerpunkte bildeten. In dieser Phasewurden die Mitarbeiter zu bauwirt-schaftlichen Themen, Baustellenlogistik,

Dipl.-Ing. Dr.techn. Harald Lauffer wur-de am 20. Dezember 1940 in Innsbruckals zweites von vier Kindern geboren.Das weltoffene Elternhaus gab den vierKindern ein Umfeld, in dem diese ihresportlichen und handwerklichen Talen-te sowie ihre Interessen für Bildung undKultur entwickeln konnten. Insbesonde-re die vielen Gespräche mit dem Vater,der den Kraftwerksausbau der Tiwagmaßgeblich mitgestaltet hat, gaben demjungen Harald einen umfassenden Ein-blick in den Kraftwerksausbau undprägten seinen weiteren Lebensweg.

Nach der erfolgreich bestandenenMatura und der ROA-Ausbildung beimBundesheer war die Entscheidung überdie Studienwahl zu treffen. Aufgrundder Interessenslage kam nur ein techni-sches Studium in Frage und nach reif -licher Überlegung fiel die Entscheidungzugunsten des Bauingenieursstudiums.Das Interesse für andere technische Dis-ziplinen wie Maschinenbau, Elektro-technik und andere blieb bis heute er-halten. Das Studium an der TU-Grazmit seiner sehr guten theoretischen Aus-bildung und die praktische Erfahrungim Zuge der Ferialpraxen am KraftwerkKops, dem Felbertauerntunnel, in Eng-land und Schweden schufen die Basisfür die spätere erfolgreiche beruflicheLaufbahn.

Dem Studienabschluss folgte die As-sistententätigkeit von 1967 bis 1973 ander Lehrkanzel für Stahlbeton und Mas-sivbau an der TU-Graz bei Prof. Bauer,die ihren Abschluss in der Dissertationzum Thema „Der Freivorbau von Kup-pelschalen in Ortbetonbauweise“ fand.

Während dieser Zeit in Graz fielauch die Entscheidung, eine Familie zugründen. Nach der Eheschließung mitDagmar 1967 kamen die Kinder Dagmarund Hanno 1971 und 1972 zur Welt.

1973 startete Harald Lauffer seine berufliche Tätigkeit bei Porr der er seingesamtes Berufsleben und auch noch

Technologieentwicklung und anderenberaten und unterstützt. Insbesonderezur Technologieentwicklung im kontinu-ierlichem Vortrieb wurden bei der er-folgreichen Umsetzung der ProjekteWientalsammelkanal, Wienerwaldtun-nel, H 3/4 und Finnetunnel innovativeIdeen eingebracht und wesentliche Ak-zente gesetzt. Die Weiterentwicklungder Spritzbetontechnologie vom Feucht-spritzverfahren mit Spritzbindemittelnbis zum Nassspritzverfahren war einweiterer wichtiger Schwerpunkt.

Bei der Ausarbeitung der einschlägi-gen Regelwerke des Tunnelbaus hat Harald Lauffer mit seinem umfangrei-chen Fachwissen engagiert mitgewirkt.Bei der Ausarbeitung der ÖNORMB 2203-1 für den zyklischen Vortrieb inden Versionen 1994 und 2001 tragendas Matrix-System, die dimensionsloseStützmittelzahl und die Wassererschwer-nisse seine Handschrift. Wesentliche Ak-zente konnte er bei der Erarbeitung derÖNORM B2203-2 für den kontinuier -lichen Vortrieb setzen. Seine konstruk -tive Mitarbeit wurde auch bei der Aus -arbeitung der ÖGG-Planungsrichtliniefür den kontinuierlichen Vortrieb undbei den ÖBV-Richtlinien für Spritzbe-ton- und Innenschalenbeton sowie beimSachstandsbericht Schildmaschinen undTübbinge geschätzt.

Die Begegnung mit Harald Lauffer istfür uns alle, unabhängig vom jeweiligenLebensalter bzw. der Berufserfahrung,mit seinem lösungsorientierten, immerkritischen und immer mit neuen Ideengefüllten Gespräch ein besonderes Er-lebnis.

Ich bedanke mich persönlich für diemehr als 30-jährige Zusammenarbeitund unser immer offenes, konstruktivesund sehr gutes Gesprächsklima.

Alles Gute zum 75. Geburtstag!

Wolfgang Stipek


People

Retirement Professor Hans Georg Jodl

neering at the TU Vienna. After success-fully graduating, he started work on2 May 1976 with Porr, with whom hecould gain extensive practical experi-ence for more than 16 years. In thistime, he progressed from invoice pro-cessing and work preparation to sitemanager and project manager, later be-coming a departmental manager andjoint venture director. Some outstandingprojects from this time were the Fulp -mes power station for Austrian railwaysÖBB under Alpine tunnelling condi-tions, the EG 2 relief channel in Viennawith extensive earthworks, and Viennaunderground railway projects withmined tunnelling and complex cut-and-cover works in the inner city. In 1990, hewas called into the head office to man-age the department of earthworks andhydraulic construction and subsequentlytunnelling. In this time, he also complet-ed his dissertation and doctorate. Heended his time with Porr on 30 Septem-ber 1992 with his appointment at theTU to succeed Professor Reismann.

In his 23 years at the TU Viennafrom 1992 to 2015, he concentrated onlecturing and science. In countless lec-tures, Prof. Jodl passed on his rich expe-rience and practical knowledge to thestudents and taught them commercialthinking.

Professor Jodl, chairman of the Instituteof Interdisciplinary ConstructionProcess Management at the Vienna University of Technology, retired asemeritus on 30 September 2015.

In his farewell lecture on 27 Novem-ber 2015 in the Kuppelsaal of the TU Vienna, he offered a witty look back athis career and made suggestions for fu-ture developments in construction man-agement and construction process tech-nology. At the subsequent emeritus cele-bration, his achievements were hon-oured by the speakers in very personalspeeches.

Prof. Jodl, born on 29 June 1947,grew up in the Vienna suburb of Mauer,attended the Bundesrealgymnasium inthe Rosasgasse in the suburb of Meid -ling and then decided to study civil engi-

Numerous publications and scientificworks on subjects such as lifecycle costsin bridge building, ecologically efficientdecision criteria in civil engineering andcooperative project implementationdemonstrate the wide spectrum of hisactivities, but he also found time for theresearch area of construction manage-ment and construction process technol-ogy at the TU Vienna, guest professor-ship in Sofia and membership of theacademic senate of the TU Vienna from2003 to 2010, In addition, Prof. Jodl wasa motivated member of many profes-sional bodies, on the board of the ÖBV,in the ÖIAV, in the Austrian Society forGeomechanics, in the FSV and in theITA Austria.

After his retirement, Prof. Jodl is re-maining active as the managing presi-dent of the TU Vienna alumni club,chairman of the Austrian Association forNo-dig Construction and member of thesupervisory board of the ASFINAG Bau-management GmbH.

I wish to express personal thanks formore than 30 years of consistently goodand constructive collaboration and ourmany interesting discussions.

With best wishes for a busy retire-ment !

Wolfgang Stipek

Emeritierung Professor Hans Georg Jodl

rer. Als besondere Projekte in dieser Zeitsind das KW Fulpmes der ÖBB unterden Bedingungen des alpinen Tunnel-baus, das Entlastungsgerinne EG 2 inWien mit umfangreichen Erdbaumaß-nahmen und die Projekte der Wiener U-Bahn mit bergmännischem Vortrieb undkomplexen Offenen Bauweisen im In-nerstädtischen Bereich zu nennen. 1990erfolgte der Ruf in die Zentrale und dieÜbernahme der Abteilungsleitung derErd- und Wasserbau und anschließendder Tunnelbauabteilung. In diese Zeitfielen auch der Abschluss der Disserta -tion und die Promotion. Mit der Beru-fung an die TU als Nachfolger von Professor Reismann endete die Zeit beiPorr am 30. September 1992.

In den 23 Jahren an der TU Wien von1992 bis 2015 waren die Schwerpunkteauf Lehre und Wissenschaft gerichtet. Inunzähligen Vorlesungen hat Prof. Jodlseine reiche Erfahrung und sein praxis-nahes Wissen den Studenten weitergege-ben und ihnen wirtschaftliches Denkenvermittelt.

Viele Publikationen und wissen-schaftliche Arbeiten, wie Lebenszyklus-kosten im Brückenbau, Ökoeffiziente

Professor Jodl, Vorstand des Institutesfür interdisziplinäres Bauprozessmana-gement an der TU Wien, emeritierte am30. September 2015.

In seiner Abschiedsvorlesung am27. November 2015 im Kuppelsaal derTU Wien hielt er einen launigen Rück-blick auf seinen Werdegang und gab An-regungen für künftige Entwicklungen imBaubetrieb und der Bauverfahrenstech-nik. In der anschließenden Emeritie-rungsfeier wurden seine Leistungen vonden Festrednern in sehr persönlich ge-haltenen Ansprachen gewürdigt.

Prof. Jodl, geboren am 29. Juni 1947,wuchs in Wien-Mauer auf, besuchte dasBundesrealgymnasium in der Rosas -gasse in Wien-Meidling und entschiedsich nach der Matura für das Bauinge-nieurstudium an der TU Wien. Nach er-folgreichem Studienabschluss startete eram 2. Mai 1976 seine Tätigkeit bei Porr,bei der er in etwas mehr als 16 Jahrenumfangreiche baupraktische Erfahrun-gen sammeln konnte. In dieser Zeit ent-wickelte er sich vom Abrechnungstech-niker und Arbeitsvorbereiter zum Baulei-ter und Projektleiter und weiter bis zumAbteilungsleiter und Arge-Geschäftsfüh-

Entscheidungskriterien im Tiefbau unddie kooperative Projektabwicklung zei-gen das breite Spektrum seiner Aktivitä-ten. Auch der Forschungsbereich Baube-trieb und Bauverfahrenstechnik an derTU Wien, die Gastprofessur in Sofia undMitglied im akademischen Senat der TUWien 2003 bis 2010 waren Schwerpunk-te. Darüber hinaus war Prof. Jodl enga-giertes Mitglied in vielen Fachorganisa-tionen, im Vorstand des ÖBV, im ÖIAV,in der österreichischen Gesellschaft fürGeomechanik, in der FSV und in derITA-Austria.

Nach seiner Emeritierung ist Prof.Jodl weiterhin aktiv als Geschäftsführen-der Präsident TU Wien alumni club,Vorstandsvorsitzender der Österreichi -schen Vereinigung für grabenloses Bauen und Aufsichtsrat der ASFINAGBaumanagement GmbH.

Ich bedanke mich persönlich für diemehr als 30 Jahre dauernde gute undkonstruktive Zusammenarbeit und vieleinteressante Gespräche.

Mit den besten Wünschen für denUnruhestand !

Wolfgang Stipek

Hans Georg Jodl

15© 2016 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin · Geomechanics and Tunnelling 9 (2016), No. 1

This paper introduces InSAR (Interferometric Synthetic ApertureRadar) as an advanced tool for measuring and monitoring surfaceground movements over time, with interest in all phases of a tun-nel project, both in urban and non-urban areas. Following a pre-liminary overview of the technology used to compile radar im-ages of the earth’s surface, the multi-image techniques (Persis-tent Scatterers Interferometry, PSI) and the InSAR algorithm(SqueeSAR) are briefly outlined. Two examples of InSAR data applied to tunnelling projects are presented. In the first case, theintegration of InSAR surface measurements into monitoring byconventional methods is discussed as a tool for providing usefulinformation to study the relationship between tunnelling and sur-face settlements. In the second case, the temporal evolution ofground displacements provided by SqueeSAR is applied in orderto understand the link between tunnel excavation and surfacemovements, along a slope under passed by two large tunnels.

1 Introduction

The Interferometric Synthetic Aperture Radar (InSAR)has become an operational tool for measuring and moni-toring ground movements. Compared to traditional sur-veying techniques, InSAR has the advantage of offering ahigh density of measurement points over large areas. Ad-vanced InSAR techniques, such as PSInSAR [1] andSqueeSAR [2], developed in the last decade, provide highprecision time series of movement that allow to highlighttypical displacement patterns, such as changes in groundmovement over time as well as seasonal uplift/subsidencecycles.

In recent years, an increase in the use of InSAR formonitoring tunnels in both urban and non-urban areashas taken place. Given the successful worldwide applica-tions in all phases of tunnelling projects (design, excava-tion/construction, and operation/maintenance), InSARhas been recently included in the “ITAtech Guidelines forRemote Measurements Monitoring Systems” [3]. Theseguidelines provide recommendations and examples formonitoring projects, which assist tunnel designers, con-tractors and owners in understanding the benefits andlimitations of remote measurement systems.

The unique characteristics of InSAR for addressingthese concerns are as follows: – Provide baseline assessment studies prior to construc-

tion. By exploiting archived historical satellite imagery,it is possible to identify critical areas where pre-existing

deformation could potentially interfere with tunnel con-struction/operation.

– Provide a high density of measurement points (thou-sands per square kilometre) over large areas. The in-crease of displacement information during excavationsupports the characterization of deformation phenome-na (i.e. extent, magnitude and behaviour) eventually in-duced by tunnelling.

– Monitor, identify and characterize any residual deforma-tion after tunnel completion.

In this paper, two examples of InSAR data applied to tun-nelling projects are briefly presented. Firstly, the integra-tion of InSAR surface measurements into monitoring byconventional methods provided useful information tostudy the relationship between tunnelling activities andsurface settlements. Secondly, the temporal evolution ofground displacement provided by SqueeSAR was usedwith the intent to understand the link between tunnel ex-cavation and surface movements.

2 Technology overview

InSAR is a remote sensing tool that measures ground dis-placement [4] [5] [6] [7]. Radar sensors mounted on specif-ic satellites transmit radar signals toward the earth, someof which reflect off objects on the ground, bouncing backto the satellite. These “back scattered” signals are capturedby the satellite sensors and are used to compile radar im-ages of the earth’s surface.

The signal phase of a SAR image relates to the distance of the radar from the illuminated targets onthe ground. Interferometric Synthetic Aperture Radar (InSAR), also referred to as SAR Interferometry, consistsof the phase comparison of SAR images, acquired at dif-ferent times with slightly different looking angles. Thephase difference between two SAR images contains aphase term proportional to the target motion occurringalong the sensor-target line-of-sight (LOS) direction duringthat time interval.

The main limitation of this conventional InSAR ap-proach is the effect of the atmosphere on the propagatingsignal, resulting in artefacts, which can hamper the preci-sion of the measurements, if not removed. Limitations ofthe conventional InSAR approach were overcome in thelate nineties by the PSInSAR technique [1]. By exploiting

Topics

InSAR monitoring of tunnel induced ground movements

Giovanni BarlaAndrea TamburiniSara Del ConteChiara Giannico

DOI: 10.1002/geot.201500052


G. Barla/A. Tamburini/S. Del Conte/C. Giannico · InSAR monitoring of tunnel induced ground movements

all the available SAR images gathered during repeatedsatellite passes over the same area, this technique seeks toidentify radar targets exhibiting coherent phase behaviour,namely Permanent Scatterers (PS). It also estimates andremoves atmospheric effects via accurate filtering algo-rithms, in order to measure the displacement affectingeach PS.

Following this advanced InSAR technique, furthermulti-image techniques were developed in the last fifteenyears, called Persistent Scatterers Interferometry (PSI)techniques. In 2010, a new InSAR algorithm, SqueeSAR,was developed [2]. This second-generation multi-image al-gorithm enables the identification of higher spatial densityof radar targets in non-urban areas and a more effective fil-tering of atmospheric disturbances affecting InSAR data.This is achieved by exploiting signal returns from bothPermanent Scatterers (PS) and Distributed Scatterers(DS).

PS usually correspond to point-wise scatterers, gener-ally man-made objects, while DS are typically identifiedfrom homogeneous ground, scattered outcrops, debrisflows, non-cultivated lands and desert areas. This new ap-proach provides additional data in low-reflectivity homo-geneous areas. Whatever the type of measurement point(MP) identified by the algorithm (PS or DS), the followinginformation can be retrieved: geographic coordinates ofthe measurement point (latitude, longitude and elevation),average annual velocity of the measurement point, andtime-series of displacement.

MPs can be seen as a “natural” ground network ofradar benchmarks, similar to a GPS (Global PositioningSystem) network. They can be used for monitoring boththe displacement of individual structures (a building, forinstance), and the evolution of a large displacement fieldaffecting hundreds of square kilometres (due, for example,to subsidence, slope instability, fault creeping, volcanic ac-tivity). It should be noted that the MP density is usuallymuch higher than the density of benchmarks used in anyconventional geodetic network. MPs can reach very highdensities especially in urban areas, where thousands ofMP/km2 are usually identified with the new high-resolu-tion satellites. Moreover, MP measurements do not requireany installation and fast algorithms allow the update ofthe information concerning thousands of points quicklyand reliably.

A further advantage of SAR interferometry with re-spect to conventional techniques is the possibility to ex-ploit radar data already acquired, taking advantage of thehistorical archives of SAR data. The recent introductionof new X-band SAR has further increased the quality ofmeasurements. Higher sensitivity to surface deformation(compared to previous available sensors) and higher spa-tial resolution (down to 1 m), as well as better temporalfrequency of acquisition (down to a few days, rather than amonthly update) have been achieved.

Movement data exhibited by a MP are then relative,not absolute, data. Satellite interferometry provides thedeformation rate along the line of sight (LOS), which canbe inclined from 18° to 45° with respect to the vertical, de-pending on satellite and acquisition mode. Satellites are inpolar orbits, and therefore pass over the area of interest intwo possible directions: ascending, flying from south tonorth, and descending, from north to south. Results ob-tained from the processing of an ascending and a de-scending dataset can be combined to give separate esti-mates of the vertical and E-W movement.

3 Case study 1

This case study is relevant to a single-track rail tunnel,with a horseshoe shape and 60 m2 cross section, under ex-cavation in an urban area under a depth of cover of 10 to12 m. Surface settlements were induced along the under-ground line under construction, where a number of build-ings are located. InSAR was used to gain insights into thecorrelation between the tunnel face advance and the in-duced surface settlements. This information is of particu-lar interest along a limited length of the same tunnel,where a jet grouting consolidation work from the groundsurface was performed, in order to deal with the challeng-ing geologic and hydrologic conditions encountered.

