CN112127897A - Large-caliber directional grouting method for ultra-deep hole ground surface - Google Patents
Large-caliber directional grouting method for ultra-deep hole ground surface Download PDFInfo
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- CN112127897A CN112127897A CN202011003372.1A CN202011003372A CN112127897A CN 112127897 A CN112127897 A CN 112127897A CN 202011003372 A CN202011003372 A CN 202011003372A CN 112127897 A CN112127897 A CN 112127897A
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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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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
- C04B28/24—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements containing alkyl, ammonium or metal silicates; containing silica sols
- C04B28/26—Silicates of the alkali metals
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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
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- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/70—Grouts, e.g. injection mixtures for cables for prestressed concrete
Abstract
The invention discloses an ultra-deep hole earth surface large-caliber directional grouting construction method, which comprises the following steps: a, measurement lofting and field leveling: the construction site is reasonably arranged according to design requirements, the site is leveled, sundries are cleared, soft soil is filled, the soil is tamped and compacted, qualified measuring personnel are organized to set out after the site is leveled, all hole sites are discharged, measurement recheck is carried out, set-out data is recorded for filing, and a chassis of a drilling machine cannot be directly placed on the infirm filling soil so as to avoid uneven settlement. The method has the advantages that the non-excavated sections are subjected to grouting consolidation in the advanced grouting consolidation mode of the rigid sleeve valve pipes on the ground surface, stable consolidated bodies are formed on the periphery of the tunnel, the rigid sleeve valve pipes can form a micro-composite pile effect, the safety of excavation construction in the tunnel is guaranteed, and the problems of flowing water, primary support deformation invasion, collapse and mud burst and low excavation safety in the excavation process of the residual non-excavated sections of the Taigu tunnel are solved.
Description
Technical Field
The invention relates to the technical field of surface grouting reinforcement technology, in particular to a large-caliber directional grouting method for an ultra-deep hole surface.
Background
The Taigu tunnel is imported to No. 1 inclined shaft section DK55+ 903-DK 56+190 section 287m, the hole body is third system (N2) silty clay and silty sand, the mutual inclusion, see the cementation phenomenon, weak-medium cementation, soil and sand are impure, the hardness is uneven, characteristics such as external disturbance, water softening are obvious, the engineering property is extremely poor, the possibility of risk occurrence is predicted: large deformation is possible, collapse is likely, an initial risk level is predicted: large deformation is height, and collapse is extremely high; the buried depth is about 60-120 m, underground water is not found in a drilled hole during reconnaissance, water seepage exists on a tunnel face after tunnel excavation, the problems of flowing water, primary support deformation and line invasion and collapse mud gushing exist in the excavation process of the residual unexcavated section of the Taigu tunnel, the excavation safety is low, and the ultra-deep hole earth surface large-caliber directional grouting construction method is provided.
Disclosure of Invention
The invention aims to provide an ultra-deep hole earth surface large-caliber directional grouting construction method, which has the advantages that a rigid sleeve valve pipe on the earth surface is used for grouting and consolidating an unexcavated section in an advanced grouting and consolidating mode, a stable consolidation body is formed on the periphery of a tunnel, the rigid sleeve valve pipe can form a micro-composite pile effect, the safety of excavation construction in the tunnel is ensured, and the problems of flowing water, primary support deformation invasion, collapse and mud burst in the excavation process of the residual unexcited section of the Taigu tunnel and low excavation safety are solved.
