CN111396086A - Sleeve method curtain grouting construction method - Google Patents
Sleeve method curtain grouting construction method Download PDFInfo
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- CN111396086A CN111396086A CN202010216394.XA CN202010216394A CN111396086A CN 111396086 A CN111396086 A CN 111396086A CN 202010216394 A CN202010216394 A CN 202010216394A CN 111396086 A CN111396086 A CN 111396086A
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- 238000000034 method Methods 0.000 title claims abstract description 51
- 238000010276 construction Methods 0.000 title claims abstract description 24
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 98
- 238000005553 drilling Methods 0.000 claims abstract description 58
- 239000011440 grout Substances 0.000 claims abstract description 44
- 239000011435 rock Substances 0.000 claims abstract description 24
- 230000000694 effects Effects 0.000 claims abstract description 9
- 239000002002 slurry Substances 0.000 claims description 71
- 230000008569 process Effects 0.000 claims description 18
- 235000019353 potassium silicate Nutrition 0.000 claims description 13
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 13
- 239000007788 liquid Substances 0.000 claims description 7
- 239000004576 sand Substances 0.000 claims description 7
- 238000007711 solidification Methods 0.000 claims description 5
- 230000008023 solidification Effects 0.000 claims description 5
- 239000000440 bentonite Substances 0.000 claims description 4
- 229910000278 bentonite Inorganic materials 0.000 claims description 4
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 4
- 239000000945 filler Substances 0.000 claims description 4
- 239000002023 wood Substances 0.000 claims description 4
- 239000000701 coagulant Substances 0.000 claims description 3
- 238000009833 condensation Methods 0.000 claims description 2
- 230000005494 condensation Effects 0.000 claims description 2
- 239000004568 cement Substances 0.000 description 12
- 229910000831 Steel Inorganic materials 0.000 description 8
- 239000010959 steel Substances 0.000 description 8
- 238000009412 basement excavation Methods 0.000 description 6
- 238000002156 mixing Methods 0.000 description 6
- 230000003014 reinforcing effect Effects 0.000 description 6
- 238000009434 installation Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 4
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- 235000012765 Cannabis sativa ssp. sativa var. spontanea Nutrition 0.000 description 2
- 235000009120 camo Nutrition 0.000 description 2
- 235000005607 chanvre indien Nutrition 0.000 description 2
- 239000011521 glass Substances 0.000 description 2
- 239000011487 hemp Substances 0.000 description 2
- 230000002706 hydrostatic effect Effects 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 239000013055 pulp slurry Substances 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 241000512259 Ascophyllum nodosum Species 0.000 description 1
- 229920000742 Cotton Polymers 0.000 description 1
- 239000011398 Portland cement Substances 0.000 description 1
- 239000000654 additive Substances 0.000 description 1
- 230000000996 additive effect Effects 0.000 description 1
- 239000000853 adhesive Substances 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
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- 238000010586 diagram Methods 0.000 description 1
- BNIILDVGGAEEIG-UHFFFAOYSA-L disodium hydrogen phosphate Chemical compound [Na+].[Na+].OP([O-])([O-])=O BNIILDVGGAEEIG-UHFFFAOYSA-L 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 238000004880 explosion Methods 0.000 description 1
- 238000001125 extrusion Methods 0.000 description 1
- 239000008235 industrial water Substances 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 230000009191 jumping Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
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- 238000005192 partition Methods 0.000 description 1
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- 230000005855 radiation Effects 0.000 description 1
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- 239000002893 slag Substances 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- 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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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to the technical field of structural engineering, in particular to a casing method curtain grouting construction method, which comprises the following steps: s1, drilling an orifice pipe hole to a first preset depth, installing the orifice pipe, and grouting the orifice pipe; s2, checking the grouting effect of the orifice pipe; after the working face reaches the design strength, drilling a sleeve hole in the orifice pipe to a second preset depth; installing a sleeve and performing sleeve grouting; the second preset depth is greater than the first preset depth. Grouting is carried out through the orifice pipe, a grout stopping rock tray is formed in the range from the working face to the first preset depth, water gushing from small cracks is effectively avoided, and the orifice pipe is fixed in a drill hole, so that block falling from the hole wall is avoided.
Description
Technical Field
The invention relates to the technical field of structural engineering, in particular to a casing-method curtain grouting construction method.
Background
Curtain grouting is to form a impervious wall similar to a curtain by concreting in a range of 3-6 m (determined according to water burst pressure) outside an excavation contour line through grouting, so that the water seepage amount is controlled in a standard range after excavation, the extrusion of the surrounding water pressure to a tunnel can be resisted, and the effect of crushing surrounding rocks can be strengthened.
