CN111764933B - Construction method for rapid seepage-proofing consolidation grouting plugging of water-rich tunnel - Google Patents
Construction method for rapid seepage-proofing consolidation grouting plugging of water-rich tunnel Download PDFInfo
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- CN111764933B CN111764933B CN202010640742.6A CN202010640742A CN111764933B CN 111764933 B CN111764933 B CN 111764933B CN 202010640742 A CN202010640742 A CN 202010640742A CN 111764933 B CN111764933 B CN 111764933B
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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
- E21D11/04—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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
Abstract
The invention discloses a construction method for rapid seepage-proofing consolidation grouting plugging of a water-rich tunnel, belonging to the technical field of grouting plugging construction of tunnels and comprising the following steps of: s100: consolidation grouting, namely pretreating a consolidation grouting area to reduce the water pressure of a grouting area, then forming consolidation grouting holes, grouting and sealing the holes, sealing the holes by adopting a full-hole grouting and sealing method, and leveling the hole openings; s200: and (3) water plugging and grouting, arranging two rings on the grout stopping wall in a step manner, arranging 40-46 grouting holes on the peripheries of the two rings, sealing the holes by adopting a full-hole grouting and sealing method, and troweling the hole opening. The support is reinforced, the method of radial seepage-proofing consolidation treatment and axial blocking of the tunnel face is adopted, the rapid construction of the water-rich area is realized, and the tunnel construction quality is guaranteed.
Description
Technical Field
The invention relates to the technical field of engineering construction, in particular to a construction method for rapid seepage-proofing consolidation grouting plugging of a water-rich tunnel.
Background
When a tunnel is constructed in a water-rich area, in order to prevent water gushing and sand gushing on an excavated surface, the grouting mode generally adopts the full-closed deep hole pre-grouting of the tunnel, namely, the axial radial grouting holes along the outline line of the full section of the tunnel are excavated, then cement and water glass double-liquid slurry prepared according to a certain proportion are injected, the slurry permeates and diffuses into the pores of a rock stratum or a sand layer and is quickly solidified to be combined with surrounding broken rock blocks to form a stone body with certain strength, a grout stopping wall is formed on the excavated surface, and the underground water flow passage is cut off,
patent No. CN201610176880.7 provides a construction method for consolidating sand layer by chemical grouting in tunnel excavation, hardening the face of the drilling end of tunnel or culvert, drilling holes in the gap between the pre-supporting tube sheds of tunnel or culvert by using auger stem, grouting chemical grout from the middle through hole of auger stem to the drill bit through grout inlet pipe, grouting into sand, sectionally grouting from outside to inside along the face of the drilling end, grouting and forming multiple single-hole sand consolidation bodies on the face of the drilling end of tunnel or culvert, and consolidating sand layer, thereby improving the strength of sand layer.
Patent No. cn201920396853.x provides a curing structure suitable for a water-rich collapsible loess tunnel. The solidification structure suitable for rich water collapsible loess tunnel includes that a plurality of vertical reinforcement district, the horizontal reinforcement district that horizontal drilling formed that form, vertical drilling formed, concrete layer, bed course, a plurality of stake hole, pour in a plurality of top grout body in the drilling, pour the horizontal grout body in a plurality of horizontal drilling, and pour the bottom grout body in a plurality of stake holes. Compared with the prior art, the curing structure suitable for the water-rich collapsible loess tunnel provided by the invention adopts a combined structure form of the vertical reinforcing area, the horizontal reinforcing area and the pile hole, and different slurry is injected into the curing structure through the actual environment so as to achieve better curing effect and water stopping effect, the construction operability is high, the pressure reducing hole is reasonably designed, and the service life of the curing structure is prolonged. However, the above structures are all grouting consolidated sand layers on tunnel face surfaces, and adopt single-layer grouting consolidation, so that the structure is not suitable for strong water-rich property and strong development of karst, underground water is easy to seep to tunnel body sections along bed rock joints and crack surfaces to form linear and gushing water, the pressure of a water head is high, confined water exists, and the geology with gushing water and mud is easy to form, and the common construction method of water plugging cement grout is slow in construction, poor in water plugging consolidation performance and weak in support.
Disclosure of Invention
The invention aims to provide a construction method for rapid seepage-proofing consolidation grouting plugging of a water-rich tunnel, which is used for reinforcing a support and adopting a method of radial seepage-proofing consolidation treatment and matching with axial plugging of a tunnel face to realize rapid construction of a water-rich area and guarantee the construction quality of the tunnel so as to solve the problems in the background art.
In order to achieve the purpose, the invention provides the following technical scheme:
a construction method for rapid seepage-proofing consolidation grouting plugging of a water-rich tunnel comprises the following steps:
s100: consolidation grouting, namely pretreating a consolidation grouting area to reduce the water pressure of a grouting area, then forming consolidation grouting holes, grouting and sealing the holes, sealing the holes by adopting a full-hole grouting and sealing method, and leveling the hole openings;
s200: and (3) water plugging and grouting, arranging two rings on the grout stopping wall in a step manner, arranging 40-46 grouting holes on the peripheries of the two rings, sealing the holes by adopting a full-hole grouting and sealing method, and troweling the hole opening.