In order to achieve the purpose, the invention provides the following technical scheme: the large-caliber directional grouting method for the surface of the ultra-deep hole comprises the following steps:
a, measurement lofting and field leveling: the construction site is reasonably arranged according to design requirements, the site is leveled, sundries are cleared, soft soil is filled, the soil is tamped and compacted, qualified measuring personnel are organized to loft after the site is leveled, all hole sites are discharged, measurement recheck is made, lofting data is recorded for filing, a chassis of a drilling machine cannot be directly placed on the infirm filling soil so as to avoid uneven settlement, and the placement position of the drilling machine is in consideration of convenience of unearthing and clearing at a hole opening in the drilling machine construction;
b, hole site lofting: performing hole position lofting according to the principle from the whole to the local, rechecking the lofted elevation in time when performing elevation lofting of a drill hole, and accurately lofting the position of each pile point by adopting a total station to ensure that the error is within the standard requirement;
c, drilling holes: setting grouting hole positions according to design requirements by using tools such as a total station instrument, a steel ruler and the like, and then drilling holes in the ground according to the marked hole positions by using a geological drilling machine, wherein the horizontal deviation of the drilling hole positions is less than or equal to 5cm, and the error of the verticality of the drilling holes is less than or equal to 1/150;
d, installing a rigid sleeve valve pipe and injecting sleeve shell materials: the drilling rod moves back first after the drilling is finished, the seamless steel pipe with the outer diameter of 76mm is placed to the hole bottom in sections, the sleeve valve pipe with the grout overflow hole is adopted in the grouting section, the sleeve valve pipe without the hole is placed in the non-grouting section, the pipe sections are connected in a full-welding mode through the outer sleeve with the length of 40cm and the diameter of 89mm, sleeve shell materials are injected between the pipe wall and the hole wall, and the proportion of the sleeve shell materials is water: ash: 2:1: 1;
e, grouting: the single-hole grouting adopts a retreating type sectional grouting process, namely grouting is carried out in a grouting section from the bottom of a hole, fixed-point grouting is carried out by adopting a double-bag grout stop plug, the retreating step distance is 1m, after a first grouting section is completed, a grouting core pipe is retreated, grouting of a second grouting section is carried out, circulation is carried out, grouting of the grouting section is completed, detailed grouting records are made in the grouting process, the grouting construction effect is ensured, grouting is adjusted on site according to actual conditions, positioning and control of grouting equipment must ensure that the verticality of a drilled hole is controlled within 1 degree, the drilled hole is deep, and the phenomenon of hole string caused by the fact that the drilled hole is not vertical is avoided.
Preferably, step a is preceded by the technical preparation of: the construction drawing and related rules, specifications and standard drawing sets are carefully studied, the form and characteristics of the engineering construction, structure and installation are mastered, and the design requirements and standards of all the professions are determined.
Preferably, the step a is preceded by safety training preparation: the construction site is safe, especially the construction site manager, who must strictly follow the labor discipline in the construction process to effectively manage the safety, understand the safety operation procedures and the use methods of various devices, and prevent dangerous unsafe behaviors, so that the manager cannot force others to operate by violating national laws, regulations and regulations or operation rules, and the manager cannot comply with the regulations and give heavy penalties to the behaviors which risk to operate, and adopts the safety concept of staring people on the site to make people safe.
Preferably, before construction, surface cleaning and leveling treatment is needed, site hardening is needed if necessary, a drilling machine construction platform is built according to geology and surface topography in steps, a construction access is repaired, a drainage ditch is made, a water, electricity and cement storage platform, a slurry mixing and grouting platform are arranged according to site conditions, and the drainage ditch and a slurry sedimentation tank are arranged to prevent grouting construction from damaging the surrounding environment.
Preferably, the approach crew and the equipment prepare: the field construction temporarily occupies 5 mu of forestry land used, and 4 mu of grape manor, the personnel of marcing into the field take the scene to set up the tent and keep apart the mode one by one and ensure that the epidemic situation prevention and control targets in place owing to receive the epidemic situation influence, personnel's condition of marcing into the field: drilling machine manipulator 12 persons, management 2 persons, auxiliary 28 persons, total 42 persons, equipment approach condition: 8 drilling rigs enter a field, 2 automobile drills, 3 air compressors and 4 generators, wherein one standby machine is a digging machine, 2 slurry pumps, 7 grouting machines, 7 stirring barrels and 1 loader.