And (3) reinforcing the surrounding rock within the range of 3-6 m before the tunnel face to form a complete and compact grout stopping rock tray. And after the grout stopping rock is solidified stably, performing curtain grouting operation. When the water flow is large, the slurry can not be quickly solidified and can be flushed out, and the method is not suitable any more. The grout stopping wall method is to cast concrete wall of certain thickness (determined based on water gushing pressure) on the tunnel face and to increase steel bar to raise the breaking strength and shearing strength of grout stopping wall. After the tunnel face is completely sealed, the characteristic of the grout stopping wall that is stable and compact is used as the function of the grout stopping rock disk. And after the grout stopping wall reaches a certain strength, drilling and grouting operation is carried out. When the water burst pressure is extremely high and the surrounding rock is extremely broken, the slurry leakage at other positions such as the periphery, the inverted arch and the like cannot be ensured only by the slurry stopping wall, and the method is not applicable any more.
When curtain grouting is carried out on karst geology with water-rich fractures, fractures and broken zones in surrounding rocks are not uniformly distributed, but have one to several source fractures and broken zones with higher water pressure. The water pressure is large, so the two methods are not suitable.
Disclosure of Invention
The invention aims to: aiming at the problem that the existing construction method cannot be applied to curtain grouting of karst geology with developed water-rich cracks, a novel curtain grouting method is provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
a casing method curtain grouting construction method comprises the following steps:
s1, drilling an orifice pipe hole to a first preset depth, installing the orifice pipe, and grouting the orifice pipe;
s2, checking the grouting effect of the orifice pipe; after the working face reaches the design strength, drilling a sleeve hole in the orifice pipe to a second preset depth; installing a sleeve and performing sleeve grouting;
the second preset depth is greater than the first preset depth.
Grouting through the orifice pipe, grouting slurry into the cracks, and forming a grout stopping rock disk with a certain thickness within a range from the working surface to a first preset depth, so that the surrounding rock becomes a whole, and crack water burst in the subsequent process is avoided; fixing the orifice pipe in the drill hole, wherein the orifice pipe and the slurry solidified in the orifice pipe form a protective wall; when the sleeve pipe hole is drilled in the orifice pipe, the block falling of the hole wall from the working surface to the maximum water pressure depth range can be effectively avoided.
As a preferred aspect of the present invention, in step S2, the casing is installed while drilling the casing hole, and the orifice pipe grouting is performed.
When a pipe hole is drilled and sleeved, if a large number of cracks still exist in the distance from the first preset depth to the second preset depth, the sleeve cannot be drilled first and then installed, the sleeve is connected with a down-the-hole drill through the down-the-hole drill, and the drilling and the sleeving of the pipe hole and the installation of the sleeve are carried out simultaneously. And simultaneously, grouting is carried out through the orifice pipe, the slurry is continuously injected into the four walls of the newly drilled hole along with the depth of the drilled hole through the gap outside the sleeve pipe and is injected into the cracks, and the cracks between the first preset depth and the second preset depth are gradually and effectively solidified, so that the purpose of water plugging is achieved, and the collapse of the drilled hole is avoided. Drilling and casing installation are carried out simultaneously, and the fracture of new contact is gradually consolidated by orifice pipe grouting, so that collapse and water burst of the drilling are effectively avoided.
As a preferred scheme of the present invention, the first preset depth is a maximum water pressure depth, and the second preset depth is a drilling design depth; the maximum water pressure depth is determined by detecting a plurality of pre-drilled holes within the slurry water plugging range.
As the preferred scheme of the invention, after the water plugging range is determined, grouting parameters, grouting materials, the mixing proportion and the grouting amount are also determined; and measuring the hole position and the hole distribution.
The grouting parameters comprise grouting pressure, diffusion radius, grouting speed, single-hole grouting amount, rock mass fracture rate and slurry filling pump number. And during construction operation, adjusting grouting parameters according to the rock stratum, namely the slurry inlet condition.
The grouting material is cement and water glass, and the mixing proportion is adjusted according to the grouting condition in the construction.
As a preferred embodiment of the present invention, the amount of grouting per hole is calculated according to the following formula, Q = π (R)2-r2)Hnβ/168Hole(s)
Wherein R is the average radius of the reinforcing range, R is the average radius of the tunnel range, H is the grouting depth, namely the thickness of the filling reinforcing layer, n is the porosity of the rock mass, and β is the effective filling coefficient of the grout.
