CN111946367B - Grouting reinforcement method for tunnel passing through water-rich fault - Google Patents
Grouting reinforcement method for tunnel passing through water-rich fault Download PDFInfo
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- CN111946367B CN111946367B CN202010859070.8A CN202010859070A CN111946367B CN 111946367 B CN111946367 B CN 111946367B CN 202010859070 A CN202010859070 A CN 202010859070A CN 111946367 B CN111946367 B CN 111946367B
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 55
- 238000000034 method Methods 0.000 title claims abstract description 44
- 230000002787 reinforcement Effects 0.000 title claims abstract description 20
- 238000005553 drilling Methods 0.000 claims abstract description 76
- 239000002002 slurry Substances 0.000 claims abstract description 54
- 238000007596 consolidation process Methods 0.000 claims abstract description 37
- 239000011435 rock Substances 0.000 claims abstract description 30
- 238000010276 construction Methods 0.000 claims abstract description 18
- 229920002635 polyurethane Polymers 0.000 claims abstract description 11
- 239000004814 polyurethane Substances 0.000 claims abstract description 11
- 239000011440 grout Substances 0.000 claims description 15
- 230000000149 penetrating effect Effects 0.000 claims description 8
- 239000012530 fluid Substances 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 6
- 239000007788 liquid Substances 0.000 claims description 5
- 238000012360 testing method Methods 0.000 claims description 4
- 238000007689 inspection Methods 0.000 claims description 3
- 239000011347 resin Substances 0.000 claims description 3
- 229920005989 resin Polymers 0.000 claims description 3
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- 238000005728 strengthening Methods 0.000 claims 1
- 230000000903 blocking effect Effects 0.000 abstract description 8
- 230000001681 protective effect Effects 0.000 abstract description 4
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- 238000003756 stirring Methods 0.000 description 4
- 238000005303 weighing Methods 0.000 description 4
- 239000011083 cement mortar Substances 0.000 description 2
- 235000019353 potassium silicate Nutrition 0.000 description 2
- 238000004537 pulping Methods 0.000 description 2
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 238000004873 anchoring Methods 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 239000003795 chemical substances by application 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21B—EARTH OR ROCK DRILLING; OBTAINING OIL, GAS, WATER, SOLUBLE OR MELTABLE MATERIALS OR A SLURRY OF MINERALS FROM WELLS
- E21B33/00—Sealing or packing boreholes or wells
- E21B33/10—Sealing or packing boreholes or wells in the borehole
- E21B33/13—Methods or devices for cementing, for plugging holes, crevices or the like
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
- E21D20/02—Setting anchoring-bolts with provisions for grouting
- E21D20/025—Grouting with organic components, e.g. resin
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F15/00—Methods or devices for placing filling-up materials in underground workings
- E21F15/06—Filling-up mechanically
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Geology (AREA)
- Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Physics & Mathematics (AREA)
- Fluid Mechanics (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention discloses a tunnel grouting reinforcement method for crossing a water-rich fault, which comprises the following steps: drilling a hole on a first tunnel face on one side of the fault zone to be penetrated, carrying out primary grouting consolidation, after consolidation, adding polyurethane around a host shield body, a first section pipe and a second section pipe to fill an overexcavation gap, so that the polyurethane forms a protective ring around the host shield body, preventing grouting slurry from consolidating the host shield body and the pipe section, then drilling holes from a second tunnel face on the other side of the fault zone to be penetrated at an elevation angle, arranging hole sites on the upper part of the second tunnel face in a ring-by-ring mode, extending the hole depth to be close to the first tunnel face, finally carrying out curtain consolidation grouting on the fault zone to be penetrated by utilizing the hole sites of the second tunnel face, and continuously jacking the fault zone after consolidation. The grouting reinforcement method disclosed by the invention is used for grouting reinforcement of the long-distance water-rich fault zone, blocking water gushing, preventing blocking and pipe clamping in the jacking process and reducing the construction risk of the long-distance rock jacking pipe.
Description
Technical Field
The invention relates to the technical field of pipe jacking construction, in particular to a grouting reinforcement method for a tunnel penetrating through a water-rich fault.
