CN111287769A - Tunnel surrounding rock advanced grouting reinforcement structure and construction method thereof - Google Patents
Tunnel surrounding rock advanced grouting reinforcement structure and construction method thereof Download PDFInfo
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- CN111287769A CN111287769A CN202010131558.9A CN202010131558A CN111287769A CN 111287769 A CN111287769 A CN 111287769A CN 202010131558 A CN202010131558 A CN 202010131558A CN 111287769 A CN111287769 A CN 111287769A
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- 238000010276 construction Methods 0.000 title claims abstract description 61
- 239000011435 rock Substances 0.000 title claims abstract description 51
- 230000002787 reinforcement Effects 0.000 title claims abstract description 28
- 238000009412 basement excavation Methods 0.000 claims abstract description 47
- 238000007689 inspection Methods 0.000 claims abstract description 37
- 239000002689 soil Substances 0.000 claims abstract description 24
- 238000000034 method Methods 0.000 claims abstract description 23
- 239000011440 grout Substances 0.000 claims abstract description 20
- 238000005553 drilling Methods 0.000 claims abstract description 19
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 17
- 238000002360 preparation method Methods 0.000 claims abstract description 7
- 238000004537 pulping Methods 0.000 claims abstract description 4
- 239000007788 liquid Substances 0.000 claims description 24
- 239000004115 Sodium Silicate Substances 0.000 claims description 6
- 239000003085 diluting agent Substances 0.000 claims description 6
- 238000007599 discharging Methods 0.000 claims description 6
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 239000002893 slag Substances 0.000 claims description 6
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 6
- 229910052911 sodium silicate Inorganic materials 0.000 claims description 6
- 239000004567 concrete Substances 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 4
- 238000005259 measurement Methods 0.000 claims description 4
- 238000012544 monitoring process Methods 0.000 claims description 4
- 238000005086 pumping Methods 0.000 claims description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 3
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 239000011083 cement mortar Substances 0.000 claims description 3
- 230000009191 jumping Effects 0.000 claims description 3
- 239000010959 steel Substances 0.000 claims description 3
- 239000000203 mixture Substances 0.000 claims description 2
- 238000007569 slipcasting Methods 0.000 claims 2
- 238000004080 punching Methods 0.000 claims 1
- 230000000694 effects Effects 0.000 abstract description 3
- 230000003628 erosive effect Effects 0.000 abstract description 2
- 230000002035 prolonged effect Effects 0.000 abstract description 2
- 239000002002 slurry Substances 0.000 description 6
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 230000014759 maintenance of location Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- C—CHEMISTRY; METALLURGY
- C09—DYES; PAINTS; POLISHES; NATURAL RESINS; ADHESIVES; COMPOSITIONS NOT OTHERWISE PROVIDED FOR; APPLICATIONS OF MATERIALS NOT OTHERWISE PROVIDED FOR
- C09K—MATERIALS FOR MISCELLANEOUS APPLICATIONS, NOT PROVIDED FOR ELSEWHERE
- C09K8/00—Compositions for drilling of boreholes or wells; Compositions for treating boreholes or wells, e.g. for completion or for remedial operations
- C09K8/50—Compositions for plastering borehole walls, i.e. compositions for temporary consolidation of borehole walls
- C09K8/504—Compositions based on water or polar solvents
- C09K8/5045—Compositions based on water or polar solvents containing inorganic compounds
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Chemical & Material Sciences (AREA)
- Architecture (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Organic Chemistry (AREA)
- Materials Engineering (AREA)
- Civil Engineering (AREA)
- Inorganic Chemistry (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to the technical field of tunnel construction, in particular to a tunnel surrounding rock advanced grouting reinforcement structure and a construction method thereof, and the tunnel surrounding rock advanced grouting reinforcement structure comprises the following operation processes: advanced grouting construction preparation → a drilling machine is in place → a positioning hole → drilling → pulping → grouting and grouting → retreating → grouting is finished → grouting inspection → a grout stop wall is set → tunnel face excavation construction → tunnel excavation first support → tunnel structure construction; the tunnel surrounding rock advanced grouting reinforcement structure and the construction method thereof utilize advanced grouting to reinforce surrounding rock, can reduce the influence of underground water on tunnel construction, can effectively ensure the safety of excavation of tunnel earth and rockwork, greatly reduce the disturbance of tunnel construction on surrounding rock surrounding soil, and reduce the influence on the structure and operation of a tunnel below; the grouting-reinforced surrounding rock has a good waterproof effect, erosion of underground water to the tunnel enclosure structure can be well relieved, and the service life of the tunnel is prolonged.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a tunnel surrounding rock advanced grouting reinforcement structure and a construction method thereof.
