CN109441482B - Cup-shaped pre-grouting reinforcement method for full-section curtain grouting - Google Patents
Cup-shaped pre-grouting reinforcement method for full-section curtain grouting Download PDFInfo
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- CN109441482B CN109441482B CN201811402546.4A CN201811402546A CN109441482B CN 109441482 B CN109441482 B CN 109441482B CN 201811402546 A CN201811402546 A CN 201811402546A CN 109441482 B CN109441482 B CN 109441482B
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- 238000000034 method Methods 0.000 title claims abstract description 28
- 230000002787 reinforcement Effects 0.000 title claims abstract description 23
- 238000009412 basement excavation Methods 0.000 claims abstract description 35
- 230000002093 peripheral effect Effects 0.000 claims abstract description 34
- 238000010276 construction Methods 0.000 claims abstract description 30
- 239000011435 rock Substances 0.000 claims abstract description 22
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 31
- 230000003014 reinforcing effect Effects 0.000 claims description 27
- 238000003780 insertion Methods 0.000 claims description 15
- 230000037431 insertion Effects 0.000 claims description 15
- 238000013213 extrapolation Methods 0.000 claims description 12
- 238000007569 slipcasting Methods 0.000 claims description 10
- 239000011440 grout Substances 0.000 claims description 7
- 238000005553 drilling Methods 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 5
- 239000012528 membrane Substances 0.000 claims description 2
- 125000004122 cyclic group Chemical group 0.000 claims 2
- 230000008901 benefit Effects 0.000 abstract description 10
- 239000002002 slurry Substances 0.000 description 4
- 238000007599 discharging Methods 0.000 description 3
- 230000002265 prevention Effects 0.000 description 3
- 230000000903 blocking effect Effects 0.000 description 2
- 238000009792 diffusion process Methods 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 230000035699 permeability Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000008595 infiltration Effects 0.000 description 1
- 238000001764 infiltration Methods 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 239000002689 soil 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
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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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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Abstract
The invention discloses a cup-shaped pre-grouting reinforcement method for full-section curtain grouting, which is characterized in that a water-stopping rock pan formed by peripheral curtains and central hole bottoms through grouting, namely a cup bottom, the peripheral curtains comprise arch part pipe curtains to form a cup-shaped three-dimensional water-stopping reinforcement ring, a 10m water-stopping rock pan is reserved before entering a fault, an advanced pipe shed is adopted for grouting in the range of 120 degrees of the arch part to form a pipe curtain, and segmented retreating type deep hole grouting is adopted in other peripheral holes to form a 360-degree water-stopping reinforcement curtain around an excavation contour line, wherein the cup-shaped pre-grouting construction is carried out in three cycles; the time consumption of each cycle of cup-shaped grouting is reduced compared with the time of full-section curtain grouting, and the construction period benefit is obvious; both the cup type grouting scheme and the curtain grouting scheme meet the safety and feasibility requirements, but the curtain grouting cost and the construction period are not acceptable, and the cup type grouting scheme has obvious advantages. Therefore, the construction period benefit of the cup-shaped pre-grouting reinforcement method for full-section curtain grouting is more obvious.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a cup-shaped pre-grouting reinforcement method for full-section curtain grouting.
Background
At present, during tunnel construction, the principle of 'mainly discharging' is adopted for underground water discharge; for the tunnel to pass through the karst and the fracture and breakage zone, the expected underground water is larger, and when the ecological environment is influenced by discharging mainly, the principle of 'discharging mainly by blocking and limiting amount' is usually adopted, so that the aims of water playing effectiveness, water prevention, reliability, environmental protection, economy and reasonability are fulfilled.
The full-section curtain grouting is to arrange holes on the whole section, form a water-intercepting curtain through grouting to stop the infiltration of underground water, enhance the self-stability of stratum and reinforce surrounding rock mass, wherein the grouting reinforcement range is a certain range and a certain longitudinal length outside a tunnel excavation face and an excavation contour line, the rock mass is reinforced into a column shape, all the tunnel faces need to follow up during construction, full-section grouting construction is carried out, and how to complete full-section grouting in a geological complex section has certain construction difficulty and construction risk.