Background
With the acceleration of domestic infrastructure construction, the great construction of long distance rock push pipe engineering will inevitably face the tunnel that long distance rock push pipe passes through the fault fracture area and carry out the construction, and the topography and geomorphology that the tunnel that passes through the fault fracture area is the area that surface water easily collects generally, and the fault fracture area rock mass integrality that the tunnel passed through is poor, receives the fault influence, and the rock mass is broken, compressive shear strength is low, no self-stabilization ability, and rich water's characteristics to when making long distance rock push pipe pass through this fault fracture area, face by huge construction risks such as card machine, card pipe. How to grout in advance to the broken area of fault that will pass through under the condition of long distance rock push pipe construction, consolidate loose dangerous rock mass, the shutoff is gushed water, prevents that the tunnel from advancing the in-process and taking place card machine and card pipe, reduces the construction risk of passing through the broken area of rich water fault, is the technological problem that this field needs a lot of solution.
Disclosure of Invention
The invention aims to provide a grouting reinforcement method for a tunnel penetrating through a water-rich fault, which is used for reinforcing loose dangerous rock bodies in advance, blocking water gushing, preventing a tunnel from being blocked and a pipe from being blocked in the jacking process and reducing the construction risk of a pipe-jacking tunnel.
In order to achieve the purpose, the invention provides a tunnel grouting reinforcement method for crossing a water-rich fault, which comprises the following steps:
drilling a hole on a first tunnel face on one side of the fault zone to be penetrated, and performing primary grouting consolidation;
polyurethane is injected around the host shield body, the first section pipe and the second section pipe to fill the overexcavation gap, so that the polyurethane forms a protection ring around the host shield body;
drilling holes from a second palm surface on the other side of the fault zone to be penetrated through at an elevation angle, wherein hole sites are arranged on the upper part of the second palm surface in a ring-by-ring manner, and the hole depth extends to be close to the first palm surface;
and performing curtain consolidation grouting on the to-be-penetrated fault zone by utilizing the hole sites of the second palm surface.
Optionally, before the preliminary grouting consolidation, a hole is drilled in the direction of the first face, local grouting consolidation is performed on the first face, then a core is drilled to find out the fault state, and the preliminary grouting consolidation is performed on the first face according to the fault state.
Optionally, during local grouting consolidation, a hole is drilled from the manhole position of the pipe jacking machine host machine to the direction of the first tunnel face.
Optionally, when local grouting consolidation is performed, single-fluid slurry, double-fluid slurry or chemical slurry is adopted according to the water outlet condition after drilling.
Optionally, after the preliminary grouting consolidation is carried out, holes are drilled obliquely upwards in front of the pipe jacking machine host along the periphery of the tunnel according to the surrounding rock conditions, and anchor rods are installed to reinforce the surrounding rock.
Optionally, when the anchor rod is installed to reinforce the surrounding rock, the resin anchor rod is adopted for reinforcing the surrounding rock in the direction of the first face.
Optionally, the drilling depth of the second face is 60-100 m when the second face is drilled at an elevation angle.
Optionally, the elevation angle of the outermost grouting hole is set according to the drilling depth when drilling at the elevation angle, so that the hole extends to a position above 2 times the aperture of the top of the first tunnel face.
Optionally, when the second tunnel face is drilled at an elevation angle, the hole is drilled while the double-liquid slurry is injected for water plugging.
Optionally, when curtain consolidation grouting is performed, observation is performed from the aspect of the first tunnel face, and the situation that grouting liquid slurry flows to the shield body of the pipe jacking machine and the over-excavation space outside the pipe joint is prevented.
The invention provides a grouting reinforcement method for a tunnel penetrating through a water-rich fault, which comprises the following steps: drilling a hole on a first palm surface on one side of the fault zone to be penetrated, carrying out primary grouting consolidation, after consolidation, adding polyurethane around a host shield body, a first section pipe and a second section pipe to fill an overexcavation gap, so that the polyurethane forms a protective ring around the host shield body, drilling holes on a second palm surface on the other side of the fault zone to be penetrated at an elevation angle, arranging the hole sites on the upper part of the second palm surface in a ring-by-ring manner, extending the hole depth to be close to the first palm surface, finally carrying out curtain consolidation grouting on the fault zone to be penetrated by utilizing the hole sites of the second palm surface, and continuously jacking after consolidation. The grouting reinforcement method disclosed by the invention is used for grouting reinforcement on the long-distance water-rich fault zone, blocking water gushing, preventing blockage, pipe clamping and the like in the jacking process of the tunnel, and reducing the construction risk of the pipe-jacking tunnel.