Background
When a newly constructed road passes through a mountain area, in order to obtain an optimal operation scheme of a line, a tunnel is inevitably constructed above an existing tunnel. In the tunnel section of the Wusse river on the expressway from Emei source to Han source, an upward crossing Queen railway line appears, and 282km is at an departure station. Effective measures are required to be taken, the construction process is optimized, broken surrounding rocks and surrounding strata are prevented from moving and collapsing due to the tunnel construction, and the influence on the safe operation of the existing lower railway tunnel is prevented.
In view of the above, the invention provides a tunnel surrounding rock advanced grouting reinforcement structure and a construction method thereof.
Disclosure of Invention
In order to solve the technical problems, the invention provides a tunnel surrounding rock advanced grouting reinforcement structure and a construction method thereof.
The invention is realized by the following technical scheme.
The invention provides a tunnel surrounding rock advanced grouting reinforcement structure, which comprises a grout stopping wall and a grouting reinforcement surrounding rock, and is characterized in that: the cross section in the contour line of the tunnel structure is provided with a drill hole, the direction of the drill hole is arranged along the longitudinal direction of the contour line of the tunnel structure, the position of the drill hole is arranged along the inner side of the contour line of the tunnel structure and towards the center of the tunnel, the drill hole is internally provided with a grouting wall for reinforcing the surrounding rock, the included angle between the grouting wall for reinforcing the surrounding rock and the horizontal direction of the tunnel is 30-60 degrees, and the cross section in the contour line of the tunnel structure is provided with a grout stopping wall.
Preferably, the grout stopping wall is a C20 concrete structure with the thickness of 1 m.
Preferably, the diameter of the drilled hole is not less than 108mm, the diameter of the final hole is not less than 90mm, the hole opening is a hot-rolled seamless steel pipe with the diameter of 108mm and the wall thickness of 5mm, and the pipe length is 3m for fixing.
The invention provides a construction method of a tunnel surrounding rock advanced grouting reinforcement structure, which is characterized by comprising the following steps: the method comprises the following operation processes: advanced grouting construction preparation → a drilling machine is in place → a positioning hole → drilling → pulping → grouting and grouting → retreating → grouting is finished → grouting inspection → a grout stop wall is set → tunnel face excavation construction → tunnel excavation first support → tunnel structure construction.
The orifice pipe of the drill hole is firmly embedded according to the designed position and is provided with a grout stopping measure.
The grouting material adopts A liquid and C liquid, the A liquid is sodium silicate and diluent, the C liquid is cement mixture, the grouting pressure is 1.0-2.0 Mpa, the grouting length is 2 times of the excavation depth, the hole jumping construction is carried out from the middle to the periphery, the grouting inspection is carried out after the grouting is finished, the inspection holes are drilled in the contour line range of the excavated tunnel structure, the inspection holes are plugged in full holes after the inspection is finished, and the grout stop wall is established.
And the tunnel face excavation construction is carried out by adopting an annular excavation reserved core soil method.
Preferably, the number of the inspection holes is at least 5, wherein the number of the inspection holes at the arch part is at least 2, the number of the inspection holes at the left side wall and the right side wall is at least 1 respectively, the number of the inspection holes at the bottom is 1, the diameter of each inspection hole is 110mm, the length of each inspection hole is about 12m, the average water yield is less than 0.2L/min, the water absorption capacity is less than 2L/min under the pressure of 1.0MPa, and the strength of a reinforcing body is not less than 3 MPa; the rock RQD index 1 reaches 75-80% and is qualified.
Preferably, the construction process of the annular excavation reserved core soil method comprises the following steps: construction preparation → surveying and laying → excavation and slag discharging of upper annular soil → upper primary support → excavation and slag discharging of left and right side wall soil → left and right side wall primary support → excavation of core soil → bottom primary support → tunnel structure construction.
Preferably, the surrounding rock monitoring measurement is performed at the time of upper primary support, left and right side wall primary support, and bottom primary support.
Preferably, the inspection hole is completely blocked by using M10 cement mortar.
Preferably, the mixing ratio of the solution A is as follows: sodium silicate: diluent =44L: 56L.