Preferably, the grouting longitudinal reinforcement range is: tentative DK55+ 950-DK 56+125, longitudinal 175m, grouting radial reinforcement range: reinforcing the arch part from 8m outside the outline line of the arch part to 3m below the inverted arch, reinforcing the two sides of the arch part to 6m outside the widest part of the tunnel, and arranging grouting holes in a quincunx shape with the distance of 2.0m multiplied by 2.0m and the diffusion radius of grout of the grouting holes of 1.4 m.
Preferably, the casing material is bentonite-cement paste, water: cement: 2, bentonite: 1:1, the sleeve valve pipe installation of processing is from the single valve of research and development to rigidity sleeve valve pipe sealing device independently, can enough prevent down the sleeve valve pipe in-process can effectively prevent that debris from getting into the sleeve valve pipe, can ensure the effective outdiffusion of sleeve valve pipe thick liquid again, reach anticipated slip casting effect, the allotment of cover shell material influences grouting effect extremely crucial in the work progress, the cover shell material is executed not in place and will directly influence the demand that whether slip casting pressure reaches 4-6Mpa, the thick liquid probably overflows on the sleeve valve pipe, can't realize the effect of the horizontal slip casting of location.
Preferably, the grouting material adopts early-strength sulphoaluminate cement single-liquid slurry or HPC-doped grouting additive common cement slurry, the common cement-water glass double-liquid slurry is taken as an auxiliary, and the single-liquid slurry is prepared by the following steps: w and C are 0.8: 1-1: 1, and the ratio of the ordinary cement to the water glass double-liquid slurry is as follows: c of W is 1:1, S is 1:1, the strength grade of sulphoaluminate cement is 42.5, the mixing amount of HPC grouting additives is 15-20%, ordinary cement is P.042.5 Portland cement, the Baume degree of water glass is 40Be', and the modulus is 2.4-2.8.
Preferably, the sleeve valve pipe adopts a seamless steel pipe with phi 76mm ═ 4.5mm, the connecting sleeve adopts a seamless steel pipe with phi 89mm5.0mm, and sulphoaluminate cement: quick hardening early strength, 42.5, ordinary portland cement: p.o42.5, water glass: concentration: 40Be' (tunable to the field), modulus: 2.4-2.8, and the used materials are qualified, guaranteed and fresh.
Preferably, the grouting reinforcement sequence is divided into sections, the construction is performed at intervals of jumping holes from the periphery to the middle, from the outside to the inside, the grouting reinforcement cross-sectional area is 554.4 square meters, the reinforcement length is 175 tunnel extension meters, and the reinforcement volume is 91476m3And predicting the porosity of the stratum to be 15 percent and the grouting amount to be 15721.6m3。
Compared with the prior art, the invention has the following beneficial effects:
1. the method has the advantages that the non-excavated sections are subjected to grouting consolidation in the advanced grouting consolidation mode of the rigid sleeve valve pipes on the ground surface, stable consolidated bodies are formed on the periphery of the tunnel, the rigid sleeve valve pipes can form a micro-composite pile effect, the safety of excavation construction in the tunnel is guaranteed, and the problems of flowing water, primary support deformation invasion, collapse and mud burst and low excavation safety in the excavation process of the residual non-excavated sections of the Taigu tunnel are solved.
2. The invention has the functions of solidifying the water-containing soil layer and reinforcing the primary support through grouting, enhances the self-stability of the soil body, avoids collapse accidents, ensures the safe construction and normal operation of the tunnel, can better organize and guide the site construction, improves the construction quality and production efficiency, and ensures the quality and quantity of the construction progress.