In the area of interest, a highly heterogeneous cal-carenite formation, ranging from well cemented to poorlycemented rock, is present from the ground surface down,approximately, to the tunnel crown. Below this elevation, avery fine sandy soil with silt is met up to and below the tun-nel invert, where the nearly impervious Numidian Flyschsubstratum (dark silty claystone with sandstone intercala-tions) is found. The water table is above the tunnel crown.Based on the geological and hydrogeological studies per-formed, in the area a low structural substratum is present,which locally conditions significantly the water flow.

With the jet grouting consolidation work completed,at the beginning of June 2014 tunnel advance started fromone side of the area. Just following a 1m excavation lengthapproximately, a face instability phenomenon occurredwith a total estimated volume of 300 m3 of water and siltysand entering into the tunnel. Consequently, a subsidencetrough was created on the ground surface with significantsettlements taking place, which resulted in damages of thesurrounding buildings.

As an aid to the displacement-monitored data alreadyavailable along the tunnel axis with conventional topo-graphic measurements (including a robotic total station),two sets of COSMO-SkyMed data, in both ascending anddescending geometries, were acquired, covering a timespan of about 5 years before June 2014 (Table 1). To betterunderstand the distribution of induced settlements in theentire tunnelling area, radar data were processed withSqueeSAR and by combining both acquisition geometries,

Table 1. List of processed datasets for Case Study 1

Satellite Geometry LOS angle (vs vertical) Number of images Period

COSMO-SkyMed descending 27° 58 June 2009 – June 2014

COSMO-SkyMed ascending 40° 60 June 2009 – June 2014



it was possible to separate vertical (Figure 1) from E-Whorizontal displacement components.

The vertical displacement time history of a selectedmeasurement point located along the tunnel axis, whenthe tunnel face was at a distance of 300 m prior to the crit-ical area above, is shown in Figure 1 as an example. It isobserved that surface displacements started at the begin-ning of 2012, followed by a progressive stabilization afterthe completion of the tunnel. The cumulative vertical dis-placement in this case was about 65 mm.

A comparison among different displacement time his-tories taken along the tunnel alignment showed a goodcorrelation between deformation and tunnel face ad-vancement, both in time and extension of the deformedarea. Multi-temporal deformation maps obtained by MPinterpolation are shown in Figure 2. Each map representsthe cumulative vertical displacement measured in sixmonths periods, from January 2012 to June 2014. Thegreatest displacement deformation rate was measuredfrom January to June 2012. Furthermore, InSAR data pro-

vided a characterization of the entire area before and dur-ing tunnel excavation, prior to the significant face instabil-ity phenomenon occurred in June 2014.

4 Case study 2

This example relates to two motorway tunnels excavatedunder a slope, where deep-seated landslides, inventoriedas “quiescent landslides” in the landslide database, werereactivated [8]. For a better understanding of the phenom-ena and identifying any possible correlation between theobserved slope displacements and tunnel excavation, In-SAR was applied in order to provide both historical dis-placement data prior to the tunnel excavation and moni-toring during and after excavation completion.

Two three-lane tunnels, each with 160 m2 cross sec-tion, were excavated full face by conventional methods,under an overburden depth ranging between 50 and 80 m.Systematic reinforcement measures of the face and of thetunnel surround by means of fibreglass dowels were ap-

Fig. 1. MPs identified with the combi-nation of ascending and descending data. MPs are colour-coded accordingto the average vertical displacementrate in the monitored period (June 2009to June 2014). The displacement time series of a measurement point locatedalong the tunnel (MP1) is shown below



plied and the final lining was kept always near to the ad-vancing tunnel face. Tunnelling took place through a fly-sch rock mass consisting of sandstone-mudstone layerswith different thickness, with rock mass quality based onthe Geological Strength Index (GSI, see [9]) from fair topoor and, in cases, very poor.

The area above the tunnel was heavily monitored bymeans of inclinometers and piezometers, including a num-ber of robotic total stations for real time monitoring of theinhabited villages. The two tunnels were excavated withone face preceding the other one of 80 to 100 m, withincontrolled values of both the convergences of the tunnelperimeter and extrusion deformations ahead of the face.With evidence of surface and subsurface movements con-currently with tunnel excavation, the decision was takento acquire InSAR data. The data from both ascending anddescending geometries by three different satellites (orsatellite constellations) during about a decade (Table 2)were processed with SqueeSAR.

The main results obtained from the analysis let onederive the following observations:– A displacement rate of few mm/year was observed be-

fore tunnel excavation, prior to the installation of anyother conventional monitoring equipment.

– A sudden acceleration was observed during tunnel exca-vation, starting from 2011 (displacement rate up to60 mm/year between 2011 and 2013). In accordancewith tunnel excavation and face advance, surface move-ment developed progressively, with clear evidence of re-activation of the deep-seated landslides.

– After the tunnelling completion (November 2014), a pro-gressive deceleration started to take place, even if at theend of March 2015 a complete stabilization has not yetbeen reached over the entire area above the tunnels.

– The integration between InSAR and conventional sur-face displacement measurements (robotic total stationand automatic GPS) provided significant help in inter-preting the monitoring results within the study area.

Table 2. List of processed datasets for Case Study 2

Satellite Geometry LOS angle (vs vertical) Number of images Period

RADARSAT 1 descending 34° 119 March 2003 – March 2013

TerraSAR-X ascending 42° 24 April 2014 – March 2015

TerraSAR-X descending 35° 28 April 2014 – March 2015

COSMO-SkyMed descending 31° 16 November 2012 – February 2014

Fig. 2. Multi-temporal deformation maps over a tunnel section; each map represents the cumulative vertical displacementsreferred to a six-month time interval



Figure 3 shows the evolution of the area in terms of sur-face displacements from March 2003 to March 2013. Eachmap represents the average yearly displacement rate re-ferred to a specific period. The first map is relevant toMarch 2003 – December 2010. No other monitoring net-work was present on the slope during this time interval.Given the availability of historical data archives, it is pos-sible to ascertain that the slope was nearly stable beforethe tunnel reached the study area. The next two maps re-fer to January 2011 to March 2013 and highlight displace-ments progressively affecting a wider area of the reactivat-

ed landslide, following tunnel excavation from north tosouth.

Displacement time history of some MPs is shown inFigures 4 and 5, together with displacement data providedby robotic GPS stations. Data provided by different satel-lites are separately represented. RADARSAT data (Fig-ure 4) cover the 2003-2013 decade and highlight the initialstage of the reactivation. In order to enable the compari-son between the two techniques, it was necessary to pro-ject 3D GPS data along the line of sight of the satellite.Starting from April 2014, dual geometry TerraSAR-X im-

Fig. 3. Multi-temporal deformation maps over a tunnel section; each map represents the average yearly displacement rate referred to a specific period. On the right, the displacement time series of some MP are reported



ages was processed, enabling the separation between verti-cal and E-W horizontal components. A good fit betweenInSAR and GPS east and vertical components are well ev-idenced in Figure 5.

A good fit along the E component was obtained alsofor the GPS station represented in Figure 5. For the samepoint, the vertical component shows a comparable trend,but a seasonal deformation cycle is evident in the GPS da-ta series, not confirmed by the InSAR data. It is noted thatin this case, the GPS station was not monumented with aconcrete pillar, but the GPS antenna was installed on a

pre-existing structure that is possibly affected by thermaldeformation cycles. Such phenomena are more evidentalong the vertical component, as often observed in similarconditions. In this case, the MP corresponding to the GPSstation does not exactly coincide with the structure itself,even if its location is very close to it.

InSAR data were also used to check the position ofsome robotic total stations installed along the slope andautomatically controlling group of prisms. Thanks to thewide monitored area, InSAR data can be used to calibrateand correct measurements provided by a robotic total sta-

Fig. 4. InSAR vs GPS displacement time series. InSAR data are obtained by the processing of a descending RADARSAT imagery covering the period March 2003 to March 2013. GPS measurements started in January 2013. The comparison is performed projecting GPS measurements along the satellite line of sight

Fig. 5. GPS vs InSAR displacement time series, vertical (blue) and E-W (red) components. InSAR data are obtained by thecombination of ascending and descending TerraSAR-X datasets, covering the period April 2014 to March 2015



Fig. 6. Example of InSAR displacement time series used to verify and correct the measurements provided by a total station(TS) located inside the landslide area and its reference prisms (RP)

Fig. 7. InSAR data overlapped to theofficial regional landslide inventorymap; MP are colour-coded accordingto the average displacement ratemeasured along the satellite line ofsight in the period March 2003 toMarch 2013



tion in case the station or its reference prisms are locatedinside an unstable area. This is done in post-processing atevery update of SqueeSAR analysis. The bias introducedby the displacement of the robotic total station or one ofits reference prisms can be removed using InSAR displace-ment time series (Figure 6).

Finally, InSAR data were used to verify and updatethe landslide inventory at regional scale, as they are com-plementary to more conventional geological and geomor-phological analyses. In Figure 7, InSAR data (average dis-placement rate between March 2003 and March 2013) arerepresented over the regional landslide inventory map.Blue and red patterns of the landslide polygons represent“quiescent” and “active” landslides, respectively. A good fitbetween surface displacement data and the state-of-activi-ty of the mapped landslides can be observed.

5 Concluding remarks

InSAR has been briefly described in conjunction with themost recent advances of the technology, including themulti-image SqueeSAR algorithm. The interest in usingthis technology for monitoring surface deformation in-duced by tunnelling in both urban and non-urban areashas been pointed out, with reference to possible applica-tions in all phases of projects, from design to excavationand operation/maintenance.

The first case study is concerned with a single-trackrail tunnel excavated in urban area in difficult, geological,hydrogeological and geotechnical conditions. The use ofthe InSAR for understanding the distribution and assess-ing the magnitude of surface settlements along the tunnelaxis has been illustrated.

The second case study considers the reactivation ofdeep-seated landslides, during excavation of two highwaylarge tunnels. InSAR data supported the back-analysis,through advanced three-dimensional modelling of the in-teraction of tunnel excavation and deep-seated landslides,and provided a unique tool to verify and calibrate conven-tional monitoring data.

References

[1] Ferretti, A., Prati, C., Rocca, F.: Permanent Scatterers inSAR Interferometry. IEEE Trans. Geoscience and RemoteSensing 39 (2001), No. 1, pp. 8–20.

[2] Ferretti, A., Fumagalli, A., Novali, F., Prati, C., Rocca, F.,Rucci, A.: A New Algorithm for Processing InterferometricData-Stacks: SqueeSAR. IEEE Trans. Geoscience and Re-mote Sensing 49 (2011), No. 9, pp. 3460–3470.

[3] ITAtech: Guidelines for Remote Measurements MonitoringSystems. ITAtech Report n.3-V2, 2015.

[4] Hanssen, R. F: Radar Interferometry: Data Interpretationand Error Analysis. Kluwer Academic Publishers, 2001.

[5] Kampes, B. M.: Radar Interferometry: Persistent ScattererTechnique. Springer, 2006.

[6] Ketelaar, V. B. H.: Radar Interferometry: Subsidence Moni-toring Techniques. Springer, 2009.

[7] Ferretti, A.: Satellite InSAR Data – Reservoir Monitoringfrom Space. EAGE Publications, 2014.

[8] Barla, G., Debernardi, D., Perino, A.: Lessons learned fromdeep-seated landslides activated by tunnel excavation. Geo-mechanics and Tunnelling 8 (2015), No. 6, pp. 394–401.

[9] Hoek, E., Carter, T. G., Diederichs, M. S.: Quantification ofthe Geological Strength Index Chart. 47th US Rock Mechan-ics/Geomechanics Symposium, San Francisco, 2013.

Geol. Andrea Tamburini, PhDTele-Rilevamento Europa – TRERipa di Porta Ticinese 7920143 MilanoItaly [email protected]

Geol. Sara Del ConteTele-Rilevamento Europa – TRERipa di Porta Ticinese 7920143 MilanoItaly [email protected]

Eng. Chiara GiannicoTele-Rilevamento Europa – TRERipa di Porta Ticinese 7920143 MilanoItaly [email protected]

Prof. Dr. Eng. Giovanni BarlaPolitecnico di TorinoCorso Duca degli Abruzzi 2410129 [email protected]


Urban tunnel projects such as new metro lines face particularchallenges. Shallow overburden, difficult (hydro)geological con-ditions and sensitive buildings in close proximity are risks that often cannot be avoided, demanding large and complex geotech-nical monitoring programmes. This paper considers the currentsituation of tunnel monitoring in urban environments and de-scribes two specific monitoring solutions, one for shafts and onefor structures, and emphasises the importance of efficient datamanagement with the assistance of a tunnel information system.Finally, the paper gives an overview of recent research activityand emerging sensing technologies.

1 General

Tunnelling works are carried out in virtually all large Eu-ropean cities. Numerous new metro lines or extensions,tunnels for inner city railways, roads and sewage lines areunder design or construction. The major projects current-ly prepared or already running are in Copenhagen(Cityringen), London (Crossrail), Stuttgart (Stuttgart 21),Stockholm (Stockholm Bypass), Vienna (Lines U1, U5),Paris (Line 1, CDG Express Airport Line), Thessaloniki(metro) and Sofia (Line 3). Further large projects are un-derway on all continents.

In all these urban tunnel projects geotechnical moni-toring programmes play an important role in mitigatingrisks associated with the construction works, and are de-signed to meet the following goals:– Recording the effect of construction works on existing

structures,– Providing early warning of critical developments, – Prediction of developments,– Triggering emergency procedures in order to implement

mitigation measures,– Optimization of construction methods,– Verifying/confirming design assumptions and design

models,– Providing suitable data for the purpose of back-analysis.

Optimally, monitoring already commences three years be-fore the start of civil works (baseline monitoring) to measuremovements that are not related to underground excavation,such as natural seasonal variations, creep or other civilworks. This baseline data is of great relevance for the cor-rect interpretation of monitoring results obtained during theconstruction period, which can often last many years. After

completion of civil works, monitoring has to be continuedfor a period of time (close-out monitoring) until all para -meters (e.g. ground settlement) return to their monitoredbaseline behaviour. In practice, however, this undoubtedtime requirement is unfortunately often disregarded.

A great variety of state-of-the-art geotechnical moni-toring methods and sensors are specified and used in ur-ban tunnel monitoring programmes. Established stan-dards are the precise levelling of pins mounted on build-ings and on the ground, optical 3D measurements ofprisms on structures using total stations, the use of relativegeo technical sensors such as extensometers, inclinome-ters, tilt meters, strain gauges, crack meters, load cells,shotcrete strain meters, water levels, piezometers andnoise and vibration measurement systems.

However, every urban tunnel project has its ownmonitoring challenges requiring special solutions. Threesuch solutions are described below, with the intention ofillustrating the potential and complexity of tunnel moni-toring in urban environments.

2 Urban tunnel monitoring solutions2.1 Monitoring of shafts with in-place inclinometers

The construction of deep shafts (e.g. for TBM launchingchambers or stations) is a highly specialized and risky en-deavour, and often affects critical or sensitive structuresnearby. Especially in congested areas, diaphragm wallinghas become the most common method of shaft construc-tion, since such walls can be installed in close proximity toexisting structures. To assess the stability of diaphragmwalls and safety of works continuously during excavation,a special monitoring solution has been developed for theCityringen project in Copenhagen.

The solution is based on in-place inclinometers (IPIs)to continuously monitor shaft wall stability (Figure 1) dur-ing excavation. Eight special inclinometer casings were in-stalled in each shaft on the project, installed directly intothe diaphragm wall by a special technique. The casingsextend from the top (crown) of the wall down to about10 m below the bottom of the shaft at a depth that is as-sumed to be stable. In a first phase (before the start ofshaft excavation), daily measurements were carried outwith a manual inclinometer probe. Later, when shaft exca-vation commences, the probe is replaced by in-place incli-nometers (IPIs) to provide deformation curves automati-

Topics

Tunnel monitoring in urban environments

Klaus RabensteinerKlaus Chmelina

DOI: 10.1002/geot.201500051


K. Rabensteiner/K. Chmelina · Tunnel monitoring in urban environments

cally every few hours. These transfer their data online to acentral tunnel information system.

An IPI consists of a series of two-axis inclinometersensors (Figure 2), each based on a high accuracy MEMSaccelerometer, connected to each other as a chain. Eachsensor provides the tilt with respect to gravity with an ac-curacy of ± 0.05 mm/m. The complete sensor chain is po-

sitioned inside the inclinometer casing. The individualsensors are fixed by a spring-loaded pivoted wheel set andconnected to each other by ball joints. The measured tiltsare multiplied by the associated sensor length of 3 m to ob-tain horizontal displacements, which are then accumulat-ed to derive the desired deformation curve.

Figure 3 shows some examples of deformation curvesobtained during the eight-month excavation phase. Thedisplacements are recorded in two directions, one perpen-dicular (Deviation A) and one parallel (Deviation B) to thediaphragm wall. The left diagram indicates significant hor-izontal displacements due to excavation activities of up to23 mm towards the shaft centre at a depth of 16 m.

In addition, the shaft has five levels of preloadedstruts. The development of strut loads during excavationwas monitored by six to eight strain gauges per strut andload cells. Furthermore, levelling pins were installed in theground around the shaft and on all surrounding structures(buildings) and monitored daily by precise levelling. 3Dprisms were also installed on selected structures and mea-sured from three robotic total stations every 30 min. Fi-nally, several monitoring wells are provided, equippedwith automatic water level sensors.

The solution is seen as a good example of how tocombine different absolute geodetic and relative geotech-nical monitoring sensors and methods in a suitable man-ner to obtain all relevant monitoring information neededfor interpretation. It also presents an economically accept-able solution, since the number of monitoring sensors andmeasurements taken is reduced to those really needed.Nevertheless, as the monitoring system is operated fullyautomatically it provides monitoring results at high fre-quencies 24/7.

2.2 Monitoring of structures by use of robotic total stations

In the Cityringen project special attention has been paidto 3D displacement monitoring of existing structures, bothabove and below ground. Therefore, metro stations under

Fig. 1. Shaft instrumented with eight in-place inclinometersin the diaphragm wall and further sensors

Fig. 2. In-place inclinometer sensor in casing

Fig. 3. Deformation curves for a diaphragm wall measured by an in-place inclinometer (IPI)



construction, shafts, sensitive buildings, roads and existingtunnels located in the influence zone were all equippedwith 3D prisms that are surveyed by automated high-pre-cision total stations. The instruments either measure inde-pendently or are interconnected, setting up monitoringnetworks in order to cover larger deformation areas (Fig-ure 4). All total stations are centrally controlled and mon-itored by a PC over WLAN.

