CN111894635A - Method for reinforcing broken surrounding rock tunnel through high-pressure splitting grouting modification - Google Patents
Method for reinforcing broken surrounding rock tunnel through high-pressure splitting grouting modification Download PDFInfo
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- CN111894635A CN111894635A CN202010812349.0A CN202010812349A CN111894635A CN 111894635 A CN111894635 A CN 111894635A CN 202010812349 A CN202010812349 A CN 202010812349A CN 111894635 A CN111894635 A CN 111894635A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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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- E—FIXED CONSTRUCTIONS
- E21—EARTH 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
- E21D11/006—Lining anchored in the rock
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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Abstract
The invention discloses a method for reinforcing a broken surrounding rock tunnel by high-pressure splitting grouting modification, which belongs to the technical field of reinforcing broken surrounding rock tunnels and comprises the following steps: s100: the protective structure is provided with a temporary protective net and a protective net support at the position needing grouting, so that broken stones are prevented from falling off in the process of hole opening or high-pressure grouting; s200: selecting hole positions, namely selecting the positions of a main grouting hole and an auxiliary grouting hole, wherein the distance between the adjacent main grouting holes is more than 1 meter, and the distance between the adjacent auxiliary grouting holes is more than 0.5 meter; s300: and an air hole is arranged between the grouting main hole and the grouting auxiliary hole, and the aperture of the air hole is smaller than 2 cm. The air holes are arranged to discharge gas at the tail end of the hole channel in the high-pressure grouting process, the inner hollowing of the surrounding rock is less after the grouting solidification forming, the tunnel is reinforced in a mode of progressing from outside to inside, the grout is consolidated into a network skeleton structure in the network-shaped cracks, and the overall mechanical property of the injected rock-soil layer is improved under the combined action of skeleton supporting and extrusion compaction of the surrounding rock-soil layer.
Description
Technical Field
The invention relates to the technical field of reinforcing broken surrounding rock tunnels, in particular to a method for reinforcing broken surrounding rock tunnels through high-pressure splitting grouting modification.
Background
In some tunnels with relatively complete surrounding rocks under shallow address conditions, the high-strength anchor rod and anchor cable support mode is popularized and applied in a large area, and the technical and economic benefits are obvious. Patent number CN201710056993.8 discloses a construction method of fault fracture zone tunnel, comprising the following steps: a. the method of combining geophysical prospecting with drilling and combining long distance with short distance is adopted to detect the front geological condition and carry out advanced geological forecast; b. adopting advanced anchor rod construction, advanced small conduit circumferential wall pre-grouting construction and grouting pipe shed and steel frame advanced support construction to carry out advanced pre-support; c. and (5) excavating and supporting the tunnel. Providing a theoretical basis for detecting the specific position, range and water inflow of the fault fracture zone; the safety of tunnel construction is ensured; on the basis of analyzing the specific position and range of a fault fracture zone and adopting a reasonable advanced pre-support method, the specific geological condition is synthesized, and a reasonable tunnel excavation method is selected.
However, for the broken surrounding rock tunnel, the problem of small bonding force between the broken surrounding rock and the anchoring agent cannot be solved by simply adopting the simple anchor rod and the anchor cable for supporting, and the anchoring force of the anchor rod and the anchor cable cannot be ensured, so that the mechanical property of the broken surrounding rock tunnel cannot be fully exerted.
Disclosure of Invention
The invention aims to provide a method for reinforcing a broken surrounding rock tunnel by high-pressure splitting grouting modification, which is characterized in that air holes are formed, gas at the tail end of a pore passage in the high-pressure grouting process is discharged, the hollow drum in the surrounding rock is less after grouting solidification and molding, the tunnel is reinforced in a mode of progressing from outside to inside, slurry is solidified into a network skeleton structure in a network-shaped fracture, and the overall mechanical property of a poured rock-soil layer is improved under the combined action of skeleton support and extrusion compaction of the surrounding rock-soil layer, so that the problems in the background technology are solved.
In order to achieve the purpose, the invention provides the following technical scheme: a method for reinforcing a broken surrounding rock tunnel by high-pressure splitting grouting modification comprises the following steps:
s100: the protective structure is provided with a temporary protective net and a protective net support at the position needing grouting, so that broken stones are prevented from falling off in the process of hole opening or high-pressure grouting;
s200: selecting hole positions, namely selecting the positions of a main grouting hole and an auxiliary grouting hole, wherein the distance between the adjacent main grouting holes is more than 1 meter, and the distance between the adjacent auxiliary grouting holes is more than 0.5 meter;
s300: arranging air holes, wherein the air holes are arranged between the grouting main hole and the grouting auxiliary hole, and the aperture of each air hole is smaller than 2 cm;
s400: presetting a grouting auxiliary hole, forming an auxiliary hole position, wherein the depth of the auxiliary hole position is 0.1-0.2 m, embedding a grouting anchor rod made of a hollow high-strength pipe, and the auxiliary hole position is vertical to the inner wall of the tunnel;
s500: primary grouting, namely grouting into a grouting auxiliary hole after pulping and delivering, and sealing the hole, wherein the limit value of grouting pressure is more than 10MPa, and the grouting auxiliary hole is used for fixing broken surrounding rocks in a small range;
s600: presetting a main grouting hole, forming a main hole channel, forming a branch hole position on the side wall of the main hole channel, and setting an included angle between the main hole channel and a horizontal plane to be 0-180 degrees;
s700: secondary grouting, namely grouting into a grouting main hole after pulping and delivering, sealing the hole, wherein the grouting pressure limit value is more than 30MPa, and the grouting main hole is used for fixing broken surrounding rocks in a high depth and large range;
s800: grouting support, arranging a connecting block on the protective net at the corresponding position of the grouting auxiliary hole and the grouting main hole, welding a grouting anchor rod on the upper surface of the connecting block, and fixedly connecting a support column on the lower surface by using a bolt;
s900: and (3) later construction, namely disassembling protective net supports and struts after the grout in the grouting auxiliary holes and the grouting main holes is solidified, piling and building concrete on the surface of the tunnel by taking the protective nets as frameworks, and constructing the surface layer of the tunnel.