Preferably, the grouting and grouting are performed by a double-pipe drilling machine, and the grouting construction process of the double-pipe drilling machine comprises the following steps: drilling and water feeding → inserting pipe injecting liquid A and liquid C → back pumping pipe → grouting.
The invention has the beneficial effects that:
1. the surrounding rock is reinforced by advanced grouting, so that the influence of underground water on tunnel construction can be reduced, the safety of excavation of earth and stone sides of the tunnel can be effectively guaranteed, the disturbance of tunnel construction on soil bodies around the surrounding rock is greatly reduced, and the influence on the structure and operation of the tunnel below is reduced;
2. the grouting-reinforced surrounding rock has a good waterproof effect, erosion of underground water to the tunnel enclosure structure can be well relieved, and the service life of the tunnel is prolonged;
3. the field construction is guided by utilizing field timely monitoring measurement and test data, grouting parameters are dynamically controlled, grouting materials are reasonably selected, the grouting reinforcement effect is ensured, and the construction safety and rapidness are ensured.
Drawings
FIG. 1 is a flow chart of an advanced grouting construction process;
FIG. 2 is a flow chart of a construction process of a method for annularly excavating reserved core soil;
FIG. 3 is a cross-sectional view of an excavation sequence of a reserved core soil for annular excavation;
FIG. 4 is a longitudinal section view of an excavation sequence of the reserved core soil for annular excavation;
FIG. 5 is a cross-sectional layout of deep hole grouting;
FIG. 6 is a longitudinal section layout drawing of deep hole grouting;
in the figure: 1-upper annular soil, 2-left and right side wall soil, 3-core soil, 4-drilling, 5-tunnel structure contour line, 6-grout stopping wall and 7-grouting for reinforcing surrounding rock.
Detailed Description
The following further describes the technical solution of the present invention, but the scope of the claimed invention is not limited to the above.
Referring to the attached drawings 1-6, the advanced grouting reinforcement structure for the tunnel surrounding rock comprises a grout stop wall 6 and a grouting reinforcement surrounding rock 7, wherein a drill hole 4 is formed in the cross section in a tunnel structure contour line 5, the drill hole 4 is longitudinally arranged along the tunnel structure contour line 5, the drill hole 4 is arranged towards the center of a tunnel along the inner side of the tunnel structure contour line 5, the grouting reinforcement surrounding rock 7 is arranged in the drill hole 4, the included angle between the grouting reinforcement surrounding rock 7 and the horizontal direction of the tunnel is 30 degrees, and the grout stop wall 6 is arranged on the cross section in the tunnel structure contour line 5.
A construction method of a tunnel surrounding rock advanced grouting reinforcement structure comprises the following operation processes: advanced grouting construction preparation → a drilling machine is in place → a positioning hole → a drilling hole 4 → pulping → grouting → retreating → grouting is finished → grouting inspection → a grout stop wall 6 is set → tunnel face excavation construction → tunnel excavation first support → tunnel structure construction.
Before advanced grouting construction, a comprehensive geological prediction means is applied to find out the geological condition in front of the tunnel face of the tunnel, grouting parameters such as grouting concentration, diffusion radius and the like are optimized and adjusted properly according to the water outlet condition of the advanced water detecting hole and a water pressure test, and the arrangement, the number and the drill holes 4 of the drill holes 4 are adjusted and optimized.
The diameter of the opening of the drill hole 4 is not less than 108mm, the diameter of the final hole is not less than 90mm, the diameter of the hole opening is 108mm, the thickness of the hot-rolled seamless steel pipe is 5mm, the pipe length is 3m for fixing, the hole opening pipe is firmly embedded according to the designed position, and a grout stopping measure is arranged.
The grouting material adopts A liquid and C liquid, the A liquid is sodium silicate and diluent, the C liquid is cement admixture, the pressure of grouting is 2.0Mpa, the grouting length is 2 times of the excavation depth, when the grouting length is 12m, excavation is 6m, hole jumping construction is carried out from middle to periphery, grouting inspection is carried out after grouting is finished, the grouting inspection adopts the way that inspection holes are punched in the range of 5 of the contour line of the excavated tunnel structure, full-hole plugging is carried out on the inspection holes after inspection is finished, a grout stop wall 6 is established, and the grout stop wall 6 is a C20 concrete structure with the thickness of 1 m.
The mixing proportion of the solution A is as follows: sodium silicate: diluent =44L: 56L.
