O artykule
Article Category: Original Study
Data publikacji: 27 lip 2022
Zakres stron: 190 - 197
Otrzymano: 01 sie 2021
Przyjęty: 04 maj 2022
DOI: https://doi.org/10.2478/sgem-2022-0010
Słowa kluczowe
© 2022 Eren Komurlu, published by Sciendo
This work is licensed under the Creative Commons Attribution 4.0 International License.
Figure 1
![The Q-slope chart [1].](https://sciendo-parsed.s3.eu-central-1.amazonaws.com/647379ef4e662f30ba53f8a9/j_sgem-2022-0010_fig_001.jpg?X-Amz-Algorithm=AWS4-HMAC-SHA256&X-Amz-Date=20240519T201542Z&X-Amz-SignedHeaders=host&X-Amz-Expires=17999&X-Amz-Credential=AKIA6AP2G7AKP25APDM2%2F20240519%2Feu-central-1%2Fs3%2Faws4_request&X-Amz-Signature=5394ddd47a738381b85db1d324ebb973052a46144ead7f5c76098a22d8d2573e)
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Ja values [1].
| (a) Rock-wall contact (no clay fillings, only coatings) | |
| Tightly healed, hard nonsoftening, impermeable filling, i.e., quartz or epidote | 0.75 |
| Unaltered joint walls, surface staining only | 1 |
| Slightly altered joint walls. Nonsoftening mineral coatings, sandy particles, clay-free disintegrated rock, etc. | 2 |
| Silty- or sandy-clay coatings, small clay disintegrated rock, etc. | 3 |
| Softening or low friction clay mineral coatings, i.e., kaolinite or mica. Also chlorite, talc, gypsum, graphite, etc., and small quantities of swelling clays | 4 |
| (b) Rock-wall contact after some shearing (thin clay fillings, probable thickness & 1–5 mm) | |
| Sandy particles, clay-free disintegrated rock, etc. | 4 |
| Strongly over-consolidated nonsoftening clay mineral fillings | 6 |
| Medium or low over-consolidation, softening, clay mineral fillings | 8 |
| Swelling-clay fillings, i.e., montmorillonite. Value of Ja depends on percent of swelling clay-size particles and access to water | 8–12 |
| (c) No rock-wall contact when sheared (thick clay/crushed rock fillings) | |
| Zones or bands of disintegrated or crushed rock and clay | 6–12 |
| Zones or bands of silty or sandy clay, small clay fraction (nonsoftening) | 5 |
| Thick, continuous zones or bands of clay | 13–20 |
Q-slope values of the case study slopes.
| Kovanlik | 0.58 |
| Gure | 0.19 |
| Gulyali | 12.25 |
| Piraziz | 2.10 |
SRFa values [1].
| Slight loosening due to surface location, disturbance from blasting or excavation | 2.5 |
| *Loose blocks, tension cracks, joint shearing, weathering susceptibility, severe blasting disturbance | 5 |
| As above (*), but strong susceptibility to weathering | 10 |
| Slope is in advanced stage of erosion and loosening due to erosions by water and/or ice-wedging effects | 15 |
| Residual slope with significant transport of material downslope | 20 |
Jwice values [1].
| Stable structure; competent rock | 1.0 | 0.7 | 0.5 | 0.9 |
| Stable structure; incompetent rock | 0.7 | 0.6 | 0.3 | 0.5 |
| Unstable structure; competent rock | 0.8 | 0.5 | 0.1 | 0.3 |
| Unstable structure; incompetent rock | 0.5 | 0.3 | 0.05 | 0.2 |
SRFb values [1].
| Moderate stress-strength range | 50–200 | 2.5–1 |
| High stress-strength range | 10–50 | 5–2.5 |
| Localized intact rock failure | 5–10 | 5–10 |
| Crushing or plastic yield | 2.5–5 | 15–10 |
| Plastic flow of strain softened material | 1–2.5 | 20–15 |
Jn values [1].
| Massive, no or few joints | 0.5–1 |
| One joint set | 2 |
| One joint set plus random joints | 3 |
| Two joint sets | 4 |
| Two joint sets plus random joints | 6 |
| Three joint sets | 9 |
| Three joint sets plus random joints | 12 |
| Four or more joint sets, random, heavily jointed | 15 |
| Crushed rock, earthlike | 20 |
Jr values [1].
| Discontinuous joints | 4 |
| Rough or irregular, undulating | 3 |
| Smooth, undulating | 2 |
| Slickensided, undulating | 1.5 |
| Rough or irregular, planar | 1.5 |
| Smooth, planar | 1.0 |
| Slickensided, planar | 0.5 |
| Zone containing clay thick enough to prevent rock-wall contact | 1.0 |
| Sandy, gravely, or crushed zone to prevent rock-wall contact | 1.0 |
SRFc values (RQD100: 1 m perpendicular sample of discontinuity, RQD300: 3 m perpendicular sample of discontinuity) [1].
| Major discontinuity with little or no clay | 1 | 2 | 4 | 8 |
| Major discontinuity with RQD100 ≈ 0 due to clay and crushed rock | 2 | 4 | 8 | 16 |
| Major discontinuity with RQD300 ≈ 0 due to clay and crushed rock | 4 | 8 | 12 | 24 |