Effects of different tunnel face advance excavation on the settlement by FEM

Karakus, Murat; Fowell, R.J.

doi:10.1016/s0886-7798(03)00068-3

Cited by 96 publications

(21 citation statements)

References 6 publications

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“…Basic parameters affecting the ground deformations are ground conditions, technical/environmental parameters, and tunneling or construction methods (O'Reilly and New 1982;Arioglu 1992;Karakus and Fowell 2003;Tan and Ranjit 2003;Minguez et al 2005;Ellis 2005;Suwansawat and Einstein 2006). Detailed site investigations should be performed to determine physical and mechanical properties of the ground, existence of underground water, and deformation characteristics, especially stiffness.…”

Section: Introductionmentioning

confidence: 99%

Environmental effects of tunnel excavation in soft and shallow ground with EPBM: the case of Istanbul

Ocak

2009

Environ Earth Sci

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In metro tunnel excavations, it is important to control surface settlements observed before and after excavation, which may cause damage to surface structures. Otherwise, the metro tunnel cannot perform the task expected, and the advantages of the tunnel are lost. In this study, short-term surface settlements and their effect on buildings are examined in three zones for twin tunnels, which have been excavated between the Otogar and Kirazlı 1 stations of the Istanbul Metro line, and are 5.8 km in length. Geology in the study area is composed of fill, stiff clay, dense sand, very dense sand, and hard clay, respectively, starting from the surface. Tunnels are excavated by using two Earth Pressure Balance Tunnel Boring Machines (EPBMs) with a 6.5 m diameter as twin tubes with 14 m distance from center to center. The EPBM in the right tube is followed about 100 m behind the other tube. Segmental lining with 1.4 m of length is currently employed as final support. The results of this study indicate that, with EPBM excavation method in shallow depths and soft grounds, the damage done to the environment prolonged project costs up to 15.8% more. In addition, tunnel conditions prolonged the project schedule to 29.3%.

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Section: Introductionmentioning

confidence: 99%

Environmental effects of tunnel excavation in soft and shallow ground with EPBM: the case of Istanbul

Ocak

2009

Environ Earth Sci

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“…Therefore, the range of ratio E/E is 1.35-2.37, G /E is 0.23-0.44 [14][15][16][17], and / is hypothetically assumed varying 0.75-1.5. The values of E and adopted in Table I are 50 MPa [18] and 0.3 [19]. Therefore, a parametric study by three examples is illustrated as follows:…”

Section: Illustrative Examplementioning

confidence: 99%

“…(1) Effect of load inclination, , on the normalized surface displacements when = 30 • : From Figure 34, it is shown that the displacements at any depth, the surface displacements, and the average displacements in a given layer can utilize Equations (1)-(3) with the combinations of Equations (14)- (19), (21)-(26), and (29)-(34). In this example, the surface displacements, u x , u y , and u z , are computed by using the properties of isotropic/cross-anisotropic soils (Soil 1/Soils 2-7, Table I), and assuming = 30 • , the width (B) and the length (L) of a rectangle are, respectively, 4 and 6 m. Figure 35 shows the effect of load inclination, , from 0 to 360 • , on the normalized surface displacements, u x /q (Figure 35(a)), u y /q (Figure 35(b)), and u z /q (Figure 35(c)), for Soils 1-7.…”

Section: Illustrative Examplementioning

confidence: 99%

Displacement and stress distributions under a uniform inclined rectangular load on a cross‐anisotropic geomaterial

Wang

Ruan

2008

Num Anal Meth Geomechanics

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SUMMARYIn practical engineering, an applied rectangular area load is not often horizontally or vertically distributed but is frequently inclined at a certain angle with respect to the horizontal and vertical axes. Thus, the solutions of displacements and stresses due to such a load are essential to the design of foundations. This article yields the analytical solutions of displacements and stresses subjected to a uniform rectangular load that inclines with respect to the horizontal and vertical axes, resting on the surface of a crossanisotropic geomaterial. The planes of cross-anisotropy are assumed to be parallel to the horizontal ground surface. The procedures to derive the solutions can be integrated the modified point load solutions, which are represented by several displacement and stresses elementary functions. Then, upon integrations, the displacement and stress integral functions resulting from a uniform inclined rectangular load for (1) the displacements at any depth, (2) the surface displacements, (3) the average displacements in a given layer, (4) the stresses at any depth, and (5) the average stresses in a given layer are yielded. The proposed solutions are clear and concise, and they can be employed to construct a series of calculation charts. In addition, the present solutions clarify the load inclinations, the dimensions of a loaded rectangle, and the analyzed depths, and the type and degree of geomaterial anisotropy profoundly affect the displacements and stresses in a cross-anisotropic medium. Parametric results show that the load inclination factor should be considered when an inclined rectangular load uniformly distributed on the cross-anisotropic material.

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“…Their elastic properties are listed in Table III. In Table III, E and are, respectively, 50 MPa [27] and 0.3 [28]. A Mathematica R program based on Equations (4)-(6) (for a point load), Equations (8), (10) and (11) (for a uniform skin friction), and Equations (14)-(16) (for a linear variation of skin friction), is written to compute the vertical stresses.…”

Section: Illustrative Examplementioning

confidence: 99%

Vertical stress distributions around batter piles driven in cross‐anisotropic media

Wang

Lee

Chen

2008

Num Anal Meth Geomechanics

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SUMMARYThis work presents analytical solutions to compute the vertical stresses for a cross-anisotropic half-space due to various loading types by batter piles. The loading types are an embedded point load for an end-bearing pile, uniform skin friction, and linear variation of skin friction for a friction pile. The crossanisotropic planes are parallel to the horizontal ground surface. The proposed solutions can be obtained by utilizing Wang and Liao's solutions for a horizontal and vertical point load acting in the interior of a cross-anisotropic medium. The derived cross-anisotropic solutions using a limiting approach are in perfect agreement with the isotropic solutions of Ramiah and Chickanagappa with the consideration of pile inclination. Additionally, the present solutions are identical to the cross-anisotropic solutions by Wang for the batter angle equals to 0. The influential factors in yielded solutions include the type and degree of geomaterial anisotropy, pile inclination, and distinct loading types. An example is illustrated to clarify the effect of aforementioned factors on the vertical stresses. The parametric results reveal that the stresses considering the geomaterial anisotropy and pile batter differ from those of previous isotropic and cross-anisotropic solutions. Hence, it is imperative to take the pile inclination into account when piles are required to transmit both the axial and lateral loads in the cross-anisotropic media.

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Effects of different tunnel face advance excavation on the settlement by FEM

Cited by 96 publications

References 6 publications

Environmental effects of tunnel excavation in soft and shallow ground with EPBM: the case of Istanbul

Environmental effects of tunnel excavation in soft and shallow ground with EPBM: the case of Istanbul

Displacement and stress distributions under a uniform inclined rectangular load on a cross‐anisotropic geomaterial

Vertical stress distributions around batter piles driven in cross‐anisotropic media

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