At a minimum, every sensitive building within themonitoring zone is equipped with six 3D prisms (Figure 5)every three floors, giving a total of 4,500 prisms in the pro-ject. Both the front and rear faces of each building aremonitored with a standard measurement interval of twohours. In special situations, the measuring frequency is re-duced to one hour or 30 minutes depending on the partic-ular number of points to be measured. In critical cases, e.g.

Fig. 4. 3D displacement monitoring of a church and furtherbuildings in the zone of influence involving seven intercon-nected robotic total stations

Fig. 5. Monitored building with robotic total station and 3Dprisms on the façade (left) and total station on pillar (right)

MONITORING | SURVEYING | INFORMATION TECHNOLOGYFOR INFRASTRUCTURE | MINING | INDUSTRY

TUNNEL SURVEYING MACHINE GUIDANCE SYSTEMSCONTROL MEASUREMENTS

GEODATA SURVEYING & MONITORING GROUP | Hans-Kudlich-Straße 28 | 8700 Leoben, Austria | [email protected] | www.geodata.com

LEOBEN | GRAZ | SATTLEDT | VIENNA | ATHENS (GR) | COPENHAGEN (DEN) | LONDON (GBR) | MUNICH (GER) | OSLO (NOR) | SANTIAGO (CHI) |

SYDNEY (AUS) | ZAGREB (CRO)

GEOTECHNICAL MONITORING INSTRUMENTATIONAUTOMATIC DATA ACQUISITION

TUNNEL INFORMATION ALARMING SYSTEMDATA VISUALISATION

Foto

: shu

tter

stoc

k



when a TBM crosses existing tunnel tubes, the measure-ment interval is even reduced to 90 seconds in order to beable to give constant feedback of the 3D displacementsduring the crossing.

More than 100 robotic total stations are operating inparallel in the project and had provided more than 60 mil-lion measurements by October 2015. Their robustness,long-term stability, ease of maintenance and installation,almost noiseless operation, high degree of automation andespecially the high quality of the results have significantlycontributed to the success of the project and give the tech-nology a major role in the overall geotechnical monitoringprogramme.

The stated advantages not only make total stationsvaluable instruments above ground but numerous under-ground installations have also been used successfully onthe project. Installation examples can also be given frommany other projects (Figure 6).

In recent years, the use of the reflectorless distancemeasurement option of these instruments has enabledcompletely new applications, and made total stations evenmore flexible. Using appropriate software algorithms,even reflectorless monitoring of road surfaces (Figures 7and 8) and building facades can be performed success -fully.

Automatic 3D displacement monitoring with robotictotal stations is a success story of a highly specialized geo-detic sensing technique. Total stations are now playing adecisive role in geotechnical monitoring. The current inte-gration of additional sensing techniques such as 3D laserscanning and video imaging into these instruments will al-low new applications and make them even more relevantin future.

2.3 Monitoring data management with a tunnel informationsystem

Large-scale monitoring programmes are now being de-signed and implemented in urban tunnelling, comprisingsurface and in-ground monitoring measurements takenwith growing numbers of different kinds of latest-genera-tion monitoring systems and sensors. Up to 20,000 ormore monitoring points and sensors can be found in mod-ern urban tunnel projects. While both manual and auto-matic measurements are still carried out, most data is al-

ready produced by automatic sensors and a clear furthertrend towards real-time monitoring is visible.

The consequence is a rapid increase of monitoringdata volumes and a growing challenge to handle the seam-less input/import of data stemming from numerous types

Fig. 8. Visualization of settlements monitored reflectorlessby two interconnected robotic total stations

Fig. 6. Examples of underground installations of robotic total station systems for 3D displacement monitoring (left: Crossrail project London, right: Tyne tunnel project, UK)

Fig. 7. Reflectorless monitoring of a road surface by use oftwo interconnected robotic total stations installed on highpillars at each side of a highway (Huntington Beach, USA)


of manual and automatic measurement systems and sen-sors spread all over a city. These produce data records in-dependently from each other, at different times, at differ-ent and changing measuring frequencies and in heteroge-neous formats. All the data records have to be acquired,

queued and checked in a fast, systematic and intelligentway prior to further processing, analysis and decisionmaking.

To cope with this problem, tunnel information sys-tems have been developed (Figure 9) and have become in-

Fig. 9. User interface of the tunnel information system KRONOS of Geodata showing total project map and a particularmonitoring area of the Cityringen project in Copenhagen (as shown in Fig. 4)

* € Prices are valid in Germany, exclusively, and subject to alterations. Prices incl. VAT. excl. shipping. 1050106_dp

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Tel. +49 (0)6201 606-400Fax +49 (0)6201 [email protected]

Ernst & SohnVerlag für Architektur und technischeWissenschaften GmbH & Co. KG

Rock Mechanics Based on an Aniso-tropic Jointed Rock Model (AJRM)

This book focuses on the fundamentals of rock mechanics as a basis for the safe and economical design and construction of tunnels, dam foundations and slopes in jointed and aniso-tropic rock. It is divided into four main parts:

– Fundamentals and models– Analysis and design methods– Exploration, testing and monitoring– Applications and case histories.

The rock mechanical models presented account for the influ-ence of discontinuities on the stressstrain behavior and the permeability of jointed rock masses.


Walter Wittke

Rock Mechanics Based on

an Anisotropic Jointed Rock

Model (AJRM)

2014. 876 pages.

€ 149,–*

ISBN 978-3-433-03079-0

Also available as



dispensable. They provide interfaces to all involved users,be it data providers (e.g. monitoring teams and systems) orrecipients (e.g. geotechnical experts) and manage all datain one central database or several distributed databases.

Their particular advantage is that not only monitoringdata can be managed efficiently but also all further datathat is relevant for interpretation such as: – TBM data (e.g. operating parameters such as thrust, pen-

etration, actual machine status), – Construction progress data (e.g. the current station of

TBMs and tunnel faces, the current excavation depth ofshafts, currently installed piles),

– Building survey data (e.g. the location, type, conditionand risk category of existing buildings and foundations),

– Geotechnical/(hydro)geological data (e.g. logs of bore-holes, in-situ and laboratory tests, data from ground -water monitoring)

– Environmental data (e.g. meteorological data, noise andvibration)

– Ground treatment data (e.g. drilling parameters, ad-vance rates, grouting data)

– Design data (e.g. drawings, threshold values for moni-tored parameters)

A great benefit offered by these systems is automatic ser-vices such as reporting, alarming and monitoring control.Monitoring reports no longer have to be produced manu-ally but are created and distributed automatically at speci-fied time intervals. Complex alarm plans can be definedand executed comprising alarm levels, rules, recipientsand actions making sure that critical developments, miss-ing or erroneous monitoring data and non-functioningmonitoring systems are recognized immediately. Automat-ic control functions ensure that data is collected, checkedand transferred as planned, monitoring systems are re-configured (e.g. apply higher measuring frequencies whena TBM approaches) and new monitoring systems are de-tected, localized and registered automatically (plug andplay).

3 Conclusion and outlook

Tunnel monitoring in urban environments requires partic-ular solutions to integrate and combine modern sensorswith IT components for data acquisition, transfer andmanagement. An optimal design of a monitoring pro-gramme focuses on the objects to be measured and the ob-jectives to be achieved. Under- and overdimensioning ofmonitoring should be avoided, which means selecting suit-able types, numbers and locations for sensors and devices,and specifying sensing frequencies with regard to the ex-pected and occurring deformation rates. Flexibility is afurther key to success, meaning that the dynamics of aproject have to be taken into account and monitoring pro-

grammes have to be rapidly adaptable to new situations.Sudden changes of sensor locations, frequent installationand de-installation of new sensors etc. have to be managedsmoothly without causing problems such as downtimesand longer interruptions. As an example, sensors must berecognized by and register themselves automatically to thecentral tunnel information system.

Currently, sensors are becoming more and moreminiaturized (MEMS) and smart communication of moni-toring data is increasingly based on wireless technologiessuch as WLAN, ZigBee, Bluetooth, GSM/LTE and Low-Pan to replace cables wherever possible. Tunnel informa-tion systems transfer enormous data amounts through theInternet, and preferably are themselves located in thecloud to avoid local software installation. Many web-ser-vices have been developed for data analysis and simula-tion.

This intensive Internet use has recently led to new is-sues such as security concerns (cyber attacks), data trafficproblems (bandwidth limitations) and also energy con-sumption. Current research activities (e.g. the Eureka pro-ject ASUA, http://asua.netcad.com) are therefore concen-trating on wireless sensor networks (WSN) to ensure opti-mal (energy-efficient) routing of monitoring data, embed-ded systems for intelligent local data processing (e.g.model-based data reduction before transmission) and en-ergy harvesting (solar, wind). The issues can be seen asclassical smart city problems that are slowly also enteringthe tunnelling domain.

New sensing technologies are emerging, for exampleradar interferometry (INSAR) for ground settlement mon-itoring and fibre optics for structural monitoring (e.g. forthe monitoring of strain in precast tunnel segments). Theywill soon be regarded as standard methods and extend thegreat arsenal of tunnel monitoring techniques.

Dr.-Ing. Klaus ChmelinaGeodata GroupHütteldorferstraße 85A-1150 [email protected]

Dipl.-Ing. Klaus RabensteinerGeodata GroupHans-Kudlich-Straße 28 A-8700 [email protected]


Discontinuity mapping of tunnels during excavation is a key com-ponent of the interactive observational design approach. One re-quirement is to verify the geological and geomechanical predic-tions made at the design stage. In recent years, fully automated,remote-based techniques such as Terrestrial Laser Scanning(TLS) and Infrared Thermography (IRT) have become available,and their applications have increased, reducing the time neededto obtain complete geomechanical mapping of the rock mass.The effective use of these techniques is of great interest in tun-nelling where the need arises for the operators to work close tothe tunnel face. This paper presents a discussion of the maintechnical features of TLS and IRT, as well as data processingmethods, followed by a case study of a tunnel excavated in theNW Italian Alps.

1 Introduction

Due to the difficult conditions at the tunnel face duringexcavation, the adoption of methods to make it possible toobtain the data needed for rock mass characterization re-motely is highly desirable. Terrestrial Laser Scanning(TLS) and Infrared Thermography (IRT) have experiencedsignificant development in surface applications (rockslopes, quarries, surface mines). They have reached highlevels of accuracy and resolution and become suitable forquantitative discontinuity mapping of the rock mass [1][2]. In particular, considering the reduced acquisition andprocessing time, these techniques can be adopted under-ground in order to reduce the presence of people at theface and thus increase safety.

In this paper, these techniques are described with ref-erence to a case study (the Ceppo Morelli Tunnel alongthe SR 549 “di Macugnaga”, in Italy). It shows the advan-tages of obtaining the data for rock mass chararacteriza-tion and assessing the stability of the tunnel face efficient-ly and in safe conditions. As is well-known, efficient andaccurate collection of discontinuity data is an essentialcomponent of the observational design approach used intunnel engineering, with the need to compare the condi-tions anticipated at the design stage with those actuallyencountered during excavation.

2 Technology overview

Terrestrial Laser Scanning (TLS) provides high-resolution3D models of the surveyed rock mass surfaces. New TLS

devices, with their growing range and resolution, are becoming remarkable tools for rock mass characteriza-tion. Time-of-flight laser scanners enable measurementsof scanner-object distances by calculating the round-triptime a laser pulse (near-infrared wavelength) takes toreach the object surface from the point of emission and return.

The entire field of view is scanned by changing theview directions of the laser rangefinder through a systemof rotating mirrors, and the related horizontal and verticalangles are measured with a very high data acquisition rate(up to many thousands points per second). The Cartesiancoordinates of each point on the scanned object surfaceare calculated given the measured distance and scan an-gles, enabling the acquisition of very dense point cloudsfor the creation of 3D models. These products are usuallytextured in true colours, thanks to the calibrated high-res-olution digital camera associated with the scanner. Giventhe high accuracy (some mm) and resolution (up to manythousands of points per square metre) of the point clouds,even the smallest features of the rock mass can be detect-ed and investigated.

Infrared Thermography (IRT), called also thermalimaging, is a remote sensing technique capable of map-ping the evolution of the surface temperature pattern,leading to the detection of thermal anomalies within theinvestigated object. In recent years, IRT has undergone asignificant widening of its scope of application with thetechnological development of portable and cost-effectivethermal imaging cameras as well as the fast measurementand processing times of thermographic data. Neverthe-less, apart from a few interesting experimental studies inslope analysis [3] [4] [5], IRT has still not yet been appliedin tunnelling.

The product of a thermographic survey is a thermalimage (or thermogram). This, after correction of the sensi-tive parameters (object emissivity, path length, air temper-ature, and humidity), constitutes a surface temperaturemap of the investigated scenario. The rate of heat transferthrough a solid body regulates the amount of energy radi-ated by its surface [6]. If an inhomogeneity exists withinthe material, the local radiant temperature will differ fromthat of surrounding areas. Therefore, mapping the radianttemperature can lead to the detection of irregular thermalpatterns (thermal anomalies) within the investigated ob-ject.

Topics

3D Laser scanner and thermography for tunneldiscontinuity mapping

Giovanni BarlaFrancesco AntoliniGiovanni Gigli

DOI: 10.1002/geot.201500050


G. Barla/F. Antolini/G. Gigli · 3D Laser scanner and thermography for tunnel discontinuity mapping

In the analysis of a rock mass, thermal anomalies canreveal the presence of potentially critical conditions. Thisis the case with: – Structural discontinuities (due to the cooling/heating ef-

fect of air circulating within open fractures, differentthermal transfer capacity of the infill material comparedto the exposed sound rock),

– Moisture or seepage zones (due to the surface coolingcaused by water evaporation).

It is clear that the 3D geometry of a rock face obtainedwith TLS can be textured by means of IRT thermal im-ages, opening up the opportunity of exploiting the advan-tages of both techniques.

Traditional discontinuity mapping is performed insitu, either in one dimension (scanline method) or two di-mensions (window method), and requires direct access tothe rock face for the collection of the parameters of inter-est. For practical and safety reasons, traditional geome-chanical surveys are often carried out on limited sectorsof the rock face, and do not usually provide data for spa-tially complete geometrical discontinuity mapping. Thislack of spatial representativity of geomechanical data iseven more important in tunnel applications.

With the aim of overcoming this limitation, semi-au-tomatic geomechanical analyses of data remotely ac-quired by TLS and IRT techniques can be performed. Theparameters extracted, integrated with the high-resolution3D model, can be useful for the interpretation and analy-sis of rock instability affecting the investigated rock face.This can be undertaken by means of probabilistic (i.e kine-matic) and deterministic (i.e. stability) analyses (Figure 1).

According to ISRM [7], a set of parameters character-izing the discontinuities is needed for the quantitative de-scription of a rock mass, i.e. orientation, spacing, persis-tence, roughness, wall strength, aperture, filling, seepage,number of joint sets, and block size. In order to obtainthese parameters, a remote sensing approach exploitingthe already mentioned capabilities of both the TLS andIRT can therefore be adopted. This requires the extraction

of clusters of points belonging to the same discontinuityplane from the point cloud with the final aim of finding in-dividual discontinuity sets. The approach used in this pa-per is described in detail in [8] and is based on the defini-tion of least squares fitting planes on clusters of points ex-tracted by moving a sampling cube on the point cloud.

If the associated standard deviation is below a thres -hold value, the cluster is considered valid. By applying geo-metric criteria, it is possible to join all the clusters lying onthe same surface and isolate discontinuity planes asshown in the example in Figure 2. Once the individual dis-continuities have been extracted, their orientation, sizeand location are known, so the main joint sets can be de-fined, based for example on contour plots (e.g. equal areaor Lambert-Schmidt net, Figure 2c) or other statisticalmethods, and their geometrical properties (persistenceand spacing) calculated. Block sizes (Vb) are then evaluat-ed by using the correlation procedure proposed by Palm-strom [9]:

Vb = β × Jv3

where Jv is the Volumetric Joint Count and β is the blockshape factor, which can be estimated by the following em-pirical relation:

β = 20 + 7a3/a1

where a1 and a3 are the shortest and longest dimensionsof the rock block.

One of the most important parameters of a rock dis-continuity is the roughness. It is well known that theroughness of a discontinuity influences its shear strength.The most practical method for estimating the roughness ofa discontinuity surface is to compare the sampled rough-ness profiles with the standard profiles given by Bartonand Choubey [10]. It is observed that the discontinuityroughness is characterized by a marked scale effect [11]and ISRM [7] suggested sampling the local surface orien-tation with a compass and disc clinometers with differentdiameters.

A similar approach can be performed virtually on thehigh resolution TLS point cloud by moving a searchingcube with different dimensions (0.1 m, 0.2 m, 0.4 m, 1 m,2 m and maximum surface persistence) along the selecteddiscontinuity. The best fitting plane dip and dip directionare then obtained, and by plotting them on a stereogram,the discontinuity roughness angles at various scales can bemeasured. Finally, discontinuity seepage can be qualita-tively evaluated by observing the high-resolution pointcloud coloured by reflectance or with IRT images as illus-trated in Figure 3.

For the definition of the main instability mechanismsaffecting the investigated rock face, a spatial kinematicanalysis can be performed by using the discontinuity ori-entation data extracted from the point cloud. This enablesdefinition of where a particular instability mechanism iskinematically feasible, given the geometry of the face andthe orientation of discontinuities [12] [13].

The main instability mechanisms investigated withthis approach can be plane failure, wedge failure, andblock and flexural toppling. A kinematic hazard index for

Fig. 1. Flow chart of the proposed integration between TLSand IRT



each instability mechanism is then defined [14]. Finally, atrue 3D kinematic analysis is performed on each portionof the high resolution 3D model by applying the methodproposed in [15], which extends the validity of kinematicanalysis concepts applied to overhanging slopes [16] [17].