Grouting by using a double-pipe drilling machine, and grouting by using the double-pipe drilling machine: drilling and water feeding → inserting pipe injecting liquid A and liquid C → back pumping pipe → grouting.
The number of the inspection holes is at least 5, wherein the number of the inspection holes at the arch part is at least 2, the number of the inspection holes at the left side wall and the right side wall is at least 1 respectively, the number of the inspection holes at the bottom is 1, the diameter of the inspection holes is phi 110mm, the length is about 12m, the average water yield is less than 0.2L/min, the water absorption capacity is less than 2L/min under the pressure of 1.0MPa, and the strength of a reinforcing body is not less than 3 MPa; the rock mass RQD index 1 reaches 75-80% and is qualified, and the inspection hole is plugged completely by adopting M10 cement mortar.
In the construction process of grouting, when grouting pressure suddenly rises, the grouting pump of the liquid A is stopped, only the liquid C is injected, double-liquid grouting is carried out after the pumping pressure is recovered to be normal, the slurry inlet amount is large, the pressure does not rise for a long time, thick slurry is adjusted or the mixing ratio is adjusted, the slurry gelling time is shortened, small-pump-amount and low-pressure grouting is carried out, and the slurry has relative retention time in a rock stratum crack so as to be gelled. Intermittent grouting can also be used, but the stop time cannot exceed the gel time of the grout. If the system does need to be stopped for a long time, the liquid A grouting pump is stopped firstly, then the liquid C grouting pump is stopped, and the pipeline is cleaned by clear water to prevent the pipeline from being blocked.
When the slurry running phenomenon occurs on the tunnel face or the orifice, the gelling time is shortened, small pump amount and low-pressure grouting are carried out, or intermittent grouting is adopted, or external blockage is carried out, the pressure is suddenly reduced in the grouting process, the flow is increased, the flow is not increased again, the gelling time is shortened, and the slurry concentration is increased or intermittent grouting is used.
The tunnel face excavation construction is carried out by adopting an annular excavation reserved core soil method, and the construction process of the annular excavation reserved core soil method comprises the following steps: construction preparation → surveying and paying-off → excavation and slag discharging of upper annular soil 1 → upper primary support → excavation and slag discharging of left and right side wall soil 2 → left and right side wall primary support → excavation of core soil 3 → bottom primary support → tunnel structure construction, and surrounding rock monitoring and surveying are performed during upper primary support, left and right side wall primary support and bottom primary support.
The left side wall excavation adopts the mode of crisscross excavation, guarantees face overall stability. The number of excavation processes is large, the exposure time of an excavation surface is long when a cycle is completed, and the excavation surface needs to be stabilized in time. Except adopting and staying core soil 3, still need in time to hang the net and just spout a layer of thick concrete for the time, just can guarantee in time to stabilize the excavation face, strengthen the country rock control simultaneously and measure, carry out the accuracy and control to the country rock situation, guide face excavation, ensure excavation safety and country rock stability.
The tunnel structure construction should be strict according to the principle of "pipe is advanced, and grouting is tight, short excavation, seals soon, and the measurement of working" after the earth and rockfill excavation, in time carry out preliminary bracing and tunnel structure's construction, stabilize country rock and peripheral hydrology, geological conditions early, reduce the influence of construction to excavation section country rock and ground.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention in any way, and any simple modification, equivalent change and modification made to the above embodiment according to the technical spirit of the present invention are within the scope of the present invention without departing from the technical spirit of the present invention.
Claims (10)
1. The utility model provides a tunnel country rock advances slip casting reinforced structure, consolidates country rock (7) including only thick liquid wall (6) and mud jacking slip casting, its characterized in that: the cross section in the tunnel structure contour line (5) is provided with a drill hole (4), the direction of the drill hole (4) is arranged along the longitudinal direction of the tunnel structure contour line (5), the position of the drill hole (4) is arranged along the inner side of the tunnel structure contour line (5) towards the center of the tunnel, the drill hole (4) is internally provided with a grouting reinforcement surrounding rock (7), the included angle between the grouting reinforcement surrounding rock (7) and the horizontal direction of the tunnel is 30-60 degrees, and a grout stopping wall (6) is arranged on the cross section in the tunnel structure contour line (5).
2. The advanced grouting reinforcement structure for the surrounding rock of the tunnel according to claim 1, characterized in that: the grout stopping wall (6) is of a C20 concrete structure with the thickness of 1 m.
