CN111140238A - Grouting pipe and tunnel reinforcing construction method for surface grouting - Google Patents
Grouting pipe and tunnel reinforcing construction method for surface grouting Download PDFInfo
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- CN111140238A CN111140238A CN202010023223.5A CN202010023223A CN111140238A CN 111140238 A CN111140238 A CN 111140238A CN 202010023223 A CN202010023223 A CN 202010023223A CN 111140238 A CN111140238 A CN 111140238A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
- E21D9/002—Injection methods characterised by the chemical composition used
Abstract
The invention relates to the technical field of tunnel construction, in particular to a grouting pipe and a tunnel reinforcing construction method of surface grouting, wherein the grouting pipe comprises a first sleeve valve pipe, a second sleeve valve pipe and a third sleeve valve pipe, all sleeve valve pipes are connected in a sleeved mode, grouting is carried out through grout overflow holes in the sleeve valve pipes, when the tunnel reinforcing construction method of surface grouting through the grouting pipe is adopted, the method comprises the steps of ① sampling and testing soil in a tunnel and determining soil parameters, ② measuring paying off and leveling a construction site, ③ drilling and casing material preparation, and ④ completing grouting of all grouting holes in a subsection mode.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a grouting pipe and a tunnel reinforcing construction method for surface grouting.
Background
With the vigorous development of high-speed rail construction in China, the construction scale is increasingly large, and the tunnel construction technology is increasingly mature. At present, the main reinforcement construction of the tunnel mainly adopts a grouting process for reinforcement, the grouting process is an important auxiliary method adopted in the construction of the tunnel and underground engineering for avoiding the collapse of the tunnel, in the traditional grouting process, the horizontal direction advanced grouting in the tunnel is mostly used as a main part, the grouting process can effectively solve the grouting controllability problem, and the grouting process is more applicable no matter how deep the tunnel is, but the construction sequence of the advanced grouting process method in the tunnel is as follows: grouting and reinforcing, then excavating, reserving a grouting and reinforcing section in the excavating process, continuing grouting and reinforcing, excavating again, and circulating the steps. The construction process can only carry out single-process operation, and has low construction efficiency, thereby seriously influencing the construction period.
In addition, another grouting reinforcement construction method mainly aims at weak cofferdams and water-rich strata, for example, a tunnel construction method of earth-oriented large-caliber deep hole grouting is disclosed as application No. 201810990172.6, vertical drilling is set for the first plane to the sixth plane, then grouting reinforcement is carried out, but the construction method has the large defect in use, is only suitable for large caliber firstly, and is inconvenient to use in special strata.
Disclosure of Invention
The invention aims to: aiming at the defects that the construction efficiency is low and the construction period is influenced due to the fact that horizontal grouting in a tunnel is adopted in the prior art and a construction process with a wide application range does not exist when vertical drilling is adopted, a grouting pipe and a grouting reinforcement construction method are provided.
In order to achieve the above purpose, the invention provides the following technical scheme:
a grouting pipe comprises a first sleeve valve pipe and a second sleeve valve pipe sleeved on the first sleeve valve pipe, wherein the first sleeve valve pipe comprises a grouting section and a non-grouting section, a grout overflow hole is formed in the grouting section, and third sleeve valve pipes are nested at two ends of the grout overflow hole.
The second sleeve valve pipe is sleeved outside the first sleeve valve pipe, so that a double-layer pipe structure comprising an inner pipe and an outer pipe is formed, the second sleeve valve pipe sleeved on the outer layer of the first sleeve valve pipe has a limiting effect on the first sleeve valve pipe, the first sleeve valve pipe is prevented from deforming and expanding due to the pressure of slurry in the grouting process, the structural stability of the grouting pipe can be ensured, and a pressurizing effect is achieved; the grouting section of the first sleeve valve pipe serving as the inner pipe is provided with the grout overflow hole, the two ends of the grout overflow hole are nested with the third sleeve valve pipe, and the outer diameter of the third sleeve valve pipe is larger than that of the first sleeve valve pipe, so that the third sleeve valve pipe is nested on the first sleeve valve pipe, two sides of the third sleeve valve pipe are protruded, the middle part of the third sleeve valve pipe is sunken, the grout overflow hole is protected, the grouting performance is ensured, and after the grout enters the grouting section through the first sleeve valve pipe, the grout flows out from the grout overflow hole in the first sleeve valve pipe, and grouting is realized.
