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                               Geotechnical Aspects of Underground Construction in Soft Ground – Ng, Huang & Liu (eds)
                                                             ©2009Taylor & Francis Group, London, ISBN 978-0-415-48475-6
              Construction method, ground treatment, and conditioning for tunneling
              T. Hashimoto & B.Ye
              Geo-Research Institute, Osaka, Japan
              G.L.Ye
              Department of Civil Engineering, Shanghai Jiaotong University, Shanghai, P.R. China
              ABSTRACT: This general report reviews a selected group of papers of Session 2 which is related to
              “ConstructionMethod,GroundTreatment,andConditioningforTunneling”.Thepapersaredividedinto5groups
              based on their topics: (1) construction methods with case studies, (2) ground treatment, (3) load and pressure,
              (4)conditioningadditivesforEPB,(5)others.Beforereviewing,thegeotechnicalaspectsinthesefieldsarefirstly
              summarized, and then the essences of these papers are presented.The deficiencies and future developments are
              also discussed.
              1 INTRODUCTION                                                   Table 1.  Grouping of the papers in Session 2.
              Session 2 includes 19 papers from China, Japan, UK,                                           Num.of
              the Netherlands, Germany, Iran, Slovakia, Argentina              Topics                       papers     Authors
              and Brazil. Especially, Tongji University, Shanghai              1. Construction methods      6papers
              and GeoDelft, the Netherlands contribute to present                with case studies
              some papers respectively. It is because that Shanghai              1.1 Bored tunnel by        (3)        Bakker & Bezuijen
              and the Netherlands have been performed many tun-                      TBM(shield                        (A, B) He et al.
              nels during the past decade in the soft ground. These                  tunneling)
              papers are divided into 5 groups and 8 subgroups                   1.2 Shotcrete method       (3)        Sfriso Guatteri et al.
              based on their topics, which are shown in Table 1.                     (mountain tunneling               Fillibeck &Vogt
              Althoughallthesepaperhascontributedtosomespec-                         method, NATM)
              ifiedaspectofconstructionmethod,groundtreatment,                 2. GroundTreatment           5papers
              andconditioning for tunneling, some papers with sig-               2.1 Ground freezing        (2)        Hu&Pi
              nificant importance are selected to be reviewed in this                                                  Fillibeck &Vogt
              GeneralReport.Thereviewwillbecarriedoutaccord-                     2.2 Grouting               (4)        Guatteri et al.
              ing to the grouping of the paper. Before the review,                                                     Bezuijen & vanTol
              the geotechnical aspects in these fields are firstly                                                     Gafar et al
              summarized.                                                                                              Fillibeck &Vogt
                                                                               3. Load and pressure         7papers
                                                                                 3.1 Lining pressure        (5)        Hashimoto et al.
                                                                                                                       Talmon&Bezuijen
              2 CONSTRUCTIONMETHODWITH                                                                                 Talmonetal.
                  CASESTUDIES                                                                                          Bakker & Bezuijen
                                                                                                                       (A, B)
                                                                                 3.2 Pressure onTBM         (4)        Bezuijen & Bakker
              2.1   Bored tunnel byTBM                                                                                 Song&Zhou
              More and more practices of bored tunnels by TBM                                                          Bakker & Bezuijen
              bring forward more and more requirements for shield                                                      (A, B)
              tunnel. Table 2 displays the current trend of develop-           4. Conditioning              2papers    Hajialilue-Bonab
              mentofshield tunnel based on the requirements from                 additives for EPB                     et al. (A, B)
              the world market of tunneling.                                   5. Ohters                    3papers    Deng&Zhang
                 To meet these requirements, technologies of TBM                                                       Kuzme&Hrustinec
              are also developed at the same time. The recent                                                          Li et al.
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                Table 2.   Current trend in shield tunneling.
                Longdistance                 3km∼10km
                High speed excavation        300m∼1000m/month
                Deepexcavation               40m∼100m
                Large cross section          10m∼15mofdiameter
                Deformedcross section        2faces∼4faces, non-circular
                High durability of tunnel    100 years
                Cost performance             Notcheapbuthighquality
                                               with reasonable cost
                Table 3.   Geotechnical aspects for bored tunneling (shield      Figure 1.   Support pressures before, during and after the
                tunneling).                                                      “Blow out” at the 2nd Heinenoord tunnel (by Bakker &
                TBMtype                Both of slurry and EPB type in the        Bezuijen (A)).