Drawings
FIG. 1 is a process flow diagram of the present invention;
FIG. 2 is a sectional grouting flow chart of the surface sleeve valve pipe according to the invention;
FIG. 3 is a plan view of the grouting holes of the present invention;
FIG. 4 is a cross-sectional view of the grouting of the present invention;
fig. 5 is a cross-sectional view of the surface grouting of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
Referring to fig. 1-5, the method for large-caliber directional grouting on the surface of an ultra-deep hole includes the following steps:
a, measurement lofting and field leveling: the construction site is reasonably arranged according to design requirements, the site is leveled, sundries are cleared, soft soil is filled, the soil is tamped and compacted, qualified measuring personnel are organized to loft after the site is leveled, all hole sites are discharged, measurement recheck is made, lofting data is recorded for filing, a chassis of a drilling machine cannot be directly placed on the infirm filling soil so as to avoid uneven settlement, and the placement position of the drilling machine is in consideration of convenience of unearthing and clearing at a hole opening in the drilling machine construction;
b, hole site lofting: performing hole position lofting according to the principle from the whole to the local, rechecking the lofted elevation in time when performing elevation lofting of a drill hole, and accurately lofting the position of each pile point by adopting a total station to ensure that the error is within the standard requirement;
c, drilling holes: setting grouting hole positions according to design requirements by using tools such as a total station instrument, a steel ruler and the like, and then drilling holes in the ground according to the marked hole positions by using a geological drilling machine, wherein the horizontal deviation of the drilling hole positions is less than or equal to 5cm, and the error of the verticality of the drilling holes is less than or equal to 1/150;
d, installing a rigid sleeve valve pipe and injecting sleeve shell materials: the drilling rod moves back first after the drilling is finished, the seamless steel pipe with the outer diameter of 76mm is placed to the hole bottom in sections, the sleeve valve pipe with the grout overflow hole is adopted in the grouting section, the sleeve valve pipe without the hole is placed in the non-grouting section, the pipe sections are connected in a full-welding mode through the outer sleeve with the length of 40cm and the diameter of 89mm, sleeve shell materials are injected between the pipe wall and the hole wall, and the proportion of the sleeve shell materials is water: ash: 2:1: 1;
e, grouting: the single-hole grouting adopts a retreating type sectional grouting process, namely grouting is carried out in a grouting section from the bottom of a hole, fixed-point grouting is carried out by adopting a double-bag grout stop plug, the retreating step distance is 1m, after a first grouting section is completed, a grouting core pipe is retreated, grouting of a second grouting section is carried out, circulation is carried out, grouting of the grouting section is completed, detailed grouting records are made in the grouting process, the grouting construction effect is ensured, grouting is adjusted on site according to actual conditions, positioning and control of grouting equipment must ensure that the verticality of a drilled hole is controlled within 1 degree, the drilled hole is deep, and the phenomenon of hole string caused by the fact that the drilled hole is not vertical is avoided.
The technical preparation is carried out before the step A: the construction drawing and related rules, specifications and standard drawing sets are carefully studied, the form and characteristics of the engineering construction, structure and installation are mastered, and the design requirements and standards of all the professions are determined.
Before the step A, safety training preparation is carried out: the construction site is safe, especially the construction site manager, who must strictly follow the labor discipline in the construction process to effectively manage the safety, understand the safety operation procedures and the use methods of various devices, and prevent dangerous unsafe behaviors, so that the manager cannot force others to operate by violating national laws, regulations and regulations or operation rules, and the manager cannot comply with the regulations and give heavy penalties to the behaviors which risk to operate, and adopts the safety concept of staring people on the site to make people safe.
Before construction, surface cleaning and leveling treatment are needed, site hardening is needed if necessary, a drilling machine construction platform is built according to geology and surface topography in steps, a construction access is repaired, a drainage ditch is made, a water, electricity and cement storage platform, a slurry mixing and grouting platform are arranged according to site conditions, a drainage ditch and a slurry sedimentation tank are arranged, and the peripheral environment is prevented from being damaged by grouting construction.
Preparing approach personnel and equipment: the field construction temporarily occupies 5 mu of forestry land used, and 4 mu of grape manor, the personnel of marcing into the field take the scene to set up the tent and keep apart the mode one by one and ensure that the epidemic situation prevention and control targets in place owing to receive the epidemic situation influence, personnel's condition of marcing into the field: drilling machine manipulator 12 persons, management 2 persons, auxiliary 28 persons, total 42 persons, equipment approach condition: 8 drilling rigs enter a field, 2 automobile drills, 3 air compressors and 4 generators, wherein one standby machine is a digging machine, 2 slurry pumps, 7 grouting machines, 7 stirring barrels and 1 loader.