Because establish second sleeve valve pipe at first sleeve valve outside of tubes cover, consequently, when the slip casting degree of depth is great, first sleeve valve pipe adopts the mode increase length of concatenation, and in concatenation department, the end butt joint of two first sleeve valve pipes, the hole intercommunication utilizes second sleeve valve pipe to close two first sleeve valve pipe joints of concatenation intraductally, realizes that first sleeve valve pipe increases, satisfies the slip casting degree of depth, consequently, can be applicable to the tunnel slip casting of multiple degree of depth and consolidate.
Preferably, the grouting section comprises a first grouting section and a second grouting section which are 50-70cm apart, and the first grouting section is arranged at a distance position from the ground to 5m above the arch of the tunnel.
The first sleeve valve pipe that has the slip casting section is located the tunnel slip casting district, the sleeve valve pipe that does not take the slip casting section has been arranged between ground to the slip casting district, the sleeve valve pipe that does not take the slip casting section splices with the first sleeve valve pipe that has the slip casting section, it is fixed to adopt second sleeve valve pipe overcoat to connect in concatenation department, in order to guarantee the reinforced quality of tunnel after the slip casting, the slip casting district extends to tunnel vault top 5m, arrange first slip casting section in ground to the position department that 5m distance above the tunnel vault corresponds, guarantee the slip casting scope.
Further, the distance between the first grouting section and the second grouting section is 60 cm.
Preferably, the first sleeve valve pipe comprises a plurality of grouting sections with grout holes, and the distance between every two adjacent grouting sections is 50-70 cm.
The grouting sections are arranged, and the distance between every two adjacent grouting sections is 50-70cm, so that the grouting uniformity can be ensured, the stability of a rock mass is greatly improved, and the construction problems of collapse, primary support deformation and the like in the excavation process are avoided.
Further, the distance between each grouting section is 60 cm.
Preferably, each grouting section is provided with a plurality of grout overflow holes in a quincunx arrangement mode.
By adopting the slurry overflow holes in the arrangement mode, the grouting uniformity is ensured, and the construction safety and the construction quality are improved.
Preferably, the grouting pipe comprises a plurality of first sleeve valve pipe units which are spliced with each other. Set up a plurality of first sleeve valve pipe units for this slip casting pipe can adapt to the tunnel of different degree of depth, also can adapt to different slip casting degree of depth simultaneously.
Preferably, the first sleeve valve pipe, the second sleeve valve pipe and the third sleeve valve pipe are all seamless steel pipes. The seamless steel pipe is adopted, so that the steel pipe is ensured to have higher strength, and the problem that the quality of the grouting pipe is influenced by cracking and the like under the grouting pressure condition is avoided.
Preferably, the first sleeve valve pipe is a seamless steel pipe with the diameter of 50-70mm and the wall thickness of 4-6mm, and the second sleeve valve pipe and the third sleeve valve pipe are seamless steel pipes with the diameter of 60-80mm and the wall thickness of 3-5 mm.
Furthermore, the first sleeve valve pipe is a seamless steel pipe with the diameter of 60 mm multiplied by 5mm, and the second sleeve valve pipe and the third sleeve valve pipe are seamless steel pipes with the diameter of 70mm multiplied by 4 mm.