                                        soft soil with ground water
                Applicable ground      Soft to stiff clay, loose to dense sand,
                                        gravel
                Groundloss             Possible to be controlled less than
                                        0.1∼1%innormalcondition
                Face stability         Needsomecontrolling technologies
                                        for each slurry type or EPB type
                Filling tail void      Simultaneous grouting can reduce
                                        ground loss and give an uniform
                                        distribution of lining pressure
                Segmental lining       Manytypesofsegmentallining have
                                        been developed
                development of TBM and its technologies are shown
                as following:                                                    Figure   2.  Surface   settlements;   measured and back-
                – Durability ofTBM                                               calculated with different material models (by Bakker &
                – Durability of cutter bits                                      Bezuijen (A)).
                – Exchangeable cutter bits
                – Installation of linings, new segmental linings
                – Driving control system                                         surface settlement were also displayed, shown in Fig-
                – Docking method                                                 ure2.Itwasconcludedthatforanadequateprediction
                – Backfill grouting                                              of deformations it is important to model the grouting
                    In the practice of bored tunneling by TBM, the               pressureasaboundarycondition,incombinationwith
                geotechnical aspects shown inTable 3 are of the most             the use of small strain material model.
                importance and should be well considered.                           As to the structure issues of the 2nd Heinenoord
                    Bakker & Bezuijen (A, B) shared their invaluable             Tunnel, Bakker & Bezuijen (B) investigated the crack-
                experiences and findings on shield tunneling in soft             ing and palling that occurred due to construction load,
                groundobtainedinlasttenyears.Duringtheconstruc-                  see Figure 3. Then a large scale tunnel ring tests was
                tion of the 2nd Heinenoord Tunnel that is approxi-               carried out, shown as Figure 4. By combining the
                mately in the middle underneath the river Oude Maas              model tests as well as numerical tests, it was found
                intheNetherlands.Theyfoundoutthatbecause“blow-                   that the usage of kaubit in the ring joint was the main
                out” occurred during TBM driving under the river,                reason.Thecompressionoftheflexiblekaubitstripsby
                face support pressure dropped within 15 seconds after            jackingforceresultedinaslippingofdifferentsegment
                the cutter face working, shown as Figure 1.According             piece, leading to local stress concentration and irreg-
                totheirinvestigation,theypointedoutthatfacesupport               ular deformation. By replacing it with stiffer plywood
                pressureshouldbecontrolledbetweenlowerandupper                   plates,thedamagewasprevented.Theinfluenceofthe
                limits for situations with little overburden or the soil         duration of plywood to the long-term behavior of tun-
                cover itself is relatively light. We also are interested in      nel,however,isstillquestionable.Duringconstruction
                the “15 seconds”, which indicted that the front insta-           of the first tube for the Westernscheldt Tunnel, they
                bility occured without any omen, a careful control of            found out that high grout pressures and in absence of
                front pressure is necessary. Some analysis results of            beddingmaycausethebucklingoftheTBM.Certainly,
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             Figure 3.   Damage to the dowel and notch sockets during       Figure5.   Theverticalstressincrementin1.5maheadofthe
             the first 150m of construction of the 2nd Heinenoord tunnel    opening face (by He et al.).
             (by Bakker & Bezuijen (B)).
             Figure 4.   Large-scale tunnel ring testing (by Bakker &
             Bezuijen).
             someotherfactorsthatwerenotdiscussedinthepaper
             mayalsocauseTBMdeformation.
                He et al. studied the first application of DOT tun-
             neling in Shanghai. They conducted an in-situ test             Figure 6.   Dot shield tunnel run across the buildings
             to investigate the distribution of stress and displace-        (by He et al.).
             ment around the tunnel. Figure 5 shows the vertical
             soil stress increment ahead of cutter face. Beauti-            2.2   Shotcrete method (Mountain tunnel
             ful distribution of vertical earth pressure increment                method, NATM)
             and settlement troughs were observed. It is expected
             that more detailed information about the measuring             Thegeotechnical aspects of shotcrete method (Moun-
             methods can be given out. They also reported a DOT             taintunnelmethod,NATM)aresummarizedinTable4.
             shield passed under a five-floor building with a dis-             The design and construction procedures of Metro
             tance of 1m successfully by careful operation, shown           tunnels in Buenos Aires from 1998–2007 were
             as Figure 6. The main countermeasures were relative            reported by Sfriso. The characterization of Buenos
             low advancing speed and extra backfill grouting.               Airessoilsfortunnelingisoverconsolidatedcemented
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