Furthermore, in the preset grouting auxiliary hole and the preset grouting main hole, the included angles between the two main hole channels positioned at the center of the top end of the tunnel and the horizontal plane are 75 degrees and 105 degrees respectively.
Furthermore, in the preset grouting auxiliary hole and the preset grouting main hole, the included angle between the main hole channel positioned at the upper end of the side wall of the tunnel channel and the horizontal plane is 60 degrees and 120 degrees.
Furthermore, in the preset grouting auxiliary hole and the preset grouting main hole, an included angle between a main hole channel positioned at the upper end of the side wall of the tunnel channel and the horizontal plane is 0 degree and 180 degrees.
Further, the primary grouting comprises the following steps:
s510: pulping, pouring yellow material and water into a stirrer, uniformly mixing, placing into a pulp storage barrel, pouring white material and water into the stirrer, uniformly mixing, and placing into the pulp storage barrel;
s520: conveying the slurry, namely conveying the yellow material and the white material in the two slurry storage barrels into a working surface through slurry conveying pipes by adopting two common slurry conveying pumps;
s530: and (3) grouting, namely replacing two common grouting pumps with a high-pressure double-liquid grouting pump, feeding yellow materials and white materials into an orifice mixer, enabling the grout to pass through the orifice mixer and enter a grouting anchor rod, and adjusting the pressure of the high-pressure double-liquid grouting pump to 10 MPa.
Further, the method for presetting the grouting main hole comprises the following steps:
s610: arranging a main pore passage with the length of more than 1.2 meters, and embedding a grouting anchor rod made of hollow high-strength pipes in the arranged main pore passage;
s620: two groups of branch hole sites are formed in the side wall of the grouting anchor rod, the aperture of the branch hole site at the front end of the grouting anchor rod is smaller than 3cm, the aperture of the branch hole site at the rear end of the grouting anchor rod is 3-5 cm, and the depth of the branch hole site is 5-10 cm.
Further, the secondary grouting comprises the following steps:
s710: pulping, pouring yellow material and water into a stirrer, uniformly mixing, placing into a pulp storage barrel, pouring white material and water into the stirrer, uniformly mixing, and placing into the pulp storage barrel;
s720: conveying the slurry, namely conveying the yellow material and the white material in the two slurry storage barrels into a working surface through slurry conveying pipes by adopting two common slurry conveying pumps;
s730: and (3) grouting, namely replacing two common grouting pumps with a high-pressure double-liquid grouting pump, feeding yellow materials and white materials into an orifice mixer, enabling the grout to pass through the orifice mixer and enter a grouting anchor rod, and adjusting the pressure of the high-pressure double-liquid grouting pump to 30 MPa.
Furthermore, the hole sealing device with an integrated pre-expansion structure is adopted for the primary grouting and the secondary grouting, the pre-expansion pressure is 6-8 MPa, the hole sealing pressure of the grouting auxiliary hole is larger than 15MPa, and the hole sealing pressure of the grouting main hole is larger than 40 MPa.
Further, the S730 grouting also includes controlling the grouting amount according to a preset method, which includes the following specific steps:
step A1, calculating the diffusion radius of the grouting material according to the following formula:
wherein R represents the diffusion radius of the grouting material, rhowRepresenting the density of water, g represents the physical constant, reRepresents the equivalent radius of the pore, r0Represents the radius of a grouting hole, s represents the gel strength of a grouting material, and P represents the grouting pressure;
step A2, calculating the grouting time according to the following formula:
wherein T represents grouting time, eta represents initial viscosity of the slurry, and P0Representing the hydrostatic pressure in the grouting hole, and ln represents a logarithmic function with e as a base; and during grouting, grouting according to the obtained grouting time length T to control the grouting amount, grouting in the time length range, and finishing grouting when the time length is exceeded.
And further, after the secondary grouting is finished, filling concrete into the air holes and filling the air holes.
Compared with the prior art, the invention has the beneficial effects that:
1. the method for reinforcing the broken surrounding rock tunnel by high-pressure splitting grouting modification, provided by the invention, is provided with the air holes, and the gas at the tail end of the pore channel in the high-pressure grouting process is discharged, so that the tail end of the pore channel is prevented from crushing complete rocks by air pressure; and after grouting solidification forming, the hollowing inside the surrounding rock is less.