Correspondingly, the application also provides a tunnel reinforcing construction method of surface grouting, and when the grouting pipe is adopted for surface grouting construction, the method comprises the following steps:
firstly, sampling in a tunnel for testing before construction, and determining soil body parameters;
leveling a construction site, measuring and setting out, and processing a grouting pipe;
drilling holes, and constructing a shell material;
step four, grouting in sections, and stopping grouting when the final pressure is reached;
step five, repeating the step three to the step four until grouting of all holes in the grouting area range is completed;
sixthly, detecting a grouting condition by constructing a exploratory hole;
and seventhly, excavating and supporting the tunnel.
Before construction in the first step, firstly, sampling is carried out on an area to be grouted, and soil body parameters of the area to be grouted are determined, wherein the soil body parameters mainly comprise compactness, porosity, water content and the like.
And in the second step, paying off is measured, the grouting area range and the ground elevation are determined, the length of a grouting pipe is determined, the length of a grouting section and the length of a non-grouting section are determined, and meanwhile, the construction site is leveled.
During grouting in the fourth step, the grouting material adopts ordinary portland cement, sulphoaluminate cement and water glass, the initial grouting pressure is preferably 2MPa, and the final pressure is not less than 6 MPa.
The method comprises the following steps of carrying out a sampling test before construction, determining soil body parameters, and adopting different drilling processes, shell covering materials and grouting processes according to different geological structures, so that the method is suitable for various geological structures.
After the construction method of the scheme is adopted for tunnel construction, the stability of rock mass is greatly improved, the construction problems of collapse, primary support deformation and the like do not occur in the excavation process, the construction speed is greatly accelerated, and the construction safety and the construction quality are obviously improved.
Preferably, the tunnel reinforcing construction method of surface grouting is applied to a mountainous tunnel in a completely weathered granite stratum, a geological drilling machine is adopted for drilling in the third step, the aperture is not smaller than phi 120MM, and the hole depth is 10 cm-15 cm larger than the designed hole depth.
In the prior art, grouting reinforcement construction is mainly performed on a weak cofferdam and a water-rich stratum, and the construction method is particularly suitable for a mountainous tunnel with a completely weathered granite stratum and is also suitable for a tunnel reinforcement construction process with the aperture of 120-150 mm.
Preferably, the grouting area range in the fifth step is 11.5-13.5m on each side of the midline of the tunnel along the cross section of the tunnel, the total grouting area range is 23-27m, the grouting area range along the longitudinal section of the tunnel is 4.5-5.5m above the arch of the tunnel, and the grouting area range below the tunnel bottom of the tunnel is 1.5-2.5 m.
Furthermore, the grouting area range is 12.5m on each side of the center line of the tunnel along the cross section of the tunnel, the total is 25m, the grouting area range is 5m above the arch crown of the tunnel along the longitudinal section of the tunnel, and the grouting area range is 2m below the tunnel bottom of the tunnel.
Preferably, the shell material in the third step comprises cement and bentonite, and the shell material is prepared from the following components in parts by weight: cement: the bentonite is (1.4-1.8: 0.8-1.2: 0.8-1.2).
Further, the shell material is determined through field tests and indoor tests, and the construction weight proportion of the shell material is water, cement, bentonite =1.6:1: 1.
Preferably, all holes in the grouting area range in the step five comprise grouting holes of the outer layer ring and residual grouting holes in the outer layer ring, the grouting holes of the outer layer ring are made of double-liquid cement of water glass and ordinary portland cement in a volume mixing ratio of (0.8-1.2: 0.8-1.2), and the inner grouting holes are made of single-liquid cement of sulphoaluminate cement in a weight ratio of (0.8-1.2: 0.8-1.2).
The grouting area range is divided into an outer-layer ring grouting hole and the residual grouting holes in the outer layer ring, different grout is adopted for grouting the two holes, the outer-layer ring grouting hole is an interface between the grouting area and the outer side, therefore, double-grout grouting is adopted, the inner layer is poured by single-grout, the method can meet the requirement of the pouring process, the tunnel excavation stability is ensured, and the larger cost is saved.