3. The advanced grouting reinforcement structure for the surrounding rock of the tunnel according to claim 1, characterized in that: the diameter of the opening of the drill hole (4) is not less than 108mm, the diameter of the final hole is not less than 90mm, the hole opening is a hot-rolled seamless steel pipe with the diameter of 108mm and the wall thickness of 5mm, and the pipe length is 3m for fixing.
4. The construction method of the tunnel surrounding rock advanced grouting reinforcement structure according to one of claims 1 to 3, characterized by comprising the following steps: the method comprises the following operation processes: advanced grouting construction preparation → a drilling machine is in place → a positioning hole → drilling (4) → pulping → grouting and grouting → retreating → grouting ending → grouting inspection → setting of a grout stopping wall (6) → tunnel face excavation construction → tunnel excavation first support → tunnel structure construction;
the orifice pipe of the drilling hole (4) is firmly embedded according to the designed position and is provided with a grout stopping measure;
the grouting material adopts A liquid and C liquid, the A liquid is sodium silicate and diluent, the C liquid is cement mixture, the grouting pressure is 1.0-2.0 Mpa, the grouting length is 2 times of the excavation depth, the hole jumping construction is carried out from the middle to the periphery, the grouting inspection is carried out after the grouting is finished, the grouting inspection adopts the way of punching inspection holes in the range of the contour line (5) of the excavated tunnel structure, the inspection holes are plugged in full holes after the inspection is finished, and a grout stop wall (6) is established;
and the tunnel face excavation construction is carried out by adopting an annular excavation reserved core soil method.
5. The construction method of the tunnel surrounding rock advanced grouting reinforcement structure according to claim 4, characterized by comprising the following steps: the number of the inspection holes is at least 5, wherein the number of the inspection holes at the arch part is at least 2, the number of the inspection holes at the left side wall and the right side wall is at least 1 respectively, the number of the inspection holes at the bottom is 1, the diameter of the inspection holes is phi 110mm, the length is about 12m, the average water yield is less than 0.2L/min, the water absorption capacity is less than 2L/min under the pressure of 1.0MPa, and the strength of a reinforcing body is not less than 3 MPa; the rock RQD index 1 reaches 75-80% and is qualified.
6. The construction method of the tunnel surrounding rock advanced grouting reinforcement structure according to claim 4, characterized by comprising the following steps: the construction process of the annular excavation reserved core soil method comprises the following steps: construction preparation → surveying and paying-off → excavation and slag discharging of upper annular soil (1 → upper primary support → excavation and slag discharging of left and right side wall soil (2) → left and right side wall primary support → excavation of core soil (3) → bottom primary support → tunnel structure construction.
7. The construction method of the tunnel surrounding rock advanced grouting reinforcement structure according to claim 6, characterized in that: and performing surrounding rock monitoring and measurement during upper primary support, left and right side wall primary support and bottom primary support.
8. The construction method of the tunnel surrounding rock advanced grouting reinforcement structure according to claim 4, characterized by comprising the following steps: and the inspection hole is sealed by M10 cement mortar.
9. The construction method of the tunnel surrounding rock advanced grouting reinforcement structure according to claim 4, characterized by comprising the following steps: the mixing proportion of the solution A is as follows: sodium silicate: diluent =44L: 56L.
10. The construction method of the tunnel surrounding rock advanced grouting reinforcement structure according to claim 4, characterized by comprising the following steps: grouting by using a double-pipe drilling machine, and grouting by using the double-pipe drilling machine: drilling and water feeding → inserting pipe injecting liquid A and liquid C → back pumping pipe → grouting.
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| CN202010131558.9A CN111287769A (en) | 2020-02-28 | 2020-02-28 | Tunnel surrounding rock advanced grouting reinforcement structure and construction method thereof |
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Cited By (3)
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| CN111980674A (en) * | 2020-08-31 | 2020-11-24 | 中铁十六局集团有限公司 | Tunnel advanced curtain grouting process and comprehensive inspection and evaluation method |
| CN112727473A (en) * | 2021-02-04 | 2021-04-30 | 中铁二院工程集团有限责任公司 | Pre-anchoring rapid tunneling construction method for high-ground-stress large-deformation tunnel |
| CN114991819A (en) * | 2022-05-20 | 2022-09-02 | 中国矿业大学(北京) | Three-phase control technology for water damage tunnel |
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Application publication date: 20200616 |