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On the Use and Interpretation of In Situ Load Tests in Weak Rock Masses

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Abstract

Sockets are often constructed into weak rock mass to improve their axial response to applied compressive or tensile loads. This paper first establishes two separate load test databases for the side and base resistances in in situ socket load tests in weak rocks. The databases include the rock socket geometry, rock socket load–displacement response and the rock mass properties. The paper then reviews the available models for the prediction of (i) the axial resistance (compression or uplift), and (ii) axial deformation. The databases are used to evaluate the existing predictive models for axial resistance and axial deformation, and to evaluate the behavior of drilled shafts in weak rock mass. The load test databases are also used to evaluate the effect of rock mass variability on the reliability of foundations in weak rock. Based on the results of the analysis presented, the applicability of the existing models and approaches to the study of socket behavior in weak rocks are discussed.

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reproduced from Carter and Kulhawy (1988)

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Availability of Data and Materials

Data are provided in the Supplemental Data Section.

Abbreviations

A :

Rock socket cross-sectional area

a :

Empirical factor to account for the socket sidewall roughness

a f = b f :

Empirical load displacement constant for side resistance

a q = b q :

Empirical load displacement constant for base resistance

ASD:

Allowable stress design

B :

Rock socket diameter

c i :

Cohesion intercept of intact rock

c m :

Cohesion intercept of rock mass

C :

Settlement constant

D GS :

Depth of embedment from ground surface

D TOR :

Depth of embedment from top of rock

D dist :

Rock disturbance factor

DL:

Dead load

d c :

Depth factor

E c :

Concrete Young’s modulus

E i :

Intact rock deformation modulus

E m :

Rock mass deformation modulus

f′c :

Compressive strength of concrete

f s :

Unit side shear stress

f su :

Unit ultimate side shear stress

f sp :

Unit peak side shear stress

f e :

Elastic side stress

f p :

Plastic side stress

FS:

Safety factor

GSI:

Geological strength index

G m :

Rock mass shear modulus

g :

Limit state function

h :

Rock socket interface roughness height

h c :

Head of concrete

I :

Embedment influence factor

k f :

A correction factor that accounts for mobilization of unit side

K si :

Initial shear stiffness of rock socket sidewalls

K n :

Base initial normal stiffness

K ns :

Initial normal stiffness of rock socket sidewall

K sp :

Empirical factor accounting for joint spacing and joint aperture

L :

Rock socket length

l c :

Rock socket roughness cord angle

l :

Span length

l t :

Total travel distance along socket sidewall

LRFD:

Load and resistance factor design

LL:

Live load

m i :

Material constant for Hoek–Brown failure criterion, intact material

m :

Material constant for Hoek–Brown failure criterion, rock mass

M′:

Measured quantity

M = 1/S J :

Discontinuity frequency

n :

Number of observations

N γ = N q = N c :

Bearing capacity factors

P :

Total axial load

P s :

Axial load from side resistance

P b :

Axial load from base resistance

P i :

ith load effect

P′:

Predicted quantity

P f :

Probability of failure

Q :

Q-system rock mass classification system

q :

Unit base normal stress

q all :

Allowable base contact pressure

q y = q 1 :

Base contact pressure at initial yield

q f = q 2 :

Base contact pressure, interpreted failure

q u :

Unconfined compressive strength

q e :

Elastic base pressure

q e–j :

Elastic base pressure at jth load increment

q p :

Plastic base pressure

q p–j :

Plastic base pressure at jth load increment

q j :

Base pressure at jth axial load

r :

Rock socket radius

RF:

Roughness factor

R f :

Empirical fitting ratio for hyperbolic model

RMR:

Rock mass rating

RQD:

Rock quality designation

SRC:

Socket roughness ratio

s :

Material constant for Hoek–Brown failure criterion, rock mass

S J :

Joint spacing

s γ = s q = s c :

Shape factors

α = f sp/q u :

Normalized peak side stress

β :

Reliability index

β T :

Target reliability index

γ :

Unit weight

γ i :

ith load factor

δ :

Axial socket displacement

δ j :

Axial socket displacement at jth axial load increment

δ λ :

C.O.V. of bias

η :

Rock socket construction factor

Θ f :

A facto that accounts for mobilization of unit side resistance

λ :

Bias

λ R :

Bias for resistance

λ DL :

Bias for dead load

λ LL :

Bias for live load

λ :

Mean of bias

ν :

Poisson’s ratio

σ h :

Standard deviation of rock socket roughness height

σ i :

Standard deviation of rock socket roughness angle

σ p :

Atmospheric pressure

σ np :

Normal stress on rock socket sidewall at mobilization of peak shear stress

σ no :

Initial normal stress on rock socket sidewall

σ v :

Normal total stress

σ λ :

Standard deviation of bias

ϕ i :

Internal friction angle of intact rock

ϕ m :

Rock mass friction angle

ϕ s :

Resistance factor for side resistance

ϕ b :

Resistance factor for base resistance

ϕ int :

Rock/concrete interface friction angle

ω :

Joint aperture

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Acknowledgements

Professor James H. Long of the University of Illinois at Urbana-Champaign contributed to this manuscript. His suggestions and contributions are acknowledged.

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Authors and Affiliations

  1. Department of Civil, Environmental and Geo-Engineering, University of Minnesota Twin Cities, 500 Pillsbury Drive S.E., Minneapolis, MN, 55455, USA

    Pouyan Asem

  2. Department of Civil and Environmental Engineering, University of Illinois at Urbana-Champaign, 205 N. Mathews Ave., Urbana, IL, 61801, USA

    Paolo Gardoni

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PA, and PG contributed to the writing of the manuscript and analyses produced therein. PA collected and analyzed the data provided in the Supplemental Data Section.

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Correspondence to Pouyan Asem.

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Asem, P., Gardoni, P. On the Use and Interpretation of In Situ Load Tests in Weak Rock Masses. Rock Mech Rock Eng 54, 3663–3700 (2021). https://doi.org/10.1007/s00603-021-02485-0

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