Drawings
In order to more clearly illustrate the embodiments of the present invention, the drawings, which are required to be used in the embodiments, will be briefly described below. The elements or parts are not necessarily drawn to scale in all figures.
Fig. 1 is a schematic diagram of a grouting reinforcement method for a tunnel penetrating a water-rich fault according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of a hole location for drilling a second face according to an embodiment of the present invention;
fig. 3 is a schematic diagram of a first tunnel face and an elevation hole position according to an embodiment of the invention.
Wherein: 10-a first palm surface, 20-a second palm surface, 30-an elevation angle grouting hole and 40-a pipe joint.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings. The following examples are only for illustrating the technical solutions of the present invention more clearly, and therefore are only used as examples, and the protection scope of the present invention is not limited thereby.
Fig. 1 is a schematic diagram of a grouting reinforcement method for a tunnel penetrating a water-rich fault according to an embodiment of the present invention, and referring to fig. 1, a pipe jacking machine jacks from opposite directions of a first tunnel face 10 and a second tunnel face 20 on both sides of a fault zone. The method comprises the steps that surrounding rocks of a first face 10 are broken, a cutter head is blocked, underground water is large, water is large when geological conditions are detected through geological drilling of a second face 20, geological data are combined, the situation that a host enters a dripping rock fault is comprehensively judged, in order to prevent risks such as blocking and pipe blocking and the like in the continuous jacking process after the host is trapped off, the applicant provides a tunnel grouting reinforcement method for crossing the water-rich fault, so that loose dangerous rock bodies are reinforced, water burst is blocked, blocking and pipe blocking are prevented in the jacking process of the tunnel, and construction risks of the top-pipe tunnel are reduced.
Referring to fig. 1, after the broken stones in the cutter head are cleaned and the first face 10 is exposed, a geological drilling rig is used for drilling holes from the manhole position to the direction of the first face 10, the holes are drilled for about 3m for the first time, and local grouting consolidation is performed on the face. And (4) determining to adopt double-fluid slurry, single-fluid slurry or chemical slurry according to the water outlet condition after drilling by grouting consolidation. After the local consolidation grouting within the range of 3m is completed, a geological drilling machine is adopted to continue drilling and coring so as to find out the width and the state of the fault. During drilling, whether a section of coring is finished or not is determined according to the specific conditions of surrounding rocks, and a section of grouting is consolidated until the fault width and the state are ascertained.
After the fault is detected, the direction of the drilling machine is adjusted, and the hole is continuously drilled on the first tunnel face 10 and is subjected to primary grouting consolidation. After the primary consolidation, loose rock blocks on the first face are manually cleaned so as to create a safe operation space, the loose rock blocks around the machine head are further cleaned, holes are drilled in the range of the host machine according to the surrounding rock conditions, and anchor rods are installed to reinforce the surrounding rock. And the surrounding rock in the tunnel face direction is reinforced by adopting a resin anchor rod so as not to influence the subsequent pipe jacking machine construction. And simultaneously, polyurethane is poured around the shield body, the first section pipe and the second section pipe of the main machine to fill the over-digging gap and form a protective ring, so that cement paste is prevented from solidifying the pipe sections and the shield body. After the first face 10 is fixedly connected in a certain range, the first face 10 is manually cleaned to form a working surface, surrounding rocks around the cutter head and the shield body are cleaned, and the protective ring effect formed by polyurethane around the shield body is checked. If the effect is not good, the protection ring is continuously filled and perfected.
After the guard ring is finished, drilling, solidifying and grouting are carried out from the direction of the second face 20, and stable surrounding rock mass and the guard ring are formed around the main machine, so that the follow-up jacking recovery is smoothly finished. The concrete construction aspect comprises: drilling a hole on the second face 20 by using a drilling and grouting integrated machine, and simultaneously drilling and grouting double-liquid slurry for water plugging so as to prepare for the subsequent pipe jacking construction; drilling is carried out forwards at an elevation angle of a certain angle, hole sites are arranged on the upper portion of the second tunnel face 10 in a ring-by-ring mode, the drilling depth is 60-100 m, the elevation angle of the outermost periphery grouting hole during elevation drilling is set according to the drilling depth until the position of the elevation angle grouting hole 30 reaches a position more than 6m (not less than 2 times of the hole diameter) of the top of the first tunnel face 10, and curtain consolidation grouting is carried out on the fault fracture zone through the elevation angle grouting hole 30 of the second tunnel face 20. As is readily understood by a person skilled in the art, the drill hole extends to a depth close to the first face 10, but not through the first face 10. In the drilling process, in order to prevent drill sticking, the drilling and grouting consolidation are carried out simultaneously. In the process of consolidation, the cement paste is arranged on the first tunnel face 10 for observation to prevent the cement paste from flowing to the periphery of the shield body. If necessary, polyurethane or other shield body consolidation preventing materials are injected around the shield body. And after the consolidation is finished, the jacking is recovered.
