Introduction
Background theory
Permeability in rock mass and groundwater flow
Grout spread in rock mass
Site description
Stress measurements
Test location north | Test location south | |||
---|---|---|---|---|
Stress (MPa) | Orientation | Stress (MPa) | Orientation | |
σ1 | 24.3 ± 2.3 | N169° Dip: 3° | 24.5 ± 2.4 | N90° Dip: 7° |
σ2 | 14.6 ± 2.3 | N78° Dip: 3° | 15.7 ± 3.1 | N182° Dip: 18° |
σ3 | 11.8 ± 2.3 | N304° Dip: 86° | 10.3 ± 1.1 | N339° Dip: 70° |
General fracture distribution and zones of weakness
Grouting works
Chainage (m) | Holes | Length (m) | Target pressure (bar) | Test location |
---|---|---|---|---|
155 → 181 | 29 | 26 | 60 | Ch. 171 |
164 → 182 | 28 | 18 | 60 | Ch. 171 |
105 → 131 | 30 | 26 | 60 | Ch. 129 |
10 → 37 | 30 | 27 | 80 | Ch. 21 |
Chainage (m) | Grout | w/c ratio | Additives | Consumption (kg) |
---|---|---|---|---|
155 → 181 | MFC | 1.0/0.8/0.6 | Superplasticiser | 102,996 |
164 → 182 | MFC | 1.0 | Superplasticiser | 7625 |
105 → 131 | MFC | 1.0/0.8/0.6 | Superplasticiser | 43,218 |
10 → 37 | OPC/ Zugol | 0.9/0.5 | Silica slurry and superplasticiser | 43,152 |
Investigation, testing and analysis of drill holes
- Optical Televiewing (OTV), performed by Geologin AS
- High-precision water injection tests in 0.5 m sections, performed by Geosigma AB
- Core logging, performed by the main author
Optical Televiewer
Method for high-precision water injection tests
Hole ID | Depth (m) | Comment |
---|---|---|
Roof 129 | 5.40–6.90 | Offset in packer placement due to large fracture. Large flow not measurable. |
Wall 129 | 0.6–9.7 | No measurable transmissivity in the entire section. |
Spr. 129 | 0.00–2.55 | Double-drilled start of the hole. Measurements could not be performed in the affected section. |
Wall 21 | 4.55–5.70 | Offset in packer placement due to large fracture. |
Core logging
- Verification of structures interpreted from OTV
- Evaluating fracture fillings and presence of cement from pre-grouting
- Measurement of joint roughness coefficient (JRC)
- Rock type classification
- Cemented fracture: grey filling, non-slippery, relatively soft, strong reaction with hydrochloric acid
- Trace of cement: trace of grey/white material, non-slippery, soft, strong reaction with hydrochloric acid
- No filling: clean fractures, no reaction with hydrochloric acid
- Fracture fill 1: yellow/white, slippery, very soft, no reaction with hydrochloric acid (talc)
- Fracture fill 2: yellow/white, non-slippery, hard crystallisation, reacts with hydrochloric acid (calcite)
- Fracture fill 3: rusty, non-slippery, grainy, no reaction with hydrochloric acid
- Fracture fill 4: green, slippery, soft, no reaction with hydrochloric acid, only in amphibolite (chlorite)
Methods for data interpretation and 3D model
- Profile of the tunnel lining at each test location
- Exact placement and direction of each test hole
- All fractures with depth, strike, dip, filling, measured aperture and JRC
- All sections of high-precision water injection tests
- Rock types
Results
Fracture distribution and grout penetration
Test location | Cemented fractures | |
---|---|---|
0–5 m | 5–10 m | |
Ch. 171 | 36% | 22% |
Ch. 129 | 21% | 20% |
Ch. 21 | 12% | 0% |
Case example of test hole section
Transmissivity in the rock mass surrounding the tunnel
Estimated JRC for rock types
Fracture distribution and hydraulic apertures in different rock types
Hydraulic apertures compared with JRC
Discussion and summary
Fracture distribution and grout penetration
Fracture distribution in rock types, hydraulic apertures and JRC
Hydraulic jacking
Grout consumption
Main conclusions
- The grout penetration into small fractures was less than expected, compared with measured penetrability of similar grouts in laboratory tests. Only fractures that had a measured aperture of 1 mm or larger, at the drill hole intersection, were found to be fully grouted. From laboratory studies the grout used at the test locations at this study should be able to penetrate fractures down to 0.16 mm. Overall, 20% of the fractures were filled with grout.
- It was found a tendency towards smaller hydraulic apertures with low JRC values. With increasing JRC the hydraulic apertures were in both ends of the scale, including both small and large hydraulic apertures.
- It was found generally higher JRC values in coarse-grained rock types, such as granitic gneiss, tonalitic gneiss and pegmatite, and lower JRC values for fine-grained rock types, such as amphibolite and supracrustal gneiss.
- In fine-grained rock types, such as amphibolite and supracrustal gneiss, the hydraulic apertures were smaller, even though these rock types were more fractured than average. Granitic gneiss was the rock type that was found to have the largest hydraulic apertures, although granitic gneiss was less fractured than average. Tonalitic gneiss had relative average degree of both fracturing and hydraulic apertures.
- It was concluded that HJ during pre-grouting in this area might have contributed to unnecessary high grout consumption and decrease in the aperture of small fractures, which could explain why there were no grouted fractures with apertures under 1 mm found.