Furthermore, the volume mixture ratio of the water glass-common Portland cement double-liquid slurry adopted by the grouting holes of the outer layer ring is (1: 1), the single-liquid slurry of the sulphoaluminate cement is adopted by the internal grouting holes, and the weight ratio of water to cement is (1: 1)
Compared with the prior art, the invention has the beneficial effects that:
1. by adopting the grouting pipe in the technical scheme, when the grouting depth is large, the length of the first sleeve valve pipe is increased in a splicing mode, the ends of the two first sleeve valve pipes are butted at the splicing position, inner holes are communicated, and the spliced two first sleeve valve pipe joints are sleeved in the pipe by utilizing the second sleeve valve pipe, so that the first sleeve valve pipe is lengthened, the grouting depth is met, and the grouting pipe can be suitable for tunnel grouting reinforcement of various depths;
2. according to the tunnel reinforcing construction method adopting the scheme, the earth surface grouting is carried out through the earth surface construction grouting pipe, the tunnel reinforcing construction method is not only suitable for ultra-deep tunnels, but also suitable for common deep tunnels, and is suitable for various geological structures, the stability of rock mass is greatly improved, the construction problems such as collapse, primary support deformation and the like do not occur in the excavation process, the construction speed is greatly accelerated, and the construction safety and the construction quality are obviously improved.
Description of the drawings:
FIG. 1 is a schematic view of the structure of the grouting pipe of the present invention.
Fig. 2 is a schematic structural view of another embodiment of the grouting pipe in example 1.
Fig. 3 is a schematic view of the placement of the grout pipe in the grout hole of the present invention.
Fig. 4 is a schematic flow chart of the construction method for grouting and reinforcing the earth surface according to the invention.
Fig. 5 is a schematic view of a grouting area range in a surface grouting reinforcement construction method.
The labels in the figure are: 1-first sleeve valve pipe, 101-grouting section, 101 a-first grouting section, 101 b-second grouting section, 102-non-grouting section, 2-second sleeve valve pipe, 3-grout overflow hole, 4-third sleeve valve pipe, 5-tunnel, 6-grouting area range, 7-casing material and 8-fourth sleeve valve pipe.
Detailed Description
The present invention will be described in further detail with reference to test examples and specific embodiments. It should be understood that the scope of the above-described subject matter is not limited to the following examples, and any techniques implemented based on the disclosure of the present invention are within the scope of the present invention.
Example 1
The embodiment provides a surface grouting pipe for tunnel reinforcing construction.
As shown in fig. 1 to 3, the grouting pipe includes a first sleeve valve pipe 1 and a second sleeve valve pipe 2 sleeved on the first sleeve valve pipe 1, the first sleeve valve pipe 1 includes a grouting section 101 and a non-grouting section 102, the grouting section 101 is provided with a grout overflow hole 3, and two ends of the grout overflow hole 3 are nested in a third sleeve valve pipe 4 with a larger size, in this embodiment, the grouting section 101 and the non-grouting section 102 are integrally connected, that is, the two sleeve valve pipes are the same sleeve valve pipe.
The larger size means that the inner diameter of the third sleeve valve tube 4 is larger than the outer diameter of the first sleeve valve tube 1, so that the third sleeve valve tube 4 can be sleeved on the first sleeve valve tube 1 in an outer wrapping manner, namely, the third sleeve valve tube 4 is nested at two ends of the grouting section 101, namely, two ends (two sides) of the grout overflow hole 3.
The second sleeve valve tube 2 is sleeved on the first sleeve valve tube 1, so that a double-layer tube structure comprising an inner tube and an outer tube is formed.
As shown in fig. 1, the first sleeve valve pipe comprises two grouting sections 101, the grouting section 101 comprises a first grouting section 101a and a second grouting section 101b which are 50-70cm apart, the third sleeve valve pipe 4 is nested at both ends of the first grouting section 101a and the second grouting section 101b, a non-grouting section 102 is arranged between the first grouting section 101a and the second grouting section 101b, the non-grouting section 102 is also located in a grouting area, except that no grout overflow hole 3 is arranged in the non-grouting area, during actual use, the first sleeve valve pipe 1 comprises a plurality of grouting sections 101 with grout overflow holes 3, the plurality of grouting sections 101 are 50-70cm apart, and the positions of the plurality of grouting sections 101 correspond to the vertical height of a grouting area of the grouting pipe during ground vertical grouting.
