CN112081127A - Tunnel earth surface pre-grouting reinforcement method - Google Patents
Tunnel earth surface pre-grouting reinforcement method Download PDFInfo
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- CN112081127A CN112081127A CN201910518701.7A CN201910518701A CN112081127A CN 112081127 A CN112081127 A CN 112081127A CN 201910518701 A CN201910518701 A CN 201910518701A CN 112081127 A CN112081127 A CN 112081127A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D19/00—Keeping dry foundation sites or other areas in the ground
- E02D19/06—Restraining of underground water
- E02D19/12—Restraining of underground water by damming or interrupting the passage of underground water
- E02D19/16—Restraining of underground water by damming or interrupting the passage of underground water by placing or applying sealing substances
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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Abstract
The invention relates to a tunnel earth surface pre-grouting reinforcement method, which comprises the following steps: s1, positioning hole position: marking grouting hole positions right above the tunnel and in the range of 3-5m on two sides of the tunnel according to design requirements by using a total station; s2, drilling: drilling a grouting hole in a position vertical to the ground according to the marked hole position by using a geological drilling machine, and drilling the grouting hole to the position below the inverted arch of the tunnel; s3, forming a waterproof curtain: inserting four grouting pipes into the drill holes on two sides of the tunnel respectively, inserting two grouting pipes to the bottom of the grouting holes, inserting the other two grouting pipes to the middle height position of the tunnel, and forming waterproof curtains on two sides of the tunnel respectively by adopting a double-slurry grouting mode; s4, forming a reinforcing area: two grouting pipes are respectively inserted into grouting holes right above the tunnel, one grouting pipe is inserted into the bottom of each grouting hole, the other grouting pipe is inserted into the middle height position of the tunnel, and a reinforcing area is formed in the area where the tunnel is excavated by adopting a single slurry grouting mode. The invention has the advantages of pipe blockage prevention and uniform slurry penetration.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a method for reinforcing the ground surface of a tunnel by means of pre-grouting.
Background
With the acceleration of infrastructure construction in China and the massive construction of tunnel engineering, various special geological conditions are inevitably encountered.
At present, before a tunnel is excavated, if surrounding rock broken zones and geological conditions are uneven in an excavated tunnel region, a tunnel covering layer is deep and confined water exists, due to the fact that the construction period is tight, pre-reinforcement treatment needs to be carried out on a dangerous section of the tunnel excavation in advance under the condition that normal tunneling of the tunnel is not influenced, and follow-up normal excavation and tunneling of the tunnel are guaranteed.
The existing pre-reinforcing mode is mainly characterized in that sleeve valve pipe surface grouting is adopted, only single slurry can be injected during sleeve valve pipe grouting, in the grouting process, the sleeve valve pipe is inserted into a grouting hole, the slurry can upwards or downwards surge along the space between the outer side wall of the sleeve valve pipe and the inner wall of the grouting hole, due to the existence of grouting pressure during grouting, the slurry can extrude and damage plugging films at the upper end and the lower end of a slurry outlet section of the sleeve valve pipe, the slurry enters the rear portion of the sleeve valve pipe slurry stop valve, the slurry is condensed, the slurry stop valve cannot be lifted and pulled, the sleeve valve pipe and the slurry stop valve cannot continue to be constructed due to the abandonment, and the problems that the material is wasted and the engineering quality is difficult to reach the standard are caused.
Disclosure of Invention
The invention aims to provide a tunnel surface pre-grouting reinforcement method, which solves the problems that in the traditional sleeve valve pipe grouting, grout can extrude and damage plugging films at the upper end and the lower end of a grout outlet section of the sleeve valve pipe, the grout enters a pipe at the rear part of a grout stop valve of the sleeve valve pipe, the grout is condensed, the grout stop valve cannot be lifted, and the sleeve valve pipe and the grout stop valve cannot be abandoned for continuous construction by adopting a single-hole multi-pipe layered grouting mode, and has the advantages of pipe blockage prevention and uniform grout permeation.
The above object of the present invention is achieved by the following technical solutions:
a pre-grouting reinforcement method for a tunnel surface comprises the following steps:
s1, positioning hole position: marking grouting hole positions right above the tunnel and in the range of 3-5m on two sides of the tunnel according to design requirements by using a total station;
s2, drilling: drilling a grouting hole in a position vertical to the ground according to the marked hole position by using a geological drilling machine, and drilling the grouting hole to the position below the inverted arch of the tunnel;
s3, forming a waterproof curtain: inserting four grouting pipes into the drill holes on two sides of the tunnel respectively, inserting two grouting pipes to the bottom of the grouting holes, inserting the other two grouting pipes to the middle height position of the tunnel, and forming waterproof curtains on two sides of the tunnel respectively by adopting a double-slurry grouting mode;
s4, forming a reinforcing area: two grouting pipes are respectively inserted into grouting holes right above the tunnel, one grouting pipe is inserted into the bottom of each grouting hole, the other grouting pipe is inserted into the middle height position of the tunnel, and a reinforcing area is formed in the area where the tunnel is excavated by adopting a single slurry grouting mode.
