CN111878118A - Rapid construction method for full-section grouting of tunnel fault fracture zone - Google Patents
Rapid construction method for full-section grouting of tunnel fault fracture zone Download PDFInfo
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- CN111878118A CN111878118A CN202010583660.2A CN202010583660A CN111878118A CN 111878118 A CN111878118 A CN 111878118A CN 202010583660 A CN202010583660 A CN 202010583660A CN 111878118 A CN111878118 A CN 111878118A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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Abstract
The embodiment of the invention discloses a full-section grouting rapid construction method for a tunnel fault fracture zone, which can improve the efficiency of advanced full-section pre-grouting construction and further shorten the construction period of tunnel engineering. The method comprises the following steps: carrying out advanced detection while drilling along with detection on a fault fracture zone, and generating geological cloud pictures by utilizing different stresses generated by rocks with different hardness; determining a grouting scheme according to the advanced detection result, wherein the grouting scheme comprises a grouting mode and grouting parameters; and according to the grouting scheme, performing drilling and grouting construction by using the three-arm rock drilling jumbo. The method can be applied to the full-section grouting rapid construction of the tunnel fault fracture zone.
Description
Technical Field
The invention relates to the field of tunnel engineering, in particular to a full-section grouting rapid construction method for a tunnel fault fracture zone.
Background
In the field of tunnel engineering, with the increase of tunnel engineering in quantity, the geological conditions of long and large tunnels and underground engineering become more and more complex, the construction scale and difficulty of unfavorable geology such as karst, fault, weak surrounding rock and the like are increased, advanced grouting construction is needed to ensure the construction safety quality, and at the moment, the construction scale and difficulty of full-section curtain deep hole grouting of the weak broken unfavorable geological tunnel are increased, so that the full-section curtain deep hole grouting becomes a key technology influencing the construction period of the tunnel engineering.
Disclosure of Invention
In view of this, the embodiment of the invention provides a full-section grouting rapid construction method for a tunnel fault fracture zone, which can improve the efficiency of advanced full-section pre-grouting construction, thereby shortening the tunnel engineering construction period.
The embodiment of the invention provides a full-section grouting rapid construction method for a tunnel fault fracture zone, which comprises the following steps: carrying out advanced detection while drilling along with detection on a fault fracture zone, and generating geological cloud pictures by utilizing different stresses generated by rocks with different hardness; determining a grouting scheme according to the advanced detection result, wherein the grouting scheme comprises a grouting mode and grouting parameters; and according to the grouting scheme, performing drilling and grouting construction by using the three-arm rock drilling jumbo.
Optionally, the grouting parameters include a longitudinal grouting reinforcement length, a reinforcement range, a slurry diffusion radius, grouting pressure, a grouting hole diameter, an opening diameter, a grouting speed, a final hole distance, the number of grouting holes, and a hole pipe specification.
Optionally, the fault fracture zone advanced detection comprises advanced geological forecast detection and advanced deep hole detection of a three-arm drill jumbo; the advanced geological forecast detection comprises the step of implementing advanced geological forecast on the tunnel section by adopting a seismic detector; the three-arm drill jumbo advanced deep hole detection comprises: 3 probing holes are formed in the upper step, wherein 1 arch top is formed, and 1 arch waist is formed on each of the left side and the right side; and recording and judging the water inflow amount of each exploration hole.
Optionally, the advanced detection result includes a fracture development condition, a water inflow amount of a borehole, and a site drilling condition; the determining the grouting scheme according to the advanced detection result comprises the following steps: and determining a grouting mode according to the water inflow amount of the exploratory hole, the crack development condition and the site drilling condition.
Optionally, the determining the grouting mode according to the water inflow amount of the exploratory hole, the fracture development degree and the on-site drilling situation includes: when rock cracks develop, water inflow of a probe hole is larger than a first critical value, and drilling is easy to block, adopting a forward sectional grouting process; adopting a retreating type sectional grouting process when the rock fracture is not developed enough, the water inflow amount of a hole detecting is between a first critical value and a second critical value, and the hole forming is good, wherein the second critical value is smaller than the first critical value; when the crack does not develop, the water inflow of the exploratory hole is less than a second critical value, and the hole is formed well, full-hole one-time grouting is adopted.