As a preferred scheme of the invention, the grouting holes are radially arranged in an umbrella shape from the working surface to the excavation direction during hole distribution, a plurality of circles are arranged in the drilled holes, the inner circle and the outer circle are patted in a quincunx shape, and the long holes and the short holes are combined.
When the maximum water pressure depth is determined by pre-drilling, holes with the quantity of 5% -10% of hole sites are randomly selected for pre-drilling, and the quantity and the positions of the pre-drilling holes are adjusted according to the water outlet points of the tunnel face. Until the obtained maximum water pressure depth value is stable.
As the preferred scheme of the invention, in the process of drilling the hole by the drilling hole pipe, the drilling speed, the water burst and the rock stratum are closely observed; and if a large amount of water gushing and sand gushing occur in the drilling process, stopping drilling, plugging by grouting to stop water, and continuing to drill forwards.
As a preferred scheme of the invention, when the orifice pipe grouting is non-pressure water flowing hole grouting, grout is adopted firstly. If slurry leaks from other parts in the grouting process, the coagulant is accelerated and/or the setting time is adjusted until thick slurry flows out from a gap between the orifice pipe and the orifice pipe hole, and then the grouting is stopped.
As a preferred scheme of the invention, when the orifice pipe grouting is pressure-bearing water-rich hole grouting, the slurry adopts cement-water-glass double-liquid slurry. And (3) if slurry leaks from other parts in the grouting process, adjusting the baume degree of the water glass, accelerating the condensation speed, and stopping grouting until thick slurry flows out from a gap between the orifice pipe and the orifice pipe hole.
As the preferred scheme of the invention, the checking grouting effect is that after the grouting is finished and the final setting period is passed, a gate valve at the rear end of the orifice pipe is slowly opened, and if the pulp flow continues, the gate valve can be closed to continue to wait for the solidification; if water flows out, the grouting fails, and grouting is carried out again; if the slurry fails repeatedly, fillers such as wood chips, bentonite, fine sand and the like are added into the slurry to block the cracks; and determining that the pulp flow and water flow phenomena do not occur any more in the process of pulp solidification, and achieving the design strength.
As a preferred scheme of the invention, when the casing is grouted, the grouting sequence is that the holes are drilled and grouted in sequence from the arch top to the inner partition hole, and the grouting is carried out in the sequence of firstly injecting the anhydrous hole, then injecting the water hole and finally injecting the multi-water hole.
In the preferred scheme of the invention, during the grouting of the orifice pipe and/or the casing pipe, before each grouting, the water pressure and the water quantity of the casing pipe drilling are measured, the slurry ratio is determined, and the grouting pressure is stopped.
The invention also provides a device for realizing the grouting method, which comprises an orifice pipe and a sleeve; the diameter of the sleeve is smaller than that of the orifice pipe; the sleeve is connected to the rear end of the orifice pipe through a flange and penetrates through the orifice pipe; the rear end of the orifice pipe is provided with a first double-slurry mixer and a first pressure relief valve; and the rear end of the sleeve is provided with a second double-slurry mixer and a second pressure release valve.
As a preferable scheme of the invention, the pipe wall of the orifice pipe is provided with a plurality of first holes which are arranged in a quincunx shape. When the orifice pipe is used for grouting, the grout enters a gap between the orifice pipe and the orifice pipe hole through the first hole, and can enter the small crack more easily.
As a preferable scheme of the invention, the wall of the sleeve is provided with a plurality of second holes which are arranged in a quincunx shape. The second holes are distributed on the part of the front section of the sleeve, which exceeds the orifice pipe. When the casing pipe is grouted, the grout enters the clearance at the outer side of the casing pipe through the second holes, and can enter the small cracks more easily. As a preferable scheme of the invention, the outer side of the sleeve is provided with a bulge, and the bulge is bound with a water-absorbing expansion object.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. according to the casing method curtain grouting construction method, aiming at karst geology developed by water-rich cracks, the maximum water pressure depth is determined by pre-drilling a plurality of holes, then grouting is carried out through the hole opening pipe, and grout is injected into the cracks from the working surface to the maximum water pressure depth range to form a grout stopping bedrock, so that crack water burst in the subsequent process is avoided; the orifice pipe is fixed in the drilled hole to form a protective wall, so that the block falling of the hole wall can be effectively avoided.