3 Case study

The Ceppo Morelli Tunnel on the route of the SR 549 “diMacugnaga” is located in the NW Italian Alps (close to theItalian-Swiss border and the Mount Rosa Massif). It was

Fig. 2. Example of rock mass discontinuity extraction from high resolution point cloud: a) point cloud coloured based onplanarity; b) polygons delimiting the extracted discontinuities coloured based on the different joint sets attribution; c) stereo-plot of the extracted discontinuities

Fig. 3. Example of discontinuity seepage evaluation from a) thermal images and b) reflectance coloured point cloud



excavated to bypass a landslide on the left side of the Anzasca river, which damaged the road stretch betweenthe villages of Campioli to the West and Prequartera to theEast during the October 2000 Northern Piedmont flood-ing in Italy (Figure 4).

The landslide is a reactivation of a deep-seated gravi-tational slope deformation (DSGSD), covering most of theleft side of the Anzasca valley, near the village of CeppoMorelli [18] [19]. The October 2000 reactivation of the DSGSD involved an area of 160,000 m2, causing the col-lapse, through multiple failures, of an estimated rock vol-ume of 4 to 6 m. m3. Some rock blocks with volumes evengreater than 300 m3 reached the valley floor, damaging theroad and endangering the villages of Campioli and Pre-quartera (see Figure 4).

Polymetamorphic mica schists and orthogneisses, be-longing to the Penninic nappe of Monte Rosa, crop outalong the upper Anzasca valley sector. Glacial till and flu-vio-glacial deposits (gravel, pebbles and blocks in a sandysilty matrix) lie unconformably over the bedrock, whiletalus/scree deposits, mainly consisting of coarse materiallocally in sandy-loam matrix, are very common at the baseof the main cliffs. The structural setting of the Monte Rosa

nappe is characterized by the presence of regional schis-tosity, dipping towards the SW with medium-angle inclina-tion (<50°), and is associated with the development of iso-clinal folds with axes generally also dipping towards theSW.

The groundwater flow is directly influenced by thepermeability of soil and rock in the area. In particular, flu-vio-glacial and glacial till deposits are characterized bymedium to high permeability and generally host aquiferswith hydraulic connection to the surface drainage net-work. Colluvial deposits and slope debris generally hostperched water tables directly recharged by rainfalls. Insidethe bedrock, which is characterized by a negligible prima-ry permeability, water circulation is instead concentratedalong joints and faults. Brittle fault zones generally hostthe main acquifers which can be both unconfined andconfined.

The geological profile along the tunnel axis, based onthe geological-geomechanical mapping during excavationof a pilot tunnel, is shown in Figure 5 [19]. At the tunnelportals (Prequartera on the east side and Campioli on thewest side), excavation took place through debris and land-slide deposits. Inside the rock mass of the Monte Rosa

Fig. 4. Location of the Ceppo Morelli Tunnel (source of the orthophoto: Google maps)

Fig. 5. Geological profile of the Ceppo Morelli Tunnel



nappe, high-angle brittle tectonic fault zones, characterizedrespectively by NW-SE and SW-NE trends, were recog-nised. These zones needed to be crossed by the tunnel.

During excavation from the West portal (Campioli),both TLS and IRT techniques were applied to the tunnelface at chainage 235.5 m. The main objective was to cre-ate a 3D geomechanical model of the rock mass and toidentify instabilities forming at the tunnel face and alongthe tunnel perimeter. TLS scanning was undertaken fromtwo different points, referred to as “Center” and “Side-wall”, located at a distance of 14 m and 6 m from the face,thus allowing the acquisition of a 22 · 106 point cloud, asshown in Figure 6.

Prior to scanning, cylindrical reflective targets wereinstalled on the monitored scenario. These target points,due to their brightness, can be easily recognized in thepoint cloud, thus allowing easy combination of the differ-ent views and appropriate georeferencing operations.

The 3D point cloud shown in Figure 6a clearly high-lights the surface of the rock mass at the tunnel face andon the side walls, with steel ribs installed during face ad-vance being visible. Figure 6b depicts the same pointcloud superimposed on the optical images taken by a highresolution camera coupled with the laser scanner instru-ment. The same point cloud with the false colour thermalview superposed is illustrated in Figure 6c. The analysis ofthe thermal map shows a main sector with a lower surfacetemperature on the right side of the tunnel face. Thisanomaly is related to the presence of water. No furtherthermal anomalies are visible on the same tunnel face.

With the intention of defining the excavation profileand to highlight the presence of overbreaks, the laser scan-ner point cloud could then be used to determine the dis-tance between the extrados of the steel ribs and the exca-

vation contour as shown in Figure 7. The presence of atypical sector where the distance of the tunnel profilefrom the steel ribs reaches 1.4 m is easily identified, thuspointing out an important geometric anomaly along thetunnel contour with evidence of rock block detachmentand overbreak.

From the point cloud, the digital surface model(DSM) of the rock mass was formed by means of 590,000triangular polygons. The analysis allowed the indentifica-tion and extraction of 869 planar features, correspondingto all the discontinuities in the rock mass, as illustrated inFigure 8.

It should be noted that due to the very high spatialresolution of the TLS, a single highly persistent disconti-nuity surface, which is not perfectly planar, may be frag-mented by the identification algorithm into a number ofartificial “sub-surfaces”. Therefore, in this case the numberof discontinuities extracted through the TLS may havebeen slightly overestimated.

With the aim of better discriminating the main dis-continuity sets with traditional contouring methods, an in-verse form of the Terzaghi correction (ω) can be applied tocompensate the bias introduced in favour of the planes,which are perpendicular to the line of sight of the laserscanner:

ω = 1/|cosΘ|

where Θ is the angle between the scan direction and thenormal to the rock face.

The analysis of the weighted distribution of the dis-continuity poles detected by TLS has highlighted the pres-ence of at least seven different discontinuity sets shown inFigure 8a with orientations being indicated in Table 1.

Fig. 6. a) Location of the scans and tunnel face point cloud; b) point cloud coloured based on optical camera images;c) point cloud coloured based on the false-color infrared thermal map



Fig. 7. Calculated distance between the extrados of the steel ribs and the excavation perimeter; the red circle highlights ageometric anomaly along the profile

Fig. 8. Results of the TLS geomechanical survey: a) weighted poles stereoplot showing the discontinuity sets; b) stereoplotof the mean planes of the discontinuity sets; the black circles indicate the tunnel direction; c) segmentation of TLS pointcloud showing the discontinuity sets identified



As expected, the TLS mapping identifies a largernumber of discontinuity sets while confirming, with slightvariations, the orientation of the three joint sets (S1, S2and S4 shown as triangular marks in Figure 8a) identifiedwith a conventional geologic mapping of the tunnel face.In particular, these three sets correspond to the schistosityplanes (S1-KA), to sub-vertical discontinuities which crossthe tunnel face (S2-KB and KD) and to discontinuities dip-ping toward the tunnel face (S4-KC).

The TLS data are further compared, a posteriori, withthe results of conventional geomechanical mappings car-ried out during tunnel excavation as illustrated in Fig-ure 9. The comparison highlights that, similar to the TLSresults, seven main discontinuity sets are present. Itshould be noted, however, that the conventional mappingdoes not indentify all the discontinuity sets in a single tun-nel section. The presence of the schistosity planes (S1-KA)and of the (S4-KC) sets is well identified in both cases. Agreater variability is visible in the schistosity orientation.

As expected, the TLS mapping highlights a morecomplex rock mass structure when compared with the re-sults of conventional mapping of the tunnel face duringexcavation. The structural complexity, which is identified,obviously affects the kinematic and stability analysis at theroof, on the sidewalls and on the tunnel face. As an exam-ple, Figure 10 illustrates rock blocks forming on a selectedportion of the tunnel face, together with the onset of theinstability modes which can be identified.

Table 1. Orientation of the discontinuity sets identified byTLS mapping (see Fig. 8a)

Discontinuity set Dip direction [°] Dip [°]

KA 224 54

KB 325 89

KC 067 62

KD 291 82

KE 171 57

KF 105 25

KG 060 89

Fig. 9. Pole plot of the discontinuities from chainage 87.0 tochainage 229.5 through conventional geological mapping ofthe tunnel faces; the black circles indicate the tunnel direc-tion

Fig. 10. Detail of the upper left portion of the tunnel face: box a) rock wedge generated by the intersection of S1-KA and S4-KC sets; box b) detachment niche generated by the intersection of S1-KA, S2-KB and S4-KC sets; box c) detachmentniche generated by three mutual orthogonal sets (S3-KD, S7-KG and KF)



4 Concluding remarks

Terrestrial Laser Scanning (TLS) and Infrared Thermogra-phy (IRT) have been described with emphasis on their ap-plication to tunnelling in order to perform quantitativediscontinuity mapping of the rock mass at the face duringexcavation. The reduced acquisition and processing time,which can now be achieved, have been pointed out to-gether with the increased safety conditions for the opera-tors. A case study has been illustrated in order to show atypical application of the two methods for discontinuitymapping at the tunnel face.

It has been shown that a three-dimensional geome-chanical model of the rock mass can be created as the re-sult of TLS scanning in order to identify rock instabilitiesforming at the tunnel face and along the tunnel perimeter.The TLS data have been compared with the results of con-ventional geomechanical mapping carried out during tun-nel excavation. TLS mapping is shown to highlight a morecomplex rock mass structure when compared with the re-sults of conventional mapping of the tunnel face. Thestructural complexity that is identified obviously affectsthe kinematic and stability analysis at the roof, on thesidewalls and on the tunnel face.

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[5] Gigli, G., Frodella, W., Garfagnoli, F., Morelli, S., Mugnai,F., Menna, F., Casagli, N.: 3-D geomechanical rock masscharacterization for the evaluation of rockslide susceptibilityscenarios. Landslides 11 (2014), 1, pp. 131–140.

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[11] Barton, N. R., Bandis, S.: Effects of block size on the shearbehavior of jointed rock. Proceedings of the 23rd U.S. Sym-posium on Rock Mechanics. Keynote Lecture, pp. 739–760,1982.

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[14] Casagli, N., Pini, G.: Analisi cinematica della stabilità diversanti naturali e fronti di scavo in roccia. Geologia Applica-ta e Idrogeologia 28 (1993), pp. 223–232.

[15] Lombardi, L.: Nuove tecnologie di rilevamento e di analisidi dati goemeccanici per la valutazione della sicurezza. Ph.D.Thesis, Università degli studi di Firenze, 2007 (in Italian).

[16] Gigli, G., Frodella, W., Mugnai, F., Tapete, D., Cigna, F.,Fanti, R., Intrieri, E., Lombardi, L.: Instability mechanisms af-fecting cultural heritage sites in the Maltese Archipelago. Nat.Hazards Earth Syst. Sci. 12 (2012), pp. 1–21.

[17] Gigli, G., Frodella, W., Garfagnoli, F., Morelli, S., Mugnai,F., Menna, F., Casagli, N.: 3-D geomechanical rock masscharacterization for the evaluation of rockslide susceptibilityscenarios. Landslides (2013), 1–10.

[18] Amatruda, G., Castelli, M., Forlati, F., Hurlimann, M.,Ledesma, A., Morelli, M., Paro, L., Piana, F., Pirulli, M., Poli-no, R., Prat, P., Ramasco, M., Scavia, C., Troisi, C.: The Cep-po Morelli rockslide. Identification and mitigation of largelandslides in Europe: advances in risk assessment, pp.181–226. London: Taylor & Francis, 2004.

[19] Longo, S., Oreste, P.: Ceppo Morelli Block-Falls Probabili-ty Study to Support the Decision of Excavating a by-PassTunnel. Am. J. Eng. Applied Sci. 3 (2010), pp. 723–727.

Dr. Giovanni GigliUniversità degli Studi di FirenzeVia Giorgio la Pira 450121 Firenze, [email protected]

Dr. Francesco AntoliniPolitecnico di TorinoCorso Duca degli Abruzzi 2410129 Torino, [email protected]

Prof. Dr. Eng. Giovanni BarlaPolitecnico di TorinoCorso Duca degli Abruzzi 2410129 Torino, [email protected]


The Ingelsberg in Bad Hofgastein, Austria, is a highly hazardousmountain slope in the State of Salzburg. The Ingelsberg exhibitsperiodic episodes of instability, prompting major efforts to con-struct rock fall retention basins and safety nets to mitigate risksassociated with future slope failures. As the results of traditionalslope monitoring have proved rather ambiguous, continuous real-time monitoring of the Ingelsberg was performed from March2013 through July 2014. The monitoring was undertaken with aGround Based Interferometric Synthetic Aperture Radar (GB-InSAR). The data set of approximately 130,000 radar scans repre-sent the first long-term GB-InSAR measurements made in Aus-tria, and indicate an episodic pseudo-sheeting failure process,somewhat analogous to the calving of a glacier front. Further-more, reasonable time of failure predictions for rock fall eventshaving volumes of only several tens of cubic meters could bemade from the data set. The GB-InSAR monitoring provides sig-nificant insight regarding the overall slope behavior, failure ten-dencies, and associated geotechnical hazards of the Ingelsberg.

1 Introduction

The Ingelsberg in Bad Hofgastein, Austria, is presently oneof the most hazardous mountain slopes in the State ofSalzburg. Several significant historical rock fall episodeshave been documented, and major expenditures have beenmade to construct retention basins and rock fall safetynets to mitigate risks associated with future slope failures.Inhabited structures situated along the base of the Ingels-berg have been evacuated and residential/light commer-cial structures and associated infrastructure have been

judged to be potentially vulnerable to future slope failures[1].

The results of traditional slope monitoring, includingseveral tachymetry prisms and fissure meters, have provedambiguous in terms of revealing the overall slope behaviorand failure process. To obtain further details regardingslope deformations and to illuminate slope failure charac-teristics, continuous real-time monitoring was performedfrom March 2013 through July, 2014 with a Ground BasedInterferometric Synthetic Aperture Radar (GB-InSAR).These measurements represent the first long-term GB-InSAR measurements conducted in Austria. As enumerat-ed herein, a cumulative data set of approximately 130,000radar scans has been collected and analyzed to obtain sig-nificant insight regarding behavioral characteristics andgeotechnical hazards.

2 The Ingelsberg in Bad Hofgastein, Austria

The Ingelsberg is located approximately 70 km south ofSalzburg along the northeastern margin of the village ofBad Hofgastein (Figure 1). Geologically the Ingelsberg issituated within Pennic Units of the Tauern window [3] [4],a major alpine geological feature characterized by an ex-tensive dome-like structure. The Ingelsberg slope instabili-ty has lower and upper elevations of approximately 1,050and 1,450 m, respectively. The slope inclination rangesfrom locally near-vertical in the head region to about 40°in the lower portion of the slope. As depicted in Figure 2a,a black phyllite unit comprises the base of the Ingelsberg,

Topics

Continuous real-time slope monitoring of the Ingelsberg in Bad Hofgastein, Austria

D. Scott Kieffer Gerald ValentinKlaus Unterberger

DOI: 10.1002/geot.201500047

Fig. 1. The Ingelsberg in Bad Hofgastein: a) location map [2]; b) geologic map (green = greenschist; blue = calcareous micaschist; brown = black phyllite; yellow = moraine material; triangles = landslide debris, modified after [3]


D. S. Kieffer/G. Valentin/K. Unterberger · Continuous real-time slope monitoring of the Ingelsberg in Bad Hofgastein, Austria

which is overlain by greenschist with interbedded calcare-ous mica schist.

As shown schematically in Figure 2a, the schistositydips gently into the hillside (toward the northeast), andthe overall rock structure is characterized by steeply dip-ping to sub-vertical joints striking at both high and low an-gles to the hillslope orientation. Sheared and highlyweathered zones have developed along the schistosity, re-sulting in a sequence of comparatively hard and soft inter-layers. The joints and schistosity intersect to form ablocky rock mass structure, with moderately slender andvertically oriented prismatic columns commonly exposedin the slope face (Figure 2b). Ground fissures in the headarea of the Ingelsberg have developed due to tensile sepa-rations between the steeply-dipping joints, and local spele-ologists have documented fissure widths and depths of upto 2 and 80 m, respectively [1]. Talus material locally blan-kets the bedrock in the mid to lower parts of the slope(particularly along topographic benches), and a promi-nent debris fan has developed at the toe of the Ingelsberg.

The Ingelsberg has experienced episodic slope insta-bility, with several rock fall events having been document-ed as far back as the late 1700s. Based on historical ac-counts most events appear to have ranged from severaltens to several hundreds of cubic meters in volume, with

the largest documented event of approximately 5,000 m3

occurring in 1987 [1].

3 Fundamentals of GB-InSAR

Synthetic Aperture Radar (SAR) is an active microwaveimaging system, involving transmission of electromagneticradiation and recording of the reflected signal. The signalis recorded as a complex number, which includes bothmagnitude and phase information. The amplitude is relat-ed to the amount of energy contained in the backscatteredsignal, while the phase is dependent on the target-sensordistance [5]. With ground-based SAR, the radar aperture issynthetically enlarged by moving the antenna along a lin-ear rail, while repeatedly transmitting and receiving mi-crowaves from different positions.

InSAR is a methodology that uses phase interferencefrom different data acquisitions to derive, through numer-ous processing steps, digital elevation models, displace-ment maps, and displacement time series. The InSARprinciple for measuring a change in target-sensor distanceis depicted in Figure 3a. The data acquisition geometry isrelated to the spatial resolution (pixel-size) of the SAR im-age, which can range from a few decimeters to several me-ters [6]. As shown in Figure 3b, the resolution is constant

Fig. 2. a) Schematic geologic cross section of the Ingelsberg, modified after [1]; b) characteristic blocky rock mass structureexposed in head area of the Ingelsberg (people within circle for scale)

Fig. 3. GB-InSAR principles: a) calculation of distance change based on microwave phase interference (TX = microwavetransmitter; RX = microwave receiver; λ = wavelength; ϕ1 and ϕ2 = measured phase of reflected signal from first and secondacquisitions, respectively); b) GB-InSAR acquisition geometry; c) acquisition geometry draped over irregular topography,modified after [7]



in the cross-range direction, and in the range direction theresolution depends on target-sensor distance. A represen-tation of the acquisition geometry draped over irregulartopography is depicted in Figure 3c.

GB-InSAR refers to the acquisition of SAR imagerywith ground-based instruments. According to [8] the theo-retical accuracy of GB-InSAR is approximately +/–0.1 mm,which is typically reduced to a few tenths of mm to a fewmm, depending on atmospheric conditions and the moni-toring distance.