The main process of drilling and grouting from the direction of the second face 20 comprises the following steps: drilling machine in position → hole location → drilling hole → fissure washing and water pressing test → grouting and grouting quality inspection. The grouting mode adopts pure pressure, and the method adopts circumferential interval sequential encryption, sectional drilling from shallow to deep and sectional grouting. And drilling by adopting an RPD-75C drilling machine, firstly drilling the orifice section, mounting the orifice pipe, continuing to position the drilling machine after the orifice pipe is firmly anchored, drilling by adopting a phi 65 drill bit, and starting grouting after the drilling reaches the designed depth. And (4) grouting once every 6m until the designed hole depth is completely reached and grouting is finished, checking the grouting effect, and supplementing grouting if the grouting effect does not meet the requirement.
[ design of hole site ]
In the implementation, the longitudinal consolidation water plugging length is about 70m, the hole sites drilled at the elevation angle of 20 on the second face are divided into 5 hole site rings, the total number of the holes is 50, the holes are symmetrically arranged left and right and extend to be close to the first face 10 in a conical divergence manner. Fig. 2 is a schematic diagram of hole positions drilled on the second working surface according to an embodiment of the present invention, and the specific hole positions are arranged as shown in fig. 2: the number of the ring holes A is 15, and the external raise angle is 6.5 degrees; 13 ring holes B, and an external raise angle of 5.1 degrees; 11C ring holes and an external raise angle of 3.7 degrees; d, 7 annular holes with an external raise angle of 2.4 degrees; e, 4 ring holes are formed, and the external raise angle is 0.65 degrees. Since the drilling is performed from the second palm surface 20, the drilling reaches the existing first palm surface 10 in a divergent state, fig. 3 is a schematic diagram of the first palm surface and the elevation drilling position provided by an embodiment of the invention, the divergent state after the hole depth 70m approaches the first palm surface is shown in fig. 3, and 40 in fig. 2 and 3 is a pipe joint. E ring holes are 1.085m away from the axis of the hole, and each ring hole is radiated and dispersed at the distance of 2m of the annular distance, so that the aims of surrounding rock consolidation and water stop are achieved after grouting.
[ grouting & drilling ]
Before drilling, a total station is used for accurately lofting the designed opening position, and marking is done by red paint. After the drilling machine is in place, drilling holes 3-5m deep, installing orifice pipes, connecting the orifice pipe openings with flanges, installing grout stop valves, grouting the orifice sections by adopting double-grout, anchoring the orifice pipes and reinforcing the grout stop rock trays. And the orifice pipe is installed, the external inserting angle is strictly controlled, and the hole-by-hole recording is carried out. And after the orifice pipe is firmly anchored, repositioning the drilling machine to carry out grouting hole drilling angle. When the drilling machine is positioned, the drill rod angle is ensured to be consistent with the previously recorded orifice section angle (the drilling resistance is increased due to non-coincidence, and the drilling speed is influenced). And the drilling data is monitored and analyzed in real time in the drilling process, so that the grouting parameters can be adjusted conveniently. The deviation of the hole positions of the grouting holes is not more than 10cm, and the deviation value of the hole bottoms is not more than 1/40 of the hole depths.
Drilling is carried out in a ring-dividing and sequence-dividing mode, and the ring-dividing construction sequence is as follows: a → C → E → B → D; and constructing holes with odd serial numbers in each ring hole, and constructing other holes. The hole pitch of each annular hole is accurately measured and lofted according to design requirements, and the arc length distance of the grouting hole A of the annular hole is 0.327 m; the arc length distance of the B annular hole grouting hole is 0.314 m; the arc length distance of the C annular grouting hole is 0.337 m; the arc length distance of the D annular grouting hole is 0.393 m; the arc length distance of the E annular grouting hole is 0.393 m. The inspection hole positions may be arranged between the basic holes, the number of holes being 5% of the total number of holes.