2. According to the casing-method curtain grouting construction method, the casing is installed while the hole is drilled in the orifice pipe, and the orifice pipe is simultaneously grouted, so that grouting of the orifice pipe can be instantly injected into a newly-contacted crack, and collapse and water burst of the drilled hole in the range from the maximum water pressure depth to the design depth are effectively avoided.
3. The invention also provides a device for conveniently implementing the method, and the device can quickly and conveniently implement the method for grouting the curtain by connecting the orifice pipe and the sleeve flange and arranging the double-slurry mixer and the pressure release valve at proper positions.
Drawings
FIG. 1 is a flow chart of a casing method curtain grouting construction method of the present invention.
FIG. 2 is a schematic diagram of orifice pipe grouting implementation of the casing method curtain grouting construction method of the invention.
Fig. 3 is a schematic view showing the simultaneous performance of orifice pipe grouting and casing grouting in the casing method curtain grouting construction method of the present invention.
FIG. 4 is a schematic view showing the arrangement of holes on a cross section in example 1 of the casing method curtain grouting construction method of the present invention; where the numbers in the excavation outline 105 are the serial numbers of the grout holes.
FIG. 5 is a schematic view of the hole site placement at A-A of FIG. 4.
Icon: 101-a palm surface; 102-small fractures; 103-large crevice; 104-sleeve holes; 105-excavating contour lines; 1061-first ring grouting hole; 1062-second ring grouting holes; 1063-third ring grouting hole; 1064-fourth ring grouting hole; 1065-fifth ring grouting hole; 1066-sixth ring grouting hole; 1067-seventh ring grouting hole; 1068-eighth ring grouting hole; 1-orifice tube; 11-a first reserved gate valve; 12-a first pressure relief valve; 13-a first double slurry mixer; 14-a first cement grout inlet valve; 15-a first water glass slurry inlet valve; 16-slurry flow direction of orifice pipe grouting; 17-orifice pipe grouting exhaust port; 2-a sleeve; 21-a second reserved gate valve; 22-a second pressure relief valve; 23-a second double slurry mixer; 24-a second cement grout inlet valve; 25-a second water glass slurry inlet valve; 26-direction of grout flow for casing grouting.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
The embodiment is a new Song le mountain tunnel curtain grouting construction method. A flow chart of the method is shown in fig. 1. In the tunnel construction range, the karst geology developed by the water-rich fractures exists, and as shown in fig. 2 or fig. 3, a plurality of small fractures 102 and a large fracture 103 exist on a palm surface 101 towards the drilling direction.
S1, determining grouting water plugging range, grouting parameters, grouting materials, mixing ratio and grouting amount; measuring hole positions and hole distribution; pre-drilling a plurality of holes, and detecting and determining the maximum water pressure depth;
grouting water plugging range: the loops are 6m outside the excavation outline 105 and the longitudinal direction is 27m per loop, i.e. the depth of the casing hole 104 is 27 m.
The grouting parameters are that the grouting pressure is 4-6 MPa, the diffusion radius is 2.5m, the grouting speed is 50-80L/min, the single-hole grouting amount is 9-14 m3, the rock mass fracture rate is 10%, and the grout filling coefficient is 0.8.
The grouting materials were as follows: cement, manufacturer Chongqing Fuhuang cement group Co., Ltd, model P042.5R ordinary portland cement; water glass, Chongqing Jima glass Limited, modulus 2.6-2.8, baume 35 Be' industrial water glass; additive, retarder disodium hydrogen phosphate; mixing water and clear water, and the water quality meets the standard requirement.
Grouting mixing proportion: water glass concentration 35 Be', cement slurry: water glass = 1: 0.8, water-cement ratio (W/C) = 1: 1, gel time 150 s.
And (3) determining the grouting amount, adopting filling grouting, and calculating the grouting amount of each hole by adopting the following formula:
Q =π(R2-r2)Hnβ/168hole(s)
In the formula, R is 14.88m of the average radius of the reinforcing range, R is 4.88m of the average radius of the tunnel range, H is 30m of the thickness of the filling reinforcing layer of the grouting depth, n is 10 percent of the porosity of the rock mass, and β is 0.8 percent of the effective filling coefficient of the grout.