2. A high-pressure splitting grouting modification method for reinforcing broken surrounding rock tunnels is provided with a small number of grouting main holes with long lengths and a large number of grouting auxiliary holes with short lengths, grouting is firstly conducted in the grouting auxiliary holes to reinforce the inner surface layer of the tunnel, then grouting is conducted in the grouting main holes, the tunnel is reinforced in an outside-in progressive mode, grout is solidified into a network framework structure in network-shaped cracks, and under the combined action of framework supporting and extrusion densification of surrounding rock-soil layers, the overall mechanical performance of the injected rock-soil layers is improved.
Drawings
FIG. 1 is an overall flow chart of the method for reinforcing a broken surrounding rock tunnel by high-pressure splitting grouting modification according to the invention;
FIG. 2 is an overall structure diagram of a high-pressure splitting grouting modified reinforced broken surrounding rock tunnel according to the invention;
FIG. 3 is a structural diagram of a high-pressure split grouting modified reinforced broken surrounding rock tunnel after secondary grouting according to the invention;
FIG. 4 is a distribution diagram of grouting main holes and grouting auxiliary holes of the method for reinforcing the broken surrounding rock tunnel by high-pressure split grouting modification;
FIG. 5 is a structural diagram of a grouting main hole of the method for reinforcing a broken surrounding rock tunnel by high-pressure splitting grouting modification;
FIG. 6 is a structural diagram of a grouting auxiliary hole of the method for reinforcing a broken surrounding rock tunnel by high-pressure split grouting modification;
FIG. 7 is a grouting process flow chart of the method for reinforcing the broken surrounding rock tunnel by high-pressure splitting grouting modification;
FIG. 8 is a first-stage grouting flow chart of the method for reinforcing a broken surrounding rock tunnel by high-pressure split grouting modification;
FIG. 9 is a flow chart of a preset grouting main hole of the method for reinforcing the broken surrounding rock tunnel by high-pressure splitting grouting modification;
fig. 10 is a secondary grouting flow chart of the method for reinforcing the broken surrounding rock tunnel by high-pressure splitting grouting modification.
In the figure: 1. grouting a main hole; 2. grouting auxiliary holes; 3. branch hole sites; 4. a secondary hole site; 5. a protective net; 6. supporting by a protective net; 7. grouting an anchor rod; 8. a blender; 9. air holes; 10. a pulp storage barrel; 11. a common slurry conveying pump; 12. a high-pressure double-liquid grouting pump; 13. an orifice mixer.
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.
Example one
Referring to fig. 1 to 7, in order to achieve the above object, the present invention provides the following technical solutions: a method for reinforcing a broken surrounding rock tunnel by high-pressure splitting grouting modification comprises the following steps:
s100: in the protective structure, a temporary protective net 5 and a protective net support 6 are arranged at the position needing grouting, so that broken stones are prevented from falling off in the process of hole opening or high-pressure grouting;
s200: selecting hole positions, selecting 4 positions of a main grouting hole 1 and a secondary grouting hole 2, wherein the distance between adjacent main grouting holes 1 is more than 1 meter, and the distance between adjacent secondary grouting holes 2 is more than 0.5 meter;
s300: arranging an air hole 9, arranging the air hole 9 between the grouting main hole 1 and the grouting auxiliary hole 2, wherein the aperture of the air hole 9 is smaller than 2cm, and the air hole is used for discharging gas generated by extruding a surrounding rock gap by slurry in a high-pressure grouting process; after grouting, solidifying and forming, the hollowing in the surrounding rock is less; for the water-rich area, the air hole 9 can also be used for draining water to reduce the water pressure;
s400: presetting a grouting auxiliary hole 2, forming an auxiliary hole position 4, wherein the depth of the auxiliary hole position 4 is 0.1 m, embedding a grouting anchor rod 7 made of a hollow high-strength pipe, and the auxiliary hole position 4 is vertical to the inner wall of the tunnel;
s500: primary grouting, grouting into the grouting auxiliary hole 2 after pulping and slurry conveying, and sealing the hole, wherein the limit value of grouting pressure is more than 10MPa and is used for fixing broken surrounding rocks in a small range, the sealing hole in the primary grouting adopts a hole packer with an integrated pre-expansion type structure, the pre-expansion pressure is 8MPa, and the sealing pressure of the grouting auxiliary hole 2 is more than 15 MPa;
s600: presetting a main grouting hole 1, arranging a main hole channel, arranging a branch hole position 3 on the side wall of the main hole channel, and respectively setting the included angles between two main hole channels positioned at the center of the top end of the tunnel and the horizontal plane to be 75 degrees and 105 degrees in a preset grouting auxiliary hole 2 and the preset grouting main hole 1;
s700: secondary grouting, namely grouting into a grouting main hole 1 after pulping and delivering, sealing the hole, wherein the limit value of grouting pressure is greater than 30MPa, and the grouting pressure is used for fixing broken surrounding rocks in a high depth and large range, the sealing hole in the secondary grouting adopts a hole sealing device with an integrated pre-expansion type structure, the pre-expansion pressure is 8MPa, and the sealing pressure of the grouting main hole 1 is greater than 40 MPa;
s800: grouting support, arranging a connecting block on a protective net 5 at a position corresponding to the grouting auxiliary hole 2 and the grouting main hole 1, welding a grouting anchor rod 7 on the upper surface of the connecting block, and fixedly connecting a support on the lower surface by using a bolt;
s900: and (3) later-stage construction, namely disassembling the protective net support 6 and the support after the grout in the grouting auxiliary hole 2 and the grouting main hole 1 is solidified, piling and building concrete on the surface of the tunnel by taking the protective net 5 as a framework, and constructing the surface layer of the tunnel.