As an embodiment, as shown in fig. 2, the grouting pipe further includes a fourth sleeve valve pipe 8, the diameter and the wall thickness of the fourth sleeve valve pipe 8 are the same as those of the first sleeve valve pipe, when the fourth sleeve valve pipe 8 is distinguished without a grouting section, a plurality of first sleeve valve pipes 1 are spliced according to the vertical height of a grouting area, meanwhile, the first sleeve valve pipe 1 at one end and the fourth sleeve valve pipe 8 are spliced, the plurality of first sleeve valve pipes 1 are located in the grouting area, the fourth sleeve valve pipe 8 is arranged at a position between the ground and the grouting area, and second sleeve valve pipes 8 are sleeved outside at the connection part of the plurality of first sleeve valve pipes 1 and the connection part of the first sleeve valve pipes 1 and the fourth sleeve valve pipes 8. The grouting pipe is formed by splicing a plurality of first sleeve valve pipes 1 according to the depth of a grouting area, so that the required length is formed, only two first sleeve valve pipes 1 are schematically drawn in fig. 1, and meanwhile, the length of a fourth sleeve pipe 8 is arranged according to the length from the ground to the grouting area, or a plurality of sleeve valve pipes 8 are spliced to enable the total length to correspond to the depth from the ground to the grouting area.
When splicing the first sleeve valve pipe 1, the end of two first sleeve valve pipes 1 are butted, the inner holes are communicated, the second sleeve valve pipe 2 sleeves the joints of the two first sleeve valve pipes 1 which are spliced in the pipe, the first sleeve valve pipe 1 and the fourth sleeve valve pipe 8 are spliced, or when splicing a plurality of fourth sleeve valve pipes 8, the joints are correspondingly sleeved with the second sleeve valve pipe 2 in an outer wrapping mode, and it is worth explaining that on the first sleeve pipe 1, a non-grouting section without a grout overflow hole can be wrapped by one section of the second sleeve valve pipe, and similarly, all non-grouting sections can also be wrapped by one or a plurality of second sleeve valve pipes to be connected.
When the depth of the tunnel is shallow, the fourth sleeve valve pipe can be not connected, the first sleeve valve pipe 1 is directly adopted for grouting, or a plurality of first sleeve valve pipes 1 are connected for grouting.
The first sleeve valve pipe 1 is located in the grouting area of the tunnel, and the fourth sleeve valve pipe 8 is located in the non-grouting area between the ground and the grouting area, and normally, the grouting area extends to 4-6m above the vault of the tunnel, and if the first sleeve valve pipe at the right end in fig. 1 is regarded as one or more fourth sleeve valve pipes (determined according to the depth from the ground to the grouting area), that is, the first grouting section 101a is arranged at a position 4-6m above the vault of the tunnel.
As a preferred embodiment, the first grouting section 101a and the second grouting section 101b are spaced apart by 60 cm.
As an embodiment, as shown in fig. 3, each grouting section 101 is provided with a plurality of grout holes 3, and the plurality of grouting sections also have a plurality of grout holes 3 in a quincunx arrangement.
The other implementation mode is as follows: a plurality of grout holes may also be provided on each grouting section 101, and the plurality of grout holes on each grouting section may also be arranged uniformly or symmetrically.
In this embodiment, the first sleeve valve tube 1, the second sleeve valve tube 2, and the third sleeve valve tube 4 are all seamless steel tubes, specifically, the first sleeve valve tube 1 is a seamless steel tube with a diameter of 60 × 5mm, the second sleeve valve tube 2 and the third sleeve valve tube 4 are seamless steel tubes with a diameter of 70 × 4mm, and the fourth sleeve valve tube 8 is a seamless steel tube with a diameter of 60 × 5 mm.
