As it is widely recognized that there is a large difference in strength between rock mass with fissures and intact test-pieces of rock, the author aimed to establish more useful equations that bind both strengths.
For this purpose, test-pieces with numerous micro cracks made by freezing and thawing cycles were prepared, and the relation between their uniaxial compressive strength and P-wave velocity was investigated.
The result showed that this relation is considerably similar to that of rock mass with fissures and indicates that this is a very useful method in laboratory.
Test-pieces of welded tuff were used for this experiment because of its uniform texture and appropriate hardness. On the basis of the results of laboratory experiments on the test-pieces of intact and cracy rock, an approximate value of shear strength of rock mass can be calculated by the following equation:
τ
m0=τ
p0 (
Vpm/
Vp0)
nwhere, in case of soft rock (uniaxial conpressive
strength
qu0=10-100 kg/cm
2),
n=1.3-1.7
medium hard rock (
qu0=100-500),
n=1.6-2.8
hard rock class I (
qu0=500-1, 000),
n=2.7-4.0
hard rock class II (
qu0≥1, 000),
n=4.0-5.5
τ
m0: shear strength of rock mass (cohesion)
τ
p0: shear strength of intact test-pieces of rock (cohesion)
Vpm: P-wave velocity of rock mass
Vp0: P-wave velocity of intact test-pieces of rock.
Furthermore, the relation between shear strength of intact test-pieces of rock and that of rock mass obtained by blok shear tests at 10 localities of Hokkaido, can be approximately expressed by the following equation:
τ
m-b0=τ
p0 (
Vpm/
Vp0)
Nwhere, in case of soft rock,
N=3.0-3.5
medium hard rock,
N=3.5-5.5
hard rock class I,
N=5.5-8.0
hard rock class II,
N≥8.0
τ
m-b0: shear strength of rock mass obtained by
in-situ block shear tests (cohesion, kg/cm
2)
In planning of general construction the latter value (τ
m-b0) has been commonly used. However, the differerence of the two values (τ
m0 and τ
m-b0) must be recognized, and their application should be made according to the purpose of safety of dam, tunnel and slople stability of large cutting in rock mass, etc.
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