The method for grouting a full-section curtain and adding a grout stopping wall is an effective measure for solving the problems of complicated underground water burst and fault fracture zone construction and avoiding tunnel geological disasters at present. In the tunnel construction, proper slurry materials are pressed into a stratum crack by using matched mechanical equipment and adopting a grouting pump and a grouting hole, a water outlet crack is filled with slurry particles, the full-section curtain pre-grouting construction is implemented, the original water permeability of the stratum is improved, and a water cut curtain is manufactured in a certain range outside a tunnel excavation line so as to achieve the purposes of improving the performance of a rock stratum (soil), reducing the water permeability coefficient of the stratum, limiting or blocking water flow, achieving grouting and water plugging and providing conditions for tunnel excavation construction. The full-section curtain grouting and grout stopping wall is an effective measure for solving complicated underground water burst and fault fracture zone construction and avoiding geological disasters such as water burst and mud burst of a tunnel at present.
The method has the advantages of high technical requirement, complex construction process, long construction period and high cost, and can cause the remaining problem of water burst plugging and even cause secondary plugging rework if careless treatment is carried out, so a brand-new cup-shaped grouting scheme is required to replace a curtain grouting scheme, the grouting cost is reduced, and the construction period is shortened.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a cup-shaped pre-grouting reinforcement method for full-section curtain grouting, which improves the full-section curtain grouting, adopts a cup-shaped pre-grouting reinforcement concept, namely, a cup-shaped three-dimensional water-stopping reinforcement ring is formed by a peripheral curtain (including an arch pipe curtain) and a water-stopping rock disk (cup bottom) formed by central hole bottom grouting, and solves the two problems of water-rich fault water stopping and collapse prevention.
In order to achieve the purpose, the invention provides the following technical scheme:
a full section curtain slip casting cup type pre-slip casting reinforcing method comprises the following steps that a water-stopping rock tray formed by peripheral curtains and central hole bottom slip casting is adopted, namely the cup bottom, the peripheral curtains comprise arch pipe curtains to form a cup type three-dimensional water-stopping reinforcing ring, and cup type pre-slip casting construction is carried out in three cycles:
a first cycle: pre-grouting in a cup shape, wherein the length is 18m, excavating a micro step, arranging four annular holes on a tunnel face, and setting the aperture N of a grouting hole to be 56 mm;
and a second circulation: the length of the cup-shaped pre-grouting is 20m, grouting holes are overlapped with the first circulation for 3m, pre-support is reinforced by adopting an advanced pipe shed in the 120-degree range of an arch part, and grouting is carried out to form a water-stopping reinforcing pipe curtain; excavating the micro-steps, arranging four annular holes on the tunnel face, arranging 25 grouting pipe sheds at the arch part, and setting the aperture N of the rest grouting holes to be 48 mm;
and a third cycle: the length of the cup-shaped pre-grouting is 20m, the grouting holes are in lap joint with the second circulation by 3m, the 120-degree range of the arch part is pre-supported by adopting an advanced pipe shed in a reinforced mode, and the grouting forms a water-stopping reinforcing pipe curtain; the circulation pre-grouting is additionally provided with a circumferential hole which is used as a reinforced plan for storage; excavating the micro-steps, arranging four annular holes on the tunnel face, arranging 25 grouting pipe sheds at the arch part, and setting the aperture N of the rest grouting holes to be 48 mm.
As a further scheme of the invention, a 10m grout stopping rock disk is reserved before entering a fault, a pipe curtain is formed by adopting advanced pipe shed grouting in the 120-degree range of an arch part, and a 360-degree water stopping reinforcing curtain at the periphery of an excavation contour line is formed by adopting segmented retreating type deep hole grouting in other peripheral holes; grouting membrane bags are respectively installed at the positions 3m and 6m away from the bottom of the central hole, grouting pressurization filling is carried out to form a grout stop plug in the hole, bottom grouting is carried out, and a cup bottom water stop reinforcing rock tray is formed; by means of advanced pre-grouting, fault surrounding rock cracks are filled, broken rock bodies in front of the tunnel face are reinforced, and a three-dimensional water-stopping reinforcing ring is formed in a closed mode, so that a new channel is formed by underground water outside a tunnel excavation contour line, and safe excavation is achieved under the protection of an advanced pipe curtain.