Referring to fig. 8, the primary grouting comprises the following steps:
s510: pulping, pouring yellow material and water into a stirrer 8, uniformly mixing, placing into a pulp storage barrel 10, pouring white material and water into the stirrer 8, uniformly mixing, and placing into the pulp storage barrel 10;
s520: conveying pulp, namely conveying yellow materials and white materials in two pulp storage barrels 10 to a working surface by adopting two common pulp conveying pumps 11 through pulp conveying pipes respectively;
s530: and (2) grouting, namely replacing two common slurry conveying pumps 11 with high-pressure double-liquid grouting pumps 12, conveying yellow materials and white materials into an orifice mixer 13, allowing the slurry to pass through the orifice mixer 13 and enter a grouting anchor rod 7, adjusting the pressure of the high-pressure double-liquid grouting pumps 12 to 10MPa, and installing pressure relief valves on slurry conveying pipes connected with the high-pressure double-liquid grouting pumps 12 for ensuring the safety in the grouting process and adjusting the grouting pressure, reinforcing the tunnel in a mode of progressing from outside to inside, consolidating the slurry into a network framework structure in network-shaped cracks, and improving the overall mechanical property of the injected rock-soil layer under the combined action of framework support and extrusion densification of the surrounding rock-soil layer.
Referring to fig. 9, the pre-grouting main hole 1 includes the steps of:
s610: a main pore canal with the length more than 1.2 meters is arranged, and a grouting anchor rod 7 made of hollow high-strength pipe materials is embedded in the arranged main pore canal;
s620: two groups of branch hole sites 3 are arranged on the side wall of the grouting anchor rod 7, the aperture of the branch hole site 3 at the front end of the grouting anchor rod 7 is 2cm, the aperture of the branch hole site 3 at the rear end is 3cm, and the depth of the branch hole site 3 is 5 cm; each group of four is distributed in a ring shape by taking the main pore passage as the center.
Referring to fig. 10, the secondary grouting includes the following steps:
s710: pulping, pouring yellow material and water into a stirrer 8, uniformly mixing, placing into a pulp storage barrel 10, pouring white material and water into the stirrer 8, uniformly mixing, and placing into the pulp storage barrel 10;
s720: conveying pulp, namely conveying yellow materials and white materials in two pulp storage barrels 10 to a working surface by adopting two common pulp conveying pumps 11 through pulp conveying pipes respectively;
s730: and (3) grouting, namely replacing two common slurry conveying pumps 11 with high-pressure double-liquid grouting pumps 12, feeding yellow materials and white materials into an orifice mixer 13, enabling the slurry to pass through the orifice mixer 13 and enter a grouting anchor rod 7, adjusting the pressure of the high-pressure double-liquid grouting pumps 12 to 30MPa, filling concrete into the air holes 9 after secondary grouting is finished, and filling the air holes 9.
Example two
Referring to fig. 1 to 7, in order to achieve the above object, the present invention provides the following technical solutions: a method for reinforcing a broken surrounding rock tunnel by high-pressure splitting grouting modification comprises the following steps:
s100: in the protective structure, a temporary protective net 5 and a protective net support 6 are arranged at the position needing grouting, so that broken stones are prevented from falling off in the process of hole opening or high-pressure grouting;
s200: selecting hole positions, selecting 4 positions of a main grouting hole 1 and a secondary grouting hole 2, wherein the distance between adjacent main grouting holes 1 is more than 1 meter, and the distance between adjacent secondary grouting holes 2 is more than 0.5 meter;
s300: arranging an air hole 9, arranging the air hole 9 between the grouting main hole 1 and the grouting auxiliary hole 2, wherein the aperture of the air hole 9 is smaller than 2cm, and the air hole is used for discharging gas generated by extruding a surrounding rock gap by slurry in a high-pressure grouting process; after grouting, solidifying and forming, the hollowing in the surrounding rock is less;
s400: presetting a grouting auxiliary hole 2, forming an auxiliary hole position 4, wherein the depth of the auxiliary hole position 4 is 0.1 m, embedding a grouting anchor rod 7 made of a hollow high-strength pipe, and the auxiliary hole position 4 is vertical to the inner wall of the tunnel;
s500: primary grouting, grouting into the grouting auxiliary hole 2 after pulping and slurry conveying, and sealing the hole, wherein the limit value of grouting pressure is more than 10MPa and is used for fixing broken surrounding rocks in a small range, the sealing hole in the primary grouting adopts a hole packer with an integrated pre-expansion type structure, the pre-expansion pressure is 8MPa, and the sealing pressure of the grouting auxiliary hole 2 is more than 15 MPa;
s600: presetting a main grouting hole 1, arranging a main hole channel, arranging a branch hole position 3 on the side wall of the main hole channel, and presetting an included angle of 60 degrees and 120 degrees between the main hole channel positioned at the upper end of the side wall of the tunnel and the horizontal plane in a secondary grouting hole 2 and the main grouting hole 1;
s700: secondary grouting, namely grouting into a grouting main hole 1 after pulping and delivering, sealing the hole, wherein the limit value of grouting pressure is greater than 30MPa, and the grouting pressure is used for fixing broken surrounding rocks in a high depth and large range, the sealing hole in the secondary grouting adopts a hole sealing device with an integrated pre-expansion type structure, the pre-expansion pressure is 8MPa, and the sealing pressure of the grouting main hole 1 is greater than 40 MPa;
s800: grouting support, arranging a connecting block on a protective net 5 at a position corresponding to the grouting auxiliary hole 2 and the grouting main hole 1, welding a grouting anchor rod 7 on the upper surface of the connecting block, and fixedly connecting a support on the lower surface by using a bolt;
s900: and (3) later-stage construction, namely disassembling the protective net support 6 and the support after the grout in the grouting auxiliary hole 2 and the grouting main hole 1 is solidified, piling and building concrete on the surface of the tunnel by taking the protective net 5 as a framework, and constructing the surface layer of the tunnel.