[ borehole flushing ]
And grouting is carried out by adopting a drilling mode of a rotary drilling machine. And drilling by sections by using a diamond drill bit with the drilling aperture phi of 56mm until the final hole is drilled to the required depth. After the hole is drilled to the designed depth, the hole depth and the hole bottom residues are checked, and if the hole depth and the hole bottom residues do not meet the requirements, the hole bottom residues are required to be processed in time. And (3) performing hole wall flushing and crack flushing on the qualified drill holes in a high-flow pressure water pulsation mode until backwater is clarified and lasts for 10min, wherein the flushing water pressure is 80% of the grouting pressure, and when the reading value is more than 1MPa, 1MPa is adopted. Grouting operation should be continuously performed immediately after the grouting hole is flushed, and interruption exceeds 24 hours for reasons. Grouting flushing should be performed again before grouting.
[ PREPARATION OF SLURRY ] A
1. Grouting material
(1) Cement: 42.5 ordinary portland cement is used.
(2) Water: the water for on-site grouting is construction water arranged in the holes.
(3) Water glass: and injecting double-liquid slurry under the condition of water outlet.
2. Pulping
(1) Pulp material weighing
The pulping material must be weighed, and the weighing error should be less than 5%. The solid phase materials such as cement should be weighed by weight.
(2) Stirring the slurry
Each slurry must be stirred uniformly and the density of the slurry measured and recorded well. The stirring time of the pure cement slurry is not less than 3min when a common stirrer is used, and not less than 30s when a high-speed stirrer is used. The slurry is sieved before use, and the time from the beginning of preparation to the end of use is less than 4 hours, and the slurry is regarded as waste slurry after more than 4 hours.
Firstly, the seriflux is configured by adopting a weight ratio, the cement is weighed by adopting a weighing method, the water is added by adopting an automatic metering device, and the weighing error is not more than 5 percent.
Secondly, stirring the cement slurry by a high-speed stirrer, wherein the stirring time of the pure cement slurry is not less than 5min, and sieving the slurry before use; the time from preparation to exhaustion of the slurry does not exceed 1 h.
And thirdly, in order to ensure the slurry quality, concentrated slurry preparation is adopted, the cement-single-slurry-water-cement ratio is 0.6:1, a field technician selects the optimal mixing ratio of the gelling time according to the drilling geological condition and slurry parameters provided by a laboratory, and a driver of a grouting pump controls an auxiliary cylinder stroke switch to adjust the stroke of the auxiliary cylinder under the guidance of the technician to determine the volume ratio of the cement slurry to the water glass in the same period of time.
[ slip casting ]
1. Grouting sequence
Grouting is carried out according to the principle of annular sorting, annular encryption and sectional grouting in the hole. And constructing odd-order holes and then constructing subsequent holes. The odd-order hole grouting is constructed in a shallow and deep grouting mode with closed orifices and hole internal circulation, and the subsequent hole grouting is constructed in a shallow and deep grouting mode.
The odd-number-sequence hole grouting is constructed by a self-shallow and deep segmented circulation method, and the length of each segment is 5-6 m. When other hole sections are grouted, the hole section with no water gushing at the orifice is not needed to be set after grouting, but the hole section is needed to be set after grouting in a region with complicated geological conditions, faults and broken zones, and the setting time is determined according to actual conditions. When grouting, the grouting plug is plugged at the position 0.5m above the bottom of the grouted section to prevent leakage.
2. Grouting pressure
The grouting pressure varies with the nature of the bedrock and the location of the grout hole, and therefore must be determined during the grouting test. When grouting, the grouting pressure should reach the specified limit value as soon as possible, and the hole section with high injection rate adopts sectional boosting; in the grouting process, the pressure is not allowed to be reduced, continuous grouting under a specified constant pressure must be ensured, and the principle of gradual increase of depth is adopted.
3. Standard of slurry water concentration
(1) The water-cement ratio of the slurry is executed according to the parameters determined by the grouting test, and the slurry is gradually changed from thin to thick. The water-cement ratio of the slurry can adopt six stages of 5:1, 3:1, 2:1, 1:1, 0.8:1, 0.6:1 or 0.5:1, and the water-cement ratio of the initial irrigation can adopt 5: 1. The grouting criteria is that the water-cement ratio must not be changed when the grouting pressure is kept constant, the injection rate continues to decrease, or when the injection rate is kept constant and the grouting pressure continues to increase.