As a further aspect of the present invention, the first cycle: the slip casting is in advance planted to the cup type, and four annulars are laid to the face, wherein:
1) four-ring hole: the aperture N1 is 22mm, and the periphery is segmented and injected with full holes;
upper step peripheral hole: the number n is 10, the hole depth L is 18m, the annular external insertion angle alpha is 6 degrees, the annular deviation is 1.89m, and the hole bottom is positioned at the outer side of the excavation contour line by 1.01 m;
lower step side wall peripheral hole: the number n is 4, the hole depth L is 23m, the horizontal external insertion angle alpha is 4.75 degrees, the horizontal deviation is 1.91m, and the hole bottom is positioned at the outer side of the excavation contour line by 1.03 m;
lower step bottom plate peripheral hole: the number n is 8, the hole depth L is 23m, the outward insertion angle alpha of the ring is 5.5 degrees, the ring direction deviates 2.21 degrees, and the hole bottom is positioned at the outer side of the excavation contour line by 1.04 m;
2) three ring holes: grouting the bottom of the hole with the diameter N2 being 18 mm;
step-up: the number n is 9, the hole depth L is 18m,
lower step side wall: the number n is 2, the hole depth L is 23m,
a lower step bottom plate: the number n is 7, the hole depth L is 23 m;
3) two ring holes: grouting the bottom of the hole with the diameter N3 being 12 mm;
step-up: the number n is 5, the hole depth L is 18m,
lower step side wall: the number n is 2, the extrapolation angle α is 0 °, and the hole depth L is 23 m;
a lower step bottom plate: the number n is 5, the extrapolation angle α is 0 °, and the hole depth L is 23 m;
4) core hole: grouting the bottom of the hole with the diameter N4 being 4 mm;
step-up: the number n is 2, the extrapolation angle α is 0 °, the hole depth L is 18m,
lower step side wall: the number n is 2, the extrapolation angle α is 0 °, and the hole depth L is 23 m.
As a further aspect of the invention, the second cycle: the slip casting is in advance planted to the cup type, and four annulars are laid to the face, wherein:
1) four-ring hole: the aperture N1 is 14mm, and the periphery is segmented and injected with full holes;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 4, the hole depth L is 25m,
a lower step bottom plate: the number n is 8, and the hole depth L is 25 m;
2) three ring holes: grouting the bottom of the hole with the diameter N2 being 18 mm;
step-up: the number n is 9, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 7, and the hole depth L is 25 m;
3) two ring holes: grouting the bottom of the hole with the diameter N3 being 12 mm;
step-up: the number n is 5, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 5, and the hole depth L is 25 m;
4) core hole: grouting the bottom of the hole with the diameter N4 being 4 mm;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 2 and the hole depth L is 25 m.
As a further aspect of the invention, the third cycle: the slip casting is in advance planted to the cup type, and four annulars are laid to the face, wherein:
1) four-ring hole: the aperture N1 is 14mm, and the periphery is segmented and injected with full holes;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 4, the hole depth L is 25m,
a lower step bottom plate: the number n is 8, and the hole depth L is 25 m;
2) three ring holes: grouting the bottom of the hole with the diameter N2 being 18 mm;
step-up: the number n is 9, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 7, and the hole depth L is 25 m;
3) two ring holes: grouting the bottom of the hole with the diameter N3 being 12 mm;
step-up: the number n is 5, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 5, and the hole depth L is 25 m;
4) core hole: grouting the bottom of the hole with the diameter N4 being 4 mm;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 2 and the hole depth L is 25 m.
As a further scheme of the invention, from the second cycle, the peripheral hole grouting is combined with the pipe shed exceeding the front part within 120 degrees of the arch part, a pipe shed working chamber is completed 3m before the hole bottom of the upper cycle grouting section, after each cycle of pre-grouting is completed, the grouting effect inspection is performed on the drilled holes, and the excavation operation can be performed after the water-stopping reinforcing effect is confirmed to be achieved.
As a further aspect of the invention, the third cycle: pre-grouting the cup type, reinforcing holes: the aperture Nb is 21mm, and the periphery is segmented and full-hole grouted:
1) upper step peripheral hole: the number n is 10, the hole depth L is 20m, the annular external insertion angle alpha is 5 degrees, the annular deviation is 1.75m, and the hole bottom is located at the outer side of the excavation contour line by 0.35 m;
2) lower step side wall peripheral hole: the number n is 4, the hole depth L is 25m, the horizontal external insertion angle alpha is 4.0 degrees, the horizontal deviation is 1.75m, and the hole bottom is located at 0.88m outside the excavation contour line;
3) lower step bottom plate peripheral hole: the number n is 7, the hole depth L is 25m, the circumferential outer angle α is 5.5 °, the circumferential offset is 2.41m, and the hole bottom is located 0.74m outside the excavation contour line.