Grouting longitudinal reinforcement range: tentative DK55+ 950-DK 56+125, longitudinal 175m, grouting radial reinforcement range: reinforcing the arch part from 8m outside the outline line of the arch part to 3m below the inverted arch, reinforcing the two sides of the arch part to 6m outside the widest part of the tunnel, and arranging grouting holes in a quincunx shape with the distance of 2.0m multiplied by 2.0m and the diffusion radius of grout of the grouting holes of 1.4 m.
The shell material adopts bentonite-cement paste, water: cement: 2, bentonite: 1:1, the sleeve valve pipe installation of processing is from the single valve of research and development to rigidity sleeve valve pipe sealing device independently, can enough prevent down the sleeve valve pipe in-process can effectively prevent that debris from getting into the sleeve valve pipe, can ensure the effective outdiffusion of sleeve valve pipe thick liquid again, reach anticipated slip casting effect, the allotment of cover shell material influences grouting effect extremely crucial in the work progress, the cover shell material is executed not in place and will directly influence the demand that whether slip casting pressure reaches 4-6Mpa, the thick liquid probably overflows on the sleeve valve pipe, can't realize the effect of the horizontal slip casting of location.
The grouting material adopts early strength sulphoaluminate cement single-liquid slurry or common cement slurry mixed with HPC grouting additive, the common cement-water glass double-liquid slurry is taken as auxiliary, and the single-liquid slurry is prepared by the following steps: w and C are 0.8: 1-1: 1, and the ratio of the ordinary cement to the water glass double-liquid slurry is as follows: c of W is 1:1, S is 1:1, the strength grade of sulphoaluminate cement is 42.5, the mixing amount of HPC grouting additives is 15-20%, ordinary cement is P.042.5 Portland cement, the Baume degree of water glass is 40Be', and the modulus is 2.4-2.8.
The sleeve valve pipe adopts a phi 76 mm-4.5 mm seamless steel pipe, the connecting sleeve adopts a phi 89mm5.0mm seamless steel pipe, and sulphoaluminate cement: quick hardening early strength, 42.5, ordinary portland cement: p.o42.5, water glass: concentration: 40Be' (tunable to the field), modulus: 2.4-2.8, and the used materials are qualified, guaranteed and fresh.
The grouting reinforcement sequence is divided into sections, the construction of jumping holes at intervals is carried out from outside to inside from the periphery to the middle, the grouting reinforcement section area is 554.4 square meters, the reinforcement length is 175 tunnel extension meters, and the reinforcement volume is 91476m3And predicting the porosity of the stratum to be 15 percent and the grouting amount to be 15721.6m3。
TABLE 1 design parameter table for surface sleeve valve tube grouting
TABLE 2 slurry proportioning parameters table
Single-hole rice-extending grouting amount:
the single hole single segment grouting amount is calculated by adopting the following formula:
Q＝πR2Hnα(1+β)
in the formula: q is single hole single section grouting amount (m)3) (ii) a R is the slurry diffusion radius (m); h is the grouting segment length (m); n is formation porosity (fissure); alpha is the filling rate of formation gaps or fractures; beta is the slurry loss rate.
The single hole/meter grouting amount of the grouting construction is as follows:
Q＝πR2Hnα(1+β)＝3.1416×1.42×1×0.15×0.85×(1+0.04)＝0.81m3/m
the total grouting amount and the single-hole single-section grouting amount are used as reference grouting amounts for earth surface grouting construction, the actual collapsed body is loose in structure, the porosity is generally 15% -45% (the design specification T/CRS C0801-2018, 5.5.10) because of the loose structure, and the actual grouting amount is subject to on-site actual consumption.