Optionally, the advanced sectional grouting process includes: constructing a grout stopping wall; measuring and setting out, and marking the position of the orifice of the grouting hole; opening a grout stopping hole; installing an orifice pipe; and adopting forward segmented grouting until the drilling hole is grouted to the designed depth.
Optionally, the measuring and setting-out step, marking the position of the orifice of the grouting hole, includes: according to the design, the coordinates of the grouting holes on the wall body of the grout stopping wall are calculated, the accurate positions of the grouting holes are identified, and the error is less than or equal to +/-1 cm; the opening grout stopping hole comprises: the three-arm rock drilling jumbo is positioned in the middle at one time, the midpoint of the front end of the propulsion beam and a hole drilled on the face are positioned on the same axis, the center line of a drill rod is ensured to be matched with the center line of a designed grouting hole, the positioning error of the jumbo arm is less than or equal to +/-5 cm, and the angle error of the propulsion beam is less than or equal to +/-0.5 degrees; the first drill bit is adopted to carry out full-section one-time hole application, and the direction of the correction drill rod is also required to be checked in the drilling process.
Optionally, the installing an orifice tube comprises: the three-arm drill jumbo basket and the large arm are used for installing the orifice pipes, all the installed orifice pipes are connected in a connected mode through reinforcing steel bars in order to prevent the orifice pipes from bursting and hurting people due to overlarge grouting pressure, and construction safety is guaranteed; the step of adopting forward type sectional grouting until the drilling hole is grouted to the designed depth comprises the following steps: and (3) adopting a second drill bit to construct a grouting hole, stopping drilling after drilling for 5-7 m through the orifice pipe, performing grouting construction, then performing grouting every time the hole is drilled for 5-7 m, and circulating the steps until the drilling and grouting construction of the hole is completed, wherein the deviation of the bottom of the grouting hole is not more than 1/40 of the depth of the hole.
Optionally, after taking forward staged grouting until the borehole is grouted to the design depth, the method further comprises: applying an inspection hole to inspect the grouting effect; judging whether the grouting effect meets the grouting end standard or not; if not, continuously adopting the forward sectional grouting.
According to the rapid construction method for grouting the full section of the tunnel fault fracture zone, provided by the embodiment of the invention, the fault fracture zone is subjected to while-drilling detection and advanced detection, and geological cloud maps are generated by utilizing different stresses generated by rocks with different hardness; determining a grouting scheme according to the advanced detection result; and according to the grouting scheme, performing drilling and grouting construction by using the three-arm rock drilling jumbo. Therefore, the situation that the tunnel fault damages the surrounding rock with the full section can be known in advance, a proper grouting scheme is determined according to the surrounding rock situation, and pre-grouting work is performed by utilizing the three-arm rock drilling trolley.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the drawings without creative efforts.
FIG. 1 is a schematic flow chart of a full-section grouting rapid construction method for a tunnel fault fracture zone in an embodiment of the invention;
FIG. 2 is a schematic flow chart of a forward sectional grouting process according to an embodiment of the present invention;
fig. 3 is a schematic view of a forward sectional grouting manner according to an embodiment of the present invention.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
It should be understood that the described embodiments are only some embodiments of the invention, and not all 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.
The invention discloses a full-section grouting rapid construction method for a fault fracture zone of a tunnel, which relates to the field of tunnel engineering, improves the efficiency by 6-8 times in advance full-section pre-grouting construction when tunnel construction passes through bad geological areas such as karst, fault, soft surrounding rock and the like, and provides guarantee for the construction safety and quality of the fault fracture zone.
As shown in fig. 1, a full-section grouting rapid construction method for a tunnel fault fracture zone provided by an embodiment of the present invention includes:
101, performing while-drilling detection-while-probing advanced detection on a fault fracture zone, and generating geological cloud maps by using different stresses generated by rocks with different hardness;
in the step, the fault fracture zone advanced detection can comprise advanced geological forecast detection and advanced deep hole detection of a three-arm rock drilling trolley; the advanced geological forecast comprises the step of implementing advanced geological forecast on the tunnel section by adopting a seismic detector, specifically, the step of implementing advanced geological forecast on the tunnel section by adopting a TSP203+ seismic detector, and the detection result comprises the grade of surrounding rocks, the water-containing condition of cracks, the rock vein invasion condition, the structural plane development condition and the like.