As a further scheme of the invention, a gradual change pipe shed working chamber with the length of 7m and the distance from the bottom of a first circulation grouting hole by 3m is arranged in the range of the first circulation grouting section;
in the range of the second circulating grouting section, a gradual change pipe shed working chamber is arranged, the length of the gradual change pipe shed working chamber is 5.8m, and the gradual change pipe shed working chamber is 3m away from the bottom of a second circulating grouting hole;
and in the range of the third circulating grouting section, a gradual change pipe shed working chamber is arranged, the length of the gradual change pipe shed working chamber is 5.8m, and the gradual change pipe shed working chamber is 3m away from the bottom of a third circulating grouting hole.
In conclusion, compared with the prior art, the invention has the following beneficial effects:
the time consumption of each cycle of cup-shaped grouting is reduced compared with the time of full-section curtain grouting, and the construction period benefit is obvious.
Both the cup type grouting scheme and the curtain grouting scheme meet the safety and feasibility requirements, but the curtain grouting cost and the construction period are not acceptable, and the cup type grouting scheme has obvious advantages. Therefore, the construction period benefit of the cup-shaped pre-grouting reinforcement method for full-section curtain grouting is more obvious.
To more clearly illustrate the structural features and effects of the present invention, the present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
Drawings
FIG. 1 is a schematic diagram of cup-shaped grouting of a cup-shaped pre-grouting reinforcement method of full-section curtain grouting.
FIG. 2 is a cross-sectional view of the end point slurry diffusion of the cup-type pre-grouting reinforcement method of full-section curtain grouting.
Reference numerals: 1-tunnel face, 2-peripheral curtain, 3-arch pipe curtain, 4-water-stopping rock tray and 5-slurry diffusion outer contour line.
Detailed Description
The technical solution of the present invention is further described with reference to the accompanying drawings and specific embodiments.
Referring to fig. 1-2, a cup-shaped pre-grouting reinforcement method for full-section curtain grouting is characterized in that full-section curtain grouting is improved, and a cup-shaped pre-grouting reinforcement concept is adopted, namely a cup-shaped three-dimensional water-stopping reinforcement ring is formed by a peripheral curtain 2 (including an arch pipe curtain 3) and a water-stopping rock tray 4 (cup bottom) formed by central hole bottom grouting, so that two problems of water-rich fault water stopping and collapse prevention are solved.
And reserving a 10m grout stopping rock disk before entering a fault, grouting by adopting an advanced pipe shed within 120 degrees of an arch part to form a pipe curtain, and grouting other peripheral holes by adopting segmented retreating deep holes to form a 360-degree water stopping reinforcing curtain around an excavation contour line.
And (3) grouting film bags are respectively installed at positions 3m and 6m away from the bottom of the central hole, grouting pressurization is carried out to fill the central hole to form a grouting plug in the hole, bottom grouting is carried out, and a cup bottom water stopping and reinforcing rock tray is formed.
Through advanced pre-grouting, fault surrounding rock cracks are filled, broken rock bodies in front of the tunnel face 1 are reinforced, and a three-dimensional water-stopping reinforcing ring is formed in a closed mode, so that a new channel is constructed by underground water outside a tunnel excavation contour line, and safe excavation is achieved under the protection of an advanced pipe curtain.
A cup-shaped pre-grouting reinforcement method for full-section curtain grouting comprises three cycles of cup-shaped pre-grouting construction, and comprises the following specific steps:
a first cycle: the length of the cup-shaped pre-grouting is 18m, the advance support form adjustment is not considered temporarily in the circulation, and the advance horizontal hole probing condition of the next circulation is combined for determination; excavating the micro-steps, arranging four annular holes on the tunnel face 1, wherein the aperture N of a grouting hole is 56mm, and the diameter of the grouting hole is
1) Four-ring hole: the aperture N1 is 22mm, and the periphery is segmented and injected with full holes;
upper step peripheral hole: the number n is 10, the hole depth L is 18m, the annular external insertion angle alpha is 6 degrees, the annular deviation is 1.89m, and the hole bottom is positioned at the outer side of the excavation contour line by 1.01 m;
lower step side wall peripheral hole: the number n is 4, the hole depth L is 23m, the horizontal external insertion angle alpha is 4.75 degrees, the horizontal deviation is 1.91m, and the hole bottom is positioned at the outer side of the excavation contour line by 1.03 m;
lower step bottom plate peripheral hole: the number n is 8, the hole depth L is 23m, the loop outward insertion angle α is 5.5 °, the loop is circumferentially offset by 2.21, and the hole bottom is located outside the excavation contour line by 1.04 m.