Standard of end of grouting
(1) Single hole single section grouting end standard
a. And (4) finishing grouting of the hole when the grouting pressure reaches the designed grouting final pressure and is maintained for 5-10 min.
b. And in the grouting process, when the actual grouting amount reaches 1.5 times of the designed grouting amount and the pressure does not reach the designed final pressure, the setting time of the slurry can be adjusted, so that the pressure reaches the designed final pressure, and the grouting is finished.
(2) Single hole grouting end criteria
And each grouting section of the single hole reaches the single-hole single-section grouting finishing standard.
(3) End of full segment criterion
All grouting holes meet the single-hole end condition and have no missing grouting phenomenon.
Grouting effect inspection and evaluation
(1) Analysis method: and (4) analyzing a grouting P-Q-t curve and analyzing the filling rate of the slurry.
(2) Core-taking inspection method: after the earth surface grouting construction is finished, drilling holes at different positions (with relative representativeness) for coring, wherein the coring rate reaches more than 70 percent by adopting a common method so as to visually judge the filling and cementing condition of the stratum.
TABLE 3 Single working face labor organization arrangement table
Table 4 single working face surface grouting mechanical equipment configuration table
TABLE 5 Main engineering quantity table
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (10)
1. The large-caliber directional grouting construction method for the surface of the ultra-deep hole is characterized by comprising the following steps of:
a, measurement lofting and field leveling: the construction site is reasonably arranged according to design requirements, the site is leveled, sundries are cleared, soft soil is filled, the soil is tamped and compacted, qualified measuring personnel are organized to loft after the site is leveled, all hole sites are discharged, measurement recheck is made, lofting data is recorded for filing, a chassis of a drilling machine cannot be directly placed on the infirm filling soil so as to avoid uneven settlement, and the placement position of the drilling machine is in consideration of convenience of unearthing and clearing at a hole opening in the drilling machine construction;
b, hole site lofting: performing hole position lofting according to the principle from the whole to the local, rechecking the lofted elevation in time when performing elevation lofting of a drill hole, and accurately lofting the position of each pile point by adopting a total station to ensure that the error is within the standard requirement;
c, drilling holes: setting grouting hole positions according to design requirements by using tools such as a total station instrument, a steel ruler and the like, and then drilling holes in the ground according to the marked hole positions by using a geological drilling machine, wherein the horizontal deviation of the drilling hole positions is less than or equal to 5cm, and the error of the verticality of the drilling holes is less than or equal to 1/150;
d, installing a rigid sleeve valve pipe and injecting sleeve shell materials: the drilling rod moves back first after the drilling is finished, the seamless steel pipe with the outer diameter of 76mm is placed to the hole bottom in sections, the sleeve valve pipe with the grout overflow hole is adopted in the grouting section, the sleeve valve pipe without the hole is placed in the non-grouting section, the pipe sections are connected in a full-welding mode through the outer sleeve with the length of 40cm and the diameter of 89mm, sleeve shell materials are injected between the pipe wall and the hole wall, and the proportion of the sleeve shell materials is water: ash: 2:1: 1;
e, grouting: the single-hole grouting adopts a retreating type sectional grouting process, namely grouting is carried out in a grouting section from the bottom of a hole, fixed-point grouting is carried out by adopting a double-bag grout stop plug, the retreating step distance is 1m, after a first grouting section is completed, a grouting core pipe is retreated, grouting of a second grouting section is carried out, circulation is carried out, grouting of the grouting section is completed, detailed grouting records are made in the grouting process, the grouting construction effect is ensured, grouting is adjusted on site according to actual conditions, positioning and control of grouting equipment must ensure that the verticality of a drilled hole is controlled within 1 degree, the drilled hole is deep, and the phenomenon of hole string caused by the fact that the drilled hole is not vertical is avoided.
2. The ultra-deep hole earth surface large-caliber directional grouting construction method according to claim 1, characterized in that: the step A is preceded by the technical preparation: the construction drawing and related rules, specifications and standard drawing sets are carefully studied, the form and characteristics of the engineering construction, structure and installation are mastered, and the design requirements and standards of all the professions are determined.