The three-arm drill jumbo advanced deep hole detection comprises: 3 probing holes are formed in the upper step, wherein 1 arch top is formed, 1 arch waist is formed in each of the left side and the right side, and the depth of each probing hole can be 40-50 m, such as 45 m; and recording and judging the water inflow amount of each exploration hole. In the on-site drilling process, the hole forming condition can be recorded, and whether the drill sticking phenomenon occurs or not can be observed. For example, the records for each probe hole are as follows:
vault: the depth of the probe hole is 45 m. The drilling speed is normal before drilling for 7.2m, the speed is reduced after 7.2m, the drill jamming phenomenon is more, water is discharged from the position with the hole depth of 21.6m, the water yield is up to 36.5L/min through measurement, and the rock debris is purple brown.
Left side arch: the depth of the probe hole is 45 m. The drilling speed is normal before drilling for 7.2m, the speed is reduced after 7.2m, and the drill jamming phenomenon exists, water is discharged from the position with the hole depth of 7.2m, the water yield is measured to reach 17L/min, and the rock debris is purple brown.
Right side arch: the depth of the probe hole is 45 m. The drilling speed is normal before drilling for 7.2m, the speed is reduced after 7.2m, and the drill jamming phenomenon exists, water is discharged from the position with the hole depth of 7.2m, the water yield is measured to reach 16L/min, and the rock debris is purple brown.
Optionally, the fault fracture zone advanced detection may further include advanced geological drilling coring, and the tunnel surrounding rock grade is obtained by judging conditions such as a rock core fracture condition, a joint fracture development condition, a core formation difficulty, a rock core acquisition rate and the like. Of course, the design hydrology, geological data and the like can be consulted for auxiliary judgment.
in this step, the grouting parameters may include longitudinal grouting reinforcement length, reinforcement range, slurry diffusion radius, grouting pressure, grouting hole diameter, opening diameter, grouting speed, final hole spacing, grouting hole number, orifice pipe specification, and the like; in one embodiment of the invention, the grouting parameters are as follows:
the advanced detection result comprises a crack development condition, a water inflow amount of a exploratory hole and a site drilling condition; the determining the grouting scheme according to the advanced detection result comprises the following steps: and determining a grouting mode according to the water inflow amount of the exploratory hole, the crack development condition and the site drilling condition. Optionally, the determining the grouting mode according to the water inflow amount of the exploratory hole, the fracture development degree and the on-site drilling situation includes: when rock cracks develop, water inflow of a probe hole is larger than a first critical value, and drilling is easy to block, adopting a forward sectional grouting process; adopting a retreating type sectional grouting process when the rock fracture is not developed enough, the water inflow amount of a hole detecting is between a first critical value and a second critical value, and the hole forming is good, wherein the second critical value is smaller than the first critical value; when the crack does not develop, the water inflow of the exploratory hole is less than a second critical value, and the hole is formed well, full-hole one-time grouting is adopted. In this embodiment, the first critical value may be that the water inflow per linear meter is 0.8L/min or the water inflow of the local hole is 15L/min, and the second critical value may be that the water inflow per linear meter is 0.15L/min or the water inflow of the local hole is 3L/min.
As shown in fig. 2, for example, the advanced sectional grouting process includes: constructing a grout stopping wall; measuring and setting out, and marking the position of the orifice of the grouting hole; opening a grout stopping hole; installing an orifice pipe; and adopting forward segmented grouting until the drilling hole is grouted to the designed depth.
Specifically, the measuring and setting-out, marking the position of the orifice of the grouting hole, may include: according to the design, the coordinates of the grouting holes on the wall body of the grout stopping wall are calculated, the accurate positions of the grouting holes are identified, and the error is less than or equal to +/-1 cm; the opening grout stopping hole comprises: the three-arm rock drilling jumbo is positioned in the middle at one time, the midpoint of the front end of the propulsion beam and a hole drilled on the face are positioned on the same axis, the center line of a drill rod is ensured to be matched with the center line of a designed grouting hole, the positioning error of the jumbo arm is less than or equal to +/-5 cm, and the angle error of the propulsion beam is less than or equal to +/-0.5 degrees; the first drill bit is adopted to carry out full-section one-time hole application, and the direction of the correction drill rod is also required to be checked in the drilling process.