By adopting the technical scheme, double grout is injected at two sides of the pre-excavated tunnel to form the waterproof curtain, the waterproof curtain isolates the pressure-bearing water at two sides, the water is prevented from permeating into the reinforced area when the reinforced area is grouted, the structural strength of the reinforced area is prevented from being influenced, then single grout is adopted to grouted at the upper part of the tunnel to form the reinforced area, different grout is adopted in the grouting process, the manufacturing cost is low, and the stratum can be pre-reinforced;
when grouting simultaneously, grouting is carried out in a mode of single-hole multi-pipe layered grouting, so that the water glass and cement paste are mixed at the bottom of a hole, the purpose of forming a waterproof curtain is achieved, grouting is carried out in layers, the phenomenon that grouting in-process slurry blocks pipes can be effectively prevented, and the slurry is more uniform in permeation.
The invention is further configured to: and S1, arranging the grouting holes in a quincunx manner, wherein the distance between adjacent grouting holes on two sides of the tunnel is 1.2-2.0m, and the distance between adjacent grouting holes right above the tunnel is 1.5-2.5 m.
By adopting the technical scheme, because the grouting on the two sides of the tunnel adopts double grout, the setting time is short, and the grouting right above the tunnel adopts single grout, the setting time is long, so that the distance between the adjacent grouting holes on the two sides of the tunnel is reduced to 1.2-2.0, the distance between the adjacent grouting holes right above the tunnel is increased to 1.5-2.5m, and a grouting method of jumping holes is adopted, so that the grout is more uniformly permeated, and the adjacent grouting areas are more tightly occluded.
The invention is further configured to: the diameter of the grouting hole in the step S2 is 130mm-150 mm.
Through adopting above-mentioned technical scheme, satisfy the requirement that inserts many slip casting pipes, avoided the slip casting hole too big simultaneously, be difficult for adopting the mortar to seal, too little can't insert many slip casting pipe's problem.
The invention is further configured to: and S3 and S4, stopping grouting of the water curtain and the reinforced area, and constructing from two sides to the middle by adopting a jump hole grouting method.
Through adopting above-mentioned technical scheme, jump hole slip casting makes the thick liquid infiltration more add evenly, and the interlock is inseparabler, because actual geology has confined water simultaneously, so construct both sides earlier, form the stagnant water curtain, strengthen in the middle of then the construction, prevent that confined water from to middle zone infiltration when slip casting.
The invention is further configured to: and (8) drilling in the step S2 by adopting mud to protect the wall and casing to follow the drill.
Through adopting above-mentioned technical scheme, prevent the phenomenon that the hole collapsed in drilling process.
The invention is further configured to: and in the step S4, grouting twice in the reinforcing area, wherein the first grouting is made of ordinary cement single grout, and the second grouting is made of superfine cement single grout.
Through adopting above-mentioned technical scheme, pour into ordinary grout into for the first time, carry out preliminary bonding with the stratum, then pour into superfine grout into through the second, it is closely knit to pack the stratum of preliminary bonding, to the further enhancement in stratum, select earlier simultaneously for use ordinary cement will then the superfine grout of reinforcement, practice thrift the cost.
The invention is further configured to: and (3) adopting an intermittent grouting process in the steps S3 and S4, grouting after the grout injected first and the soil layer are cemented preliminarily, and performing circulating grouting for multiple times until the specified minimum grouting amount and grouting pressure control value are reached.
Through adopting above-mentioned technical scheme, in the seepage stratum for the thick liquid of pouring into earlier and the thick liquid of soil layer are thick liquid again after tentatively reaching the cementation, and the slip casting effect is better, prevents that the thick liquid is extravagant.
The invention is further configured to: and (5) after inserting the grouting pipe into the grouting hole in the steps S3 and S4, filling and sealing the upper end of the grouting hole by adopting cement mortar.
Through adopting above-mentioned technical scheme, fill the upper end of grouting hole and seal and return thick liquid when preventing the slip casting.
The invention is further configured to: in the step S3, the water-cement ratio of the double-slurry is (0.6-1) to 1, and the cement: water glass =1: 1.