The grouting amount per hole is Q =3.14 × (14.882-4.882) × 30 × 10% × 0.8.8/137 holes =10.7m3。
Measuring hole positions and distributing holes: according to design requirements, hole sites are aligned, drilling is carried out according to different hole site radiation angles, the deviation of the hole sites is required to be not more than +5cm, and the deviation of the angles is not more than + 0.5%. The grouting holes are arranged in an umbrella-shaped radial shape from the working surface to the excavation direction, the holes are drilled into a plurality of circles, the inner circle and the outer circle are arranged in a quincunx shape, and long holes and short holes are combined to achieve the purpose of full grouting without dead angles, the grout diffusion radius is 2.5m, the hole bottom distance is 2.5-3.0 m, the total number of the holes is 164 by 8 rings in one grouting, and the holes sequentially comprise a first ring grouting hole 1061, a second ring grouting hole 1062, a third ring grouting hole 1063, a fourth ring grouting hole 1064, a fifth ring grouting hole 1065, a sixth ring grouting hole 1066, a seventh ring grouting hole 1067 and an eighth ring grouting hole 1068 from outside to inside. As shown in fig. 4 and 5.
And pre-drilling 15 holes, recording the drilling speed, water burst, rock stratum and other conditions of each hole, and calculating the maximum water pressure depth to be 3 m.
S2, mounting the orifice pipe according to the hole site drilling orifice pipe hole to the maximum water pressure depth, and grouting the orifice pipe;
drilling a hole and a tube hole: drill 3m deep with XY-2PC impact drill. And in the early stage of drilling, low-speed drilling is adopted, and when the drilling machine is driven to a depth of about 0.5m and normally drills, the speed of the drilling machine is adjusted to the normal running speed. The drilling process should closely observe the drilling speed, water burst, rock stratum and other conditions, and make a record in time. If special conditions such as large water burst, sand burst and the like occur in the drilling process, the drilling must be stopped, and technical measures such as grouting, plugging, water stopping and the like are firstly adopted for treatment. Stopping grouting after the completion of water stopping is determined, and continuing forward drilling;
opening aperture and depth: the hole of the hole opening is drilled by a drill bit with the diameter of 130mm, the drilling depth is 3m, and the hole is exposed by 20-30 cm.
The method comprises the steps of installing a hole pipe, inserting a hole pipe with the length of 3.2m and the diameter of 108mm into a hole of a hollow pipe, exposing the hole pipe for 20-30 cm, wherein quincunx holes with the interval of 60cm × 60cm are arranged on the pipe wall of the hole pipe, the structure of the hole pipe 1 is characterized in that a first flange plate is welded at the outer end of the hole pipe 1 and used for connecting a sleeve 2 or an installation plug, a phi 48 steel pipe is opened and welded on the pipe wall at the position which is about 30cm away from the outer end of the hole pipe 1, a first reserved gate valve 11 and a first pressure release valve 12 are installed on the steel pipe, a threading is arranged at the other end of the steel pipe and used for connecting an outlet of a first double-slurry mixer 13, the first double-slurry mixer 13 comprises a first cement slurry inlet and a first water glass slurry inlet, a first cement slurry inlet valve 14 and a first water glass slurry inlet valve 15 are installed at the two slurry inlets, and after the hole pipe 1 is installed in the hole, a hemp thread is adopted for filling rock between the hole.
When the water burst pressure of the water-rich section is less than 2.0MPa, the orifice pipe is selected to be 3m, the drilling angle of the drilling machine can be well controlled, and the orifice pipe cannot be loosened due to sudden water burst collision. If the water burst pressure of part of holes is more than 2.0MPa, the length of the orifice pipe can be increased, and the friction force between the orifice pipe and the orifice pipe hole is increased to avoid the orifice pipe from loosening.
And grouting the orifice pipe, including non-pressure water flowing hole grouting and pressure-bearing water-rich hole grouting. When the orifice pipe is grouted, only the orifice pipe is installed, and a plug is installed at a first flange at the outer end of the orifice pipe to plug the outer end of the orifice pipe.
The slurry is made of cement slurry firstly without pressure water holes. As shown in figure 2, if slurry leaks from other parts in the grouting process, the coagulant can be accelerated to adjust the coagulation time and accelerate the coagulation speed until the effluent in the orifice pipe grouting exhaust port 17 between the orifice pipe and the orifice pipe gradually becomes turbid by clear water, and the grouting can be stopped after the concentrated slurry flows out finally. The first pre-existing gate valve of the orifice tube is then closed, at which point the first double slurry mixer can be removed and cleaned for subsequent reuse.