Detection of the precursor movements of slope fail-ure necessary for making reliable time to failure projec-tions requires continuous real-time monitoring informa-tion, and data that covers the entire slope at a high reso-lution is of particular value. Over the past 15 years signifi-cant advancement has been made in the developmentand application of GB-InSAR technologies to monitoringof hillslopes. Remote measurements up to a distance of4km covering large domains can be made, providing com-prehensive measurements with high spatial and temporal resolution. GB-InSAR surveys have the advantage of be-ing largely independent of weather and light conditions,and have recently seen increasing deployment for slopefailure prediction in civil engineering and mining applica-tions [9].

4 GB-InSAR monitoring campaign

The GB-InSAR campaign provided continuous monitor-ing data from March 27, 2013 until July 17, 2014. Duringthis time period approximately 130,000 scans were collect-ed with equipment having the specifications summarizedin Table 1. The survey range of approximately 1.2 km cor-relates to an InSAR measurement cell dimension (pixelresolution) of 0.75m by 5.3 m in the range and cross-rangedirections, respectively.

Figure 4 shows the GB-InSAR hardware, togetherwith the instrumentation shed for housing all instrumen-tation. A weather station was installed for collecting real-time data and all InSAR and climatic information weretransmitted for office analysis via cellular router.

4.1 General displacement trends of the Ingelsberg

An overview of the Ingelsberg slope together with the GB-InSAR displacement map for the time period May 5, 2013to July 17, 2014 are shown in Figure 5. The GB-InSAR re-sults provide the component of total displacement that isparallel to the line-of-sight between the radar head andcorresponding measurement cell. The results shown arefor the unvegetated area of the Ingelsberg (heavy vegeta-

Fig. 4. a) IBIS FL GB-InSAR radarhead and sliding rail; b) instrumenta-tion shed for the GB-InSAR, weatherstation, and power supply and datatransmission equipment

Tab. 1. Technical specifications of GB-InSAR campaign

Time period Phase 1 (27.03.2013–01.05.2013): 7,324 scansPhase 2 (03.05.2013–17.07.2014): 122,629 scans

Instrument GB-InSAR model IBIS-FL (IDS Corp., Italy)

– frequency 17.1–17.3 GHz

– wavelength 17.44 mm

– scan time 5 to 7 min

– scan length (synthetic aperture) 2 m

– maximum range 4,000 m

– range resolution 0.75 m

– cross-range resolution 4.4 mrad

– antenna beam width 50° horizontal; 20° vertical

Data processing IBIS Guardian/Data Viewer (IDS Corp., Italy)

Climatic data (@ 15 min intervals) Davis Vantage Vue weather station

Data transmission (field to office) Cellular router



tion has been filtered out). The displacement map indi-cates significant activity, with major portions of the slopehaving accumulated more than 500 mm of movement.The areas of most significant movement occur beneathsteep rock walls, along gently inclined topographic bench-es, and in a fan configuration near the base of the slope.

To further investigate displacement tendencies of theslope, three query areas were established as depicted inFigue 6. The areas “fan”, “bench”, and “rock wall” includedebris fan deposits, slope talus, and a competent steeprock wall, respectively. Within each area, the displacementtime histories of all included GB-InSAR measurementcells have been averaged and plotted in Figure 7, togetherwith precipitation data.

Figure 7 indicates a concentration of activity withinthe debris fan at the toe of the slope, where maximumrecorded displacements exceed 1,000 mm. Significant mo-bilization of talus material blanketing the mid to lowerportions of the slope is also indicated, where maximumdisplacements approach 500 mm. Largely overshadowedby the significant fan and talus displacements are the grad-ually occurring permanent displacements of the upperrock wall, having reached a cumulative maximum magni-tude of about 15 mm.

The intensity of recorded weekly precipitation shownin Figure 7 has a strong correlation to the displacementtime history trends. Episodes of significant acceleratingslope movements occur almost exclusively during periods

Fig. 5. Left: overview of the Ingelsbergslope, with prior rock fall deposits en-circled; right: GB-InSAR displacementmap for the time period May 5, 2013 toJuly 17, 2014 (negative displacementsindicate movement of the slope towardthe radar sensor)

Fig. 6. Areas for which the displacement time histories ofall included GB-InSAR measurement cells are averaged andplotted in Figure 7 (negative displacements indicate move-ment of the slope toward the radar sensor)

Fig. 7. Upper diagram: averaged displacement time historiesfor the time period May 5, 2013 to July 17, 2014 for the fan,bench, and rock wall areas shown in Figure 6 (positive dis-placements indicate slope displacements toward the radar);lower diagram: intensity of weekly precipitation recordedover same time period



of increased precipitation, with the effect becoming pro-gressively dramatic toward the toe of the slope (i.e. fromthe rock wall to bench to fan).

4.2 Rock fall event of 29 April 2013

At 17:00 on April 29, 2013, rock fall activity was recordedat the Ingelsberg. Post-event field studies indicate a rockblock having an approximate volume of 20 to 40 m³ de-tached from the head area, resulting in talus being de-posited along well-defined debris tracks. The GB-InSARdisplacement map for the time period April 17, 2013 to

May 2, 2013 is shown in Figure 8, along with an annotatedphotograph illustrating the rock fall event. The images arehighly correlated in terms of the location of rock fall de-tachment and areas of debris accumulation.

4.2.1 Time of failure based on projections of GB-InSAR data

Displacement time history plots of individual pixels fortime period April 12-30, 2013 are shown in Figure 9. With-in the rock fall detachment area, progressive loosening fol-lowed by acceleration of portions of the rock outcrop aremeasured in the days preceding the rock fall event.

Fig. 8. Rock fall event of April 29, 2013: left: GB-InSAR displacement map for the time period April 17, 2013 to May 2, 2013; right: rock fall source area and deposit distribution based on field studies

Fig. 9. Displacement time histories of individual measurement cells in the time period of April 12–30, 2013



Displacement, velocity, and inverse velocity time histo-ry plots for GB-InSAR measurement cells located withinthe rock fall detachment area are shown in Figure 10 forthe time period April 16 to 30, 2013. Approximately ninedays prior to the rock fall the displacement rate began toincrease, with a corresponding drop in the inverse of veloc-ity. The displacement rates then progressively increased,approaching a vertical asymptote at the time of failure.

Following the approach of Fukuzono [10], inverse ve-locity plots of monitoring data in the days preceding fail-ure are shown in Figure 11. The first, second, and thirdplots consider only data collected more than seven, five,and one day prior to failure, respectively. For each dataset, linear projection of the most recently collected 1/v da-ta to a zero value is made to estimate the time of failure.As shown, with the time of failure being approached, the

Fig. 10. Displacement, velocity, and inverse velocity timehistories for the time period April 16–30, 2013; verticaldashed lines represent time of rock fall failure

Fig. 11. Time of failure projections based on developing in-verse velocity time history; linear data projections are shownin red and vertical dashed lines represent time of rock fallfailure



accuracy of the failure prediction increases, with the finalprojection correlating well to the actual time of failure.Unfortunately it cannot be known a priori which projec-tion is most representative, necessitating continual re-eval-uation of the data as it is collected.

5 Discussion and conclusions

The GB-InSAR data indicate significant slope activity,with major portions of the slope having accumulatedmore than 500 mm of movement. The areas of most sig-nificant movement occur beneath steep rock walls, alonggently inclined topographic benches, and in a fan configu-ration at the base of the slope. Geological field investiga-tions show that the areas of significant movement occur al-most exclusively within the blanketing talus material anddebris fan deposits. Largely overshadowed by the talusand debris fan displacements are very gradual displace-ments accumulating within the bold rock outcrop formingthe head area of the Ingelsberg, which reached approxi-mately 15mm over the course of the survey campaign.

Precipitation events have a very strong correlation toGB-InSAR displacement time histories. The talus and de-bris fan deposits are often near their angle of repose and ina delicate equilibrium state, and precipitation is very effec-tive in mobilizing these deposits. The debris fan at theslope base, being the natural collection point for talustransported from above, is most strongly influenced byprecipitation, followed by the talus deposits blanketing themid to lower portions of the slope. Although the effect iscomparatively attenuated, the influence of strong precipi-tation events can be distinguished in the displacementtime history of the bold rock outcrop in the head area.

An initial glance at the GB-InSAR displacementsmight be alarming due to the extensive areas of high dis-placements. However, these displacements are occurringwithin shallow blanketing talus deposits and the debrisfan deposits, which are considered non-threatening. Thetalus and fan deposits are highly reactive to climatic dis-turbances. These surficial deposits originate as localizedrock fall events, most of which occur episodically in thehead area. While similar slope displacement patterns arelikely to occur in the future, GB-InSAR measurements ofthe upper rock wall suggest there remains a longer-termpotential for very significant rock fall volumes from thehead area, as very gradual displacements of the rock wallprogressively accumulate.

The results of geologic field investigations combinedwith GB-InSAR monitoring suggest that the Ingelsberg isundergoing a long-term complex process of pseudo sheetfailure. The failure process has stress relief via classicalsheet failure [11] as its analog, but differing in that it oc-curs in layered rock masses having disparate deformabilitycharacteristics. The concept of this failure process isshown schematically in Figure 12. Stress relaxation andloosening of the rock mass over geologic time results inprogressive deformation of soft layers, thereby setting upthe potential for rotation, shearing, and tensile separationsdeveloping in the bounding harder layers. The soft inter-layers correspond to the sheared and weathered zoneswithin the calcareous mica schist and greenschist rockunits. The failure process leads to long-term progressive

collapse of the frontal blocks, much like the characteris-tics of a calving glacier.

Following the approach of Fukuzono [10], inverse ve-locity plots of monitoring data were made for GB-InSARmeasurements collected in the days preceding a smallrock fall event which occurred on April 29, 2013. As thetime of failure is approached, 1/v plots show a clear pro-gression toward rapid failure, and the accuracy of the fail-ure predictions increases as the most contemporary datais considered. Many 1/v projections can be made from thedeveloping data, but it cannot be known a priori whichprojection is most representative. As emphasized by Roseand Hungr [12], monitoring must be continued as long aspossible prior to failure, and the results must be constant-ly re-evaluated. The time of failure prediction approach of[10] is generally considered applicable to large landslideswhere ductile deformations/creep often precedes failure.In situations involving brittle rock failure in tension orshear, and in particular cases at low stress levels that arecharacteristic of smaller failures, timing of failure esti-mates based on displacement monitoring results havebeen considered unfounded [12]. However, experiencefrom the recent GB-InSAR campaign sheds doubt on thispremise, as displacement plots provide clear early warningof the impending failure of a 20 to 40 m3 essentially rigidblock.

References

[1] Wilhelmstötter, F.: Geotechnisch-Geologische Untersu-chung des Felssturzgebietes Ingelsberg/Bad Hofgastein. MSThesis, Institute of Soil Mechanics and Foundation Engineer -ing, Technical University of Graz, Austria, Unpublished, 2013.

[2] http://www.zonu.com/fullsize-en/2011-06-30-13993/Topo-graphic-map-of-Austria-2008.html

[3] Geologischen Bundesanstalt: Geologische Karte der Umge-bung von Gastein, scale 1:50,000, Bundesamt für Eich- u. Ver-messungswesen, 1956.

Fig. 12. Schematic process of pseudo-sheet failure of the Ingelsberg


[4] Schmid, S. M., Fügenschuh, B., Kissling, E., Schuster, R.:Tectonic map and overtall architecture of the Alpine orogen.Eclogae Geologicae Helvetiae 97 (2004), pp. 93–117.

[5] Antonello, G., Casagli, N., Farina, P., Leva, D., Nico, G.,Sieber, A. J., Tarchi, D.: Ground-based SAR interferometryfor monitoring mass movements. Landslides 1 (2004), pp.21–28.

[6] Mazzanti, P., Brunetti, A.: Assessing rockfall susceptibilityby Terrestrial SAR Interferometry. Proceedings of the Moun-tain Risks International Conference, 109–114. Firenze, 2010.

[7] IDS (Ingegneria dei Sistemi S. p. A.): Kinematics of theSlumgullion Landslide revealed by Ground based InSAR Sur-veys (prepared by Giorgio Barsacchi). 2011.

[8] Mazzanti, P.: Displacement Monitoring by Terrestrial SARInterferometry for Geotechnical Purposes. Geotechnical In-strumentation News 25–28. 2011.

[9] Atzeni, C., Barla, M., Pieraccini, M., Antolini, F.: EarlyWarning Monitoring of Natural and Engineered Slopes withGround-Based Synthetic-Aperture Radar. Rock Mech RockEng (2015) 48, pp. 235–246.

[10] Fukuzono, T.: A new method for predicting the failure timeof a slope. In: Proc 4th Int Conf and Field Workshop onLandslides, pp. 145–150. Tokyo, Tokyo University Press,1985.

[11] Goodman, R. E., Kieffer, D. S.: Behavior of rock in slopes.Journal of Geotech and Geoenv Eng 126 (2000), No. 8,675–684.

[12] Rose, N. D., Hungr, O.: Forecasting potential rock slopefailure in open pit mines using the inverse-velocity method.Int Journal Rock Mech Min Sci 44 (2007), pp. 308–320.

M.Sc. Klaus Unterbergerhbpm Ingenieure GmbHWolf 326150 Steinach am [email protected]

Mag. Gerald ValentinState of Salzburg Geological SurveyMichael Pacher Straße 365020 [email protected]

Univ.-Prof. D. Scott Kieffer, Ph.D., P.E., C.E.G.Graz University of TechnologyInstitute of Applied GeosciencesRechbauerstraße 128010 [email protected]

Tel. +49 (0)6201 606-400Fax +49 (0)6201 [email protected]

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3D images combine visual and geometric information makingthem an obvious source for capturing and characterising rocksurfaces especially when there are constrained time and accessconditions. By taking photographs with an off-the-shelf cameraand using modern algorithms from photogrammetry, 3D imaginghas become state of the art on many conventional tunnel con-struction sites. Data is acquired on a daily basis, processed, geo-logically assessed, and finally stored in a suitable data base. Thecontribution provides a brief introduction of the technology andits measurement capabilities, as well as a description of thepractical application during the construction of the 8 km longGleinalmtunnel in Austria.

1 Introduction

In 2006, the American Rock Mechanics Association (AR-MA) hosted a workshop entitled: “Laser and Photogram-metric methods for rock face characterization”. The work-shop aimed at bringing together the manufacturers andearly users of upcoming systems for digital rock mass char-acterization. Special focus was given on geological map-ping, hence a practical field exercise was performed. Sys-tems and their results were compared, and general conclu-sions were derived. The major conclusion as given in theworkshop report [1] reads: “The obtained results indicatethat digital photogrammetry yields reliable and repro-ducible results when applied to rock mass characteriza-tion. Digital photogrammetry is thus a mature enoughtechnology that can be used with confidence in the pro-fession provided care is taken to follow the guidelinesprovided by the presenters in this report.”

Although available since then, it took several moreyears before the technology became standard practice onconventional tunnelling sites. Now in 2015, all larger tun-nel projects in Austria with conventional excavation use3D imaging for the acquisition of the tunnel face condi-tions and geological mapping. Reasons for the applicationof the technology may be found in the abilities and char-acteristics of 3D imaging including:– Measurement of inaccessible areas,– Enhanced safety on site (no personnel in rock fall areas),– Quick change of perspective and zoom (better under-

standing of large features),– Permanent documentation of rock mass conditions and

excavation stages,– Objective data basis for contractual-legal issues.

This contribution provides some introductory informationabout the technology and the practical application of 3Dimaging on a conventional tunnelling site.

2 3D image generation

A 3D image combines three-dimensional surface data withdigital imagery to a consistent three-dimensional model.To extract the 3D surface data one needs at least two pho-tographs of the same scene taken from different angles.This principle is called Shape-from-Stereo and is shown inFigure 1. A pair of corresponding (identical) image pointsP(u,v) is connected with corresponding projection centresO(X,Y,Z). The intersection of these two rays gives a three-dimensional surface point P(X,Y,Z). The underlying prin-ciples originated from Photogrammetry [2] and were laterextended by findings from Computer Vision [3] that al-lowed the use of off-the-shelf cameras and provided algo-rithms that were designed for a processing digital imageryquickly.

In the 2000s, extensions were introduced includingthe so-called Structure-from-Motion technique. The moti-vation was to reconstruct architectural models from alarge set of unordered photographs and to combine theminto a single, consistent 3D model [4]. The basic idea wasto use a high degree of redundancy for an automatic com-

Topics

3D images for digital geological mappingFocussing on conventional tunnelling

Andreas GaichGerald Pischinger

DOI: 10.1002/geot.201500048

Fig. 1. Shape from Stereo principle


A. Gaich/G. Pischinger · 3D images for digital geological mapping

putation that usually followed a sequence of operations,often referred to as the structure from motion pipeline.

A key component inside the structure from motionpipeline is to determine the individual camera locationsfor the overall arrangement – also known as Bundle Ad-justment. Besides its ability to simultaneously compute thecamera locations, it also computes camera calibration pa-rameters in the same step on demand (autocalibration).

Figure 2 shows the result after the determination ofthe camera positions and orientation (arrangement). Sur-face points act as tie points between the photographs, thesmall pyramids represent the camera locations. Figure 3shows an example of a resulting 3D image.

3 Application in conventional tunnelling

Tunnel construction sites with conventional excavationusually include two disadvantageous conditions for geo-logical data acquisition: – The need for physical contact, – The little amount of time available in front of the face.

When using 3D images, geometric rock mass informationis captured quickly, so more time remains for the assess-ment of non-geometric phenomena of the rock mass, e.g.water ingress, the amount and quality of discontinuity fill-ings (which needs physical contact), or a qualitative judge-ment on the rock mass behaviour. Thus, 3D images are

seen as supplement to a conventional data acquisitionrather than a substitute, as feared at earlier days of thetechnology.

In order to get 3D images, photos need proper quali-ty. Hence they are usually taken from a tripod in order tocope with low light conditions. At least two photos of theface are taken from two different locations. Figure 4 showsan example for the data acquisition at a conventional tun-nelling site. Photos are taken with a pre-calibrated off-the-shelf SLR camera.