Further, S1 includes the steps of:
s110: pre-treating consolidation grouting; determining the positions of the opening area and the grouting hole, reducing the water pressure of the opening area, and adjusting the position of the grouting hole according to the water content difference of each position of the opening area;
s120: forming consolidation grouting holes, symmetrically taking holes from inside to outside, and opening the marked support grouting holes, the marked primary grouting holes and the marked secondary grouting holes at intervals in the order of hole jumping, wherein the aperture of each support grouting hole is 90mm, and the aperture of each primary grouting hole and each secondary grouting hole is 60 mm;
s130: and (3) grouting the consolidation grouting hole, wherein the grouting pressure when the maximum deformation or lifting of the concrete lining is 0.5mm is taken as the maximum grouting pressure, primary grouting is adopted when the hole depth is not more than 5m, and segmented grouting is adopted when the hole depth is more than 5 m.
Further, S110 includes the steps of:
s111: determining an opening area, and marking a primary grouting hole, a secondary grouting hole and a supporting grouting hole in the opening area;
s112: and water pumping holes are formed in the periphery of the perforated area by utilizing the double-layer sleeve and are used for reducing the water pressure of the perforated area, judging the position of the perforated area relative to water enrichment according to the water quantity pumped out by the water pumping holes, and adjusting the positions of the primary grouting hole, the secondary grouting hole and the support grouting hole.
Further, in S130, the maximum grouting pressure of the primary grouting hole is 1.0MPa, and the maximum grouting pressure of the secondary grouting hole is 1.5 MPa.
Further, in the step S130, the depth of the grouting hole is not more than 5m, primary grouting is adopted for the grouting hole, reinforcing steel bars with the same length as the hole depth are inserted into the grouting hole, then a grouting pipe is inserted into the bottom of the grouting hole, grout is poured at the speed of 1m/S, the grout filling rate is more than 75%, and the grouting pipe exits the grouting hole at the same speed.
Further, in the step S130, the depth of the grouting hole is 5-10m, the segmental grouting adopted by the grouting hole is second-stage grouting, and the second-stage grouting comprises the following steps:
s131: inserting a reinforcing steel bar with the same length as the depth of the hole into the grouting hole, inserting an orifice pipe at the end, wherein the length of the orifice pipe is 5m, and the wall thickness is 4 mm;
s132: inserting a grouting pipe into the bottom of the grouting hole, and grouting slurry at the speed of 1m/s until the grouting position is close to the orifice pipe, wherein the slurry filling rate is more than 75%, and the grouting pipe exits from the grouting hole at the same speed;
s133: and after the grout injected firstly is solidified, drawing out the orifice pipe, and then pouring the grout into the remaining 5 m-long grouting holes at the speed of 1 m/s.
Further, in the step S130, the depth of the grouting hole is 10 to 15m, the sectional grouting adopted by the grouting hole is three-section grouting, and the three-section grouting comprises the following steps:
s131: inserting a reinforcing steel bar with the same length as the depth of the hole into the grouting hole, inserting an orifice pipe into the end opening, wherein the length of the orifice pipe is 10m, and the wall thickness is 4 mm;
s132: inserting a grouting pipe into the bottom of the grouting hole, and grouting slurry at the speed of 1m/s until the grouting position is close to the orifice pipe, wherein the slurry filling rate is more than 75%, and the grouting pipe exits from the grouting hole at the same speed;
s133: when the grout injected firstly is solidified, replacing the orifice pipe with the length of 10m with the orifice pipe with the length of 5m, and then pouring the grout into the grouting hole at the speed of 1m/s until the grouting position is close to the orifice pipe;
s134: and after the reinjected grout is solidified, drawing out the orifice pipe, and then pouring the grout into the remaining 5 m-long grouting holes at the speed of 1 m/s.
Further, S200 includes the steps of:
s210: drilling holes, wherein the grouting holes are radially arranged on the tunnel face, the distance between the bottoms of the holes is 2.5m, and 40-46 grouting holes are arranged on the periphery of the two rings;
s220: drilling by using a drill bit, wherein the core drill bit is adopted for drilling, the average drilling speed is 2m/h, and the drilling speed is reduced along with the increase of the drilling depth;
s230: preparing slurry, pouring cement, admixture and sand into a stirring cylinder, dry-stirring for about 30s, adding the required water, and stirring uniformly;
s240: and injecting slurry, grouting according to a forward mode, wherein the length of a grouting hole is 5-10m, grouting is segmented, the grouting range is 5m outside the wheel opening line, drilling is checked after grouting is finished, and if the grouting effect cannot meet the requirement, encryption drilling and supplementary grouting are performed.
Further, in S200, the required water is poured into a stirring cylinder, the stirrer is started, and the cement and the admixture are slowly poured into the stirring cylinder under continuous stirring to be stirred until the mixture is thick, uniform and consistent in color and is discharged when no lumps exist.