(2) When the injection amount of a certain grade of grout reaches more than 300L, or the grouting time reaches 1h, and the grouting pressure and the injection rate are not obviously changed, the thick grade water-cement ratio grout is replaced for grouting, and when the injection rate is more than 30L/min, the thick grade can be thickened more gradually according to the specific construction conditions.
(3) In the grouting process, when the grouting pressure or the injection rate changes greatly suddenly, the reason should be found immediately, and corresponding measures should be taken.
(4) If necessary, cement mortar can be poured, and the cement mortar adopts two kinds of grout with the ratio of water, cement and sand being 1:1:1 or 0.6:1: 1.
(5) The specific gravity of the grout should be measured and recorded at regular time and the temperature of the grout should be measured and recorded when necessary in the grouting process.
(6) The grouting pressure gauge is arranged on the slurry return pipe and is provided with an oil slurry isolation device, and the average value of the swinging of the pointer is used as the standard for controlling the pressure during grouting.
4. Special case handling
(1) During grouting, slurry leakage and caulking, surface plugging, low pressure, thick slurry, flow limiting, quantity limiting and intermittent treatment are adopted according to specific conditions.
(2) When slurry mixing occurs in the grouting process, if slurry mixing holes have grouting conditions, grouting can be carried out simultaneously, one pump is used for grouting one hole, otherwise, the slurry mixing holes are plugged, after grouting of the grouting holes is finished, the slurry mixing holes are flushed again, and drilling and grouting are continued.
(3) And (3) in the grouting process, if the slurry is thickened after slurry return, replacing with new slurry with the same water-cement ratio for grouting, and if the effect is not obvious, stopping grouting after 30min of continuous grouting.
(4) The grouting work must be carried out continuously and, if interrupted for this reason, can be handled according to the following principles:
firstly, grouting should be restored early, otherwise, drilling holes should be flushed immediately, and then grouting is restored. If the flushing cannot be carried out or is ineffective, the hole is cleaned, and then grouting is resumed.
And secondly, when grouting is recovered, grouting by using cement paste of an opening grouting ratio level. If the injection rate is similar to that before interruption, the cement paste of the specific grade before interruption can be used for continuous injection; if the injection rate is reduced more than before interruption, the slurry should be gradually enriched to continue the injection.
Thirdly, after grouting is resumed, if the injection rate is reduced greatly compared with that before interruption, and the slurry suction is stopped in a short time, remedial measures should be taken.
(5) The drill way has the grout hole section of gushing water, should survey before the grout and note gush water pressure and gush the water yield, can choose following measures to handle according to gushing the water condition:
segmented grouting, shortened grouting section length, improved grouting pressure, thick slurry ending, slurry shielding, slurry closing, pure pressure type grouting, accelerator doping, waiting coagulation, pressure grouting and hole sealing.
(6) The injection amount of the grouting section is large, and when grouting is difficult to finish, the following measures are adopted for treatment:
low pressure, thick slurry, flow limiting, quantity limiting, intermittent grouting; adding an accelerating agent into the slurry; pouring stable slurry or mixed slurry. And (5) cleaning the hole after the section is treated, and grouting according to the technical requirements again until the section is finished.
[ grouting end Standard ]
Grouting from top to bottom in a segmented mode, under the design pressure, when the injection rate is not more than 1L/min, and continuously grouting for 60min, and then grouting can be finished; and (3) when the bottom-up grouting is adopted, under the design pressure, when the injection rate is not more than 1L/min, the grouting is continued for 30min, and the grouting can be finished.
[ SEAL SEALING ] PROVIDING METHOD
And after grouting is finished, checking and accepting in time, and sealing the grouting holes qualified through checking and accepting. Construction is carried out by adopting a 'subsection pressure grouting hole sealing method'. The hole sealing grout adopts cement grout with the water cement ratio of 0.5:1, and the hole sealing grouting pressure is carried out by adopting the pressure of the last section of grouting.
The above examples are only intended to illustrate the technical solution of the present invention, and not to limit it; while the invention has been described in detail and with reference to the foregoing embodiments, it will be understood by those skilled in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some or all of the technical features may be equivalently replaced; such modifications and substitutions do not depart from the spirit and scope of the present invention, and they should be construed as being included in the following claims and description.