3.1 Measurement possibilities

Photos are processed by a designated software and a 3Dimage is computed within few minutes. The 3D images arethen used to perform geologic mapping using a purpose-built 3D software component. For geometric rock masscharacterization the following measurement possibilitiesare included:– Orientation, location, size, and shape of visible disconti-

nuity surfaces,– Orientation, location, and length of fracture traces or

strata,– Distances, areas, volumes (e.g. of overbreaks),– Roughness (by profiles).

Besides, arbitrary sections and elevation maps can be vi-sualized.

Figure 5 shows the 3D image of a tunnel face (topheading) with a resulting structural analysis as providedby the geologist on site. Several graphical elements areavailable which can be grouped into (discontinuity) setsand be displayed as overlays on top of the 3D image. Fromthe geometric measurements descriptive rock mass para-meters are directly derived including:– Number of joint sets (user defined joint sets or automat-

ic determination of joint sets through orientation clus-tering),

– Statistics on mean orientations and spatial variation ofjoint orientations,

– Joint spacing of projected trace maps (normal spacingincluding statistical parameters),

– Spacing along arbitrary scanlines (normal, apparent, to-tal spacing including statistical parameters),

Fig. 2. Automatically computed arrangement of eleven images using some thousand tie points, i.e. points seen onseveral photos that are used for inter-linking the images

Fig. 3. The resulting 3D image combines a dense pointcloud with a geometric surface description and digital photographs

Fig. 4. Data acquisition at a conventional tunnel construc-tion site



– Joint persistence using the size of joints and bridges (un-fractured rock between traces) including statistical para-meters,

– Assessment of joint termination,– Graphical output of spacing and orientation measure-

ments (Figure 6),– Visualization of the topography of the tunnel face.

Additional functionality using mapped features include: – Statistics on spacing over one or several joint sets,– Automatic clustering of joint orientations,– Statistics on the spatial variation of joint orientations,– Statistics on the length of joint traces and bridges.

3.2 Using a mobile mapping device

Above mentioned procedures allows the geologists to dotheir mapping off site. In order to improve mapping on sitea tablet computer is used where photos of the tunnel faceare instantly provided to the geologist. All relevant struc-tures can be marked quickly as graphical annotations tothe photos. Later, during processing the photos to a 3Dimage, all structures are upgraded to 3D. This way: – Drawings are in correct scale and relationship,– No additional digitization of analogue sketches is re-

quired.

This has the potential to replace manual analogue sketch-es and shall be further extended in order to include all in-formation that is currently captured by an attentive geolo-gist.

4 Case study: Application at a hard rock tunnel site4.1 Project area

From December 2013 to March 2015, 3D imaging anddigital mapping were used for the geological documenta-tion of the second tube of the Gleinalmtunnel. This morethan 8 km long tunnel is part of the A9 motorway, whichis one of Austria’s main north-south connections leadingthrough the Eastern Alps. The geology of this tunnel ischaracterized by gneisses and amphibolites with uniaxialcompressive strengths (UCS) often exceeding 100 MPa.Laboratory tests show maximum UCS values of morethan 230 MPa. The rock mass is characterized by a pro-nounced discontinuity pattern. However, discontinuitiesare frequently healed by mineral infillings. As the rockmass conditions are predominantly favourable, it was de-cided to excavate large parts of the tunnel using full faceexcavation and round lengths of up to 3.5 m. Tunnelcross section in full face excavation was approximately90 m², with a width of 11 m and a height of 9 m. In total836 3D models were calculated for geological mappingpurposes of the two main headings (approximately oneevery 10 m).

4.2 Data acquisition

Photos for the 3D models were taken by a calibrated cam-era system (Canon Eos 7D and a Sigma EX 10 to 20 mmlens). Light, as provided by the contractor, varied from acomplete dark to well illuminated conditions. In the first(the rarer) case battery powered floodlights were used toachieve adequate lighting. Image acquisition worked welleven in low light conditions as long as the light conditionswere constant (i.e. did not vary from moving vehicle lightsor torches). In the majority of cases images were taken di-rectly after mucking and, depending on which workingstep followed, the shotcrete machine or the drilling jumbowere used to illuminate the tunnel face area.

Fig. 5. 3D image of a tunnel face including plot of the major rock structures displayed as graphical overlay

Fig. 6. Stereonet of a tunnel face assessment (left); jointspacing analysis of a projected trace map (right)

Fig. 7. Tablet computer for mapping instantly on digital photographs



For the bench heading, the sidewalls and the facewere usually photographed separately and the individualmodels were merged into a single model for geologicalmapping (see Figure 10). For merging the models, the indi-vidual models need sufficient overlap (about 25 %) to al-low for successful merging.

4.3 Scaling and referencing

Referencing and scaling of the 3D image was done usingthree different methods. For the simplest and most oftenapplied method a “range pole” was used (Figure 8a) withtwo discs at known distance. The range pole was placedand vertically aligned next to the newly blasted round inan area already secured by shotcrete and bolts. The result-ing models were then referenced with respect to the geo-graphic north by rotating the tunnel face into the direc-tion defined by the azimuth of the tunnel heading.

The second method consisted of scaling and referenc-ing by means of a laser projection unit called “LightScale”(Figure 8b), which projects four laser dots onto the tunnelface (Figure 8c). The left and the right laser are horizon-tally adjusted with the help of the integrated water level.All four laser beams are parallel to each other, with a de-fined distance between the beams. The orientation of thelaser beams is determined by the combined informationfrom an integrated electronic compass and an electronic

inclinometer. The values provided by these instrumentsare used for the orientation of the 3D model. Attentionhas to be paid that the compass readings are not distorteddue to electromagnetic fields of nearby machines. The tri-pod and LightScale together have a weight of approxi-mately 8 kg. The LightScale was especially useful whenthe range pole could not be positioned near the tunnelface. For example, it was used in the ventilation caverns,

Fig. 9. Scaling and referencing with target poles that wereconventionally surveyed

Fig. 8. Scaling and referencing: (a) range pole, (b) LightScale, (c) projected laser dot pattern on the tunnel face (denoted bywhite circle and arrow

Fig. 10. Merged model of bench exca-vation



where a second, inaccessible top heading was excavatedafter making the lower part of the cavern. Deviation ofmagnetic north from geographic north was taken into ac-count when referencing the model. In the project area,this deviation is approximately 3°.

The third method used surveyed control points. Inthe case of the Gleinalmtunnel this was accomplishedwith the help of targets that were installed by the contrac-tor and measured by surveyors for profile control withtheir theodolite (Figure 9). As long as at least three ofthese points were visible on the photographs, their coor-dinates were sufficient to referenc and scale the 3D im-age.

When merging models (e.g. for bench heading), thereference points (RangePole, LightScale, or 3D surveyedpoints) have to be visible only in one imaged section (themaster model).

4.4 Analog and digital geological mapping

According to the experience and records related to theconstruction of the first tube, rock mass conditions withvery strong rocks (UCS > 100 MPa) and discontinuity con-trolled excavation behaviour were predicted for the sec-ond tube. Therefore, geological mapping focused especial-ly on the detection and mapping of discontinuities andtheir properties. Generally the geological documentationfollowed the guideline for geotechnical design of under-ground structures with conventional excavation [5] andaimed at documenting the relevant parameters specifiedduring the design stage.

The schematic workflow of geological documentationin conjunction with 3D imaging and digital mapping isshown in Figure 11. It included a manual sketch of themain geological features of the tunnel face (e.g. lithologi-cal boundaries, foliation, discontinuities, folds, and faults).The lithologies and their basic properties were addressed

directly at the tunnel face by carrying out observationsand simple field tests according to ISRM suggested meth-ods and EN-ISO 14689-1. Also, both the rock mass behav-iour and discontinuity control of the excavation geome-tries were addressed directly at the tunnel face. Work inthe tunnel was accomplished by taking photos for the 3Dmodel and, if considered necessary, by taking additionalpictures (e.g. details of geological structures or of excava-tion) with a regular digital camera. The time span neededto accomplish the work at the tunnel face depends on theavailable time window (usually less than 10 min). Timeneeded to acquire the photos for the 3D model was usual-ly significantly less than 3 min. Part of the geological map-ping at the tunnel face was usually done parallel to otherworks (bolting, mucking, spraying concrete, drilling, main-tenance works). Usually mapping followed directly themucking procedure. So the overall time needed for geo-logical mapping and picture acquisition varied between 10and 30 min.

Digital geological mapping consisted primarily ofmapping discontinuities and their orientations (Fig-ure 12). Mapped discontinuities were usually grouped intosets by the cluster algorithm implemented in the used as-sessment software [6] and edited manually for erroneouslyassigned measurements. The field sketch of the tunnelface was updated by comparing it with the scaled 3D mod-el and adding orientation values in order to obtain a moreprecise face map (discontinuities, lithological borders,geometrical constraints).

Besides, the field estimates of discontinuity spacingswere compared to and corrected with distance measure-ments done on the 3D model.

Cross sections were extracted in order to assess theinfluence of discontinuities on the excavation geometry(see Figure 7). In addition, further data such as the roundlength, the location and length of blast hole remnantswere measured from the 3D images.

Fig. 11. Schematic work flow of geological documentation at the Gleinalmtunnel site



4.5 3D image for communication purposes

After completion of the mapping process, both the 3Dmodel and the structure map were uploaded on the securesite server. This happened on a daily basis and allowed fora prompt and reproducible description of the actual geo-logical conditions. In case of suspected or obvious geolog-ical hazards, the responsible people were informed andthe 3D model was used to explain the situation to the ge-otechnical engineer as well as to the site supervisors andthe engineers from the contractor.

4.6 Integration of data into a geological database

The acquired information of each assessed round wasstored in a geological data base. This data included thehand sketch of the tunnel face, photos, samples taken, as

well as descriptions of the encountered geological, hydro-geological and geotechnical conditions. Reports of thedocumented rounds were prepared in the data base andprovided on a daily basis to the involved parties. Further,the data base allows for a statistical evaluation of the doc-umented parameters (geotechnical parameters, litholo-gies). The drawing of geological sections is supported byexport functions.

In order to facilitate the workflow, data exchange rou-tines were provided to allow for a smooth flow of informa-tion between the digital mapping results and the geologi-cal data base (Figure 13).

5 Conclusions

As Hoek [7] wrote, engineering geological work should beled “by sound geological reasoning and rigorous engineer-

Fig. 12. Digital mapping of a top heading – (a) picture pair used for (b) calculation of the 3D model, (c) mapping of discon-tinuities and (d) directional statistics, as well as for extraction of profiles (e), (f)

Fig. 13. Import of discontinuity data to the geological database: Spreadsheet of discontinuity data exported from 3D model(left side) and import window of the geological data base (right side)



ing logic rather than by the very attractive images that ap-pear on the computer screen” with the overall goal of“putting numbers to geology”. In this context, 3D imagesprovide the opportunity to put numbers at least to certainaspects of geology.

3D images are automatically generated from a largeset of unordered photographs using modern image match-ing algorithms. They serve as self-explaining documenta-tion of rock surfaces and allow for digital geological map-ping in a comprehensive manner. Several tools for deter-mining rock mass parameters are available. The acquiredresults also serve as basis for tunnel stability estimationand for making decisions about support measures.

At the construction site of the Gleinalmtunnel, morethan 800 excavation rounds were documented using acommercially available 3D imaging solution. Photogram-metry based mapping of rock surfaces exposed during tun-nel excavation confirmed to be a valuable tool in obtain-ing reproducible high quality geological data. In addition,the 3D models were used for explaining and discussing thegeological and geotechnical situation with the involvedparties (e.g. client, site supervision, geotechnical engineer,and contractor).

The successful application of 3D imaging during tun-nel excavation requires a sound understanding of the tech-nology and acceptance at the tunnel site. This is bestachieved by providing adequate contractual frameworkson the one hand (who does the pictures, who provides thelight, who is responsible for digital mapping) and on theother hand by providing to the parties involved at the tun-nel site in due time the information and instructions nec-essary (what is done why and when, what is needed).

3D images support the communication of the geolog-ical/geotechnical conditions and provide objective datawhich might be very helpful in case of contractual-legal is-sues. Finally data acquisition such as 3D imaging duringtunnel excavation substantially increases safety of the on-site geologists.

References

[1] Tonon, F., Kottenstette, J: Laser and PhotogrammetricMethods for Rock Face Characterization, Report on a work-shop in Golden, Colorado in conjunction with the GoldenRocks Symposium, 2006.

[2] Slama, Ch. C. (ed.): Manual of Photogrammetry. 4th edi-tion. American Society of Photogrammetry, Falls Church,1980.

[3] Hartley, R., Zisserman, A.: Multiple View Geometry inComputer Vision. Cam-bridge University Press, 2001.

[4] Snavely, N., Seitz, S.M., Szeliski, R.: Modeling the Worldfrom Internet Photo Collections. International Journal ofComputer Vision 80 (2008), No. 2, pp. 189–210.

[5] Austrian Society for Geomechanics: Guideline for the Geo -technical Design of Underground Structures with Conven-tional Excavation – Ground characterization and coherentprocedure for the determination of excavation and supportduring design and construction. Salzburg, 2010. RetrievedMay 11, 2015, from http://www.oegg.at/en/service-8/down-load-28/

[6] 3GSM GmbH: ShapeMetriX3D Manual for version 3.8.Graz, 2014.

[7] Hoek, E.: Putting numbers to geology – an engineer’s view-point. Quarterly Journal of Engineering Geology, 32 (1999),No. 1, pp. 1–19, 1999.

Gerald PischingerGeoconsult ZT GmbHHölzlstraße 55071 Wals bei [email protected]

Andreas Gaich3GSM GmbHPlüddemanngasse 77A-8010 [email protected]

52 © 2016 Ernst & Sohn Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Berlin · Geomechanics and Tunnelling 9 (2016), No. 1

Topics

DOI: 10.1002/geot.201500046

Digital data acquisition, data management and 3D modellingtechniques are common techniques in the mining industry. On theother hand, civil engineering projects still lag behind in applyingadvanced technologies during geological reconnaissance and in-vestigation. The La Colosa gold mining project (Colombia) is pre-sented as an example, where sophisticated digital mapping tech-niques and 3D geological modelling is not only used for mining related issues, but is also successfully applied for the geological,geotechnical and hydrogeological investigations of adjacent civilengineering sites of the associated mine infrastructure.

1 Introduction

Large-scale mining and infrastructure projects are, in gen-eral, characterized by a number of geological, geological-geotechnical, and hydrogeological investigation phases.The principal objective of all these investigation phases isto acquire either new data on areas lacking sufficient in-formation or to gain more detailed information, in orderto increase the level of knowledge of specific conditions.

At large-scale mining projects, the geological, geo -technical and hydrogeologic data are usually acquired,stored, handled and analysed by means of highly ad-vanced digital technologies. In contrast, many civil engi-neering projects, independent of size, still lack the applica-tion of advanced digital data acquisition, data storage and3D modelling techniques. Reasons for this difference seemto be manifold. However, one important reason is the factthat at mining projects the ground represents value whichhas to be explored, exploited and sold with profit, whereasat civil engineering projects the ground is commonly con-sidered as an obstacle, which has to be removed or stabi-lized at a low cost. In consequence, it is often the eco-nomic factor which promotes or hampers the applicationof state-of-the art technologies for geological data acquisi-tion, data management, and visualization.

The world-class La Colosa gold mining project is pre-sented as an example of how digital mapping and data ac-quisition technologies are used to define geological struc-tures for the planned open pit as well as for the adjacentinfrastructure areas.

2 The La Colosa gold mining project

The La Colosa open pit gold mining project, owned anddeveloped by AngloGold Ashanti, is located in the high

Andes of the Central Cordillera of Colombia (approx.2,600 to 3,200 m elevation), approximately 40 km to thewest of the City of Ibagué, Department of Tolima (Figure 1and Figure 2). Since the start of exploration activities in2006 [1] up to July 2015, a total of 414 diamond drill holesof a total length of 141,230 m have been drilled. The cur-rent mineral resource estimation gives a combined indi-cated and inferred mineral resource of 33.15 m. ounces ofgold (1,030 Mt of ore at a grade of 0.82 g/t gold) [2]. Basedon this resource estimate, the La Colosa project will be-come the largest gold deposit in the Northern Andes.

Currently, the project is in the pre-feasibility stage. Ac-cording to the preliminary design of the planned open pitmine, the final pit outline will reach about 2.5 km in N-Sdirection and 1.5 km in W-E direction. The south-facingwall of the open pit will reach a final height of approxi-mately 820 m.

The associated mine infrastructure includes sites forthe crusher, plant and workshops, waste rock and tailingssites, as well as water control and water treatment facili-ties. This involves the design of large-scale civil engineer-ing structures such as dam structures, high slope cuts,landfill, and tunnels. The area of the associated mine in-frastructure straddles the eastern part of the 8.65 km longLa Línea tunnel (see Figure 1).

3 Geological frame

The La Colosa deposit is located in the Central Cordilleraand is associated with an intrusive complex of Mioceneage, which consists of three major magmatic pulses (seeFigure 1). This intrusive complex was emplaced into theTriassic (to most probably Jurassic) basement rocks of theCajamarca Complex which underwent polyphase deforma-tion and metamorphism during Andean orogenic process-es [3]. Contact metamorphism during emplacement of theintrusive stock caused the formation of hornfels.

Based on a detailed structural study of the area, thefollowing deformation events can be distinguished (Fig-ure 3) [4]:– Deformation event D1 is characterized by a closed, sub-

vertical to slightly west-vergent folding with a penetra-tive NNE- to NNW-trending schistosity (s1). Fold axes(b1) plunge sub-horizontally to the N and S. E- to ESE-dipping ductile shear zones commonly represent axialsurface planes.

Digital data acquisition and 3D structural modelling for mining and civil engineering – the La Colosa goldmining project, Colombia

Johannes HornerAndrés NaranjoJonas Weil


J. Horner/A. Naranjo/J. Weil · Digital data acquisition and 3D structural modelling for mining and civil engineering – the La Colosa gold mining project, Colombia

Fig. 1. Geological map La Colosa project

Fig. 2. Overview La Colosa project, view to east (La Colosa ridge), infrastructure areas in foreground



– Deformation event D2 overprints D1 and is character-ized by the formation of open folds with E- to SE-plung-ing fold axes (b2) and sub-horizontal schistosity (s2).

– Ductile deformation events D1 and D2 can be correlat-ed with compressional tectonics of the Andean oroge-ny, when slices of oceanic crust of the Pacific realm ac-creted to the northwestern margin of South Americaalong regional N- to NE trending, right-lateral suturezones.