The pressure-bearing water-rich hole adopts water-slurry-glass double-liquid slurry when the water pressure is higher, the slurry is mixed by a first double-liquid slurry mixer and then is injected into the orifice pipe through a first reserved gate valve of the orifice pipe to carry out water-jacking grouting, and the baume degree of the water glass can be adjusted and the coagulation speed is accelerated if slurry leakage occurs at other parts in the grouting process. Until the effluent in the gap between the orifice pipe and the orifice pipe hole becomes turbid gradually by clear water, and finally the grouting can be stopped after the thick slurry flows out. The first pre-reserved gate valve of the orifice pipe is then closed, at which point the dual slurry mixer can be removed and cleaned for subsequent reuse.
Checking the grouting effect: after grouting is completed and final setting period is passed, slowly opening a first reserved gate valve of the orifice pipe, and if pulp flow continues, closing the first reserved gate valve to continue to wait for solidification; if water flows out, the grouting failure is indicated, the first double-liquid-slurry mixer is continuously installed, and grouting is carried out again; if the slurry fails repeatedly, fillers such as wood chips, bentonite, fine sand and the like can be added into the slurry to block the cracks; and determining that the pulp slurry is solidified and does not flow to the next procedure after the pulp slurry reaches a certain strength.
Drilling a sleeve, drilling the orifice pipe to the designed strength after grouting, and then drilling the orifice pipe to the designed depth by using a drill bit with the diameter of 90mm, wherein the length of the grouting section is 27m for one cycle; after the hole is drilled to the designed depth, the residual slag in the hole is cleaned by high-pressure air, and the smoothness of a grouting hole channel is ensured.
The method comprises the following steps of installing a sleeve, wherein the sleeve is a steel pipe with the diameter of 48mm, the front end of the steel pipe is processed into a funnel wedge shape, quincunx grouting holes with the interval of 50cm × 50cm and the diameter of 6mm are arranged on the pipe wall, the punched length range of the sleeve wall is completely arranged after passing through a 3m orifice pipe section, the length is determined by the fact that the sleeve wall can extend into a permeable karst crack, threading the outer end of the sleeve 2 and installing a second reserved gate valve 21, welding a second flange plate which is matched with a first flange plate of the orifice pipe at a position which is about 30cm away from the outer end of the sleeve, installing a second pressure release valve 22 and a second double-slurry mixer 23 at the outer end of the second reserved gate valve 21, and installing a second cement slurry inlet valve 24 and a second water glass slurry inlet valve 25 at two slurry inlets of.
Every 3m on the sleeve wall hoop welding 50cm long phi 10 round steel, hoop interval 10cm to ligature the water-absorbing expansion thing that has certain toughness such as rope made of hemp, cotton repeatedly on the round steel, the gross thickness is for being less than drilling radius 2~5cm, guarantees to stretch into in the drilling smoothly. After the manufacturing is finished, the sleeve is arranged in the drill hole, and the second flange of the sleeve is firmly connected with the first flange of the orifice pipe.
When a pipe hole is drilled and sleeved, if a large number of cracks still exist in the distance from the maximum water pressure depth to the designed depth, and the pipe cannot be drilled and then installed, the down-the-hole drill is used for connecting the pipe and the down-the-hole drill, so that the simultaneous operation of the drilling and the sleeving of the pipe hole and the installation of the pipe is realized. Meanwhile, grouting is carried out through the orifice pipe, as shown in figure 3, slurry is continuously injected into the four walls of a newly drilled hole along with the depth of the drilled hole through a gap between the casing and the outside of the casing and is injected into the crack, the newly contacted crack with the designed depth is effectively solidified under the maximum water pressure, the purpose of water plugging is achieved, and the collapse of the drilled hole is avoided. Drilling and casing installation are carried out simultaneously, and the newly contacted crack is solidified by grouting of the orifice pipe, so that collapse and water burst of the drilling are effectively avoided. And after the hole of the drill sleeve reaches the designed depth, and under the condition that water burst and the like do not occur, the next working procedure is carried out.
And (4) casing grouting, wherein before each grouting, the water pressure and water quantity of the casing hole are measured so as to adjust the slurry ratio and stop grouting pressure. The water output is usually measured by a doppler ultrasonic flow meter and the water pressure is measured by closing a high pressure gate valve and installing a high pressure water meter at the position of the check valve. And (3) casing grouting sequence, namely, sequentially drilling and grouting the separated holes from the top to the bottom from the vault, wherein the sequence of firstly injecting the anhydrous holes, then injecting the water holes and finally injecting the water holes is carried out. And (3) grouting according to the sequence: and (4) jumping holes at intervals from two sides to the middle of the grouting section, and gradually encrypting to achieve the purpose of reinforcing the agent density in multiple sequences. And after the grouting is started, the grouting pressure is controlled at any time. The grouting pressure gauge is arranged on a grout outlet pipe of the grouting pump, the average value of pressure swing is recorded during recording, and the pressure fluctuation range is not more than 20% of grouting pressure. When the pressure is suddenly and rapidly increased, the machine should be stopped immediately to prevent the explosion pipe from hurting people. And injecting the grout into the large cracks through casing grouting to form a grout stopping rock disk.