2) Three ring holes: grouting the bottom of the hole with the diameter N2 being 18 mm;
step-up: the number n is 9, the hole depth L is 18m,
lower step side wall: the number n is 2, the hole depth L is 23m,
a lower step bottom plate: the number n is 7 and the hole depth L is 23 m.
3) Two ring holes: grouting the bottom of the hole with the diameter N3 being 12 mm;
step-up: the number n is 5, the hole depth L is 18m,
lower step side wall: the number n is 2, the extrapolation angle α is 0 °, and the hole depth L is 23 m;
a lower step bottom plate: the number n is 5, the extrapolation angle α is 0 °, and the hole depth L is 23 m.
4) Core hole: grouting the bottom of the hole with the diameter N4 being 4 mm;
step-up: the number n is 2, the extrapolation angle α is 0 °, the hole depth L is 18m,
lower step side wall: the number n is 2, the extrapolation angle α is 0 °, and the hole depth L is 23 m.
And a second circulation: the length of the cup-shaped pre-grouting is 20m, grouting holes are overlapped with the first circulation for 3m, pre-support is reinforced by adopting an advanced pipe shed in the 120-degree range of an arch part, and grouting is carried out to form a water-stopping reinforcing pipe curtain; excavating the micro-steps, arranging four ring holes on the tunnel face 1, arranging 25 arch grouting pipe sheds, and setting the aperture N of the rest grouting holes to be 48mm, wherein
1) Four-ring hole: the aperture N1 is 14mm, and the periphery is segmented and injected with full holes;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 4, the hole depth L is 25m,
a lower step bottom plate: the number n is 8 and the hole depth L is 25 m.
2) Three ring holes: grouting the bottom of the hole with the diameter N2 being 18 mm;
step-up: the number n is 9, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 7 and the hole depth L is 25 m.
3) Two ring holes: grouting the bottom of the hole with the diameter N3 being 12 mm;
step-up: the number n is 5, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 5 and the hole depth L is 25 m.
4) Core hole: grouting the bottom of the hole with the diameter N4 being 4 mm;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 2 and the hole depth L is 25 m.
And a third cycle: the length of the cup-shaped pre-grouting is 20m, the grouting holes are in lap joint with the second circulation by 3m, the 120-degree range of the arch part is pre-supported by adopting an advanced pipe shed in a reinforced mode, and the grouting forms a water-stopping reinforcing pipe curtain; the circulation pre-grouting is additionally provided with a circumferential hole which is used as a reinforced plan for storage; determining according to the grouting effect of the second circulation peripheral holes in the implementation process; excavating the micro-steps, arranging four ring holes on the tunnel face 1, arranging 25 arch grouting pipe sheds, and setting the aperture N of the rest grouting holes to be 48mm, wherein
1) Four-ring hole: the aperture N1 is 14mm, and the periphery is segmented and injected with full holes;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 4, the hole depth L is 25m,
a lower step bottom plate: the number n is 8 and the hole depth L is 25 m.
2) Three ring holes: grouting the bottom of the hole with the diameter N2 being 18 mm;
step-up: the number n is 9, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 7 and the hole depth L is 25 m.
3) Two ring holes: grouting the bottom of the hole with the diameter N3 being 12 mm;
step-up: the number n is 5, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 5 and the hole depth L is 25 m.
4) Core hole: grouting the bottom of the hole with the diameter N4 being 4 mm;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 2 and the hole depth L is 25 m.
And starting from the second cycle, performing grouting on the peripheral holes in combination with the combination of the pipe sheds before the arch part within 120 degrees, and completing the pipe shed working chamber 3m before the hole bottom of the upper cycle grouting section. And after each circulation of pre-grouting is finished, the grouting effect of the drilled hole is checked, and excavation operation can be carried out after the water stopping and reinforcing effect is confirmed to be achieved.