– Continued deformation and uplift of the CentralCordillera marked the transition from a ductile to a brit-tle environment. Regional fault zones, including theNNE-trending Palestina Fault System, were reactivatedchanging the shear sense from right-lateral to left-lateral.The new stress field (deformation event D3), with com-pressional forces shifting from a W-E direction to NW-SE direction, was triggered by the eastward migration ofthe Caribbean Plate in the Miocene. The new tectonicenvironment caused the development of new secondarystructures, including W- to WNW-striking faults, and thereactivation of previously formed N-trending structureswithin the broad Palestina Fault System. In general, brit-tle structures show extensional characteristics control-

ling the emplacement of the magmatic complex at LaColosa.

4 Data types, data acquisition and handling

At the La Colosa project, like in exploration projects ingeneral, many different types of data are collected, includ-ing geological, geochemical, mineralogical, structural, geo-physical, rock mechanical and hydrogeological data. Anoverview of the most important data types is given inTable 1. The principal purpose of the extensive data ac-quisition is to accurately portray the greatest possibleknowledge regarding the geological, hydrogeological andgeotechnical conditions of the mineral deposit, in order tominimize any technical and, in consequence, economicrisk for the project.

Data are acquired directly in the field during fieldmapping (geology, structures), during in-situ testing(down-hole geophysics; hydrogeology), by drill core log-ging (geology, mineralogy, structures, rock mechanics),and during subsequent laboratory analysis (geochemistry)and testing (rock and soil mechanics, metallurgy and com-minution) of selected drill core samples.

Fig. 3. Deformation history, La Colosa project (modified from [4])



Some types of data are acquired in the field by meansof analogue processes, including geological field mappingand geological drill core logging data. Other types of dataare obtained directly in digital format, including geophysi-cal bore-hole scanning data, hyperspectral drill core analy-sis, hydrogeological data from piezometers and groundwa-ter monitoring points, geochemical data, and laboratorytesting data.

During the various exploration stages of the project,several data acquisition techniques were modified and ad-justed, in order to increase the effectiveness of work pro-cedures and to enhance data quality and data reliability.In the course of this process, the acquisition of structuralfield data was also adjusted from manual mapping in con-junction with a hardbound field book towards a digital so-lution (Figure 4). A new tool was applied using a ruggedtablet. A portable GIS solution (Fieldmove) [5] allowed di-rect mapping of structural elements, such as foliation, foldaxes, faults and fracture zones, on a digital base map. Theportable GIS also enabled the import and use of addition-al information (e.g. geological data, design of existing andplanned infrastructure), which helped in guiding fieldmapping. Acquired structural data were exported andstored on a daily basis and were readily available for sub-sequent analysis and 3D visualization.

Concerns regarding the use and performance of atablet in the difficult topographical and climatic condi-tions of the project area could be alleviated. After gettingthrough a learning period, advantages of digital mappingprevailed, such as real-time verification of location points

and structural data sets, switching of scales due to inde-pendency using the portable GIS, and the time-saving per-formance during data import and data export.

Data handling and administration is crucial for an ex-ploration and mining project when big amount of datahave to be readily available for reviews, cross analyses, in-terpretations and estimations. At the La Colosa project, alldata, acquired by field mapping, drill core logging, down-hole surveying, and laboratory test work, are integrated in-to and administrated by a geological data base (Figure 5).This data base is constantly updated as newly acquired da-ta enter daily. The data base is also subject to adjustmentsand extensions while the application of new techniquesand new testing methods generate new data sets, whichhave to be administrated in a logical and structured way.

5 3D modelling of geological structures

The spatial analysis of the acquired structural datawas performed directly in a 3D environment (LeapfrogGeo/Leapfrog Mining) [6]. The 3D visualization of thestructural elements enables a fast and effective analysisand interpretation of the spatial relation of the structuralfeatures. Structural surface data can be displayed,analysed and interpreted in combination with drill corelogging data and bore-hole scanning data, as well as anyother data type that include information about structures(e.g. hydrothermal alteration, geochemistry, hydrogeologi-cal data, geophysical data).

For the La Colosa project folds of the deformationevents D1 and D2 as well as brittle faults of deformationevent D3 were modelled using data from surface structur-al mapping, drill core logging, bore-hole scanning, and al-so from hydrogeological monitoring (Figure 6).

Folds were modelled using surface data including foli-ation (s1, s2), fold axes (b1, b2), and ductile shear zones(sh). Bore-hole scanning data and structural data from ori-ented drilling were used as supplementary sources of in-formation, enabling the structural interpretation and mod-elling towards depth.

Brittle structures, such as faults and associated frac-ture zones were modelled using surface data and selecteddrill core logging data, including drilling intersections withlogged fault zones, low RQD, low drill core recovery, and ahigh fracture frequency (FF). Only faults with a significantpersistence (interpreted length > 400 m) were modelled.Some faults are only constrained by a few outcrop points,whereas other fault planes could be modelled by linkingFig. 4. Digital data acquisition by using a rugged tablet

Table 1. Types of data acquired at the La Colosa project



surface outcrop data with drill core intercepts. It shouldbe noted that a profound understanding of the drill corelogging process is imperative, in order to be able to inter-pret and link specific drill core intercepts of faults andfracture zones with structural data from surface mapping.

Field observations from surface mapping such asshear sense of faults and cross cutting relationships arehighly important, in order to obtain a consistent tectonic-structural interpretation.

The current 3D structural model covers an area of ap-proximately 45 km2. The model is based on more than2,500 structural data from a total of about 750 surface out-crop points, and information from more than 141,000 m ofdrill core. It defines the geometrical relationship of theductile folds and shear zones as well as brittle faults.

6 Implications for engineering and design

At the planned La Colosa open pit, the high wall willreach a height of approximately 820 m. In consequence,the 3D structural model is essential for the geotechnicaldesign of the pit slopes as major structures may controlthe stability at inter-ramp and global scale [7] [8].

By extending the existing 3D structural model to-wards the planned mine infrastructure areas important in-formation for further geotechnical and hydrogeological in-vestigation and subsequent engineering can be obtained.The 3D structural model is currently used for the design ofa hydrogeological and a geotechnical investigation pro-gramme covering the various infrastructure sites. In addi-tion, the structural model in combination with the litho-

Fig. 6. 3D Structural model, La Colosa project (Section 493000 N; looking north)

Fig. 5. Geological data management at the La Colosa project



logical model guides the investigation programme for bor-row materials, which are needed for the construction ofthe civil structures.

Subsequently, the 3D structural-lithological modelwill be used for rock mass characterization, rock massmodelling and geotechnical analysis for civil structures tobe designed.

7 Conclusions and future steps

In contrast to many civil engineering projects, the vast ma-jority of exploration and mining companies have identi-fied the need for digital mapping techniques, systematicdata management, and advanced 3D modelling.

For an exploration and mining project a well-struc-tured and efficient data management is essential, in orderto guarantee a high level of data reliability and data avail-ability. Data sets obtained by many different methods andprocesses have to be integrated, stored and administratedfor complex analysis and estimation processes. The im-mense volume of data obtained from different methodsduring the exploration process requires adequate tools forthe management, the analysis and the interpretation of thecollected data.

At the La Colosa gold mining project, a structuralmodel was developed using digital acquisition tools andadvanced 3D modelling techniques. Based on the struc-tural geological observations from surface and drill core, aconsistent structural model could be elaborated. This de-tailed structural model is a prerequisite for the elaborationof a geotechnical model. The current 3D structural model,which extends from the planned pit area towards the adja-cent infrastructure areas, will serve as basis for subsequenthydrogeological and geotechnical studies for engineeringand design of the open pit, and the associated mine infra-structure.

Acknowledgements

The authors thank AngloGold Ashanti for giving permis-sion to publish this paper. The numerous discussions inthe field with the site geologists are gratefully acknowl-edged and have guided the development of our current un-derstanding of this world-class mining project.

References

[1] Lodder, C., Padilla, R., Shaw, R., Garzón, T., Palacio, E.,Jahoda, R.: Discovery history of the La Colosa gold porphyry

deposit, Cajamarca, Colombia. Society of Economic Geolo-gists Special Publication Series, v. 15: 19–28, 2010.

[2] Anglogold Ashanti: Mineral Resource and Ore Reserve Report 2014 (http://www.aga-reports.com/14/ir/)

[3] Villagomez, D., Spikings, R.: Thermochronology and tec-tonics of the Central and Western Cordilleras of Colombia:Early Cretaceous-Tertiary evolution of the Northern Andes.Lithos, v. 160-161: 228–249, 2013.

[4] Naranjo, A., Horner, J., Castro, A., Uribe, A., Weil, J., Nu-gus, M.: La Colosa Au-porphyry deposit, Colombia: new in-sights on the structural control and ore-forming processes inthe Northern Andes. Society of Economic Geologists, Ho-bart, Tasmania, 2015.

[5] Midland Valley:: Fieldmove. http://www.mve.com/digital-mapping_(accessed January 2016)

[6] Aranz Geo Ltd.: Leapfrog Mining/Leapfrog Geo.http://www.leapfrog3d.com_(accessed January 2016)

[7] Read, J., Stacey, P. (eds.): Guidelines for open pit slope design. CSIRO Publishing, 2009.

[8] Horner, J., Weil, J., Betancourt, J., Naranjo, A., Montoya, P.;Sanchez, J.: Rock mass and structural modeling for the largeopen pit gold mining project in the Northern Andes: The LaColosa Project, Colombia. In Dight (ed.): Slope Stability. pp.127–136. Australian Centre for Geomechanics, Brisbane2013.

Jonas WeiliC consulenten ZT GesmbHZollhausweg15101 BergheimAustria

Andrés NaranjoAngloGold Ashanti ColombiaIbaguéColombia

Dr. Johannes HorneriC consulenten ZT GesmbHZollhausweg15101 [email protected]


Product Information

DSI delivers support materials for the Gemeinschaftskraftwerk Inn

m.b.H., Östu-Stettin Hoch- und TiefbauGmbH and Wayss & Freytag Ingenieur-bau AG. The works include a closed un-derground channel (length 310 m), thepowerhouse (34 m × 23 m × 34.8 m) fortwo vertical machine sets, the penstock(inclined shaft, internal diameter 3.8 m,length 380 m with a slope of 31 %, 40 mhorizontal section) to be excavated bydrill and blast with steel armouringbackfilled with concrete, the surge tank(shaft with internal diameter 13.8 m,height 100 m, with membrane and in-situ concrete inner lining; upper cham-ber: length 70 m, cross-section 35 m²),the apparatus chamber (at the crossingof the surge tank/penstock/ tunnel dri-ven from the other direction) with ac-cess tunnel (length 320 m), the drill andblast tunnel from the opposing directionin the pressure tunnel (excavated diame-ter 6.5 m, length 1.000 m with in-situconcrete lining) and all auxiliary workssuch as electricity transmission, accessroads and traffic diversion. The contractvolume is about 56.4 m. Euro.

In addition to the boring of the head-race tunnel, the adit, access tunnel(Fig. 2) and starting cut will all be exca-vated conventionally by drill and blast.The northernmost part of the pressuretunnel will also be excavated cyclicallyin full-face with two-pass lining. Thesupport layer will consist of reinforced

The Gemeinschaftskraftwerk Inn (GKI)– a collaborative project of the TirolerWasserkraft AG, the Engadiner Kraft -werke AG and the Verbund AG – is alarge new run of the river power stationbeing constructed on the upper RiverInn in the border area between theSwiss village of Valsot and the Austrianvillage of Prutz. The power station,which has been extensively checked inAustria and Switzerland, will generateabout 400 GWh of hydropower electrici-ty annually after the construction phase(2014 to 2018).

The essential elements of the GKIare the pondage and the weir, the head-race tunnel and the powerhouse (Fig. 1).The weir facility is being constructed inthe border area between Martina andNauders with a weir 15 m high to retainwater. From here, up to 75 m3/s of waterwill be conducted down the 23.2 kmheadrace tunnel and the penstock to thepowerhouse in Prutz/Ried, where twopowerful machine sets, each consistingof a Francis turbine and a generatorwith a power of 89 MW, will generateenvironmentally friendly electricity. Thewater then flows through an under-ground channel back into the Inn. Thetotal investment in the project is about410 m. Euro.

The main works for the Gemein-schaftskraftwerk Inn are divided intoseveral construction contracts. HochtiefSolutions have been awarded the con-struction of the headrace tunnel, whichis more than 23 km long. The contractis the largest of the altogether three con-tracts for the power station on the RiverInn. The headrace tunnel has a diame-ter of 6.5 m and runs undergrounddown the orographically right-hand sideof the valley from the pondage in Ovellato the powerhouse in Prutz, at depthsbelow ground level of between 130 and1,200 m according to location. Thestarting point for the construction of thetunnel is the adit in Maria Stein, fromwhere the actual headrace tunnel will bebored by a TBM about 12.7 km towardsthe weir and 8.9 km towards the power-house. At the weir in Ovella and at thepowerhouse in Prutz/Ried, tunnels willalso be driven in the opposing direction.The tunnel will be lined with segments,which will be produced in a field pro-duction plant on site. The contract value is 132 m. Euro and the tunnelshould be completed by the middle of2018.

The contract for the penstock and thepowerhouse in Prutz/Ried will be un-dertaken by a joint venture of the com-panies Bemo Tunnelling GmbH, G. Hinteregger & Söhne Baugesellschaft

shotcrete with rock bolts and steel arch-es, and the inner lining will be an in-situconcrete ring provided with waterproof-ing membrane in places. For the conven-tional driving of the various tunnels andaccess tunnel and the construction ofthe inclined shaft, DSI Österreich deliv-ered the complete palette of support ma-terials needed (Fig. 3). These are essen-tially:– Omega-Bolt expanding friction bolts,

120 kN, in individual lengths of 3 and4 m with top heading anchor platesand sleeve pipes,

– SN anchors, SN25-250, L = 4 and 6 mwith Alwagrip special ribbing incl. topheading anchor plates 200/200/10 mm, nuts and washers,

– Dywi Drill hollow bar system, ∅ R32-250 and R32-280, L = 2, 3 and 4 m,

– Steel spiles of grade BST 550, ∅ 25 mm,

– Self-drilling spiles, R32, L = 3 and 4 mincl. hardened drill bit and

– Pantex lattice girders, type 130/20/30and tape 70/20/30 with welded nutpairs and spacers.

Further informationDYWIDAG-Systems International GmbHAlfred-Wagner-Strasse 14061 Pasching/Linz, Austriawww.dywidag-systems.at

Fig. 1. Overview of the project area (photo: GKI)Bild 1. Übersicht Projektgebiet (Foto: GKI)


Product Information

DSI liefert Stützmittel für das Gemeinschaftskraftwerk Inn

75 m3/s Wasser über den 23,2 km langenTriebwasserstollen und dem Druck-schacht zu den Turbinen im Krafthaus inPrutz/Ried geleitet, wo zwei leistungsstar-ke Maschinensätze, bestehend aus je ei-ner Francis-Turbine und einem Generatormit einer Leistung vom 89 MW, umwelt-freundlichen Strom erzeugen. Das Was-ser fließt durch einen unterir dischen Ka-nal wieder in den Inn zurück. Die Ge-samtinvestitionen in das Projekt betragenca. 410 Mio. Euro.

Die Hauptbauarbeiten für das Ge-meinschaftskraftwerk Inn sind in mehre-re Baulose aufgeteilt. Hochtief Solutionserhielt den Zuschlag für den Bau desmehr als 23 km langen Triebwasserwegs.Das Baulos ist das größte der insgesamtdrei Baulose des Wasserkraftwerks amInn. Der Triebwasserstollen mit einemAusbruchdurchmesser von 6,5 m verläuftauf der orografisch rechten Talseite un-terirdisch vom Stauraum in Ovella zumKrafthaus in Prutz, je nach Lage zwi-schen 130 und 1.200 m tief unter derOberfläche. Der Ausgangspunkt für denStollenbau ist der Fensterstollen in MariaStein. Von dort aus wird der eigentlicheTriebwasserstollen ca. 12,7 km in Rich-tung Wehranlage und ca. 8,9 km in Rich-tung Krafthaus mithilfe von TVM gefräst.Bei der Wehranlage in Ovella und beimKrafthaus Prutz/Ried erfolgt ein Gegen-vortrieb. Der Ausbau des Tunnels erfolgtmit Tübbingen. Diese Stahlbetonteilewerden vor Ort in einer Feldfabrik herge-stellt. Der Auftragswert liegt bei 132 Mio.Euro. Der Stollen soll bis Mitte 2018 fer-tiggestellt werden.

Das Baulos Kraftabstieg und Kraft-haus Prutz/Ried wird eine Arbeitsge-meinschaft aus den Unternehmen BemoTunnelling GmbH, G. Hinteregger &Söhne Baugesellschaft m.b.H., Östu-Stet-tin Hoch- und Tiefbau GmbH und Wayss

Mit dem Gemeinschaftskraftwerk Inn(GKI) – ein gemeinsames Projekt der Tiroler Wasserkraft AG, der EngadinerKraftwerke AG sowie der Verbund AG –entsteht am Oberen Inn im schweize-risch-österreichischen Grenzgebiet zwi-schen der Schweizer Gemeinde Valsotund der österreichischen GemeindePrutz ein neues großes Laufwasser -kraftwerk. Das in Österreich und derSchweiz umfassend geprüfte Kraftwerkerzeugt im Anschluss an die rund vierjäh-rige Bauphase (2014 bis 2018) jährlichüber 400 GWh Strom aus Wasserkraft.