In order to prevent injected grout from being too early solidified to block a grouting channel and being washed away when the injected grout is not solidified, the change relation between the grouting amount and the grouting pressure is accurately measured, so that whether the grout mixing ratio needs to be adjusted or not is judged, parameters such as the grout proportion, the ash content and the like are detected, the grout performance is adjusted timely, and the grout performance is kept in the best state. The concentration of grouting slurry is gradually changed according to the principle of from thin to thick, thick slurry is injected to block the channel after the grouting amount reaches the expected amount, and the slurry of the pressure-free water karst geological section adopts pure cement slurry. And a pressure-bearing water part is arranged around the grouting hole, and the grout adopts cement-water glass double-liquid grout. The grout is injected from thick to thin or firstly double-grout and then single-grout, so that the grout injected firstly flows with the underground water and is solidified in the flow channel to block the underground water discharge channel, and then the grout is injected or single-grout is injected to press the grout along the water discharge crack in the injection hole. If the pulp leakage phenomenon is still continuously generated at the parts such as the palm surface and the like in the grouting process, fillers such as wood chip powder, dry kelp chips, bentonite, fine sand and the like can be added into the double-liquid pulp until the pulp leakage phenomenon is not generated any more.
The grouting pressure is controlled, the resistance of the grouting pressure is from the hydrostatic pressure of underground water, the frictional resistance of fracture walls, the self adhesive force of slurry, the resistance in a gelling process and the power for pushing the slurry to advance, reasonable grouting pressure is determined through tests, so that the fractures in the surrounding rock near the grouting holes are filled with the slurry and are diffused to a certain range, and the surrounding rock in the area to be reinforced can be completely covered and effectively consolidated by the designed grouting holes. According to the actual situation of the field, the grouting pressure is 2-3 times of the hydrostatic pressure.
Under the condition of finishing single-hole grouting, all holes of the pre-grouting reach the design final pressure and are stabilized for 10min, the grouting amount is not less than 80% of the design grouting amount, and the grouting speed is 1/4 of the starting grouting speed.
And (3) finishing the whole-section grouting standard, wherein all grouting accords with the single-hole finishing condition, the water inflow of the tunnel after grouting is less than 5m3/(d.m), and the grouting of the circulation section can be finished.
And (3) checking the grouting effect, after all grouting holes of one grouting section are completely grouted, drilling 3-5 holes to check the grouting effect, taking a rock core to observe the filling condition of the grout, simultaneously checking that the water inrush quantity in the holes is not more than 0.2L/min & m, and the water seepage quantity after the tunnel is excavated is less than 2.5L/min & m, otherwise, drilling holes for grouting supplement, wherein the water seepage quantity of the grouting checking holes is less than a design allowable value, and excavating the grout after the grout is solidified to reach the design strength.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A casing method curtain grouting construction method is characterized by comprising the following steps:
s1, drilling an orifice pipe hole to a first preset depth, installing the orifice pipe, and grouting the orifice pipe;
s2, checking the grouting effect of the orifice pipe; after the working face reaches the design strength, drilling a sleeve hole in the orifice pipe to a second preset depth; installing a sleeve and performing sleeve grouting;
the second preset depth is greater than the first preset depth.
2. The casing method curtain grouting construction method of claim 1, wherein in step S2, a casing is installed while drilling a casing hole, and a bore hole pipe grouting is performed.
3. The casing method curtain grouting construction method according to claim 1, wherein the first preset depth is a maximum water pressure depth, and the second preset depth is a drilling design depth; the maximum water pressure depth is determined by detecting a plurality of pre-drilled holes within the slurry water plugging range.
4. The casing method curtain grouting construction method according to claim 1, characterized in that in the process of drilling the pipe hole of the opening, the drilling speed, water burst and rock stratum conditions are closely observed; and if a large amount of water gushing and sand gushing occur in the drilling process, stopping drilling, plugging by grouting to stop water, and continuing to drill forwards.