Referring to fig. 8, the primary grouting comprises the following steps:
s510: pulping, pouring yellow material and water into a stirrer 8, uniformly mixing, placing into a pulp storage barrel 10, pouring white material and water into the stirrer 8, uniformly mixing, and placing into the pulp storage barrel 10;
s520: conveying pulp, namely conveying yellow materials and white materials in two pulp storage barrels 10 to a working surface by adopting two common pulp conveying pumps 11 through pulp conveying pipes respectively;
s530: and (2) grouting, namely replacing two common slurry conveying pumps 11 with high-pressure double-liquid grouting pumps 12, conveying yellow materials and white materials into an orifice mixer 13, allowing the slurry to pass through the orifice mixer 13 and enter a grouting anchor rod 7, adjusting the pressure of the high-pressure double-liquid grouting pumps 12 to 10MPa, and installing pressure relief valves on slurry conveying pipes connected with the high-pressure double-liquid grouting pumps 12 for ensuring the safety in the grouting process and adjusting the grouting pressure, reinforcing the tunnel in a mode of progressing from outside to inside, consolidating the slurry into a network framework structure in network-shaped cracks, and improving the overall mechanical property of the injected rock-soil layer under the combined action of framework support and extrusion densification of the surrounding rock-soil layer.
Referring to fig. 9, the pre-grouting main hole 1 includes the steps of:
s610: a main pore canal with the length more than 1.2 meters is arranged, and a grouting anchor rod 7 made of hollow high-strength pipe materials is embedded in the arranged main pore canal;
s620: two groups of branch hole sites 3 are arranged on the side wall of the grouting anchor rod 7, the aperture of the branch hole site 3 at the front end of the grouting anchor rod 7 is 2cm, the aperture of the branch hole site 3 at the rear end is 3cm, and the depth of the branch hole site 3 is 5 cm; each group of four is distributed in a ring shape by taking the main pore passage as the center.
Referring to fig. 10, the secondary grouting includes the following steps:
s710: pulping, pouring yellow material and water into a stirrer 8, uniformly mixing, placing into a pulp storage barrel 10, pouring white material and water into the stirrer 8, uniformly mixing, and placing into the pulp storage barrel 10;
s720: conveying pulp, namely conveying yellow materials and white materials in two pulp storage barrels 10 to a working surface by adopting two common pulp conveying pumps 11 through pulp conveying pipes respectively;
s730: grouting, namely replacing two ordinary slurry conveying pumps 11 with high-pressure double-liquid grouting pumps 12, feeding yellow materials and white materials into an orifice mixer 13, enabling the slurry to pass through the orifice mixer 13 to enter a grouting anchor rod 7, adjusting the pressure of the high-pressure double-liquid grouting pumps 12 to 30MPa, filling concrete into the air holes 9 after secondary grouting is finished, and burying the air holes 9
EXAMPLE III
Referring to fig. 1 to 7, in order to achieve the above object, the present invention provides the following technical solutions: a method for reinforcing a broken surrounding rock tunnel by high-pressure splitting grouting modification comprises the following steps:
s100: in the protective structure, a temporary protective net 5 and a protective net support 6 are arranged at the position needing grouting, so that broken stones are prevented from falling off in the process of hole opening or high-pressure grouting;
s200: selecting hole positions, selecting 4 positions of a main grouting hole 1 and a secondary grouting hole 2, wherein the distance between adjacent main grouting holes 1 is more than 1 meter, and the distance between adjacent secondary grouting holes 2 is more than 0.5 meter;
s300: arranging an air hole 9, arranging the air hole 9 between the grouting main hole 1 and the grouting auxiliary hole 2, wherein the aperture of the air hole 9 is smaller than 2cm, and the air hole is used for discharging gas generated by extruding a surrounding rock gap by slurry in a high-pressure grouting process; after grouting, solidifying and forming, the hollowing in the surrounding rock is less;
s400: presetting a grouting auxiliary hole 2, forming an auxiliary hole position 4, wherein the depth of the auxiliary hole position 4 is 0.1 m, embedding a grouting anchor rod 7 made of a hollow high-strength pipe, and the auxiliary hole position 4 is vertical to the inner wall of the tunnel;
s500: primary grouting, grouting into the grouting auxiliary hole 2 after pulping and slurry conveying, and sealing the hole, wherein the limit value of grouting pressure is more than 10MPa and is used for fixing broken surrounding rocks in a small range, the sealing hole in the primary grouting adopts a hole packer with an integrated pre-expansion type structure, the pre-expansion pressure is 8MPa, and the sealing pressure of the grouting auxiliary hole 2 is more than 15 MPa;