Wherein, the third cycle: pre-grouting the cup type, reinforcing holes: the aperture Nb is 21mm, and the periphery is segmented and full-hole grouted:
1) upper step peripheral hole: the number n is 10, the hole depth L is 20m, the annular external insertion angle alpha is 5 degrees, the annular deviation is 1.75m, and the hole bottom is located at the outer side of the excavation contour line by 0.35 m;
2) lower step side wall peripheral hole: the number n is 4, the hole depth L is 25m, the horizontal external insertion angle alpha is 4.0 degrees, the horizontal deviation is 1.75m, and the hole bottom is located at 0.88m outside the excavation contour line;
3) lower step bottom plate peripheral hole: the number n is 7, the hole depth L is 25m, the circumferential outer angle α is 5.5 °, the circumferential offset is 2.41m, and the hole bottom is located 0.74m outside the excavation contour line.
In the range of the first circulating grouting section, a gradual change pipe shed working chamber with the length of 7m is arranged and is 3m away from the bottom of the first circulating grouting hole.
In the range of the second circulating grouting section, a gradual change pipe shed working chamber is arranged, the length of the gradual change pipe shed working chamber is 5.8m, and the gradual change pipe shed working chamber is 3m away from the bottom of a second circulating grouting hole.
And in the range of the third circulating grouting section, a gradual change pipe shed working chamber is arranged, the length of the gradual change pipe shed working chamber is 5.8m, and the gradual change pipe shed working chamber is 3m away from the bottom of a third circulating grouting hole.
Test and test:
the construction cost and the construction period are compared according to 20m per cycle,
the cup-shaped pre-grouting reinforcement method of full-section curtain grouting comprises the following steps: the normal section had 56 holes per cycle, the drilling amounted to 1270 linear meters, and the reinforcement section had 77 holes per cycle, the drilling amounted to 1745 linear meters. Through field tests, the procedures of field preparation, orifice pipe installation, drilling, grouting pipe installation, grouting and the like are completed under normal conditions, and the comprehensive average time for each hole is 5 hours. The 50% boosting was calculated as an average of 66.5 grouting holes totaling 332.5 hours for 14 days.
The existing curtain grouting reinforcement method comprises the following steps: the grouting of the curtain is implemented in three stages every cycle, wherein the grouting length of the first stage is 6 meters, the grouting length of the second stage is 12 meters, the grouting length of the third stage is 20 meters, the number of grouting holes of each stage is 92, the total number of the grouting holes is 276, and the drilling length is 3496 linear meters. Through field tests, procedures such as installing orifice pipes, drilling, grouting and the like are completed, and each hole is comprehensively used for 4 hours. For a total of 1104 hours, for 46 days.
And (3) comparing construction periods:
the time consumption of cup type grouting per cycle is reduced by 32 days compared with full-section curtain grouting, and the construction period benefit is obvious.
In conclusion, the cup-type grouting and curtain grouting schemes meet the requirements on safety and feasibility, but the curtain grouting cost and the construction period are not acceptable, and the cup-type grouting has obvious advantages. Therefore, the construction period benefit of the cup-shaped pre-grouting reinforcement method for full-section curtain grouting is more obvious.
The technical principle of the present invention has been described above with reference to specific embodiments, which are merely preferred embodiments of the present invention. The protection scope of the present invention is not limited to the above embodiments, and all technical solutions belonging to the idea of the present invention belong to the protection scope of the present invention. Other embodiments of the invention will occur to those skilled in the art without the exercise of inventive faculty, and such will fall within the scope of the invention.