The locating orifice tube may include: the three-arm drill jumbo basket and the large arm are used for installing the orifice pipes, all the installed orifice pipes are connected in a connected mode through reinforcing steel bars in order to prevent the orifice pipes from bursting and hurting people due to overlarge grouting pressure, and construction safety is guaranteed;
as shown in fig. 3, the taking forward sectional grouting until the borehole is grouted to the designed depth may include: and (3) adopting a second drill bit to construct a grouting hole, stopping drilling after drilling for 5-7 m through the orifice pipe, performing grouting construction, then performing grouting every time the hole is drilled for 5-7 m, and circulating the steps until the drilling and grouting construction of the hole is completed, wherein the deviation of the bottom of the grouting hole is not more than 1/40 of the depth of the hole. The second drill bit has a smaller diameter than the first drill bit, for example: the first drill bit adopts a drill bit with the specification of phi 127, and the second drill bit adopts a drill bit with the specification of phi 90.
As shown in fig. 2, optionally, after taking forward staged grouting until the borehole is grouted to the design depth, the method further comprises: applying an inspection hole to inspect the grouting effect; judging whether the grouting effect meets the grouting end standard or not; if not, continuously adopting the forward sectional grouting.
And 103, utilizing the three-arm drill jumbo to carry out drilling and grouting construction according to the grouting scheme.
In this step, in a specific embodiment of the present invention, the grouting manner adopts a forward sectional grouting process, the grouting parameters are as shown in the foregoing table, and then the drilling and grouting construction using the three-arm rock drilling jumbo specifically includes:
1) drilling tool selection
The drilling tool for drilling the bogie comprises 4 types of drill bits, drill rods, drill rod tails and connecting sleeves. The drill bits have specification models with different sizes according to different purposes, the imported Atlas drill bits have phi 65, phi 76, phi 89, phi 102, phi 108 and phi 127, the connection modes also have 4 types, namely T38, T32, R38 and R32; in consideration of the requirement of drilling the deep and long hole, according to the drilling and grouting embodiment, an imported T38 multiplied by 3.66 round lengthened drill rod is selected, a T38 multiplied by phi 76 drill bit is selected to be used as a pipe shed for construction, a T38 multiplied by phi 89 drill bit is selected to be used as a grouting hole and an advanced water detecting hole, and a T38 multiplied by phi 127 drill bit is selected to be used as an orifice pipe for installation and construction.
2) Construction of grout stopping wall
According to the geological condition of the tunnel face, the construction method is combined, the integrity of the rock of the first 5m is considered to be good, and a stable grout stopping rock tray can be formed, so that the sprayed concrete with the thickness of 20cm is recycled as a grout stopping wall in the first cycle, the surface of the sprayed concrete is required to be flat, and the strength is required to be 20 MPa.
3) Three-arm drill jumbo drill
Calculating the coordinates of each hole site on the wall body according to the design before drilling, marking the accurate position of the grouting hole, wherein the error of the hole site is less than or equal to +/-1 cm; before drilling, the three-arm rock drilling trolley is positioned in the middle at one time, the midpoint of the front end of the propulsion beam and a hole drilled on the face are positioned on the same axis, the center line of a drill rod is ensured to be matched with the center line of a designed grouting hole, the positioning error of the trolley arm is less than or equal to +/-5 cm, the angle error of the propulsion beam is less than or equal to +/-0.5 degrees, and the direction of the drill rod is also checked and corrected in the drilling process. The hole bottom deviation of the advanced grouting holes is not more than 1/40 of the hole depth, the hole bottom deviation of the grouting inspection holes is not more than 1/80 of the hole depth, and the hole bottom deviation of other various drilling holes is less than 1/60 of the hole depth or meets the requirements of construction design cross-bottom drawing.
4) Opening holes
The advantage that the three-arm drilling jumbo has a large working range is utilized, the positioning is carried out once, a drill bit with the diameter of 127mm of the jumbo is adopted for drilling, the hole depth is 2.2m, and 147 short holes are rapidly, high-quality, high-efficiency and full-section constructed at one time so as to install the orifice pipe.