s600: presetting a main grouting hole 1, arranging a main hole channel, arranging a branch hole position 3 on the side wall of the main hole channel, and presetting an auxiliary grouting hole 2 and an included angle between the main hole channel positioned at the upper end of the side wall of the tunnel and the horizontal plane in the main grouting hole 1 at 0 degree and 180 degrees;
s700: secondary grouting, namely grouting into a grouting main hole 1 after pulping and delivering, sealing the hole, wherein the limit value of grouting pressure is greater than 30MPa, and the grouting pressure is used for fixing broken surrounding rocks in a high depth and large range, the sealing hole in the secondary grouting adopts a hole sealing device with an integrated pre-expansion type structure, the pre-expansion pressure is 8MPa, and the sealing pressure of the grouting main hole 1 is greater than 40 MPa;
s800: grouting support, arranging a connecting block on a protective net 5 at a position corresponding to the grouting auxiliary hole 2 and the grouting main hole 1, welding a grouting anchor rod 7 on the upper surface of the connecting block, and fixedly connecting a support on the lower surface by using a bolt;
s900: and (3) later-stage construction, namely disassembling the protective net support 6 and the support after the grout in the grouting auxiliary hole 2 and the grouting main hole 1 is solidified, piling and building concrete on the surface of the tunnel by taking the protective net 5 as a framework, and constructing the surface layer of the tunnel.
Referring to fig. 8, the primary grouting comprises the following steps:
s510: pulping, pouring yellow material and water into a stirrer 8, uniformly mixing, placing into a pulp storage barrel 10, pouring white material and water into the stirrer 8, uniformly mixing, and placing into the pulp storage barrel 10;
s520: conveying pulp, namely conveying yellow materials and white materials in two pulp storage barrels 10 to a working surface by adopting two common pulp conveying pumps 11 through pulp conveying pipes respectively;
s530: and (2) grouting, namely replacing two common slurry conveying pumps 11 with high-pressure double-liquid grouting pumps 12, conveying yellow materials and white materials into an orifice mixer 13, allowing the slurry to pass through the orifice mixer 13 and enter a grouting anchor rod 7, adjusting the pressure of the high-pressure double-liquid grouting pumps 12 to 10MPa, and installing pressure relief valves on slurry conveying pipes connected with the high-pressure double-liquid grouting pumps 12 for ensuring the safety in the grouting process and adjusting the grouting pressure, reinforcing the tunnel in a mode of progressing from outside to inside, consolidating the slurry into a network framework structure in network-shaped cracks, and improving the overall mechanical property of the injected rock-soil layer under the combined action of framework support and extrusion densification of the surrounding rock-soil layer.
Referring to fig. 9, the pre-grouting main hole 1 includes the steps of:
s610: a main pore canal with the length more than 1.2 meters is arranged, and a grouting anchor rod 7 made of hollow high-strength pipe materials is embedded in the arranged main pore canal;
s620: two groups of branch hole sites 3 are arranged on the side wall of the grouting anchor rod 7, the aperture of the branch hole site 3 at the front end of the grouting anchor rod 7 is 2cm, the aperture of the branch hole site 3 at the rear end is 3cm, and the depth of the branch hole site 3 is 5 cm; each group of four is distributed in a ring shape by taking the main pore passage as the center.
Referring to fig. 10, the secondary grouting includes the following steps:
s710: pulping, pouring yellow material and water into a stirrer 8, uniformly mixing, placing into a pulp storage barrel 10, pouring white material and water into the stirrer 8, uniformly mixing, and placing into the pulp storage barrel 10;
s720: conveying pulp, namely conveying yellow materials and white materials in two pulp storage barrels 10 to a working surface by adopting two common pulp conveying pumps 11 through pulp conveying pipes respectively;
s730: and (3) grouting, namely replacing two common slurry conveying pumps 11 with high-pressure double-liquid grouting pumps 12, feeding yellow materials and white materials into an orifice mixer 13, enabling the slurry to pass through the orifice mixer 13 and enter a grouting anchor rod 7, adjusting the pressure of the high-pressure double-liquid grouting pumps 12 to 30MPa, filling concrete into the air holes 9 after secondary grouting is finished, and filling the air holes 9.