The diameters and the thicknesses of the first sleeve valve pipe 1, the second sleeve valve pipe 2, the third sleeve valve pipe 4 and the fourth sleeve valve pipe 8 can be adjusted properly, but it should be noted that the outer diameter of the first sleeve valve pipe should be smaller than the inner diameters of the second sleeve valve pipe and the third sleeve valve pipe, so that the second sleeve valve pipe and the third sleeve valve pipe can be sleeved on the first sleeve valve pipe, the wall thickness of the sleeve valve pipe is selected to be matched with the grouting pressure, the sleeve valve pipe is prevented from deforming, and the quality problem of grouting is prevented from being influenced.
When the second sleeve valve tube 2 is sleeved on the first sleeve valve tube 1 and the fourth sleeve valve tube 8, gaps are formed between the first sleeve valve tube 1 and the fourth sleeve valve tube 8 and the second sleeve valve tube 2 respectively, the gaps are sealed and filled by filling materials such as sealing adhesive tapes, and when the third sleeve valve tube 4 is connected with the grouting section 101, the binding is firm and can be performed by adhesive tapes.
In this embodiment, the third sleeve valve pipe 4 is firmly bound at 5cm positions on both sides of the grout outlet 3, the length of the third sleeve valve pipe 4 is 1cm, and the length of the grouting section 101 provided with the grout outlet 3 is approximately about 10 cm.
Example 2
The embodiment provides a surface grouting reinforcement construction method for a mountain tunnel in a completely weathered granite stratum, which comprises the following steps of, as shown in fig. 4, when the grouting pipe in the embodiment 1 is used for surface grouting construction:
firstly, sampling and testing a soil body in a region to be grouted in a tunnel before construction, and determining soil body parameters which mainly comprise compactness, porosity, water content and the like;
leveling a construction site, measuring and setting out, wherein the two construction processes can be carried out simultaneously, the grouting area range is determined during the setting out measurement, the ground elevation is carried out, rechecking is carried out after the construction site is leveled, drilling is carried out in the subsequent step III after the requirements are met, the leveling is continued when the design requirements are not met, and a grouting pipe is simultaneously manufactured and the length of the grouting pipe is determined during the step, wherein the steps comprise manufacturing a first sleeve valve pipe, a second sleeve valve pipe and a third sleeve valve pipe and connecting the first sleeve valve pipe, the second sleeve valve pipe and the third sleeve valve pipe;
step three, drilling by using a geological drilling machine, preparing a construction casing material at the same time, checking the drilling depth until the drilling depth meets the design requirement after the drilling is finished, and then lowering the casing material, such as the position of the casing material 7 in the figure 3;
step four, preparing slurry and performing sectional grouting, and stopping grouting when the final pressure is reached;
step five, repeating the step three to the step four until grouting of all holes in the grouting area range is completed;
sixthly, detecting a grouting condition by constructing a exploratory hole;
and seventhly, excavating and supporting the tunnel.
The method is characterized by comprising the steps of setting out and leveling the land money, treating cracks in a construction area and finishing a sidewalk, wherein the cracks are mainly subjected to grouting and filling aiming at cracks existing in the ground surface, and the sidewalk is convenient to finish for later construction.
During grouting in the fourth step, the step of sectional grouting is that the hole bottom is grouted firstly, the grouting is gradually performed upwards until the grouting is completed, the grouting materials adopt common silicate cement, sulphoaluminate cement and water glass, the initial grouting pressure is preferably 2MPa, and the final pressure is not less than 6 MPa.
And as one preferable embodiment, in the step three, during drilling, the aperture is not less than phi 120mm, and the hole depth is greater than the designed hole depth by 10-15 cm.