3. The ultra-deep hole earth surface large-caliber directional grouting construction method according to claim 1, characterized in that: before the step A, safety training preparation is carried out: the construction site is safe, especially the construction site manager, who must strictly follow the labor discipline in the construction process to effectively manage the safety, understand the safety operation procedures and the use methods of various devices, and prevent dangerous unsafe behaviors, so that the manager cannot force others to operate by violating national laws, regulations and regulations or operation rules, and the manager cannot comply with the regulations and give heavy penalties to the behaviors which risk to operate, and adopts the safety concept of staring people on the site to make people safe.
4. The ultra-deep hole earth surface large-caliber directional grouting construction method according to claim 1, characterized in that: the construction method is characterized in that surface cleaning and leveling treatment are required before construction, field hardening is required when necessary, a drilling machine construction platform is built according to geology and surface topography in steps, a construction access is repaired, a drainage ditch is made, a water, electricity and cement storage platform, a slurry mixing and grouting platform are arranged according to field conditions, the drainage ditch and a slurry sedimentation tank are arranged, and the peripheral environment is prevented from being damaged by grouting construction.
5. The ultra-deep hole earth surface large-caliber directional grouting construction method according to claim 1, characterized in that: preparing the approach personnel and equipment: the field construction temporarily occupies 5 mu of forestry land used, and 4 mu of grape manor, the personnel of marcing into the field take the scene to set up the tent and keep apart the mode one by one and ensure that the epidemic situation prevention and control targets in place owing to receive the epidemic situation influence, personnel's condition of marcing into the field: drilling machine manipulator 12 persons, management 2 persons, auxiliary 28 persons, total 42 persons, equipment approach condition: 8 drilling rigs enter a field, 2 automobile drills, 3 air compressors and 4 generators, wherein one standby machine is a digging machine, 2 slurry pumps, 7 grouting machines, 7 stirring barrels and 1 loader.
6. The ultra-deep hole earth surface large-caliber directional grouting construction method according to claim 1, characterized in that: the grouting longitudinal reinforcement range is as follows: tentative DK55+ 950-DK 56+125, longitudinal 175m, grouting radial reinforcement range: reinforcing the arch part from 8m outside the outline line of the arch part to 3m below the inverted arch, reinforcing the two sides of the arch part to 6m outside the widest part of the tunnel, and arranging grouting holes in a quincunx shape with the distance of 2.0m multiplied by 2.0m and the diffusion radius of grout of the grouting holes of 1.4 m.
7. The ultra-deep hole earth surface large-caliber directional grouting construction method according to claim 1, characterized in that: the shell material adopts bentonite-cement paste, water: cement: 2, bentonite: 1:1, the sleeve valve pipe installation of processing is from the single valve of research and development to rigidity sleeve valve pipe sealing device independently, can enough prevent down the sleeve valve pipe in-process can effectively prevent that debris from getting into the sleeve valve pipe, can ensure the effective outdiffusion of sleeve valve pipe thick liquid again, reach anticipated slip casting effect, the allotment of cover shell material influences grouting effect extremely crucial in the work progress, the cover shell material is executed not in place and will directly influence the demand that whether slip casting pressure reaches 4-6Mpa, the thick liquid probably overflows on the sleeve valve pipe, can't realize the effect of the horizontal slip casting of location.
8. The ultra-deep hole earth surface large-caliber directional grouting construction method according to claim 1, characterized in that: the grouting material adopts early strength sulphoaluminate cement single-liquid slurry or HPC-doped grouting additive common cement slurry, the common cement-water glass double-liquid slurry is taken as an auxiliary, and the single-liquid slurry is prepared by the following steps: w and C are 0.8: 1-1: 1, and the ratio of the ordinary cement to the water glass double-liquid slurry is as follows: c of W is 1:1, S is 1:1, the strength grade of sulphoaluminate cement is 42.5, the mixing amount of HPC grouting additives is 15-20%, ordinary cement is P.042.5 Portland cement, the Baume degree of water glass is 40Be', and the modulus is 2.4-2.8.