Claims (7)
1. The utility model provides a "cup type" of full section curtain slip casting reinforcement method in advance, the stagnant water rock mass that forms through peripheral curtain and centre bore hole bottom slip casting, the bottom of cup promptly, peripheral curtain contains arch pipe curtain, constitutes "cup type" three-dimensional stagnant water and consolidates the circle, its characterized in that, its cup type is the three circulation in advance slip casting construction, and the concrete step is as follows:
a first cycle: the cup-shaped pre-grouting is carried out, the length is 18m, the micro-step is excavated, four annular holes are distributed on the tunnel face, and the aperture N of each grouting hole is 56 mm;
and a second circulation: the length of the cup-shaped pre-grouting is 20m, grouting holes are overlapped with the first circulation for 3m, pre-supporting is strengthened by adopting an advanced pipe shed in the 120-degree range of an arch part, and grouting is carried out to form a water-stopping reinforced pipe curtain; excavating the micro-steps, arranging four annular holes on the tunnel face, arranging 25 grouting pipe sheds at the arch part, and setting the aperture N of the rest grouting holes to be 48 mm;
and a third cycle: the length of the cup-shaped pre-grouting is 20m, grouting holes are overlapped with the second circulation for 3m, pre-supporting is strengthened by adopting an advanced pipe shed in the 120-degree range of an arch part, and grouting is carried out to form a water-stopping reinforced pipe curtain; the circulation pre-grouting is additionally provided with a circumferential hole which is used as a reinforced plan for storage; excavating the micro-steps, arranging four annular holes on the tunnel face, arranging 25 grouting pipe sheds at the arch part, and setting the aperture N of the rest grouting holes to be 48 mm;
reserving a 10m grout stopping rock disk before entering a fault, forming a pipe curtain by adopting advanced pipe shed grouting in the 120-degree range of an arch part, and forming a 360-degree water stopping reinforcing curtain at the periphery of an excavation contour line by adopting segmented retreating type deep hole grouting in other peripheral holes; grouting membrane bags are respectively installed at the positions 3m and 6m away from the bottom of the central hole, grouting pressurization filling is carried out to form a grout stop plug in the hole, bottom grouting is carried out, and a cup bottom water stop reinforcing rock tray is formed; by means of advanced pre-grouting, fault surrounding rock cracks are filled, broken rock bodies in front of the tunnel face are reinforced, and a three-dimensional water-stopping reinforcing ring is formed in a closed mode, so that a new channel is formed by underground water outside a tunnel excavation contour line, and safe excavation is achieved under the protection of an advanced pipe curtain.
2. The method for reinforcing the full-face curtain grouting by the cup-shaped pre-grouting, according to claim 1, is characterized in that in the first cycle: "cup type" pre-grouting, four ring holes are laid on the face, wherein:
1) four-ring hole: the aperture N1 is 22mm, and the periphery is segmented and injected with full holes;
upper step peripheral hole: the number n is 10, the hole depth L is 18m, the annular external insertion angle alpha is 6 degrees, the annular deviation is 1.89m, and the hole bottom is positioned at the outer side of the excavation contour line by 1.01 m;
lower step side wall peripheral hole: the number n is 4, the hole depth L is 23m, the horizontal external insertion angle alpha is 4.75 degrees, the horizontal deviation is 1.91m, and the hole bottom is positioned at the outer side of the excavation contour line by 1.03 m;
lower step bottom plate peripheral hole: the number n is 8, the hole depth L is 23m, the outward insertion angle alpha of the ring is 5.5 degrees, the ring direction deviates 2.21 degrees, and the hole bottom is positioned at the outer side of the excavation contour line by 1.04 m;
2) three ring holes: grouting the bottom of the hole with the diameter N2 being 18 mm;
step-up: the number n is 9, the hole depth L is 18m,
lower step side wall: the number n is 2, the hole depth L is 23m,
a lower step bottom plate: the number n is 7, the hole depth L is 23 m;
3) two ring holes: grouting the bottom of the hole with the diameter N3 being 12 mm;
step-up: the number n is 5, the hole depth L is 18m,
lower step side wall: the number n is 2, the extrapolation angle α is 0 °, and the hole depth L is 23 m;
a lower step bottom plate: the number n is 5, the extrapolation angle α is 0 °, and the hole depth L is 23 m;
4) core hole: grouting the bottom of the hole with the diameter N4 being 4 mm;
step-up: the number n is 2, the extrapolation angle α is 0 °, the hole depth L is 18m,
lower step side wall: the number n is 2, the extrapolation angle α is 0 °, and the hole depth L is 23 m.
3. The method for reinforcing the full-face curtain grouting by the cup-shaped pre-grouting, according to claim 1, is characterized in that in the second cycle: "cup type" pre-grouting, four ring holes are laid on the face, wherein:
1) four-ring hole: the aperture N1 is 14mm, and the periphery is segmented and injected with full holes;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 4, the hole depth L is 25m,
a lower step bottom plate: the number n is 8, and the hole depth L is 25 m;
2) three ring holes: grouting the bottom of the hole with the diameter N2 being 18 mm;
step-up: the number n is 9, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 7, and the hole depth L is 25 m;
3) two ring holes: grouting the bottom of the hole with the diameter N3 being 12 mm;
step-up: the number n is 5, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 5, and the hole depth L is 25 m;
4) core hole: grouting the bottom of the hole with the diameter N4 being 4 mm;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 2 and the hole depth L is 25 m.