Further, in S200, rapid-setting paste is adopted for water shutoff and filling.
Further, the process of starting the blender comprises the following steps:
a1, determining the rotation speed of the stirrer according to the water demand;
wherein the content of the first and second substances,
is the rotating speed of the stirrer,
in order to be able to obtain the desired amount of water,
is the volume of the mixing drum,
in order to be the acceleration of the gravity,
is the friction force between the stirring materials and the stirring blades,
is the length of the stirring blade;
a2, stirring by the stirrer according to the determined rotating speed of the stirrer, and simultaneously carrying out state detection on the stirred materials in the stirring barrel by a detection device according to the following formula;
wherein the content of the first and second substances,
in order to detect the value of the state,
is the first in the mixing drum
The degree of mixing of the individual blocks of the area,
is the first in the mixing drum
The degree of mixing of the individual blocks of the area,
the number of the area blocks for dividing the mixing drum is determined;
a3, determining whether to discharge according to the state detection value;
when state detection value
When the content of the organic acid is less than 0.05, the stirring materials in the stirring cylinder are discharged, the stirring machine is immediately stopped from rotating, and otherwise, the stirring is still required to be continued.
Compared with the prior art, the invention has the beneficial effects that: the invention provides a construction method for rapid seepage-proofing consolidation grouting plugging of a water-rich tunnel, which comprises the steps of pretreating a consolidation grouting area to reduce the water pressure of a grouting area, then forming consolidation grouting holes, grouting and sealing the holes, inserting reinforcing steel bars into the grouting holes to serve as main supports of the grouting holes during grouting and sealing the holes, then adopting an axial water plugging grouting method, arranging two rings on a grout stop wall in a step-by-step manner, grouting the peripheries of the two rings, performing diffusion and condensation of grouting to realize water blocking, aiming at the geology that the water-rich property is strong, the karst is strong and the development is strong, underground water is easy to seep to a tunnel body section along a bed rock joint and a crack surface to form linear and gushing-shaped gushing water, adding a large water head pressure, bearing water exists, the geology that gushing water is easy to form gushing mud is easy to form, and adopting a method that radial seepage-proofing consolidation treatment is matched with axial plugging of a tunnel surface to realize rapid construction of the water-rich area and guarantee the construction quality of the tunnel.
Drawings
FIG. 1 is a flow chart of the construction method for rapid anti-seepage consolidation grouting plugging of a water-rich tunnel according to the invention;
FIG. 2 is a consolidation grouting flow diagram of a rapid anti-seepage consolidation grouting plugging construction method for a water-rich tunnel in the first embodiment of the invention;
FIG. 3 is a grouting hole position distribution diagram of the construction method for rapid anti-seepage consolidation grouting plugging of the water-rich tunnel;
FIG. 4 is a consolidation grouting pretreatment flow chart of the construction method for rapid anti-seepage consolidation grouting plugging of the water-rich tunnel;
FIG. 5 is a water plugging grouting flow chart of the construction method for rapid anti-seepage consolidation grouting plugging of the water-rich tunnel of the invention;
FIG. 6 is a grouting hole position distribution diagram of the construction method for rapid anti-seepage consolidation grouting plugging of the water-rich tunnel;
fig. 7 is a consolidation grouting flow chart of the rapid anti-seepage consolidation grouting plugging construction method for the water-rich tunnel in the second embodiment of the invention;
fig. 8 is a consolidation grouting flow chart of the rapid anti-seepage consolidation grouting plugging construction method for the water-rich tunnel in the third embodiment of the invention.
In the figure: 1. primary grouting holes; 2. secondary grouting holes; 3. supporting a grouting hole; 4. grouting holes; 5. two rings; 6. and (5) stopping the grout wall.
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, a construction method for rapid anti-seepage consolidation grouting plugging of a water-rich tunnel comprises the following steps:
s100: consolidation grouting, namely pretreating a consolidation grouting area to reduce the water pressure of a grouting area, then forming consolidation grouting holes, grouting and sealing the holes, sealing the holes by adopting a full-hole grouting and sealing method, and leveling the hole openings; wherein, first grout hole 1 and secondary grout hole 2 are crisscross each other, and 55 totally, support grout hole 3 totally 3, and all are located the face.
S200: and (3) water plugging and grouting, wherein two rings 5 are arranged on the grout stop wall 6 in a step manner, 40-46 grouting holes 4 are formed in the peripheries of the two rings 5, and a full-hole grouting and hole sealing method is adopted for hole sealing and hole opening smoothing.
