Characterization of soil conditioning for mechanized tunnelling
May 07, 2008
The EPB tunnelling has achieved a higher number of application and this trend is clear both for large size machines and for small diameter machines. In order to extend the application field for EBP machines, the natural soil has to be treated with additives during the excavation. The results of a test program on different conditioned not-cohesive soils by means of slump cone test are presented in the paper. The water content and the amount of conditioning foam were varied in the tests in order to find the influence on the quality of the conditioned ground and how the foam and water contents influence the mix behaviour.
- a certain degree of plasticity that makes the treated soil suitable for the pressure transmission in the excavation chamber and the pressure decay control along the screw conveyor, as well as for the controlled extraction through the screw conveyor itself;
- a low inner friction of the bulk material that allows to reduce both the power requirement of the cutting head, as well as the wearing of the machine parts that are in contact with the soil;
- the persistence of the above-mentioned characteristics over the time, to allow a safe control of the face stability during the whole excavation step and when the machine has to be stopped due to any reason.
- a 1/10 scaled model for EPB excavation simulation was set up in the work of a National French Research Programme (AFTES, 2001). The model consisted of a 500mm diameter cutting head of 500 mm, a conical excavation chamber, a inclined screw conveyor, a horizontal screw conveyor, a cylindrical shield and four thrusting cylinders. The soil to be excavated was placed in a rigid 2 x 1.3 x 1.3 m box. A loading device, using ten air cushions, allowed the simulation of an additional overburden. The system was instrumented with several monitoring transducers for the driving parameters, the soil stresses and deformation control (Branque et al., 2003);
- a laboratory model of a screw conveyor device and a full-scale EPB machine screw conveyor were used by Bezuijen and Schaminée (2001) to study the behaviour of conditioned sand soils. They observed that the pressure was dissipated linearly along the conveyor, that the screw torque was approximately constant and that the pressure at the end of the conveyor was depending on the opening of the gate valve at the discharge point;
- a full-scale EPB screw conveyor was used by Yoshikawa (1996) and a number of tests were performed with plastic soil and with different screw speed. He observed that a linear pressure gradient was present in the screw conveyor;
- a laboratory screw conveyor apparatus, where the material was extracted from a tank by a sub-horizontal screw, was built by Oxford University, in partnership with Cambridge University (Peña, 2003; Mair et al., 2003; Merritt and Mair, 2006). The laboratory device was made up of a pressurized tank which was connected to a 1m long and 0.1m diameter horizontal screw conveyor. The screw conveyor was instrumented in four sections, each with two load cells to measure the total normal stress and the soil-casing interface shear stress components and a pressure transducer to measure the pore water pressure in the soil. Measurements of the screw torque were also carried out. Tests can be performed with various pressures applied to a cohesive soil over a range of screw speeds, with different discharge outlet conditions.
- tank by an inclined screw, was built in Politecnico di Torino (Vinai et al., 2006). The device represent an approximate 1:10 screw conveyor scale model with a screw conveyor lenght/diameter of 9. The device (Figure 2) is made of a 800mm high tank with a 600mm nominal diameter which is filled with ground. An alluminium plate connected to a hydraulic jack, with a stroke of 500mm, applies a nominal pressure to the tank (up to 2MPa). A 1500 mm long screw conveyor is coupled to the tank with an upward inclination of 30° and the screw extends inside the tank to collect and extract the soil. The diameter of the screw case is 168 mm, the flights have a pitch of 100 mm.
- soil 1: a medium size sand, with D10 = 0,12 mm and D60 = 0,5 mm
- soil 2: a mix with the same sand of soil 1 and gravel with grain size of 4-8 mm, with D10 = 0,2 mm and D60 = 5 mm
- soil 3: a mix with the same sand of soil 1 and gravel with grain size of 8-15 mm, with D10 = 0,2 mm and D60 = 9 mm
- soil 4: a mix with 45% of sand, 45 % gravel 4-8 mm, 10% of silt, with D10 = 0,2 mm and D60 = 3,5 mm
- too stiff behaviour or impossibility to create a plastic “paste” ,due to insufficient water or foam content: an irregular collapse of the cone can be observed;
- too fluid behaviour due to excessive water or foam content: a drainage of water from the soil mass can be observed
- correct behaviour of the mix: the conditioned soil behaves plastically.