Through adopting above-mentioned technical scheme, adopt two thick liquids slip casting in the tunnel both sides, can avoid the bearing water in the stratum to produce the influence when the thick liquid condenses, two thick liquids are convenient for condense into the stagnant water curtain fast in the tunnel both sides and enclose the middle tunnel region of excavating.
The invention is further configured to: the water-cement ratio of the single slurry in step S4 was 0.6: 1.
by adopting the technical scheme, the middle reinforcing area is free from the influence of confined water, and single slurry is selected, so that the cost is low, the permeation effect is good, and the strength is high.
In conclusion, the beneficial technical effects of the invention are as follows:
1. by adopting a single-hole multi-pipe grouting mode, cement grout and water glass grout can be simultaneously injected on two sides of the tunnel to form a waterproof curtain, and then single grout is injected in the middle for reinforcement, so that the waterproof curtain has the advantages of low manufacturing cost, uniform penetration of the anti-blocking pipes and the grout;
2. by adopting the hole jump construction, the slurry is more uniformly permeated, and the meshing of a grouting area is more compact;
3. the method that the mud protective wall and the sleeve follow-up are adopted for drilling during drilling, so that the grouting hole is prevented from collapsing during drilling;
4. by adopting the intermittent grouting process, the problem of leakage in the grouting process can be solved, and the grout is saved.
Drawings
FIG. 1 is a top view of the present invention;
FIG. 2 is a cross-sectional view of the present invention;
FIG. 3 is a schematic view of the slip casting radius diffusion of the present invention;
FIG. 4 is a schematic view of the present invention of an injection dual slurry slip pipe arrangement;
fig. 5 is a schematic view of the present invention of a single slurry injection pipe arrangement.
In the figure, 1, grouting holes; 2. a tunnel; 3. a waterproof curtain; 4. a grouting pipe; 5. cement mortar; 6. a reinforced area.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
The invention discloses a tunnel ground surface pre-grouting reinforcement method, which comprises the following steps:
s1, positioning hole position: referring to fig. 1, a total station is utilized to pay out grouting holes 1 at positions right above a tunnel 2 and within a range of 3-5m on two sides of the tunnel 2 according to the excavation position of the tunnel 2 in a drawing, the grouting holes 1 are arranged in a quincunx shape (see fig. 3), as the grouting at two sides of the tunnel 2 adopts double grout, the double grout is quick in setting time and small in penetration range, the grouting right above the tunnel 2 adopts single grout for grouting, the single grout is slow in setting time and large in penetration range, in order to enable the adjacent grouting holes 1 to be mutually meshed together during the penetration, the distance between the adjacent grouting holes 1 at two sides of the tunnel 2 is 1.2-2.0m, and the distance between the adjacent grouting holes 1 above the tunnel 2 is 1.5-2.5 m.
S2, drilling: referring to fig. 1 and 2, a geological drilling machine drills holes according to the position, perpendicular to the ground, of a marked grouting hole 1, the grouting hole 1 is drilled below an inverted arch of a tunnel 2, the diameter of the grouting hole 1 is 130-150mm, during drilling, the horizontal deviation of the grouting hole 1 is 5-10cm, the verticality error is smaller than or equal to 1/150, one-side verticality measurement is carried out when the grouting hole 1 drills 30-50m, and if the verticality error of the hole position is found to be larger than the designed value, the verticality correction of the grouting hole 1 is timely carried out. Before drilling, according to a field geological report, if confined water exists, a grouting hole 1 is drilled to a position 3-5m below an inverted arch of a tunnel 2 in a deep mode, and the grouting hole is drilled to a position 3-5m below the inverted arch, so that the confined water area is subjected to grouting, and the confined water is prevented from flowing upwards during grouting; and (3) under the condition of no pressure-bearing water, drilling a grouting hole 1 to the profile of the bottom of the inverted arch of the tunnel 2 deeply. If the ground covering layer is soft in geology and easy to destabilize when drilling, drilling is carried out in a mud retaining wall and sleeve follow-up mode when the ground covering layer is easy to collapse, the mud retaining wall forms a mud protective layer on the wall of the grouting hole 1 to prevent the grouting hole 1 from collapsing, the sleeve follows up, a steel sleeve is selected to be sleeved in the grouting hole 1, the grouting hole 1 is further prevented from collapsing, and the problems of hole shrinkage of the grouting hole 1 and quicksand filling and drilling are solved when drilling.