As shown in fig. 5, the grouting area range 6 in the fifth step includes the grouting areas along the cross section direction of the tunnel 5 and the longitudinal section direction of the tunnel 5, the grouting areas along the cross section of the tunnel 5 are respectively 11.5-13.5m on both sides of the center line of the tunnel, the total grouting area is 23-27m, the grouting areas along the longitudinal section of the tunnel 5 are 4.5-5.5m above the arch of the tunnel, and the grouting areas along the lower part of the tunnel are 1.5-2.5 m.
In this embodiment, the grouting area range 6 is determined as a grouting range of 12.5m on each side of the center line of the tunnel along the cross section of the tunnel, 25m in total, 5m above the arch crown of the tunnel along the longitudinal section of the tunnel, and 2m below the tunnel bottom of the tunnel.
When the construction casing material is prepared, the casing material comprises cement and bentonite, and the construction weight proportion of water is as follows: cement: the bentonite is (1.4-1.8: 0.8-1.2: 0.8-1.2), and the preferable mixing ratio is water to cement to bentonite =1.6:1: 1.
From the consideration of structural stability and cost, different grout is adopted for grouting holes in the grouting area, the holes in the range of the grouting area are divided into grouting holes in the outer ring and residual grouting holes in the outer ring, the grouting holes in the outer ring are made of double-liquid cement of water glass and ordinary portland cement, the volume ratio of the grouting holes to the residual grouting holes is (0.8-1.2: 0.8-1.2), and the preferable water glass: the volume mixing ratio of the ordinary portland cement is (1: 1), the inner grouting holes are made of sulphoaluminate cement single-liquid slurry, and the weight ratio of water to cement is (0.8-1.2: 0.8-1.2), preferably (1: 1).
And after grouting is finished, the grouting condition is checked to ensure the effect, and tunnel excavation and supporting are carried out after the design requirements are met.
The above description is only a preferred embodiment of the present application and is not intended to limit the present application, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, improvement and the like made within the spirit and principle of the present application shall be included in the protection scope of the present application.
Claims (10)
1. The grouting pipe is characterized by comprising a first sleeve valve pipe (1) and a second sleeve valve pipe (2) sleeved on the first sleeve valve pipe (1), wherein the first sleeve valve pipe (1) comprises a grouting section (101) and a non-grouting section (102), a grout overflow hole (3) is formed in the grouting section (101), and third sleeve valve pipes (4) are nested at two ends of the grout overflow hole (3).
2. The grouting pipe according to claim 1, characterized in that the first sleeve valve pipe (1) comprises a plurality of grouting sections (101) arranged with grout holes (3), and adjacent two grouting sections (101) are 50-70cm apart.
3. The grouting pipe according to claim 2, characterised in that the plurality of grout outlet holes (3) are in a quincunx arrangement.
4. The grouting pipe of claim 3, comprising a plurality of first sleeve valve pipe units spliced with each other.
5. The grouting pipe according to claim 4, wherein the first sleeve valve pipe (1) is a seamless steel pipe with a diameter of 50-70mm and a wall thickness of 4-6mm, and the second sleeve valve pipe (2) and the third sleeve valve pipe (4) are seamless steel pipes with a diameter of 60-80mm and a wall thickness of 3-5 mm.
6. A method for reinforcing a tunnel by surface grouting, comprising the steps of, when performing the surface grouting using the grouting pipe according to any one of claims 1 to 5:
firstly, sampling in a tunnel for testing before construction, and determining soil body parameters;
leveling a construction site, measuring and setting out, and processing a grouting pipe;
drilling, and constructing a casing material (7);
step four, grouting in sections, and stopping grouting when the final pressure is reached;
step five, repeating the step three to the step four until grouting of all holes in the grouting area range is completed;
constructing a hole detection and checking the grouting condition;
and seventhly, excavating and supporting the tunnel.
7. The earth surface grouting tunnel reinforcing construction method according to claim 6, characterized in that the earth surface grouting tunnel reinforcing construction method is applied to a completely weathered granite stratum mountain tunnel, a geological drilling machine is adopted for drilling in the third step, the hole diameter is not less than phi 120mm, and the hole depth is greater than the designed hole depth by 10-15 cm.