Referring to fig. 2-3, S1 includes the steps of:
s110: pre-treating consolidation grouting; determining the positions of the opening area and the grouting hole, reducing the water pressure of the opening area, and adjusting the position of the grouting hole according to the water content difference of each position of the opening area; the maximum grouting pressure of the primary grouting hole 1 is 1.0MPa, and the maximum grouting pressure of the secondary grouting hole 2 is 1.5 MPa;
s120: forming consolidation grouting holes, symmetrically taking holes from inside to outside, and forming holes in the marked support grouting hole 3, the marked primary grouting hole 1 and the marked secondary grouting hole 2 at intervals, wherein the hole diameter of the support grouting hole 3 is 90mm, and the hole diameters of the primary grouting hole 1 and the marked secondary grouting hole 2 are 60 mm; the symmetrical weighing holes take the axis as a symmetrical line, and the next filling hole is positioned at the symmetrical position of the right side of the axis after the filling is carried out at one position of the left side of the axis;
s130: grouting a consolidation grouting hole, namely taking the grouting pressure when the maximum deformation or lifting of the concrete lining is 0.5mm as the maximum grouting pressure, adopting primary grouting when the hole depth is not more than 5m, and adopting segmented grouting when the hole depth is more than 5 m; the depth of a grouting hole is not more than 5m, the grouting hole is subjected to primary grouting, reinforcing steel bars with the same length as the depth of the hole are inserted into the grouting hole, a grouting pipe is inserted into the bottom of the grouting hole, grout is poured at the speed of 1m/s, the grout filling rate is more than 75%, the grouting pipe exits the grouting hole at the same speed, the reinforcing steel bars can serve as main supports of the grout in the grouting hole to form grouting hole supports, collapse is avoided, and when the grouting hole has the conditions of water burst, soil falling, hole deformation and the like in the process of opening the hole, water can be blocked, the hole is supported, and soil falling is prevented.
Referring to fig. 4, S110 includes the steps of:
s111: determining an opening area, and injecting a primary grouting hole 1, a secondary grouting hole 2 and a supporting grouting hole 3 in the opening area;
s112: a double-layer sleeve is utilized to form water pumping holes on the periphery of the perforated area, the water pressure of the perforated area is reduced, the position of the perforated area relative to water enrichment is judged according to the water quantity pumped by the water pumping holes, and the positions of the primary grouting holes 1, the secondary grouting holes 2 and the supporting grouting holes 3 are adjusted; the positions of the primary grouting holes 1 and the secondary grouting holes 2 in the water-rich area and the supporting grouting holes 3 are dense, wherein the inner layer of the double-layer sleeve is a steel pipe with the wall thickness of 4mm, and the pipe wall of the outer steel pipe is provided with water-permeable holes.
Referring to fig. 5-6, S200 includes the steps of:
s210: drilling holes, wherein the grouting holes 4 are radially arranged on the tunnel face, the distance between the bottoms of the holes is 2.5m, and 40-46 grouting holes 4 are arranged on the periphery of the two rings 5;
s220: drilling by using a drill bit, wherein the core drill bit is adopted for drilling, the average drilling speed is 2m/h, and the drilling speed is reduced along with the increase of the drilling depth;
s230: preparing slurry, pouring cement, admixture and sand into a stirring cylinder, dry-stirring for about 30s, adding the required water, and stirring uniformly; pouring the required water into a stirring cylinder, starting a stirrer, slowly pouring the cement and the admixture under continuous stirring, and discharging when no lumps exist; the rapid hardening paste slurry is adopted for water plugging and filling, the cement pouring is forbidden before the cement pouring, in order to avoid the precipitation, a slurry storage tank is continuously stirred by high-pressure air, a circulating pump, a stirrer or manpower, in addition, in order to reduce the loss of the water plugging grouting slurry and control the diffusion range of the grouting, when the rapid hardening paste slurry is prepared, according to the situation of the on-site water plugging and grouting, special materials are added into 0.5: 1 pure cement slurry distributed to a grouting operation surface in a slurry preparation station for on-site preparation of the grouting slurry, when the hole depth of a water plugging grouting hole and an auxiliary grouting hole does not exceed 5m, one-time grouting is adopted, and when the hole depth exceeds 5m, segmented grouting is adopted;
s240: and injecting slurry, injecting slurry according to a forward type, wherein the length of a grouting hole is 5-10m, the grouting is segmented, the grouting range is 5m outside the wheel opening line, after the grouting is finished, the drilling is checked, and if the grouting effect cannot meet the requirement, the drilling is encrypted to supplement the grouting.
Example two
Referring to fig. 1, a construction method for rapid anti-seepage consolidation grouting plugging of a water-rich tunnel comprises the following steps:
s100: consolidation grouting, namely pretreating a consolidation grouting area to reduce the water pressure of a grouting area, then forming consolidation grouting holes, grouting and sealing the holes, sealing the holes by adopting a full-hole grouting and sealing method, and leveling the hole openings; wherein the primary grouting holes 1 and the secondary grouting holes 2 are mutually staggered and are 55 in total, the supporting grouting holes 3 are 3 in total and are all positioned on the tunnel face,
s200: and (3) water plugging and grouting, wherein two rings 5 are arranged on the grout stop wall 6 in a step manner, 40-46 grouting holes 4 are formed in the peripheries of the two rings 5, and a full-hole grouting and hole sealing method is adopted for hole sealing and hole opening smoothing.