Claims (9)
1. A grouting reinforcement method for a tunnel penetrating through a water-rich fault is characterized by comprising the following steps:
drilling a hole on a first tunnel face on one side of the fault zone to be penetrated, and performing primary grouting consolidation;
polyurethane is injected around the host shield body, the first section pipe and the second section pipe to fill the overexcavation gap, so that the polyurethane forms a protection ring around the host shield body;
drilling holes from a second face on the other side of the fault zone to be penetrated through at an elevation angle, arranging hole sites on the upper part of the second face in a ring-by-ring mode, extending the hole depth to be close to the first face, drilling holes on the second face by adopting a drilling and grouting integrated machine, and simultaneously drilling and grouting double-liquid slurry to block water so as to prepare for the subsequent pipe jacking construction run-through; drilling forwards at an elevation angle of a certain angle, arranging the hole sites on the upper part of the second tunnel face in a ring-by-ring mode, and setting the elevation angle of the grouting hole on the outermost periphery according to the drilling depth when drilling at the elevation angle so that the hole sites extend to the position above 2 times the aperture of the top of the first tunnel face;
carrying out curtain consolidation on the fault zone to be penetrated by utilizing the hole sites of the second palm surface;
the main process of drilling and grouting from the direction of the second face comprises the following steps: the drilling machine is in position → the hole position is positioned → the drilling hole → the crack is washed and the pressurized-water test is carried out → the grouting and the grouting quality inspection are carried out; the grouting mode adopts pure pressure, and the method adopts circumferential interval sequential encryption, sectional drilling from shallow depth and sectional grouting.
2. The method for grouting and reinforcing the tunnel through the water-rich fault according to claim 1, wherein before the initial grouting and consolidation, a hole is drilled in the direction of the first tunnel face, the partial grouting and consolidation is performed on the first tunnel face, then the core is drilled to find out the fault state, and the initial grouting and consolidation is performed on the first tunnel face according to the fault state.
3. The grouting reinforcement method for the tunnel penetrating the water-rich fault according to claim 2, wherein holes are drilled from the manhole position of the pipe jacking machine host to the direction of the first tunnel face during local grouting consolidation.
4. The grouting reinforcement method for the tunnel crossing the water-rich fault according to claim 2, wherein during local grouting consolidation, single-fluid slurry, double-fluid slurry or chemical slurry is adopted according to the water outlet condition after drilling.
5. The grouting reinforcement method for the tunnel passing through the water-rich fault according to claim 1, wherein after the primary grouting consolidation, holes are drilled obliquely upwards in front of a pipe jacking machine host along the periphery of the tunnel according to the surrounding rock conditions, and anchor rods are installed to reinforce the surrounding rock.
6. The grouting reinforcement method for the tunnel penetrating the water-rich fault according to claim 5, wherein when the anchor rods are installed for reinforcing the surrounding rock, the resin anchor rods are adopted for reinforcing the surrounding rock in the direction of the first tunnel face.
7. The grouting reinforcement method for the tunnel crossing the water-rich fault according to claim 1, wherein the drilling depth is 60-100 m when the second tunnel face is drilled at an elevation angle.
8. The method of grouting and strengthening a tunnel through a water-rich fault according to claim 1, wherein when the second tunnel face is drilled at an elevation angle, double-fluid grout is injected while drilling is performed to block water.
9. The method of claim 8, wherein the curtain grouting is performed while preventing the grouting from flowing into the overbreak space outside the pipe-jacking shield and the pipe joint, as viewed from the first tunnel face.
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| CN112746854B (en) * | 2021-02-22 | 2023-04-28 | 核工业井巷建设集团有限公司 | Grouting structure suitable for pipe joint locking prevention of push bench and push bench |
| CN113153318B (en) * | 2021-05-25 | 2023-10-24 | 重庆大学 | Grouting reinforcement device and grouting reinforcement method for earth-rock mixture stratum |
| CN113266377A (en) * | 2021-06-21 | 2021-08-17 | 中铁十二局集团有限公司 | Construction method for filling karst cave by using shield machine advanced grouting pipe |
| CN114263163A (en) * | 2021-12-29 | 2022-04-01 | 成都大学 | Grouting reinforcement method for diversion culvert passing through gravel stratum in high and cold regions and construction method |
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