[2] Milligan G., 2000, Lubrification and soil conditioning in tunnelling pipe jackong and microtunnelling state of the art review, Geotechnical consulting group, London.
[3] Milligan G., 2001, Soil conditioning and lubrification agents in tunnelling and pipe jacking, Proceedings of Undreground Construction 2001, London, 105-116
[4] EFNARC, 2005, “Specification and guidelines for the use of specialist products for Mechanized Tunnelling (TBM) in Soft Ground and Hard Rock,” Recommendation of European Federation of Producers and Contractors of Specialist Products for Structures.
[5] Vinai R., Oggeri C., Peila D., Pelizza S., 2006, “Condizionamento con schiuma dei terreni per applicazioni EPB: sperimentazione mediante un nuovo apparato di laboratorio.” Gallerie e grandi opere sotterranee, 78 (1), pp. 39-47 (in Italian).
[6] Mair R.J., Merritt A.S., Borghi F.X., Yamazaki H. and Minami T., 2003, “Soil conditioning for clay soils,” Tunnels and Tunnelling International, April 2003, pp. 29-32.
[7] Peron J.Y. and Marcheselli P., 1994, “Construction of the 'Passante Ferroviario' link in Milan. Italy. lots 3P, 5P, and 6P: excavation by large EPBS with chemical foam injection,” Proc.,Tunnelling '94, IMM, London, pp. 679 – 707.
[8] Maidl U., 1995, „Erweiterung der Einsatzbereiche der Erddruckschilde durch Bodenkonditionierung mit Schaum,“ PhD Dissertation, Ruhr-Universität Bochum, Germany (in German).
[9] Quebaud S., Sibai M., Henry J.P., 1998, “Use of chemical foam for improvements in drilling by earth pressure balanced shields in granular soils”, Tunnelling and Underground Space Technology, 13(2), pp. 73 – 180.
[10] Bordachar F., Nicolas L., 1998, »Fluides conditionneurs pour la pression de terre », Tunnels et ouvrages souterrains, 169(Janvier/Février), AFTES, pp. 21 – 27.
[11] Jancsecz S., Krause R., Langmaack, L., 1999, “Advantages of soil conditioning in shield tunnelling: experiences of LRTS Izmir.” Proc. International Congress on Challenges for the 21st Century, Alten et al. (eds), Balkema, Rotterdam, pp. 865-875.
[12] Williamson G.E., Traylor, M.T., Higuchi, M., 1999, “Soil conditioning for EPB shield tunneling on the South Bay Ocean Outfall”, In: Proceedings of RETC 1999, pp. 897 – 925.
[13] Langmaack L., 2000, “Advanced technology of Soil Conditioning in EPB Shield Tunnelling,” MBT publication.
[14] Vinai R., Oggeri C., Peila D., 2007, "Soil conditioning of cohesionless sand for EPB applications: a laboratory research", Tunnel and Underground Space Technology (accepted for publication).
[15] Pena M., 2003, “Soil conditioning for sands,” Tunnels and Tunnelling International, July 2003, pp. 40-42.
[16] AFTES, 2001, EUPALINOS 2000, Synthèse, AFTES (ed.),Octobre 2001, Paris
[17] Bezuijen A., Schaminée P.E.L., 2001, Simulation of the EPB-Shield TBM in model tests with foam as additive. In: Proccedings of Congress on Modern tunnelling science and technology, Kyoto, Balkema, Rotterdam, 935-940.
[18] Yoshikawa T., 1996, “Soil pressure drop af the screw conveyor for shielded machines.” Trans. Jpn. Soc. Mech. Engrs, Part C 62 (595), pp. 1197-1203.
[19] Merritt A. and Mair R.J., 2006, “Mechanics of tunnelling machine screw conveyor: model tests.” Geotechnique, 56(9), pp. 605-615.
[20] ASTM C143/C 143M – 00, 2003, Standard test method for Slump of Hydraulic-Cement Concrete, Annual book of ASTM Standards.
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Contact
Ing. Luca Borio (Dept. of Land, Environment and Geo-technology Politecnico di Torino)
10129 Torino, Italy
Phone:
+39 011564 7723
Fax:
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