The Kielder experimental tunnel: final results

Ward, W. H.; Tedd, P; Berry, Nsm

doi:10.1680/geot.1983.33.3.275

Cited by 21 publications

(10 citation statements)

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“…The final conclusion was that the skilled engineer, by observing the behaviour of the ground, can cause it to work for him by controlling its yield and hence its ability to support load. A case study that implements this final conclusion was described by Ward et al (1983) with reference to the Kielder experimental tunnel, which was built to assess design and construction requirements for the proposed 32 km long aqueduct tunnel. It was established that the load carried by the lining, deduced from strain measure-ments, was dependent on how much the rock was allowed to yield.…”

Section: Full-scale Field Monitoring and Case Studiesmentioning

confidence: 99%

Contributions to Géotechnique 1948–2008: Tunnelling

Standing¹,

Potts²

2008

Géotechnique

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The response of the ground and nearby structures to tunnelling constitutes a complex soil–structure interaction boundary value problem. Géotechnique papers published over the past 60 years that have dealt with this subject are summarised and discussed here. The papers have been organised according to their subject matter, including historical perspectives, various forms of theoretical and numerical analyses, small-scale modelling, and full-scale field monitoring. The number of papers written has steadily accelerated with time, thus indicating the growing interest in tunnelling and its effects, particularly in the urban environment, and an increase in our understanding of the subject. However, our knowledge is far from complete, and there are still many challenges to be tackled, particularly concerning the effects of tunnelling on existing infrastructure.

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Section: Full-scale Field Monitoring and Case Studiesmentioning

confidence: 99%

Contributions to Géotechnique 1948–2008: Tunnelling

Standing¹,

Potts²

2008

Géotechnique

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“…13. Ward et al [21] had monitored different tunnel support methods in an experimental tunnel in mudstones, at the Kielder project in NE England. The obvious advantages of immediately combining B ?…”

Section: Rrs Contra Lattice Girdersmentioning

confidence: 99%

Minimizing the use of concrete in tunnels and caverns: comparing NATM and NMT

Barton

2017

Innov. Infrastruct. Solut.

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For many decades, a tunnelling method has been in use which effectively minimizes the use of concrete, which should be one of the goals in our CO 2 -producing planet. We call the method NMT (Norwegian Method of Tunnelling) and emphasize its 'single-shell' characteristics, to distinguish it clearly from double-shell NATM (the so-called New Austrian Tunnelling Method), which is recommended to have (ASG, NATM: the Austrian practice of conventional tunnelling 2010): shotcrete, mesh, lattice girders, rock bolts (if in-rock), drainage fleece, membrane, and the final load bearing and often steel-reinforced concrete lining, including the invert when in poor rock conditions. This tunnelling method is inevitably several times more expensive, uses many times the volume of concrete, takes longer to build, and requires at least a ten times larger labour force than single-shell NMT. The single-shell tunnels for road or rail or hydropower or water transfer, or for large caverns for storage of oil or food, or for hydropower machine and transformer halls, can be made stable by judicious application of a well-used ([2000 case record based) the so-called Q-system of rock mass quality estimation. The latter encompasses a rock mass quality scale from 0.001 (equivalent to a serious fault zone, where we also may need a local concrete lining) to 1000 (equivalent to massive unjointed rock) where careful blasting will remove the need even for shotcrete. In general, rock masses where we need tunnels or caverns will lie closer to 'mid-range' (i.e. closer to Q = 1 which is described as 'poor quality'). Here we would need combinations of corrosion-protected rock bolts and high quality fibre-reinforced shotcrete, with stainless steel or polypropylene fibres. We may also need systematic high-pressure preinjection of micro-cement and micro-silica, which may add 20% to the (low) starting cost of the NMT excavation. Written as B ? S(fr) in short-hand, NMT has rock bolt c/c spacing in metres and shotcrete thickness in centimetres, as specified by the range of Q values and excavation dimensions. The details are also affected by the planned use. For instance, at our record-breaking Olympic cavern of 60 m span (for housing 5400 spectators or later concert goers), B = 2.5 m c/c ? S(fr) 10 cm were (and remain 25 years later) the stabilizing and permanent measures of support and reinforcement. Deformation monitoring and distinct element (jointed rock) numerical verification showed 7-8 mm of maximum deformation in the arch. The moderate Q value range of quality of 2-30 (poor/fair/good) and RQD = 60-90 indicated a well-jointed gneiss, which had only moderate UCS = 90 MPa compressive strength.keywords Tunnels Á NMT Á NATM Á Overbreak Á Shotcrete Á Concrete Á Collapse

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“…The description of the constitutive law for the rockmass reveals two fundamentals conception: the elasticity of the material and the viscoplastic flow rule that describes the evolution of the viscoplastic stress. The elastic-viscoplastic formulation is based in the decomposition of the tensor of total strain as shown in the equation (1):…”

Section: The Constitutive Law For the Rockmassmentioning

confidence: 99%

“…The results of the ANSYS code agree perfectly with the analytical solution and with the GEOMEC91 code. Finally, it is simulated a real experimental tunnel, the Kielder tunnel [1], which in situ measurement data is available.…”

Section: Introductionmentioning

confidence: 99%

A tridimensional finite element approach to model a tunnel with shotcrete and precast concrete

Fiore

Maghous

Filho

2016

Rev. IBRACON Estrut. Mater.

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This paper describes a numerical simulation with 3D finite elements of a tunnel. The viscoplastic law of Perzyna represents the rockmass behavior. The concrete, shotcrete or precast, is modeled as a viscoelastic material through the Maxwell and Kelvin chain models. Finite element simulations are performed by incorporating subroutines for viscoelastic concrete models in the ANSYS code. The method to simulate tunnel excavations is by activating and deactivating elements in sequential steps. In the first part of the paper two validations are performed. The analytical solution and the deformation achieved on the stabilization in the ANSYS code are compared with an unlined tunnel. A lined tunnel, with an elastic and viscoplastic rockmass combined with an elastic lining, is compared with the results of the GEOMEC91 code. In the second part, it is compared the same tunnel with two different concrete lining for two chain models. Finally, it is modeled the Kielder experimental tunnel, which in situ measured data is available.

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The Kielder experimental tunnel: final results

Cited by 21 publications

References 0 publications

Contributions to Géotechnique 1948–2008: Tunnelling

Contributions to Géotechnique 1948–2008: Tunnelling

Minimizing the use of concrete in tunnels and caverns: comparing NATM and NMT

A tridimensional finite element approach to model a tunnel with shotcrete and precast concrete

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