Referring to fig. 7, S1 includes the steps of:
s110: pre-treating consolidation grouting; determining the positions of the opening area and the grouting hole, reducing the water pressure of the opening area, and adjusting the position of the grouting hole according to the water content difference of each position of the opening area; the maximum grouting pressure of the primary grouting hole 1 is 1.0MPa, and the maximum grouting pressure of the secondary grouting hole 2 is 1.5 MPa;
s120: forming consolidation grouting holes, symmetrically taking holes from inside to outside, and forming holes in the marked support grouting hole 3, the marked primary grouting hole 1 and the marked secondary grouting hole 2 at intervals, wherein the hole diameter of the support grouting hole 3 is 90mm, and the hole diameters of the primary grouting hole 1 and the marked secondary grouting hole 2 are 60 mm; the symmetrical weighing holes take the axis as a symmetrical line, and the next filling hole is positioned at the symmetrical position of the right side of the axis after the filling is carried out at one position of the left side of the axis;
s130: grouting a consolidation grouting hole, namely taking the grouting pressure when the maximum deformation or lifting of the concrete lining is 0.5mm as the maximum grouting pressure, adopting primary grouting when the hole depth is not more than 5m, and adopting segmented grouting when the hole depth is more than 5 m; the depth of the grouting hole is 5-10m, the sectional grouting adopted by the grouting hole is second-stage grouting, and the second-stage grouting comprises the following steps:
s131: inserting a reinforcing steel bar with the same length as the depth of the hole into the grouting hole, inserting an orifice pipe at the end, wherein the length of the orifice pipe is 5m, and the wall thickness is 4 mm; preventing the grouting hole from collapsing;
s132: inserting a grouting pipe into the bottom of the grouting hole, and grouting slurry at the speed of 1m/s until the grouting position is close to the orifice pipe, wherein the slurry filling rate is more than 75%, and the grouting pipe exits from the grouting hole at the same speed;
s133: and after the grout injected firstly is solidified, drawing out the orifice pipe, and then pouring the grout into the remaining 5 m-long grouting holes at the speed of 1 m/s.
Referring to fig. 4, S110 includes the steps of:
s111: determining an opening area, and injecting a primary grouting hole 1, a secondary grouting hole 2 and a supporting grouting hole 3 in the opening area;
s112: a double-layer sleeve is utilized to form water pumping holes on the periphery of the perforated area, the water pressure of the perforated area is reduced, the position of the perforated area relative to water enrichment is judged according to the water quantity pumped by the water pumping holes, and the positions of the primary grouting holes 1, the secondary grouting holes 2 and the supporting grouting holes 3 are adjusted; the positions of the primary grouting holes 1 and the secondary grouting holes 2 in the water-rich area and the supporting grouting holes 3 are dense, wherein the inner layer of the double-layer sleeve is a steel pipe with the wall thickness of 4mm, and the pipe wall of the outer steel pipe is provided with water-permeable holes.
Referring to fig. 5-6, S200 includes the steps of:
s210: drilling holes, wherein the grouting holes 4 are radially arranged on the tunnel face, the distance between the bottoms of the holes is 2.5m, and two rings of 540-46 grouting holes 4 are arranged;
s220: drilling by using a drill bit, wherein the core drill bit is adopted for drilling, the average drilling speed is 2m/h, and the drilling speed is reduced along with the increase of the drilling depth;
s230: preparing slurry, pouring cement, admixture and sand into a stirring cylinder, dry-stirring for about 30s, adding the required water, and stirring uniformly; pouring the required water into a stirring cylinder, starting a stirrer, slowly pouring the cement and the admixture under continuous stirring, and discharging when no lumps exist; the rapid hardening paste slurry is adopted for water plugging and filling, the cement pouring is forbidden before the cement pouring, in order to avoid the precipitation, a slurry storage tank is continuously stirred by high-pressure air, a circulating pump, a stirrer or manpower, in addition, in order to reduce the loss of the water plugging grouting slurry and control the diffusion range of the grouting, when the rapid hardening paste slurry is prepared, according to the situation of the on-site water plugging and grouting, special materials are added into 0.5: 1 pure cement slurry distributed to a grouting operation surface in a slurry preparation station for on-site preparation of the grouting slurry, when the hole depth of a water plugging grouting hole and an auxiliary grouting hole does not exceed 5m, one-time grouting is adopted, and when the hole depth exceeds 5m, segmented grouting is adopted;
s240: and injecting slurry, injecting slurry according to a forward type, wherein the length of a grouting hole is 5-10m, the grouting is segmented, the grouting range is 5m outside the wheel opening line, after the grouting is finished, the drilling is checked, and if the grouting effect cannot meet the requirement, the drilling is encrypted to supplement the grouting.
EXAMPLE III
Referring to fig. 1, a construction method for rapid anti-seepage consolidation grouting plugging of a water-rich tunnel comprises the following steps:
s100: consolidation grouting, namely pretreating a consolidation grouting area to reduce the water pressure of a grouting area, then forming consolidation grouting holes, grouting and sealing the holes, sealing the holes by adopting a full-hole grouting and sealing method, and leveling the hole openings; wherein, first grout hole 1 and secondary grout hole 2 are crisscross each other, and 55 totally, support grout hole 3 totally 3, and all are located the face.