8. The earth-surface grouting tunnel reinforcing construction method according to claim 6, wherein the grouting area range in the fifth step is that the grouting range along the cross section of the tunnel is 11.5-13.5m on each side of the center line of the tunnel, the total grouting area ranges from 23-27m, the grouting area along the longitudinal section of the tunnel is 4.5-5.5m above the arch of the tunnel, and the grouting area range along the bottom of the tunnel is 1.5-2.5m below the tunnel.
9. The earth-surface grouting tunnel reinforcing construction method according to claim 7, wherein the casing material in the third step comprises cement and bentonite, and the casing material is constructed by the following components in parts by weight: cement: the bentonite is (1.4-1.8: 0.8-1.2: 0.8-1.2).
10. The method for constructing the surface-grouted tunnel reinforcement according to any one of claims 6 to 9, wherein all holes in the grouting area range in the fifth step comprise the grouting holes of the outer ring and the rest grouting holes in the outer ring, the grouting holes of the outer ring adopt a double-liquid cement-sodium silicate cement slurry with the volume mixing ratio of (0.8-1.2: 0.8-1.2), the grouting holes of the inner ring adopt a single-liquid cement slurry of sulphoaluminate cement with the weight ratio of (0.8-1.2: 0.8-1.2).
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010023223.5A CN111140238A (en) | 2020-01-09 | 2020-01-09 | Grouting pipe and tunnel reinforcing construction method for surface grouting |
| PCT/CN2020/090408 WO2021139063A1 (en) | 2020-01-09 | 2020-05-15 | Grouting pipe and method of reinforcing tunnel by surface grouting |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010023223.5A CN111140238A (en) | 2020-01-09 | 2020-01-09 | Grouting pipe and tunnel reinforcing construction method for surface grouting |
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| CN111140238A true CN111140238A (en) | 2020-05-12 |
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| CN202010023223.5A Pending CN111140238A (en) | 2020-01-09 | 2020-01-09 | Grouting pipe and tunnel reinforcing construction method for surface grouting |
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| Country | Link |
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| CN (1) | CN111140238A (en) |
| WO (1) | WO2021139063A1 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111852515A (en) * | 2020-08-31 | 2020-10-30 | 中铁十六局集团有限公司 | Tunnel stratum pre-reinforcement comprehensive grouting method |
| CN112127897A (en) * | 2020-09-22 | 2020-12-25 | 中铁十局集团西北工程有限公司 | Large-caliber directional grouting method for ultra-deep hole ground surface |
| WO2021139063A1 (en) * | 2020-01-09 | 2021-07-15 | 中铁二局集团有限公司 | Grouting pipe and method of reinforcing tunnel by surface grouting |
| CN113217020A (en) * | 2021-04-09 | 2021-08-06 | 中铁六局集团有限公司 | Mountain sleeve valve pipe reinforcing construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| WO2021139063A1 (en) * | 2020-01-09 | 2021-07-15 | 中铁二局集团有限公司 | Grouting pipe and method of reinforcing tunnel by surface grouting |
| CN111852515A (en) * | 2020-08-31 | 2020-10-30 | 中铁十六局集团有限公司 | Tunnel stratum pre-reinforcement comprehensive grouting method |
| CN112127897A (en) * | 2020-09-22 | 2020-12-25 | 中铁十局集团西北工程有限公司 | Large-caliber directional grouting method for ultra-deep hole ground surface |
| CN113217020A (en) * | 2021-04-09 | 2021-08-06 | 中铁六局集团有限公司 | Mountain sleeve valve pipe reinforcing construction method |
| CN113217020B (en) * | 2021-04-09 | 2022-07-05 | 中铁六局集团有限公司 | Mountain sleeve valve pipe reinforcing construction method |
Also Published As
| Publication number | Publication date |
|---|---|
| WO2021139063A1 (en) | 2021-07-15 |
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