9. The ultra-deep hole earth surface large-caliber directional grouting construction method according to claim 1, characterized in that: the sleeve valve pipe adopts a phi 76 mm-4.5 mm seamless steel pipe, the connecting sleeve adopts a phi 89mm5.0mm seamless steel pipe, and sulphoaluminate cement: quick hardening early strength, 42.5, ordinary portland cement: p.o42.5, water glass: concentration: 40Be' (tunable to the field), modulus: 2.4-2.8, and the used materials are qualified, guaranteed and fresh.
10. The ultra-deep hole earth surface large-caliber directional grouting method according to claim 1, wherein the method comprisesIs characterized in that: the grouting reinforcement sequence is divided into sections, the construction of jumping holes at intervals is carried out from outside to inside from the periphery to the middle, the grouting reinforcement section area is 554.4 square meters, the reinforcement length is 175 tunnel extension meters, and the reinforcement volume is 91476m3And predicting the porosity of the stratum to be 15 percent and the grouting amount to be 15721.6m3。
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113186924A (en) * | 2021-04-27 | 2021-07-30 | 西南交通大学 | Subway foundation pit deep-buried karst cave treatment method |
| CN113833480A (en) * | 2021-09-29 | 2021-12-24 | 成都建工第九建筑工程有限公司 | Shield initial tunneling and arrival construction method |
| CN115126441A (en) * | 2022-08-10 | 2022-09-30 | 山东大学 | Grouting and grout stopping process for vertical deep drilling |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10280861A (en) * | 1997-04-01 | 1998-10-20 | Shimizu Corp | Construction method for tunnel junction part |
| CN106639973A (en) * | 2016-12-19 | 2017-05-10 | 中铁建大桥工程局集团第二工程有限公司 | Grouting structure and grouting method for ground surface ultra-deep hole double liquid slurry grouting |
| CN109162722A (en) * | 2018-10-11 | 2019-01-08 | 中国石油大学(华东) | It is applicable in the advanced compacting grouting and reinforcing method in loose weak stratum of shallow-depth-excavation tunnel |
| CN109538240A (en) * | 2018-08-28 | 2019-03-29 | 北京瑞威世纪铁道工程有限公司 | The method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting |
| CN111140238A (en) * | 2020-01-09 | 2020-05-12 | 中铁二局集团有限公司 | Grouting pipe and tunnel reinforcing construction method for surface grouting |
-
2020
- 2020-09-22 CN CN202011003372.1A patent/CN112127897A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10280861A (en) * | 1997-04-01 | 1998-10-20 | Shimizu Corp | Construction method for tunnel junction part |
| CN106639973A (en) * | 2016-12-19 | 2017-05-10 | 中铁建大桥工程局集团第二工程有限公司 | Grouting structure and grouting method for ground surface ultra-deep hole double liquid slurry grouting |
| CN109538240A (en) * | 2018-08-28 | 2019-03-29 | 北京瑞威世纪铁道工程有限公司 | The method for tunnel construction of earth's surface orientation heavy caliber deep hole grouting |
| CN109162722A (en) * | 2018-10-11 | 2019-01-08 | 中国石油大学(华东) | It is applicable in the advanced compacting grouting and reinforcing method in loose weak stratum of shallow-depth-excavation tunnel |
| CN111140238A (en) * | 2020-01-09 | 2020-05-12 | 中铁二局集团有限公司 | Grouting pipe and tunnel reinforcing construction method for surface grouting |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113186924A (en) * | 2021-04-27 | 2021-07-30 | 西南交通大学 | Subway foundation pit deep-buried karst cave treatment method |
| CN113833480A (en) * | 2021-09-29 | 2021-12-24 | 成都建工第九建筑工程有限公司 | Shield initial tunneling and arrival construction method |
| CN115126441A (en) * | 2022-08-10 | 2022-09-30 | 山东大学 | Grouting and grout stopping process for vertical deep drilling |
| CN115126441B (en) * | 2022-08-10 | 2023-09-29 | 山东大学 | Vertical deep drilling grouting and stopping process |
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