Die wesentlichen Elemente des GKIssind der Stauraum und die Wehranlage,der Triebwasserstollen sowie das Kraft-haus (Bild 1). Im Grenzgebiet zwischenMartina und Nauders entsteht die Wehr-anlage mit einem 15 m hohen Wehr zurWasserfassung. Von dort werden bis zu

& Freytag Ingenieurbau AG ausführen.Die Arbeiten umfassen den geschlosse-nen Unterwasserkanal (Länge 310 m),das Krafthaus (34 m × 23 m × 34,8 m) fürzwei vertikale Maschinen sätze, denKraftabstieg (Schrägschacht, Innendurch-messer 3,8 m, Länge 380 m mit 31 % Neigung, 40 m Flachstrecke) im konven-tionellen Vortrieb mit hinterbetonierterStahlpanzerung, das Wasserschloss(Schacht: Innendurchmesser 13,8 m, Höhe 100 m, mit Folie und Ortbetonin-nenschale, Oberkammer: Länge 70 m,Querschnitt 35 m²), die Apparatekammer(im Kreuzungsbereich Wasserschloss/Kraftabstieg/Gegenvortrieb Druckstol-len) mit Zugangstunnel (Länge 320 m),den konventionellen Gegenvortrieb imDruckstollen (Ausbruchsdurchmesser6,5 m, Länge 1.000 m mit Ortbetonaus-kleidung) sowie sämtliche Nebenarbeitenwie Energieableitung, Zufahrten und Ver-kehrsumlegungen. Der Auftragswert be-trägt rund 56,4 Mio. Euro.

Neben dem maschinell aufzufahren-den Triebwasserstollen entstehen dieFensterstollen, Zugangstunnel (Bild 2)und Anfahrbereiche zyklisch im Spreng-vortrieb. Der nördlichste Teil des Druck-stollens wird ebenfalls im zyklischen Vor-trieb im Vollausbruch vorgetrieben undzweischalig ausgebaut. Dabei besteht dieAußenschale aus einer bewehrten Spritz-betonschale mit Felsankern und Stahl -bögen. Bei der Innenschale handelt essich um einen Ortbetonring, der stellen-weise mit einer Dichtbahn versehen wird.Für die konventionellen Vortriebe derverschiedenen Tunnel und Zufahrtsstol-len sowie den Bau des Schrägschachtslieferte DSI Österreich die komplette Pa-lette an benötigten Stützmitteln (Bild 3).Diese umfasste im Wesentlichen:– Omega-Bolt Reibrohrexpansions anker,

120 kN, in Einzellängen von 3 und 4 mmit Kalottenankerplatten und Über-schubrohren,

– SN-Anker, SN25-250, L = 4 und 6 mmit Alwagrip Sonderrippung inkl. Kalottenankerplatten 200/200/10 mm, Muttern und Beilagscheiben,

– Dywi Drill Hohlstab-System, ∅ R32-250 und R32-280, L = 2, 3 und 4 m,

– Stahlspieße aus BST 550, ∅ 25 mm, – Selbstbohrspieße, R32, L = 3 und 4 m

inkl. gehärteter Bohrkronen sowie– Pantex Gitterträger, Typ 130/20/30

und Typ 70/20/30 mit angeschweißtenMutterpaaren und Abstand haltern.

Weitere InformationenDYWIDAG-Systems International GmbHAlfred-Wagner-Strasse 14061 Pasching/Linz, Austriawww.dywidag-systems.at

Fig. 2. Access tunnel (photo: DSI)Bild 2. Zugangsstollen (Foto: DSI)

Fig. 3. In addition to various bolts and spiles, DSI also supplied the Pantex lattice girders(photo: DSI)Bild 3. Neben verschiedenen Ankern und Spießen liefert DSI auch die Pantex-Gitterträger(Foto: DSI)


Site Report

Minax ensures safety in a deep tunnel

A global network of branch officesand production locations all over theworld also enables the Geobrugg Groupto supply Minax mesh in various wirethicknesses, even in large quantities andquickly. All mesh variants possess an ex-tremely high strength of 1,770 N/mm2.In order to ensure the long lifetime ofthe mesh, Geobrugg analyses the geolog-ical conditions in advance and provides

The Chilean state mining concernCodelco has ordered from Geobrugg thesupply of dynamic mesh for the stabili-sation of galleries in the “El Teniente”copper mine. The mine has been ex-tracting copper ore since 1904 from thelargest known copper deposit in theworld, with an annual production ismore than 400,000 t of fine copper.Since the original development of themine, more than 3,000 km of gallerieshave been driven.

The high-strength and dynamic steelmesh from Geobrugg, which is marketedunder the name Minax, serves as sup-port mesh for galleries and to provideprotection against rockfall and cavingfrom the tunnel sides (Fig. 1). For Codel-co, two factors were decisive: – the dynamic stabilisation with high-

strength steel wire mesh,– the possibility of safely, quickly and

automatically installing the mesh.

Since Minax is made of corrosion-resis-tant and high-strength steel wire, it is theonly mesh that is suitable for tunnel sta-bilisation in the geologically very chal-lenging conditions in deep mine gal-leries. The fully automatic mounting ofthe safety mesh also enables rapid in-stallation and the highest safety for theminers, since they can stay out of thedanger area during the entire installa-tion process (Fig. 2).

the Minax mesh with the appropriatecorrosion protection.

Further information:Geobrugg AGAachstrasse 11CH-8590 RomanshornSwitzerlandwww.geobrugg.com

Minax sorgt für Sicherheit in tiefe Stollen

Der staatliche chilenische Bergbaukon-zern Codelco beauftragte Geobrugg mitder Lieferung von dynamischem Geflechtzur Stabilisierung der Stollen im Kupfer-bergwerk „El Teniente“. Das Bergwerkbaut seit 1904 Kupfererz in der weltweitgrößten bekannten Kupferlagerstätte ab.Die Jahresproduktion liegt bei mehr als400.000 t Feinkupfer. Seit der Eröffnungdes Bergwerks sind mehr als 3.000 kmStrecken aufgefahren worden.

Das hochfeste und dynamische Stahl-drahtgeflecht von Geobrugg, das unterder Markenbezeichnung Minax vertrie-ben wird, dient als Verzugsnetz für Strecken und soll vor Steinfall und Aus-brüchen aus der Tunnellaibung schützen(Bild 1). Für Codelco waren zwei Fakto-ren ausschlaggebend: – Die dynamische Stabilisierung durch

hochfestes Stahldrahtgeflecht,– Die Möglichkeit, das Geflecht sicher,

schnell und automatisiert installierenzu können.

Da Minax aus korrosionsresistentemund hochfestem Stahldraht gefertigt ist,

Fig. 1. The dynamic mesh supports mine galleries against caving (photo: Geobrugg)Bild 1. Das dynamische Geflecht schützt im Bergwerksstollen vor Ausbrüchen (Foto: Geobrugg)

Fig. 2. Safe and rapid installation of the mesh through mechanical mounting (photo: Geo-brugg)Bild 2. Sichere und schnelle Installation der Geflechte durch maschinelles Montieren (Foto:Geobrugg)


Site Report/Diary of Events

ist dieses das einzige Geflecht, das fürdie Tunnelstabilisierung bei den geolo-gisch sehr anspruchsvollen Bedingungenin tiefen Bergewerksstollen geeignet ist.Darüber hinaus ermöglicht die vollstän-dig automatisierte Montage des Sicher-heitsgeflechts sowohl eine schnelle In-stallation als auch höchste Sicherheitfür die Bergleute, da diese sich währenddes gesamten Installationsprozesses nieim Gefahrenbereich aufhalten (Bild 2).

Ein globales Netzwerk mit Niederlas-sungen und Produktionsstätten auf derganzen Welt ermöglicht es der GeobruggGruppe, das Minax-Geflecht in unter-schiedlichen Drahtstärken auch in gro-ßen Mengen und kurzfristig zu liefern.Alle Geflechtsvarianten zeichnen sichdurch ihre extreme Festigkeit von1.770 N/mm2 aus. Um eine lange Le-bensdauer der Geflechte gewährleistenzu können, analysiert Geobrugg vorab

die geologischen Bedingungen im jewei-ligen Bergwerk und stattet das Minax-Geflecht dementsprechend mit dem be-nötigten Korrosionsschutz aus.

Weitere Informationen:Geobrugg AGAachstrasse 11CH-8590 RomanshornSchweizwww.geobrugg.com

World Tunnel Congress 201622 to 28 April 2016, San Francisco, California, USA

Topics• Case histories• Contracting practices• Design/analysis• Engineering for resiliency• Environmental challenges/

sustainability• Hard rock tunnelling• High stress tunnelling• Human resources challenges• Instrumentation and Monitoring• Large bore TBM projects• Underground caverns• New technologies• Operations and maintenance• Planning and financing for

underground projects• Risk management• Safety in design and construction• Sequential excavation methods• Seismic design and performance• Site investigations/geotechnical• Soft ground tunnelling• Unchartered territories/conditions• Urban planning and development• Challenging future projects

www.wtc2016.us

Ground Improvement in Under -ground construction and mining9 to 11 May 2016,Boulder, Colorado, USA

groundimprovementshortcourse.com

13th International ConferenceUnderground Construction 23 to 25 May 2016, Prague, Czech Republic

Topics• Urban transport tunnels – design and

construction • Non-urban transport tunnels – design

and construction

4th European Forum of Road TunnelSafety Officers9 to 10 March 2016, Rotterdam, The Netherlands

Topics• Operating tunnels safety during

refurbishment• Commissioning and testing of new

and refurbished tunnels

www.ita-cosuf.org

23th Conference on Geotechnics10 March 2016, Darmstadt, Germany

Topics• Geotechnics and natural hazards• BIM in geotechnics• National and international projects• Intercity building/tunnelling• Legal questions and standardization

www.geotechnik.tu-darmstadt.de

31. Christian Veder Colloquium31 March and 1 April 2016, Graz, Austria

Topics• Ground improvement• Design, tender, contract, execution

www.cvk.tugraz.at

bauma 201611 to 17 April 2016, Munich, Germany

www.bauma.de

2. Felsmechanik-Tag13. April 2016, Weinheim, Deutschland

Thema• Felsmechanische Fragestellungen

beim Bahnprojekt Stuttgart-Ulm

www.felsmechanik.eu

• Other underground structures anddisposal of radioactive waste

• Geotechnical investigation andmonitoring

• Numerical modelling, developmentand research

• Equipment, operational safety andmaintenance in undergroundstructures

• Risk management, contractualrelationships and funding

• Historical underground structures andtunnel reconstruction

www.ucprague.com

Road to Tunnel Expo26 to 28 May 2016, Ankara, Turkey

www.road2tunnel.com/en/

5th Munich Tunnelling Symposium3 June 2016, Neubiberg, Germany

Topics:• Design methods, BIM• Tunnels in Bavaria• Large scale projects• Sustainability in tunnelling

www.tbsm.de

37th Grouting Fundamentals &Current Practice Short Course June 13–17, 2016, Austin, Texas (USA)

Topics• Procedures for cement and chemical

grouting• Grouting of rock under dams• Groundwater cutoffs and composite

seepage barriers• Grouting of rock anchors and

micropiles• Jet grouting, compensation grouting,

permeation grouting, compactiongrouting

• Grouting for underground structures

Diary of Events


Diary of Events

• Overburden and rock drilling methods• Instrumentation and monitoring

www.groutingfundamentals.com

Swiss Tunnel Congress 201615 to 17 June 2016, Luzern, Switzerland

Topics• Challenging international tunnelling

projects• Challenging tunneling projects in

Switzerland

www.swisstunnel.ch

50th US Rock Mechanics/Geomechanics Symposium26 to 29 June 2016, Houston, Texas,USA

Topics• Geomechanics for civil engineering• Geomechanics for petroleum

engineering• Geomechanics/rock mechanics for

mining engineering• Geomechancis and environmental

risk• Induced/triggered seismicity• Waste disposal-produced water, CO2

sequestration• Depletion-induced surface subsidence• Rock mass, fault zone, fractured rock,

weak rock, rock fabric• Stability and support• Fracture mechanics• In situ stress, pore pressure

measurements, predictions• Geomechanics and geothermal

exploration and production• Coupled processes – geomechanics,

fluid flow, heat, transport• Numerical/analytical/Constitutive

modelling of rock and rock processes• Computational advances and data

analytics• Geophysics and geology in

geomechanics• Rock heterogeneity across all length

scales

www.amarocks.org

Eurock 201629 to 31 August 2016, Cappadocia, Turkey

Topics• Design methodologies and analysis• Rock dynamics• Rock mechanics and rock engineering

at historical sites and monuments

• Underground excavations in civil andmining engineering

• Coupled processes in rock mass forunderground storage and wastedisposal

• Rock mass characterization• Petroleum geomechanics• Instrumentation-monitoring in rock

engineering and back analysis• Risk management• New frontiers

http://eurock2016.org/

34. Baugrundtagung 2016 14 to 16 September 2016, Bielefeld, Germany

Topics• Innovation• Spezialtiefbau• Erd- und Grundbau• Tunnelbau• Infrastrukturprojekte• Geotechnik für regenerative Energie

und nachhaltiges Wirtschaften• Normung• Prognosen und Qualitätssicherung

www.baugrundtagung.de

10th Austrian Tunnel Day12 October 2016, Salzburg, Austria

Topics .• Special challenges at current large

construction sites• BIM in tunnelling• Contractual project specifications in

tunnelling – What are themisconceptions?

• Innovation award

www.oegg.at

65. Geomechanics Colloquium13 to 14 October 2016, Salzburg, Austria

Topics• Geothermal energy – experiences,

chances and risks• TBM – expectations and reality• Geomechanical aspects in mining• Large projects in Austria

www.oegg.at

45. Geomechanik-Kolloquium11. November 2016, Freiberg, Germany

Themen• Geothermie und Gebirgsmechanik• Gesteins- und gebirgsmechanisches

Versuchswesen

• Salzmechanik – Endlagerung –Verwahrung

• Nationale und internationaleBauprojekte

tu-freiberg.de/fakult3/gt/feme/

TBM in difficult grounds16 to 18 November 2016, Istanbul,Turkey

Topics• Case studies of TBMs in various

difficult grounds and complex geology• Characterization of difficult grounds

for TBM tunnelling• Laboratory testing and physical

modelling of TBM excavation• Numerical modelling of TBM

interaction with grounds• Ground treatment for TBMs in

difficult grounds,• Application of foam and soil

conditioning• Support design for TBM tunnels in

variable and complex grounds• Monitoring and back analysis for

TBM tunnels in difficult grounds• Development of hybrid TBMs for

difficult and varying grounds• Probe drilling and umbrella arch

ahead of TBM cutterhead• Use of TBMs in mines and for other

special applications• TBM selection, performance

assessment and operationmanagement

• Decision aids for tunnelling and riskmanagement of TBM in difficultgrounds

www.tbmdigsturkey.org

Stabilitätsfragen in der Geotechnik 17. November 2016, Leoben, Österreich

Topics• Planung, Berechnung und

Überwachung • Fokus auf Hang- und

Böschungsstabilitäten

Information:[email protected]@unileoben.ac.at


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Geomechanics and Tunnelling

Gregor Doppmann, Monika Burri, Raphael WickThe success story of environmentalsupport of construction at Erstfeld-AmstegErfolgsgeschichte Umweltbau -begleitung Erstfeld-Amsteg

Max John, Werner Dallapiazza, Frederico MatousekGotthard Base Tunnel: Comparison ofprognosis and actual conditions of engineering geology and tunnellingGotthard-Basistunnel: Vergleich Prog-nose – Befund aus baugeologischerund tunnelbautechnischer Sicht

Hans-Peter Vetsch, Peter Zbinden, Ernst Märki, Heinz EhrbarGotthard Base Tunnel – the selectionof a tunnel system as seen todayGotthard-Basistunnel – Wahl des Tunnelsystems aus heutiger Sicht

Alex Sala, Raphael WickGotthard Base Tunnel – Technicaloverview of the projectGotthard-Basistunnel – TechnischeProjektübersicht

Luzi R. Gruber, Uwe HolsteinConventional tunnel drive from SedrunKonventionelle Vortriebe Sedrun

Bruno Röthlisberger, Daniel Spörri, Michael RehbockUnexpectedly difficult ground conditions in the MFS FaidoUnerwartet schwierige Baugrund -verhältnisse in der MFS Faido

Arthur Hitz, Matthias Kruse“The mountain from the mountain” –handling the tunnel spoil material„Der Berg aus dem Berg“ – Be -wirtschaftung des Tunnelausbruch -materials

Gotthard Base TunnelGotthard-Basistunnel

In deep tunnels with restricted opportunities for investigation, deviations from the prognosisnaturally occur during the construction phase. These are caused by the different effects ofgeological and hydrogeological conditions on tunnelling. At the Gotthard Base Tunnel, itturned out that the rock mass showed more favourable behaviour than forecast at severalzones, which had been categorised as critical. Nonetheless, challenging situations did arisedue to geological effects, for example due to loosening of the rock mass in the backup areadestroying the shotcrete support layer.

Bei einem tiefliegenden Tunnel mit beschränkten Möglichkeiten der Erkundung treten bei derAusführung naturgemäß Abweichungen von der Prognose auf. Diese haben ihre Ursache inden geologischen und hydrogeologischen Verhältnissen, die sich unterschiedlich auf den Vor-trieb auswirken. Beim Gotthard-Basistunnel hat sich gezeigt, dass sich in einzelnen als kri-tisch eingestuften Bereichen das Gebirge günstiger verhalten hat als prognostiziert. Dennochkam es aufgrund von geologischen Einflüssen zu herausfordernden Situationen, z. B. als auf-grund von Gebirgsentfestigung im Nachläuferbereich die Spritzbetonschale zerstört wurde.

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ISBN 978-3-433-03119-3

the world as design

2nd Edition 2015. 198 pages

€ 24,90

ISBN: 978-3-433-03117-9

Otl Aicher (1922–1991) an outstanding personality in modern design

Otl Aicher was a co-founder of the legendary Hochschule für Gestaltung (HfG), the Ulm School of Design, Germany. His works since the fifties of the last century in the field of corporate design, e.g. Lufthansa, and his pictograms for the 1972 Summer Olympics in Munich are major achievements in the visual communication of our times.

“An integral component of Aicher’s work is that it is anchored in a “philosophy of making” inspired by such thinkers as Ockham, Kant or Wittgen-stein, a philosophy concerned with the prerequi-sites and aims, the objects and claims, of design. Aicher’s complete theoretical and practical writ-ings on design (which include all other aspects of visual creativity, such as architecture) are available with this new edition of the classic work.”

Wilhelm Vossenkuhl

“Otl Aicher likes a dispute. For this reason, the volume contains polemical statements on cul-tural and political subjects as well as practical reports and historical exposition. He fights with productive obstinacy, above all for the renewal of Modernism, which he claims has largely ex-hausted itself in aesthetic visions; he insists the ordinary working day is still more important than the “cultural Sunday”.”

Wolfgang Jean Stock

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