S200: and (3) water plugging and grouting, wherein two rings 5 are arranged on the grout stop wall 6 in a step manner, 40-46 grouting holes 4 are formed in the peripheries of the two rings 5, and a full-hole grouting and hole sealing method is adopted for hole sealing and hole opening smoothing.
Referring to fig. 8, S1 includes the steps of:
s110: pre-treating consolidation grouting; determining the positions of the opening area and the grouting hole, reducing the water pressure of the opening area, and adjusting the position of the grouting hole according to the water content difference of each position of the opening area; the maximum grouting pressure of the primary grouting hole 1 is 1.0MPa, and the maximum grouting pressure of the secondary grouting hole 2 is 1.5 MPa;
s120: forming consolidation grouting holes, symmetrically taking holes from inside to outside, and forming holes in the marked support grouting hole 3, the marked primary grouting hole 1 and the marked secondary grouting hole 2 at intervals, wherein the hole diameter of the support grouting hole 3 is 90mm, and the hole diameters of the primary grouting hole 1 and the marked secondary grouting hole 2 are 60 mm; the symmetrical weighing holes take the axis as a symmetrical line, and the next filling hole is positioned at the symmetrical position of the right side of the axis after the filling is carried out at one position of the left side of the axis;
s130: grouting a consolidation grouting hole, namely taking the grouting pressure when the maximum deformation or lifting of the concrete lining is 0.5mm as the maximum grouting pressure, adopting primary grouting when the hole depth is not more than 5m, and adopting segmented grouting when the hole depth is more than 5 m; the depth of the grouting hole is 10-15m, the sectional grouting adopted by the grouting hole is three-section grouting, and the three-section grouting comprises the following steps:
s131: inserting a reinforcing steel bar with the same length as the depth of the hole into the grouting hole, inserting an orifice pipe into the end opening, wherein the length of the orifice pipe is 10m, and the wall thickness is 4 mm; preventing the grouting hole from collapsing;
s132: inserting a grouting pipe into the bottom of the grouting hole, and grouting slurry at the speed of 1m/s until the grouting position is close to the orifice pipe, wherein the slurry filling rate is more than 75%, and the grouting pipe exits from the grouting hole at the same speed;
s133: when the grout injected firstly is solidified, replacing the orifice pipe with the length of 10m with the orifice pipe with the length of 5m, and then pouring the grout into the grouting hole at the speed of 1m/s until the grouting position is close to the orifice pipe;
s134: and after the reinjected grout is solidified, drawing out the orifice pipe, and then pouring the grout into the remaining 5 m-long grouting holes at the speed of 1 m/s.
Referring to fig. 4, S110 includes the steps of:
s111: determining an opening area, and injecting a primary grouting hole 1, a secondary grouting hole 2 and a supporting grouting hole 3 in the opening area;
s112: a double-layer sleeve is utilized to form water pumping holes on the periphery of the perforated area, the water pressure of the perforated area is reduced, the position of the perforated area relative to water enrichment is judged according to the water quantity pumped by the water pumping holes, and the positions of the primary grouting holes 1, the secondary grouting holes 2 and the supporting grouting holes 3 are adjusted; the positions of the primary grouting holes 1 and the secondary grouting holes 2 in the water-rich area and the supporting grouting holes 3 are dense, wherein the inner layer of the double-layer sleeve is a steel pipe with the wall thickness of 4mm, and the pipe wall of the outer steel pipe is provided with water-permeable holes.
Referring to fig. 5-6, S200 includes the steps of:
s210: drilling holes, wherein the grouting holes 4 are radially arranged on the tunnel face, the distance between the bottoms of the holes is 2.5m, and two rings of 540-46 grouting holes 4 are arranged;
s220: drilling by using a drill bit, wherein the core drill bit is adopted for drilling, the average drilling speed is 2m/h, and the drilling speed is reduced along with the increase of the drilling depth;
s230: preparing slurry, pouring cement, admixture and sand into a stirring cylinder, dry-stirring for about 30s, adding the required water, and stirring uniformly; pouring the required water into a stirring cylinder, starting a stirrer, slowly pouring the cement and the admixture under continuous stirring, and discharging when no lumps exist; adopt rapid hardening cream thick liquid to block up water and pour into, forbid earlier the ash and later the water that falls, for avoiding deposiing, the high-pressure wind is applied to the mud pit, circulating pump, agitator or manpower stir constantly, in addition, for reducing stifled water grout slurry loss, control grout diffusion range, when preparing rapid hardening cream thick liquid, according to the stifled water grouting condition in scene, deliver to the 0.5 of grouting the working face at the grout station: 1, adding special materials into pure cement grout to prepare grouting grout on site, adopting one-step grouting when the hole depths of the water plugging grouting hole and the auxiliary grouting hole are not more than 5m, and adopting segmented grouting when the hole depths are more than 5 m;
s240: and injecting slurry, injecting slurry according to a forward type, wherein the length of a grouting hole is 5-10m, the grouting is segmented, the grouting range is 5m outside the wheel opening line, after the grouting is finished, the drilling is checked, and if the grouting effect cannot meet the requirement, the drilling is encrypted to supplement the grouting.