4. The method for reinforcing the full-face curtain grouting by the cup-shaped pre-grouting, according to claim 1, is characterized in that in a third cycle: "cup type" pre-grouting, four ring holes are laid on the face, wherein:
1) four-ring hole: the aperture N1 is 14mm, and the periphery is segmented and injected with full holes;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 4, the hole depth L is 25m,
a lower step bottom plate: the number n is 8, and the hole depth L is 25 m;
2) three ring holes: grouting the bottom of the hole with the diameter N2 being 18 mm;
step-up: the number n is 9, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 7, and the hole depth L is 25 m;
3) two ring holes: grouting the bottom of the hole with the diameter N3 being 12 mm;
step-up: the number n is 5, the hole depth L is 20m,
lower step side wall: the number n is 2, the hole depth L is 25m,
a lower step bottom plate: the number n is 5, and the hole depth L is 25 m;
4) core hole: grouting the bottom of the hole with the diameter N4 being 4 mm;
step-up: the number n is 2, the hole depth L is 20m,
lower step side wall: the number n is 2 and the hole depth L is 25 m.
5. The method for reinforcing the full-face curtain grouting in the cup-shaped pre-grouting manner according to claim 1, wherein from the beginning of the second cycle, the peripheral hole grouting is combined with the pipe shed which is more than the front part of the arch part within 120 degrees, a pipe shed working chamber is completed 3m before the hole bottom of the upper cycle grouting section, after the completion of each cycle of the pre-grouting, the hole drilling is checked for grouting effect, and the excavation operation can be performed after the water-stopping reinforcing effect is confirmed.
6. The method for reinforcing the full-face curtain grouting by the cup-shaped pre-grouting, according to claim 1, is characterized in that in a third cycle: the cup-shaped pre-grouting is performed, and reinforcing holes are formed: the aperture Nb is 21mm, and the periphery is segmented and full-hole grouted:
1) upper step peripheral hole: the number n is 10, the hole depth L is 20m, the annular external insertion angle alpha is 5 degrees, the annular deviation is 1.75m, and the hole bottom is located at the outer side of the excavation contour line by 0.35 m;
2) lower step side wall peripheral hole: the number n is 4, the hole depth L is 25m, the horizontal external insertion angle alpha is 4.0 degrees, the horizontal deviation is 1.75m, and the hole bottom is located at 0.88m outside the excavation contour line;
3) lower step bottom plate peripheral hole: the number n is 7, the hole depth L is 25m, the circumferential outer angle α is 5.5 °, the circumferential offset is 2.41m, and the hole bottom is located 0.74m outside the excavation contour line.
7. The method for reinforcing the cup-shaped pre-grouting of full-section curtain grouting according to claim 1, characterized in that in the range of the first cyclic grouting section, a gradual change pipe shed working chamber with the length of 7m and the distance of 3m from the bottom of the first cyclic grouting hole is arranged;
in the range of the second circulating grouting section, a gradual change pipe shed working chamber is arranged, the length of the gradual change pipe shed working chamber is 5.8m, and the gradual change pipe shed working chamber is 3m away from the bottom of a second circulating grouting hole;
and in the range of the third circulating grouting section, a gradual change pipe shed working chamber is arranged, the length of the gradual change pipe shed working chamber is 5.8m, and the gradual change pipe shed working chamber is 3m away from the bottom of a third circulating grouting hole.
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| CN110529121A (en) * | 2019-09-05 | 2019-12-03 | 北京建工土木工程有限公司 | A kind of water rich strata metro built by mining method mechanized construction method |
| CN110735653A (en) * | 2019-11-18 | 2020-01-31 | 太原理工大学 | deep-hole retreating type grouting water plugging construction method for igneous rock water-rich fault |
| CN111119951A (en) * | 2019-12-27 | 2020-05-08 | 中铁十六局集团第一工程有限公司 | Construction method for highway tunnel to pass through fault fracture zone water-rich cavity area |
| CN112392514A (en) * | 2020-12-09 | 2021-02-23 | 中国葛洲坝集团第一工程有限公司 | Tunnel curtain grouting construction method based on water-rich and highly permeable rock stratum |
| CN113898378B (en) * | 2021-09-21 | 2023-06-06 | 苏州大学 | Method for grouting in long-distance large-diameter jacking pipe in pipe curtain structure supporting construction |
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| CN101994513B (en) * | 2010-10-30 | 2013-01-02 | 中铁十二局集团第二工程有限公司 | Method for constructing tunnel by finishing full section curtain grouting from upper-half section |
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