Ultimate bearing capacity of rock masses

Serrano, Arturo; Olalla, C.

doi:10.1016/0148-9062(94)92799-5

Cited by 116 publications

(56 citation statements)

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“…The method suggested by Serrano & Olalla (1994) was based on the Hoek-Brown empirical failure criterion. However, the use of the so-called Brought to you by | MIT Libraries Authenticated Download Date | 5/11/18 9:05 PM Geological Strength Index (GSI) in the equations suggested by Serrano & Olalla (1994) and Merifield et al (2006) results in overestimation of the bearing capacity. The GSI, introduced by Hoek (1994), provides a system for estimating the reduction in rock-mass strength for various geological conditions.…”

Section: Methodsmentioning

confidence: 99%

Section: Methodsmentioning

confidence: 99%

“…To estimate the bearing capacity of the rock units, two empirical equations suggested by Hoek et al (2002) and Serrano & Olalla (1994), respectively, were used. The method suggested by Serrano & Olalla (1994) was based on the Hoek-Brown empirical failure criterion. However, the use of the so-called Brought to you by | MIT Libraries Authenticated Download Date | 5/11/18 9:05 PM Geological Strength Index (GSI) in the equations suggested by Serrano & Olalla (1994) and Merifield et al (2006) results in overestimation of the bearing capacity.…”

Section: Methodsmentioning

confidence: 99%

“…One of the data that are required for the determination of the ultimate bearing capacity (q ult ) of spread foundations on rock masses, as suggested by Serrano & Olalla (1994), is the RMR value. Another parameter is the uniaxial compressive strength of the intact rock material.…”

Section: Borehole Datamentioning

confidence: 99%

“…The allowable bearing capacities of sandstone, andesite and shale were calculated using two methods: the rock-mass rating (RMR) method (Serrano & Olalla, 1994) and the geological-strength index (GSI) method (Hoek & Bray, 1997). Additionally, rock-on-rock DSS tests were performed on discontinuities in sandstone and shale samples to determine the shear-strength parameters according to the procedure recommended by Brown (1981).…”

Section: Determination Of Rock Strength and Stabilitymentioning

confidence: 99%

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Engineering-geological and geotechnical investigations for risk assessment of the University Olympic Village in Izmir (Turkey)

Kıncal¹,

Koca²,

Yılmaz³

et al. 2010

Geologos

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The Metropolitan Municipality of Izmir (Turkey) designated a steeply inclined area for the construction of buildings to house the participants of the Izmir University Olympic Games. Before the construction activities could start, engineering geological and geotechnical investigations had to be carried out in order to establish which zones in the area were suitable for safe constructions. Seismic studies, borings and laboratory tests yielded the data, which were used for preparing five hazard maps in a GIS environment. The construction activities based on the results of this complex investigation appeared successful. The engineering geological investigations included geotechnical measurements on core samples obtained from the boreholes (core drilling) and laboratory testing. The rock-quality designation (RQD%) values of the rock units were determined and used in the rock-mass classification (rock-mass rating method) as an input parameter and in the calculation of the bearing capacity of the various rock units. Geophysical surveys were carried out to determine the seismic velocity of the rocks at the site. A short overview is provided of the main problems that had to be dealt with, and of the successive steps taken to solve the engineering-geological problems. Determination of these problems is necessary for adequate land-use planning and construction activities.

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Section: Methodsmentioning

confidence: 99%

Section: Methodsmentioning

confidence: 99%

Section: Methodsmentioning

confidence: 99%

Section: Borehole Datamentioning

confidence: 99%

Section: Determination Of Rock Strength and Stabilitymentioning

confidence: 99%

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Engineering-geological and geotechnical investigations for risk assessment of the University Olympic Village in Izmir (Turkey)

Kıncal¹,

Koca²,

Yılmaz³

et al. 2010

Geologos

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Bearing capacity of foundations on rock mass using the method of characteristics

Keshavarz

Kumar

2017

Num Anal Meth Geomechanics

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Summary The method of stress characteristics has been used for computing the ultimate bearing capacity of strip and circular footings placed on rock mass. The modified Hoek‐and‐Brown failure criterion has been used. Both smooth and rough footing‐rock interfaces have been modeled. The bearing capacity has been expressed in terms of nondimensional factors Nσ0 and Nσ, corresponding to rock mass with (1) γ = 0 and (2) γ ≠ 0, respectively. The numerical results have been presented as a function of different input parameters needed to define the Hoek‐and‐Brown criterion. Slip line patterns and the pressure distribution along the footing base have also been examined. The results are found to compare generally well with the reported solutions.

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Semi‐analytical solution for ultimate bearing capacity of smooth and rough circular foundations on rock considering three‐dimensional strength

Chen,

Zhu,

Zhang

2024

Num Anal Meth Geomechanics

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This paper proposes a semi‐analytical solution for the ultimate bearing capacity qu of both smooth and rough circular shallow foundations on rock mass. Specifically, a three‐dimensional (3D) Hoek–Brown (HB) is adopted, in conjunction with equilibrium equations under axisymmetric conditions, to derive the governing equations. The method of characteristics is utilized to solve the stress and failure characteristics mesh to determine the qu. The proposed solution is verified by using it to analyze test foundations. Comparison with an HB criterion‐based solution is performed to highlight the importance of 3D strength. Furthermore, parametric studies are performed to investigate the effects of rock mass properties (intact rock constant mi, geological strength index GSI, intact rock unconfined compressive strength σc) and foundation diameter (B) on the qu, failure surface size, and vertical stress distribution on the foundation base. The results indicate that ignoring the 3D strength and the rock mass weight would lead to underestimation of qu. Besides, the ultimate bearing capacity factor (ratio of qu to σc) increases with mi, GSI and B but decreases with σc. The failure surface size is significantly affected by mi, GSI, B, σc and rock mass unit weight. The stress distribution on the foundation base has higher variance (higher possibility of stress concentration) at smaller σc, GSI, and larger B, rock mass unit weight.

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Ultimate bearing capacity of rock masses

Cited by 116 publications

References 1 publication

Engineering-geological and geotechnical investigations for risk assessment of the University Olympic Village in Izmir (Turkey)

Engineering-geological and geotechnical investigations for risk assessment of the University Olympic Village in Izmir (Turkey)

Bearing capacity of foundations on rock mass using the method of characteristics

Semi‐analytical solution for ultimate bearing capacity of smooth and rough circular foundations on rock considering three‐dimensional strength

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