In summary, the following steps: the invention provides a construction method for rapid seepage-proofing consolidation grouting plugging of a water-rich tunnel, which comprises the steps of pretreating a consolidation grouting area to reduce the water pressure of a grouting area, then forming consolidation grouting holes, grouting and sealing the holes, inserting reinforcing steel bars into the grouting holes to serve as main supports of the grouting holes during grouting and sealing the holes, then adopting an axial water plugging grouting method, arranging two rings 5 on a grout stop wall 6 in a step mode, grouting, diffusing and condensing the grouting to realize water blocking, aiming at the geology that the water-rich property is strong, the karst is strong and the development of the karst is strong, underground water is easy to seep to a hole body section along a bedrock joint and a fissure surface to form linear and gushing-shaped gushing water, the pressure of the water head is high, bearing water exists and gushing water is easy to form, and the construction quality of the tunnel is ensured by adopting the method that radial seepage-proofing consolidation treatment is matched with axial plugging of a tunnel face to realize rapid construction of the water-rich area.
Example four
A construction method for rapid seepage-proofing consolidation grouting plugging of a water-rich tunnel further comprises the following steps in the process of starting a stirrer:
a1, determining the rotation speed of the stirrer according to the water demand;
wherein the content of the first and second substances,
is the rotating speed of the stirrer,
in order to be able to obtain the desired amount of water,
is the volume of the mixing drum,
in order to be the acceleration of the gravity,
is the friction force between the stirring materials and the stirring blades,
is the length of the stirring blade;
a2, stirring by the stirrer according to the determined rotating speed of the stirrer, and simultaneously carrying out state detection on the stirred materials in the stirring barrel by a detection device according to the following formula;
wherein the content of the first and second substances,
in order to detect the value of the state,
is the first in the mixing drum
The degree of mixing of the individual blocks of the area,
is the first in the mixing drum
The degree of mixing of the individual blocks of the area,
the number of the area blocks for dividing the mixing drum is determined;
a3, determining whether to discharge according to the state detection value;
when state detection value
When the content of the organic acid is less than 0.05, the stirring materials in the stirring cylinder are discharged, the stirring machine is immediately stopped from rotating, and otherwise, the stirring is still required to be continued.
Has the advantages that: through above-mentioned technical scheme, can effectively avoid the rotational speed of mixer to lead to the stirring material to spill over or the rotational speed of mixer leads to the wasting of resources too slowly, carry out state real-time detection through detection device to the stirring material in the churn moreover, can automize and realize the judgement result whether the ejection of compact, convenient and fast.
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 (8)
1. A construction method for rapid seepage-proofing consolidation grouting plugging of a water-rich tunnel is characterized by comprising the following steps:
s100: consolidation grouting, namely pretreating a consolidation grouting area to reduce the water pressure of a grouting area, then forming consolidation grouting holes, grouting and sealing the holes, sealing the holes by adopting a full-hole grouting and sealing method, and leveling the hole openings;
s200: water plugging and grouting, wherein two rings (5) are arranged on the grout stop wall (6) in a step manner, 40-46 grouting holes (4) are formed in the peripheries of the two rings (5), and a full-hole grouting and hole sealing method is adopted for hole sealing and the hole opening is leveled;
s200, pouring the required water into a stirring cylinder, starting the stirrer, slowly pouring the cement and the admixture under continuous stirring, and stirring until the mixture is thick, uniform and consistent in color and does not have lumps for discharging;
the process of starting the blender comprises the following steps:
a1, determining the rotation speed of the stirrer according to the water demand;
wherein the content of the first and second substances,
is the rotating speed of the stirrer,
in order to be able to obtain the desired amount of water,
is the volume of the mixing drum,
in order to be the acceleration of the gravity,
is the friction force between the stirring materials and the stirring blades,
is the length of the stirring blade;
a2, stirring by the stirrer according to the determined rotating speed of the stirrer, and simultaneously carrying out state detection on the stirred materials in the stirring barrel by a detection device according to the following formula;
wherein the content of the first and second substances,
in order to detect the value of the state,
is the first in the mixing drum
The degree of mixing of the individual blocks of the area,
is the first in the mixing drum
The degree of mixing of the individual blocks of the area,
the number of the area blocks for dividing the mixing drum is determined;
a3, determining whether to discharge according to the state detection value;
when state detection value
When the content of the organic acid is less than 0.05, the stirring materials in the stirring cylinder are discharged, the stirring machine is immediately stopped from rotating, and otherwise, the stirring is still required to be continued.
