The Effect of Selected Factors on Floor Upheaval in Roadways—In Situ Testing
Abstract
:1. The Mechanism of the Floor Upheaval in Roadways
2. Location and Scope of Research
- (a)
- Roadway D-2 in the “Zofiówka” mine—average depth of 1010 m,
- (b)
- Roadway F-33b in the “Borynia” mine—average depth of 920 m,
- (c)
- Raise gallery IV in the “Piast” mine—average depth of 750 m.
- Tectonically disturbed zones (in the fault crossing the excavation),
- Waterlogged zones,
- Sections of the excavation without additional mining and geological factors influencing the deformation of the excavation.
3. Analysis of Test Results
3.1. Impact of the Duration of the Excavation on the Floor Upheaval
3.2. Impact of the Fault
3.3. Groundwater in the Floor Rocks
4. Discussion
5. Conclusions
- The floor heaving phenomenon in undisturbed geological areas is time-dependent and for individual working the value of the upheaval ufl can be described by a quadratic equation: . The depth of excavation and the mechanical rocks parameters affect the parameters a, b, and c, which may vary significantly and should be selected on the basis of observations made in the excavation. The above equation allows to determine the extremum, i.e., the time after which the biggest deformations of the floor should be expected.
- In the case of absence of geological factors that can affect the rock mass structure, the multiple regression shows that the global floor upheaval can be determined quite good with the help of logarithmic equation, which take into consideration the mechanical rock parameters: compressive strength σc and Young’s modulus E. The equation is as follows and its correlation coefficient is 87.2%:
- In the case of waterlogged rocks or the vicinity of small faults for individual excavations, the floor upheaval can also be determined by a time function. This is a power function of a general form: for which the correlation coefficients are very high, ranging from 92.3% to 99.1%. Thus, in the case of a single excavation, the above equation can be successfully applied, previously determining constants a and b on the basis of several measurements taken in the selected excavation of the mining field.
- In order to unify the prediction of the floor upheaval for any given excavation, a multiple regression analysis was performed. On its basis, it has been shown that the floor upheaval can be determined by complex power equations, taking into account the additional parameters in addition to time t. After many tests, the following were selected, respectively: change of strength of waterlogged rocks after 6 h of immersion of the rock σcs 6h in water and the throw of an adjacent fault—f. These equations are as follows:Statistical analysis has shown that the matching of the above models to the measurement data is then high and amounts to r = 0.841 and r = 0.895, respectively.
- The equations determined on the basis of underground measurements conducted in one of the excavations in the common mining filed should allow for the prediction of floor heaving in other excavations driven in the given mining site.
Author Contributions
Funding
Conflicts of Interest
References
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Excavation | Parameter | γ (kN/m3) | σc (MPa) | E (GPa) | ν (-) |
---|---|---|---|---|---|
Roadway D-2 | Min | 12.13 | 8.10 | 1.57 | 0.21 |
Max | 26.73 | 85.80 | 11.78 | 0.35 | |
Average | 22.66 | 43.19 | 5.21 | 0.29 | |
Standard deviation | 5.20 | 22.37 | 2.93 | 0.03 | |
Coefficient of variation (%) | 22.97 | 51.81 | 56.21 | 10.83 | |
Roadway F-33b | Min | 12.06 | 15.89 | 1.01 | 0.20 |
Max | 30.55 | 102.73 | 9.50 | 0.31 | |
Average | 23.74 | 55.68 | 5.27 | 0.27 | |
Standard deviation | 5.87 | 24.99 | 2.62 | 0.03 | |
Coefficient of variation (%) | 24.73 | 44.88 | 49.74 | 13.18 | |
Raise gallery IV | Min | 12.67 | 13.55 | 0.73 | 0.23 |
Max | 24.21 | 24.75 | 2.92 | 0.33 | |
Average | 20.98 | 21.07 | 2.11 | 0.27 | |
Standard deviation | 4.22 | 4.04 | 0.78 | 0.03 | |
Coefficient of variation (%) | 20.12 | 19.18 | 37.09 | 12.82 |
Coefficients | Standard Error | t Stat | p-Value | Lower 95% | Upper 95% | |
---|---|---|---|---|---|---|
Intersection | 6.9343 | 0.4257 | 16.288 | 1.72 × 10−15 | 6.060 | 7.807 |
1st variable—t × σc | −25.3045 | 2.4612 | −10.281 | 7.81 × 10−11 | −30.354 | −20.254 |
2nd variable—E4 | 0.5312 | 0.0413 | 12.848 | 5.12 × 10−13 | 0.446 | 0.616 |
Coefficients | Standard Error | t Stat | p-Value | Lower 95% | Upper 95% | |
---|---|---|---|---|---|---|
Intersection | −2.531 | 5.031 | −0.503 | 6.16 × 10−1 | −18.739 | 2.527 |
1st variable—t0.8 | 0.357 | 0.040 | 8.890 | 1.31 × 10−13 | 0.322 | 0.490 |
2nd variable—f1.2 | 0.054 | 0.004 | 11.484 | 1.12 × 10−18 | 0.052 | 0.072 |
Coefficients | Standard Error | t Stat | p-Value | Lower 95% | Upper 95% | |
---|---|---|---|---|---|---|
Intersection | 28.716 | 4.285 | 6.700 | 2.53 × 10−9 | 20.190 | 37.243 |
1st variable—n | −65.647 | 6.223 | −10.549 | 7.17 × 10−17 | −78.029 | −53.265 |
2nd variable—t0.5 | 4.108 | 0.237 | 17.289 | 6.5 × 10−29 | 3.635 | 4.581 |
Case | R-Squared with | Participation of Upheaval in Vertical Convergence (%) | |
---|---|---|---|
Vertical Convergence | Horizontal Convergence | ||
Impact of the time of excavation maintenance (no additional factors) | 0.918 | 0.587 | 76–78 |
Impact of the fault | 0.978 | 0.695 | 63–93 |
Groundwater in the floor rocks | 0.971 | 0.512 | 69–89 |
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Małkowski, P.; Ostrowski, Ł.; Bednarek, Ł. The Effect of Selected Factors on Floor Upheaval in Roadways—In Situ Testing. Energies 2020, 13, 5686. https://doi.org/10.3390/en13215686
Małkowski P, Ostrowski Ł, Bednarek Ł. The Effect of Selected Factors on Floor Upheaval in Roadways—In Situ Testing. Energies. 2020; 13(21):5686. https://doi.org/10.3390/en13215686
Chicago/Turabian StyleMałkowski, Piotr, Łukasz Ostrowski, and Łukasz Bednarek. 2020. "The Effect of Selected Factors on Floor Upheaval in Roadways—In Situ Testing" Energies 13, no. 21: 5686. https://doi.org/10.3390/en13215686