S3, forming a waterproof curtain 3: referring to fig. 1 and 2, grouting is performed in grouting holes 1 at both sides of a tunnel 2 to form a waterproof curtain 3, and the waterproof curtain 3 performs grouting reinforcement on both sides of the tunnel 2 and water stopping treatment by closing both sides of the tunnel 2. The construction process is as follows: four grouting pipes 4 (see figure 4) are respectively inserted into the grouting holes 1 at two sides of the tunnel 2, the grouting pipes 4 are seamless galvanized steel pipes with the diameter of 25mm, the adjacent grouting pipes 4 are connected through pipe hoops and screw threads, the pipe bodies of the grouting pipes 4 are not provided with grout overflow holes, and only the bottom ends of the grouting pipes 4 are provided with grout overflow holes; wherein two grouting pipes 4 are inserted to the bottom of the hole of the grouting hole 1, and the other two grouting pipes 4 are inserted to the middle height position of the tunnel 2, the invention takes the example that two grouting pipes 4 are inserted to the position which is far from the bottom of the hole by 410 m. Referring to fig. 4, after the insertion of the grout pipe 4 is completed, the upper end of the grout hole 1 is filled and closed with cement mortar 5 to prevent the grout from being returned at the time of grouting, and the cement mortar 5 is preferably quick-setting cement mortar 5. The waterproof curtain 3 is formed by respectively grouting two sides of the tunnel 2 in a double-slurry grouting mode, during grouting, two grouting pipes 4 inserted to the bottom of a hole of a grouting hole 1 are used, cement slurry is injected into one grouting pipe 4, water glass is injected into the other grouting pipe 4 to dilute the slurry, two grouting guide pipes are used for grouting simultaneously, and the two slurries are mixed at the bottom of the hole, so that double-slurry grouting construction is realized, and the waterproof curtain 3 is formed. The proportion of the double-slurry is that the water cement ratio (0.6-1) is 1, the cement: water glass =1:1, and the setting time of the slurry is strictly controlled, so that the penetration of the slurry is more uniform.
S4, forming the reinforced area 6: referring to fig. 1 and 2, before the tunnel 2 is opened, reinforcing regions 6 are formed at the opened position of the tunnel 2 and at the upper and lower sides of the tunnel 2 to reinforce the geology of the tunnel 2 and prevent collapse when the tunnel 2 is opened. The construction process is as follows: two grouting pipes 4 (see fig. 5) are respectively inserted into the grouting holes 1 right above the tunnel 2, one grouting pipe 4 is inserted into the bottom of each grouting hole 1, and the other grouting pipe 4 is inserted into the middle height position of the tunnel 2, wherein the height distance of the two grouting pipes 4 in the vertical direction is 10 m; slip casting 4 is the seamless galvanized steel pipe of diameter 25mm, connects through ferrule and screw thread between the adjacent slip casting 4, and 4 pipe shafts of slip casting do not set up the overfall hole, and the overfall hole has only been seted up to 4 bottoms of slip casting. Referring to fig. 5, after the insertion of the grout pipe 4 is completed, the upper end of the grout hole 1 is filled and closed with cement mortar 5 to prevent the grout from being returned at the time of grouting, and the cement mortar 5 is preferably quick-set cement mortar 5. And (3) grouting is carried out right above the tunnel 2 by using a single slurry grouting mode to form a reinforcing area 6. During grouting, the two grouting pipes 4 are simultaneously grouted, grout is sprayed out from the bottoms of the grouting pipes 4 and upwards rushes along the gap between the outer wall of each grouting pipe 4 and the corresponding grouting hole 1 and outwards permeates to form a reinforcing area 6, so that the aim of layered grouting is fulfilled, and the grout is filled more uniformly. And grouting twice in the grouting of the reinforcement area 6, wherein common cement single grout is taken as a main material for the first time, and superfine cement grout is adopted for reinforcement for the second time, and the common cement is P.042.5 portland cement. The water-cement ratio of the single slurry is 0.6: 1.
during grouting, a hole jumping grouting method is adopted, grouting is gradually pushed towards the middle from two sides, so that the grout is more uniformly permeated, the adjacent grouting areas are more tightly occluded, and the structural strength of the waterproof curtain 3 and the reinforcing area 6 is improved.
And in the grouting in the step S3 and the step S4, if the grout leaks seriously, grouting is carried out again after the grout injected firstly and the soil layer reach cementation preliminarily in an intermittent grouting mode, and the grouting is circulated for multiple times until the specified minimum grouting amount and the grouting pressure control value are reached. The grouting completion criteria were as follows:
the normal stratum adopts quantitative standards: and (3) carrying out thin-wall rock thin-wall.