The S730 grouting also comprises the step of controlling the grouting amount according to a preset method, wherein the preset method comprises the following specific steps:
step A1, calculating the diffusion radius of the grouting material according to the following formula:
wherein R represents the diffusion radius of the grouting material, rhowRepresenting the density of water, g represents the physical constant, reRepresents the equivalent radius of the pore, r0Represents the radius of a grouting hole, s represents the gel strength of a grouting material, and P represents the grouting pressure;
step A2, calculating the grouting time according to the following formula:
wherein T represents grouting time, eta represents initial viscosity of the slurry, and P0Representing the hydrostatic pressure in the grouting hole, and ln represents a logarithmic function with e as a base; during grouting, grouting is carried out according to the calculated grouting time T to control the grouting amount, and the grouting amount is controlled within the time length rangeGrouting is carried out in the grouting device, and grouting is finished when the time length is exceeded.
Has the advantages that: calculating the diffusion radius of the grouting material by the technical scheme, calculating the grouting time according to the diffusion radius of the grouting material, performing grouting according to the calculated grouting time to control the grouting amount, performing grouting in a time range, finishing grouting when the time is exceeded, reinforcing the tunnel in an outside-in progressive mode, consolidating the grout into a network framework structure in a network-shaped crack, and improving the overall mechanical property of the injected rock-soil layer under the combined action of framework supporting and extrusion densification of the surrounding rock-soil layer, wherein the diffusion radius of the grouting material is calculated by the algorithm by considering factors such as the equivalent radius of pores, the radius of grouting holes, the gel strength of the grouting material and the like, so that the grouting time is obtained according to the factors such as the diffusion coefficient of the grouting material, the initial viscosity of the grout and the like, the calculation result is more accurate, the error of the calculation result is smaller, and the grouting amount is controlled according to the calculation time, thereby saved the material, thereby promoted the steadiness in country rock tunnel through adding reasonable slip casting volume.
In summary, the following steps: the invention provides a method for reinforcing a broken surrounding rock tunnel by high-pressure splitting grouting modification, which is characterized in that an air hole 9 is arranged, so that gas at the tail end of a pore channel in the high-pressure grouting process is discharged, and the complete rock is prevented from being crushed by the air pressure at the tail end of the pore channel; after grouting, solidifying and forming, the hollowing in the surrounding rock is less; the grouting auxiliary holes 2 with small quantity, long length and large quantity are arranged, grouting is firstly conducted into the grouting auxiliary holes 2 to reinforce the inner surface layer of the tunnel, then grouting is conducted into the grouting main holes 1 to reinforce the tunnel in a progressive mode from outside to inside, the grout is solidified into a network framework structure in a crack forming a network shape, and the overall mechanical property of the injected rock-soil layer is improved under the combined action of framework supporting and extrusion densification of the surrounding rock-soil layer.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be able to cover the technical solutions and the inventive concepts of the present invention within the technical scope of the present invention.
Claims (10)
1. A method for reinforcing a broken surrounding rock tunnel by high-pressure splitting grouting modification is characterized by comprising the following steps:
s100: the protective structure is characterized in that a temporary protective net (5) and a protective net support (6) are arranged at a position needing grouting, so that broken stones are prevented from falling off in the process of hole opening or high-pressure grouting;
s200: selecting hole positions, namely selecting the positions of a main grouting hole (1) and an auxiliary grouting hole (2), wherein the distance between the adjacent main grouting holes (1) is more than 1 meter, and the distance between the adjacent auxiliary grouting holes (2) is more than 0.5 meter;
s300: an air hole (9) is arranged, the air hole (9) is arranged between the grouting main hole (1) and the grouting auxiliary hole (2), and the aperture of the air hole (9) is smaller than 2 cm;
s400: presetting a grouting auxiliary hole (2), arranging an auxiliary hole position (4), wherein the depth of the auxiliary hole position (4) is 0.1-0.2 m, embedding a grouting prestressed anchor rod (7) made of a hollow high-strength pipe, and the auxiliary hole position (4) is vertical to the inner wall of the tunnel;
s500: primary grouting, namely grouting into the grouting auxiliary hole (2) after pulping and slurry conveying and sealing the hole, wherein the limit value of grouting pressure is greater than 10MPa, and the grouting auxiliary hole is used for fixing broken surrounding rocks within a small range;
s600: presetting a main grouting hole (1), forming a main hole channel, forming a branch hole position (3) on the side wall of the main hole channel, and setting an included angle between the main hole channel and a horizontal plane to be 0-180 degrees;
s700: secondary grouting, namely grouting into the grouting main hole (1) after pulping and delivering, sealing the hole, wherein the limit value of grouting pressure is more than 30MPa, and the grouting main hole is used for fixing broken surrounding rocks in high depth and large range;
s800: grouting support, arranging a connecting block on a protective net (5) at the corresponding position of a grouting auxiliary hole (2) and a grouting main hole (1), welding a grouting anchor rod (7) on the upper surface of the connecting block, and fixedly connecting a support on the lower surface by using a bolt;
s900: and (3) later-stage construction, namely disassembling the protective net support (6) and the strut after slurry in the grouting auxiliary hole (2) and the grouting main hole (1) is solidified, piling concrete on the surface of the tunnel by taking the protective net (5) as a framework, and constructing the surface layer of the tunnel.
