Rock Mass Strength Assessment and Significance to Edifice Stability, Mount Rainier and Mount Hood, Cascade Range Volcanoes

2000 ◽  
Vol 157 (6-8) ◽  
pp. 957-976 ◽  
Author(s):  
R. J. Watters ◽  
D. R. Zimbelman, S. D. Bowman
Keyword(s):  
Rock Mass ◽  
Cascade Range ◽  
Strength Assessment ◽  
Rock Mass Strength ◽  
Mount Rainier ◽  
Mount Hood ◽  
Edifice Stability

Rock Mass Strength Assessment for Bedrock Landsliding

1996 ◽  
Vol II (3) ◽  
pp. 325-338 ◽  
Author(s):  
K. M. SCHMIDT ◽  
D. R. MONTGOMERY
Keyword(s):  
Rock Mass ◽  
Strength Assessment ◽  
Rock Mass Strength

Modification of rock mass strength assessment methods and their application in geotechnical engineering

2016 ◽  
Vol 76 (4) ◽  
pp. 1471-1480 ◽  
Author(s):  
Daming Lin ◽  
Kaiyang Wang ◽  
Kun Li ◽  
Wantong He ◽  
Weixing Bao ◽  
...  
Keyword(s):  
Rock Mass ◽  
Geotechnical Engineering ◽  
Assessment Methods ◽  
Strength Assessment ◽  
Rock Mass Strength

A Rhizocarpon geographicum growth curve for the Cascade Range of Washington and northern Oregon, USA

2003 ◽  
Vol 60 (2) ◽  
pp. 233-241 ◽  
Author(s):  
Michael A O'Neal ◽  
Katherine R Schoenenberger
Keyword(s):  
Growth Curve ◽  
Growth Rates ◽  
Cascade Range ◽  
Slow Phase ◽  
Rapid Phase ◽  
Rhizocarpon Geographicum ◽  
Recent Climate ◽  
Mount Rainier ◽  
Lichen Thallus ◽  
Mount Hood

AbstractLichen thallus measurements from 22 surfaces of known age on Mount Baker, Mount Hood, and Mount Rainier are used to construct a regional Rhizocarpon geographicum growth curve for the Cascade Range of Washington and northern Oregon. Growth rates determined by measuring the largest thallus diameters on the same surfaces at Mount Rainier in 1976 and 2002 are used for comparison with lichenometric data from Mount Baker and Mount Hood. Similar lichen thallus diameter vs age relationships identified in the data from the three mountains suggest the presence of uniform growth rates over the 400-km range. A regional growth curve developed during our study shows three growth phases of successively slower growth: a rapid phase from 8 to 20 yr, a linear phase from 20 to 145 yr, and a slow phase of unknown duration beyond ca. 145 yr. Uncertainty in lichen growth rates beyond 145 yr limits projection of the curve beyond that age; however, the age range of the constrained growth curve covers an important period of recent climate variability. When applied in appropriate settings, our growth curve can be used to determine numeric ages to ±10 yr for surfaces between 20 and 145 years old in areas where other techniques are not applicable or do not provide unique or well-constrained ages.

ROCK MASS STRENGTH IN RELATION TO LANDSLIDE PROGRESSION

2018 ◽  
Author(s):  
Brooke M. Hornney ◽  
◽  
Marlene C. Villeneuve ◽  
Jonathan Davidson
Keyword(s):  
Rock Mass ◽  
Rock Mass Strength

Fault controls on spatial variation of fracture density and rock mass strength within the Yarlung Tsangpo Fault damage zone (southeastern Tibet)

2021 ◽  
pp. 106238
Author(s):  
Xueliang Wang ◽  
Giovanni Battista Crosta ◽  
John J. Clague ◽  
Douglas Stead ◽  
Juanjuan Sun ◽  
...  
Keyword(s):  
Rock Mass ◽  
Spatial Variation ◽  
Damage Zone ◽  
Fracture Density ◽  
Rock Mass Strength ◽  
Fault Damage Zone ◽  
Yarlung Tsangpo ◽  
Southeastern Tibet

scholarly journals Strength Assessment of Broken Rock Postgrouting Reinforcement Based on Initial Broken Rock Quality and Grouting Quality

2017 ◽  
Vol 2017 ◽  
pp. 1-14 ◽  
Author(s):  
Hongfa Xu ◽  
Hansheng Geng ◽  
Feng Chen ◽  
Xiao Chen ◽  
Liangliang Qi
Keyword(s):  
Rock Mass ◽  
Internal Friction ◽  
Growth Rates ◽  
Strength Criterion ◽  
Friction Angle ◽  
Uniaxial Tensile ◽  
Strength Assessment ◽  
Uniaxial Tensile Strength ◽  
Quantitative Calculation ◽  
Grouting Reinforcement

To estimate postgrouting rock mass strength growth is important for engineering design. In this paper, using self-developed indoor pressure-grouting devices, 19 groups of test cubic blocks were made of the different water cement ratio grouting into the broken rock of three kinds of particle sizes. The shear strength parameters of each group under different conditions were tested. Then this paper presents a quantitative calculation method for predicting the strength growth of grouted broken rock. Relational equations were developed to investigate the relationship between the growth rates of uniaxial compressive strength (UCS), absolute value of uniaxial tensile strength (AUTS), internal friction angle, and cohesion for post- to pregrouting broken rock based on Mohr-Coulomb strength criterion. From previous test data, the empirical equation between the growth rate of UCS and the ratio of the initial rock mass UCS to the grout concretion UCS has been determined. The equations of the growth rates of the internal friction coefficient and UCS for grouting broken rock with rock mass rating (RMR) and its increment have been established. The calculated results are consistent with the experimental results. These observations are important for engineered design of grouting reinforcement for broken rock mass.

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