5) Orifice tube installation
A three-arm drill jumbo basket and a large arm are used for installing an orifice pipe, wherein the orifice pipe is a steel pipe with one end welded with a hoop bayonet and has the length of 2.2 m. In order to prevent the orifice pipe from bursting and hurting people due to overlarge grouting pressure, the method is used for all the installed orifice pipes
The steel bars are connected in a combined manner, so that the construction safety is ensured.
6) Drilling and grouting
And adopting forward sectional grouting. And (3) drilling holes on the hole positions for installing the hole pipes by adopting drill bits with the diameter of 127mm of a trolley, after the hole pipes are fixed, drilling holes by using drill bits with the diameter of 90mm, stopping drilling after the hole pipes are drilled for 5-7 m, performing grouting construction, then performing grouting once the hole pipes are drilled for 5-7 m, and circulating the steps until the hole drilling and grouting construction are completed. The schematic grouting pattern is shown in fig. 3.
7) Grouting sequence
And (4) drilling and grouting from the outer ring to the inner ring and from top to bottom according to the sequence of holes by using the cradle and the large arm of the three-arm rock drilling jumbo. Each ring of grouting holes are firstly provided with odd-numbered (A1, A3....) grouting holes and then with even-numbered (A2, A4......) grouting holes, and the even-numbered grouting holes can be simultaneously used as grouting checking holes. In order to prevent adjacent hole sites from generating slurry streaming in the grouting process, the hole site intervals are generally controlled to be about 2m, and the phenomenon that the hole jumping construction is carried out on the whole working face in a 'one-over-one-down and one-left-right' mode is avoided as much as possible, otherwise, the hanging basket and the large arm of the three-arm rock drilling trolley are transferred back and forth, and the construction progress is influenced.
In the above embodiment, the standard for finishing grouting is mainly combined of constant pressure and fixed quantity, and when the pressure does not rise for a long time in the grouting process and the designed grouting amount is reached, the gelling time of the grout is shortened, and intermittent grouting measures are taken to control the grouting amount.
(1) Single hole end criteria
1) The grouting pressure reaches the design final pressure;
2) the grouting amount reaches over 80 percent of the designed grouting amount;
3) when the grouting speed is less than 5L/min and exceeds 20min, or the grouting speed is 1/4 which is less than the initial speed.
(2) End of full segment criterion
1) All grouting holes reach the end standard;
2) no leak occurred.
According to the full-section grouting rapid construction method for the tunnel fault fracture zone, provided by the embodiment of the invention, the fault fracture zone is detected in advance; determining a grouting scheme according to the advanced detection result; and according to the grouting scheme, performing drilling and grouting construction by using the three-arm rock drilling jumbo. Therefore, the situation that the tunnel fault damages the surrounding rock with the full section can be known in advance, a proper grouting scheme is determined according to the surrounding rock situation, and pre-grouting work is performed by utilizing the three-arm rock drilling trolley.
In an alternative implementation of the embodiment of the invention, after the three-armed drill jumbo borehole grouting is completed, the method further comprises: the three-arm trolley is used as an inspection hole to inspect the grouting effect; specifically, the three-arm trolley is used as an inspection hole and comprises: and determining the position of the inspection hole according to the grouting process condition. And (5) carrying out drilling inspection on the grouting section, wherein the drilling depth of the inspection hole is 27m, and 3m is reserved. And determining whether a grouting hole needs to be made according to the water inflow amount of the inspection hole. And if the water inflow per linear meter of each hole is more than 0.15L/min or the water inflow of local holes is more than 3L/min, additionally drilling and grouting, and performing pressure grouting again until the design requirements are met, wherein all the inspection holes are finally used as grouting holes for plugging. The number of the inspection holes is generally distributed according to 5% -10% of the total grouting holes.
The above description is only for the specific embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes or substitutions that can be easily conceived by those skilled in the art within the technical scope of the present invention are included in the scope of the present invention. Therefore, the protection scope of the present invention shall be subject to the protection scope of the claims.
Claims (8)
1. A full-section grouting rapid construction method for a tunnel fault fracture zone is characterized by comprising the following steps:
carrying out advanced detection while drilling along with detection on a fault fracture zone, and generating geological cloud pictures by utilizing different stresses generated by rocks with different hardness;
determining a grouting scheme according to the advanced detection result, wherein the grouting scheme comprises a grouting mode and grouting parameters;
and according to the grouting scheme, performing drilling and grouting construction by using the three-arm rock drilling jumbo.