2. The method for reinforcing the broken surrounding rock tunnel through high-pressure splitting grouting modification according to claim 1, wherein the included angles between two main pore canals positioned at the center of the top end of the tunnel and the horizontal plane in the preset grouting auxiliary hole (2) and the preset grouting main hole (1) are 75 degrees and 105 degrees respectively.
3. The method for reinforcing the broken surrounding rock tunnel through the modification of the high-pressure split grouting according to claim 1, wherein an included angle between a main hole channel positioned at the upper end of the side wall of the tunnel and the horizontal plane in the preset grouting auxiliary hole (2) and the preset grouting main hole (1) is 60 degrees and 120 degrees.
4. The method for reinforcing the broken surrounding rock tunnel through the modification of the high-pressure split grouting according to claim 1, wherein an included angle between a main pore canal at the upper end of the side wall of the tunnel and a horizontal plane in the preset grouting auxiliary hole (2) and the preset grouting main hole (1) is 0 degree and 180 degrees.
5. The method for reinforcing the broken surrounding rock tunnel by high-pressure splitting grouting modification according to claim 1, wherein the primary grouting comprises the following steps:
s510: pulping, pouring the yellow material and water into a stirrer (8), uniformly mixing, placing into a pulp storage barrel (10), pouring the white material and water into the stirrer (8), uniformly mixing, and placing into the pulp storage barrel (10);
s520: conveying pulp, namely conveying yellow materials and white materials in two pulp storage barrels (10) into a working surface through pulp conveying pipes by adopting two common pulp conveying pumps (11);
s530: and (3) grouting, namely replacing two common grouting pumps (11) with a high-pressure double-liquid grouting pump (12), feeding yellow and white materials into an orifice mixer (13), enabling the grout to pass through the orifice mixer (13) and enter a grouting anchor rod (7), and adjusting the pressure of the high-pressure double-liquid grouting pump (12) to 10 MPa.
6. The method for reinforcing the broken surrounding rock tunnel by high-pressure splitting grouting modification according to claim 1, wherein the step of presetting the grouting main hole (1) comprises the following steps:
s610: a main pore canal with the length more than 1.2 meters is arranged, and a grouting anchor rod (7) made of hollow high-strength pipe materials is embedded in the arranged main pore canal;
s620: two groups of branch hole sites (3) are formed in the side wall of the grouting anchor rod (7), the aperture of the branch hole site (3) at the front end of the grouting anchor rod (7) is smaller than 3cm, the aperture of the branch hole site (3) at the rear end is 3-5 cm, and the depth of the branch hole site (3) is 5-10 cm; more than four in each group, and are distributed in a ring shape by taking the main pore passage as the center.
7. The method for reinforcing the broken surrounding rock tunnel by high-pressure splitting grouting modification according to claim 1, wherein the secondary grouting comprises the following steps:
s710: pulping, pouring the yellow material and water into a stirrer (8), uniformly mixing, placing into a pulp storage barrel (10), pouring the white material and water into the stirrer (8), uniformly mixing, and placing into the pulp storage barrel (10);
s720: conveying pulp, namely conveying yellow materials and white materials in two pulp storage barrels (10) into a working surface through pulp conveying pipes by adopting two common pulp conveying pumps (11);
s730: and (3) grouting, namely replacing two common grouting pumps (11) with a high-pressure double-liquid grouting pump (12), feeding yellow and white materials into an orifice mixer (13), enabling the grout to pass through the orifice mixer (13) and enter a grouting anchor rod (7), and adjusting the pressure of the high-pressure double-liquid grouting pump (12) to 30 MPa.
8. The method for reinforcing the broken surrounding rock tunnel through high-pressure splitting grouting modification according to claim 1, wherein a hole packer with an integrated pre-expansion structure is adopted for hole sealing in primary grouting and secondary grouting, the pre-expansion pressure is 6-8 MPa, the hole sealing pressure of a grouting auxiliary hole (2) is greater than 15MPa, and the hole sealing pressure of a grouting main hole (1) is greater than 40 MPa.
9. The method for reinforcing the broken surrounding rock tunnel by modifying and grouting under high pressure according to claim 1, wherein after the secondary grouting is completed, concrete is filled into the air holes (9) to fill the air holes (9).
10. The method for reinforcing a broken surrounding rock tunnel by high-pressure splitting grouting modification according to claim 7, wherein the S730 grouting further comprises controlling grouting amount according to a preset method, and the specific steps of the preset method are as follows:
step A1, calculating the diffusion radius of the grouting material according to the following formula:
wherein R represents the diffusion radius of the grouting material, rhowRepresenting the density of water, g represents the physical constant, reRepresents the equivalent radius of the pore, r0Represents the radius of a grouting hole, s represents the gel strength of a grouting material, and P represents the grouting pressure;
step A2, calculating the grouting time according to the following formula:
wherein T represents grouting time, eta represents initial viscosity of the slurry, and P0Representing the hydrostatic pressure in the grouting hole, and ln represents a logarithmic function with e as a base; and during grouting, grouting according to the obtained grouting time length T to control the grouting amount, grouting in the time length range, and finishing grouting when the time length is exceeded.
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