2. The construction method for rapid seepage-proofing consolidation grouting plugging of the water-rich tunnel according to claim 1, wherein S100 comprises the following steps:
s110: pre-treating consolidation grouting; determining the positions of the opening area and the grouting hole, reducing the water pressure of the opening area, and adjusting the position of the grouting hole according to the water content difference of each position of the opening area;
s120: forming consolidation grouting holes, symmetrically taking holes from inside to outside, and forming holes in the marked support grouting hole (3), the marked primary grouting hole (1) and the marked secondary grouting hole (2) at intervals, wherein the aperture of the support grouting hole (3) is 90mm, and the apertures of the primary grouting hole (1) and the marked secondary grouting hole (2) are 60 mm;
s130: and (3) grouting the consolidation grouting hole, wherein the grouting pressure when the maximum deformation or lifting of the concrete lining is 0.5mm is taken as the maximum grouting pressure, primary grouting is adopted when the hole depth is not more than 5m, and segmented grouting is adopted when the hole depth is more than 5 m.
3. The construction method for rapid seepage-proofing consolidation grouting plugging of the water-rich tunnel according to claim 2, wherein S110 comprises the following steps:
s111: determining an opening area, and marking a primary grouting hole (1), a secondary grouting hole (2) and a supporting grouting hole (3) in the opening area;
s112: and water pumping holes are formed in the periphery of the perforated area by utilizing the double-layer sleeve and are used for reducing the water pressure of the perforated area, judging the position of the perforated area relative to water enrichment according to the water quantity pumped by the water pumping holes, and adjusting the positions of the primary grouting holes (1), the secondary grouting holes (2) and the supporting grouting holes (3).
4. The construction method for rapid seepage-proofing consolidation grouting plugging of the water-rich tunnel according to claim 2, characterized in that the maximum grouting pressure of the primary grouting hole (1) in the S130 is 1.0MPa, and the maximum grouting pressure of the secondary grouting hole (2) is 1.5 MPa.
5. The method of claim 2, wherein in step S130, the grouting hole is not deeper than 5m, the grouting hole is grouted once, the steel bar is inserted into the grouting hole at the same depth as the hole, the grouting pipe is inserted into the bottom of the grouting hole, the grout is poured at a rate of 1m/S, the grout filling rate is greater than 75%, and the grouting pipe exits the grouting hole at the same rate.
6. The construction method for rapid seepage-proofing consolidation grouting plugging of the water-rich tunnel according to claim 2, wherein the depth of the grouting hole in the step S130 is 5-10m, the segmental grouting adopted by the grouting hole is a two-stage grouting, and the two-stage grouting comprises the following steps:
s131: inserting a reinforcing steel bar with the same length as the depth of the hole into the grouting hole, inserting an orifice pipe at the end, wherein the length of the orifice pipe is 5m, and the wall thickness is 4 mm;
s132: inserting a grouting pipe into the bottom of the grouting hole, and grouting slurry at the speed of 1m/s until the grouting position is close to the orifice pipe, wherein the slurry filling rate is more than 75%, and the grouting pipe exits from the grouting hole at the same speed;
s133: and after the grout injected firstly is solidified, drawing out the orifice pipe, and then pouring the grout into the remaining 5 m-long grouting holes at the speed of 1 m/s.
7. The construction method for rapid seepage-proofing consolidation grouting plugging of the water-rich tunnel according to claim 2, wherein the depth of the grouting hole in the step S130 is 10-15m, the sectional grouting adopted by the grouting hole is three-section grouting, and the three-section grouting comprises the following steps:
s131: inserting a reinforcing steel bar with the same length as the depth of the hole into the grouting hole, inserting an orifice pipe into the end opening, wherein the length of the orifice pipe is 10m, and the wall thickness is 4 mm;
s132: inserting a grouting pipe into the bottom of the grouting hole, and grouting slurry at the speed of 1m/s until the grouting position is close to the orifice pipe, wherein the slurry filling rate is more than 75%, and the grouting pipe exits from the grouting hole at the same speed;
s133: when the grout injected firstly is solidified, replacing the orifice pipe with the length of 10m with the orifice pipe with the length of 5m, and then pouring the grout into the grouting hole at the speed of 1m/s until the grouting position is close to the orifice pipe;
s134: and after the reinjected grout is solidified, drawing out the orifice pipe, and then pouring the grout into the remaining 5 m-long grouting holes at the speed of 1 m/s.
8. The construction method for rapid seepage-proofing consolidation grouting plugging of the water-rich tunnel according to claim 1, wherein S200 comprises the following steps:
s210: drilling holes, wherein grouting holes (4) are radially arranged on the tunnel face, the distance between the bottoms of the holes is 2.5m, and 40-46 grouting holes (4) are arranged on the periphery of the two rings (5);
s220: drilling by using a drill bit, wherein the core drill bit is adopted for drilling, the average drilling speed is 2m/h, and the drilling speed is reduced along with the increase of the drilling depth;
s230: preparing slurry, pouring cement, admixture and sand into a stirring cylinder, dry-stirring for 30s, adding the required water, and stirring uniformly;
s240: and (3) injecting grout, injecting the grout according to a forward mode, wherein the length of a grouting hole (4) is 5-10m, grouting is segmented, the grouting range is 5m outside the wheel opening line, after grouting is finished, drilling is checked, and if the grouting effect cannot meet the requirement, encryption drilling is carried out to supplement grouting.
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