The leaking stratum adopts a constant pressure standard: the final pressure of advanced reinforcement grouting is as follows: 2.0-5.0 Mpa, and finishing the hole when the grouting pressure reaches the design final pressure and is maintained for more than 10 min.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (10)
1. The method for reinforcing the tunnel ground surface by pre-grouting is characterized by comprising the following steps:
s1, positioning hole position: marking hole positions of the grouting holes (1) by using a measuring instrument according to design requirements in the range of 3-5m above the tunnel (2) and on two sides of the tunnel (2);
s2, drilling: drilling a grouting hole (1) by using a geological drilling machine according to the position of the marked hole position and vertical to the ground, wherein the grouting hole (1) is drilled below an inverted arch of the tunnel (2);
s3, forming a waterproof curtain (3): four grouting pipes (4) are respectively inserted into drill holes on two sides of the tunnel (2), two grouting pipes (4) are inserted to the bottom of the grouting holes (1), the other two grouting pipes (4) are inserted to the middle height position of the tunnel (2), and a waterproof curtain (3) is respectively formed on two sides of the tunnel (2) in a double-slurry grouting mode;
s4, forming a reinforcing area (6): two grouting pipes (4) are respectively inserted into a grouting hole (1) right above a tunnel (2), one grouting pipe (4) is inserted into the hole bottom of the grouting hole (1), the other grouting pipe (4) is inserted into the middle height position of the tunnel (2), and a reinforcing area (6) is formed in the area of the excavated tunnel (2) by adopting a single slurry grouting mode.
2. The method for pre-grouting reinforcement of the ground surface of the tunnel according to claim 1, characterized in that: in the step S1, the holes of the grouting holes (1) are arranged in a quincunx manner, the distance between the adjacent grouting holes (1) on the two sides of the tunnel (2) is 1.2-2.0m, and the distance between the adjacent grouting holes (1) right above the tunnel (2) is 1.5-2.5 m.
3. The method for pre-grouting reinforcement of the ground surface of the tunnel according to claim 1, characterized in that: the diameter of the grouting hole (1) in the step S2 is 130mm-150 mm.
4. The method for pre-grouting reinforcement of the ground surface of the tunnel according to claim 1, characterized in that: and S3 and S4, stopping grouting the water curtain (3) and the reinforced area (6) by adopting a jump hole grouting method, and constructing from two sides to the middle.
5. The method for pre-grouting reinforcement of the ground surface of the tunnel according to claim 1, characterized in that: and (8) drilling in the step S2 by adopting mud to protect the wall and casing to follow the drill.
6. The method for pre-grouting reinforcement of the ground surface of the tunnel according to claim 1, characterized in that: and (6) in the step S4, grouting twice in the reinforcing area (6), wherein the first grouting is made of ordinary cement single grout, and the second grouting is made of superfine cement single grout.
7. The method for pre-grouting reinforcement of the ground surface of the tunnel according to claim 1, characterized in that: and (3) adopting an intermittent grouting process in the steps S3 and S4, grouting after the grout injected first and the soil layer are cemented preliminarily, and performing circulating grouting for multiple times until the specified minimum grouting amount and grouting pressure control value are reached.
8. The method for pre-grouting reinforcement of the ground surface of the tunnel according to claim 1, characterized in that: and (5) after inserting the grouting pipe (4) into the grouting hole (1) in the steps S3 and S4, filling and sealing the upper end of the grouting hole (1) by adopting cement mortar (5).
9. The method for pre-grouting reinforcement of the ground surface of the tunnel according to claim 1, characterized in that: in the step S3, the water-cement ratio of the double-slurry is (0.6-1) to 1, and the cement: water glass =1: 1.
10. The method for pre-grouting reinforcement of the ground surface of the tunnel according to claim 1, characterized in that: the water-cement ratio of the single slurry in step S4 was 0.6: 1.
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| CN113174928A (en) * | 2021-04-30 | 2021-07-27 | 福建永宏建设工程有限公司 | Fine casting and grouting process for pebble layer with large permeability coefficient |
| CN113174928B (en) * | 2021-04-30 | 2022-06-10 | 福建永宏建设工程有限公司 | Fine casting and grouting process for pebble layer with large permeability coefficient |
| CN113982603A (en) * | 2021-11-05 | 2022-01-28 | 广西路桥工程集团有限公司 | Tunnel outlet shallow-buried section slope collapse volume treatment method |
| CN114439483A (en) * | 2021-12-23 | 2022-05-06 | 中铁第一勘察设计院集团有限公司 | Tunnel curtain formed by injecting controllable cement paste and controllable cement paste configuration method |
| CN114320371A (en) * | 2022-01-05 | 2022-04-12 | 中铁二局第一工程有限公司 | Construction method for controlling deformation of operation track by isolated grouting |
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