5. The casing method curtain grouting construction method according to claim 1, wherein when grouting of the orifice pipe is non-pressure water flowing hole grouting, grout is adopted firstly;
if slurry leaks from other parts in the grouting process, the coagulant is accelerated and/or the setting time is adjusted until thick slurry flows out from a gap between the orifice pipe and the orifice pipe hole, and then the grouting is stopped.
6. The casing method curtain grouting construction method according to claim 1, characterized in that when the orifice pipe grouting is pressure-bearing water-rich hole grouting, cement-water-glass double-liquid grouting is adopted as the grouting liquid;
and (3) if slurry leaks from other parts in the grouting process, adjusting the baume degree of the water glass, accelerating the condensation speed, and stopping grouting until thick slurry flows out from a gap between the orifice pipe and the orifice pipe hole.
7. The casing method curtain grouting construction method according to claim 1, wherein after casing grouting is completed, grouting effect is checked; specifically, after the casing grouting is completed and the final setting period is over, a gate valve at the rear end of the orifice pipe is slowly opened, and if the flow continues, the gate valve can be closed to continue to wait for solidification; if water flows out, the grouting fails, and grouting is carried out again; if the slurry fails repeatedly, fillers such as wood chips, bentonite, fine sand and the like are added into the slurry to block the cracks; and determining that the pulp flow and water flow phenomena do not occur any more in the process of pulp solidification, and achieving the design strength.
8. The casing method curtain grouting construction method according to claim 1, characterized in that during orifice pipe grouting and/or casing grouting, before each grouting, the water pressure and water amount of the casing borehole are measured, the slurry ratio is determined, and the grouting pressure is stopped.
9. An apparatus for carrying out the method of any one of claims 1 to 8, comprising an orifice tube and a sleeve; the diameter of the sleeve is smaller than that of the orifice pipe; the sleeve is connected to the rear end of the orifice pipe through a flange and penetrates through the orifice pipe; the rear end of the orifice pipe is provided with a first double-slurry mixer and a first pressure relief valve; and the rear end of the sleeve is provided with a second double-slurry mixer and a second pressure release valve.
10. The apparatus of claim 9, wherein the orifice tube wall is provided with a plurality of first holes; the pipe wall of the sleeve is provided with a plurality of second holes, and the second holes are distributed on the part of the front section of the sleeve, which exceeds the orifice pipe.
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| CN112483040A (en) * | 2020-12-23 | 2021-03-12 | 莱芜莱新铁矿有限责任公司 | Mine water spraying treatment method |
| CN112855214A (en) * | 2021-02-03 | 2021-05-28 | 中煤科工集团西安研究院有限公司 | Construction method of hidden type water interception curtain for deeply-buried loose confined aquifer |
| CN113216149A (en) * | 2021-05-21 | 2021-08-06 | 浙江海聚科技有限公司 | Grouting process for advanced drilling |
| CN113582626A (en) * | 2021-08-25 | 2021-11-02 | 重庆川东南工程勘察设计院有限公司 | Grouting liquid, preparation method and application of grouting liquid in corrosion crushing zone reinforcement treatment |
| CN114032881A (en) * | 2021-08-31 | 2022-02-11 | 山东高速股份有限公司 | Sectional grouting reinforcement method for existing pile foundation |
| CN114439001A (en) * | 2022-01-28 | 2022-05-06 | 山东大学 | In-service pile foundation grouting reinforcement material and pile side directional grouting reinforcement method |
| CN114776253A (en) * | 2022-05-31 | 2022-07-22 | 中铁隧道局集团有限公司 | Curtain grouting construction device and method suitable for high-temperature hot spring water stratum |
| CN115306345A (en) * | 2022-08-15 | 2022-11-08 | 中国海洋石油集团有限公司 | Water stopping method for surrounding rock fractures of underground water-sealed cave depot |
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| CN114439001A (en) * | 2022-01-28 | 2022-05-06 | 山东大学 | In-service pile foundation grouting reinforcement material and pile side directional grouting reinforcement method |
| CN114776253A (en) * | 2022-05-31 | 2022-07-22 | 中铁隧道局集团有限公司 | Curtain grouting construction device and method suitable for high-temperature hot spring water stratum |
| CN115306345A (en) * | 2022-08-15 | 2022-11-08 | 中国海洋石油集团有限公司 | Water stopping method for surrounding rock fractures of underground water-sealed cave depot |
| CN115306345B (en) * | 2022-08-15 | 2023-09-26 | 中国海洋石油集团有限公司 | Water stopping method for surrounding rock cracks of underground water seal cave depot |
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