2. The method of claim 1, wherein the grouting parameters include longitudinal grouting reinforcement length, reinforcement extent, grout diffusion radius, grouting pressure, grouting hole diameter, opening diameter, grouting speed, final hole spacing, number of grouting holes, orifice pipe specifications.
3. The method of claim 1, wherein the fault-breaking zone advanced detection comprises advanced geological forecast detection and three-armed drill jumbo advanced deep hole detection;
the advanced geological forecast detection comprises the step of implementing advanced geological forecast on the tunnel section by adopting a seismic detector;
the three-arm drill jumbo advanced deep hole detection comprises:
3 probing holes are formed in the upper step, wherein 1 arch top is formed, and 1 arch waist is formed on each of the left side and the right side;
and recording and judging the water inflow amount of each exploration hole.
4. The method of claim 3, wherein the advanced detection results include fracture development, water inflow from exploratory hole, and field drilling;
the determining the grouting scheme according to the advanced detection result comprises the following steps:
and determining a grouting mode according to the water inflow amount of the exploratory hole, the crack development condition and the site drilling condition.
5. The method of claim 4, wherein the determining the grouting mode according to the water inflow of the exploratory hole, the development degree of the fracture and the field drilling condition comprises the following steps:
when rock cracks develop, water inflow of a probe hole is larger than a first critical value, and drilling is easy to block, adopting a forward sectional grouting process;
adopting a retreating type sectional grouting process when the rock fracture is not developed enough, the water inflow amount of a hole detecting is between a first critical value and a second critical value, and the hole forming is good, wherein the second critical value is smaller than the first critical value;
when the crack does not develop, the water inflow of the exploratory hole is less than a second critical value, and the hole is formed well, full-hole one-time grouting is adopted.
6. The method of claim 5, wherein the progressive staged grouting process comprises:
constructing a grout stopping wall;
measuring and setting out, and marking the position of the orifice of the grouting hole;
opening a grout stopping hole;
installing an orifice pipe;
and adopting forward segmented grouting until the drilling hole is grouted to the designed depth.
7. The method of claim 6, wherein the measuring pay-off marking a grout hole orifice location comprises:
according to the design, the coordinates of the grouting holes on the wall body of the grout stopping wall are calculated, the accurate positions of the grouting holes are identified, and the error is less than or equal to +/-1 cm;
the opening grout stopping hole comprises:
the three-arm rock drilling jumbo is positioned in the middle at one time, the midpoint of the front end of the propulsion beam and a hole drilled on the face are positioned on the same axis, the center line of a drill rod is ensured to be matched with the center line of a designed grouting hole, the positioning error of the jumbo arm is less than or equal to +/-5 cm, and the angle error of the propulsion beam is less than or equal to +/-0.5 degrees;
a first drill bit is adopted for hole application of the whole section at one time, and the direction of a correction drill rod is also checked in the drilling process;
the installation orifice tube comprises:
the three-arm drill jumbo basket and the large arm are used for installing the orifice pipes, all the installed orifice pipes are connected in a connected mode through reinforcing steel bars in order to prevent the orifice pipes from bursting and hurting people due to overlarge grouting pressure, and construction safety is guaranteed;
the step of adopting forward type sectional grouting until the drilling hole is grouted to the designed depth comprises the following steps:
and (3) adopting a second drill bit to construct a grouting hole, stopping drilling after drilling for 5-7 m through the orifice pipe, performing grouting construction, then performing grouting every time the hole is drilled for 5-7 m, and circulating the steps until the drilling and grouting construction of the hole is completed, wherein the deviation of the bottom of the grouting hole is not more than 1/40 of the depth of the hole.
8. The method of claim 6, wherein after taking a forward staged grouting until the borehole is grouted to a design depth, the method further comprises:
applying an inspection hole to inspect the grouting effect;
judging whether the grouting effect meets the grouting end standard or not;
if not, continuously adopting the forward sectional grouting.
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| CN113237765A (en) * | 2021-04-22 | 2021-08-10 | 中国安能集团第三工程局有限公司 | Device and method for detecting grouting strength and compactness of fractured rock mass |
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