CN108457670B - Construction method for large-section tunnel to penetrate through upper-hard lower-soft water-rich stratum - Google Patents
Construction method for large-section tunnel to penetrate through upper-hard lower-soft water-rich stratum Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 46
- 239000008234 soft water Substances 0.000 title claims abstract description 18
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 76
- 239000011435 rock Substances 0.000 claims abstract description 64
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 55
- 239000002689 soil Substances 0.000 claims abstract description 36
- 238000004078 waterproofing Methods 0.000 claims abstract description 16
- 238000009412 basement excavation Methods 0.000 claims description 34
- 230000002787 reinforcement Effects 0.000 claims description 19
- 238000005507 spraying Methods 0.000 claims description 11
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 5
- 238000005422 blasting Methods 0.000 claims description 4
- 230000002093 peripheral effect Effects 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- 238000000034 method Methods 0.000 abstract description 8
- 238000005516 engineering process Methods 0.000 abstract description 3
- 230000007547 defect Effects 0.000 abstract description 2
- 230000000149 penetrating effect Effects 0.000 abstract description 2
- 230000000694 effects Effects 0.000 description 4
- 238000012986 modification Methods 0.000 description 3
- 230000004048 modification Effects 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 239000002002 slurry 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
- E21D11/006—Lining anchored in the rock
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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
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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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
- E21D20/00—Setting anchoring-bolts
- E21D20/003—Machines for drilling anchor holes and setting anchor bolts
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Abstract
The invention discloses a construction method for a large-section tunnel to penetrate through a water-rich stratum with a hard upper part and a soft lower part, which comprises the following specific steps: (1) the vault is strengthened in advance; (2) reserving a hard rock layer in the upper hard rock stratum; (3) excavating and primarily supporting hard rocks on the upper part in a distributed manner; (4) the core soil area of the lower weak water-rich stratum is reinforced and waterproof in advance; (5) reserving a reinforcing layer in the core soil area of the lower weak water-rich stratum; (6) excavating a core soil area of a weak water-rich stratum at the lower part; (7) pre-reinforcing and waterproofing an unexcavated area of a lower weak water-rich stratum and a surrounding rock area within a preset range; (8) excavating and primarily supporting an unexcavated area of a lower weak water-rich stratum step by step; (9) constructing an inverted arch and a second lining. The construction method makes up the defects of the prior art, fills the gap of the construction technology of the large-section tunnel penetrating through the upper hard and lower soft water-rich stratum, and is safe and efficient in the whole construction process.
Description
Technical Field
The invention relates to a construction method of a large-section tunnel, in particular to a construction method of a large-section tunnel for penetrating through a hard-top and soft-bottom water-rich stratum.
Background
In China, the geological conditions of a certain part of areas are relatively complex, and the complex geological conditions are inevitably encountered in tunnel construction. The complex geological condition brings great difficulty for tunnel construction, leads to the construction loaded down with trivial details, and the country rock is stable difficult to control, crisis personnel and tunnel structure safety. Particularly, when a tunnel in a hard upper and soft lower water-rich stratum is constructed, the phenomena of water gushing, mud outburst and instability and collapse of surrounding rocks are easy to occur. However, the existing tunnel construction technology still has no safe and efficient construction method for the water-rich stratum with the hard top and the soft bottom, so that a safe and efficient construction method for a large-section tunnel to penetrate through the water-rich stratum with the hard top and the soft bottom is urgently needed.
Disclosure of Invention
The invention provides a construction method for a large-section tunnel to penetrate through a hard-top soft-bottom water-rich stratum, which can make up for the defects of the prior art and fill the gap of the construction technology for the large-section tunnel to penetrate through the hard-top soft-bottom water-rich stratum.
A construction method for a large-section tunnel to penetrate through a hard-upper soft-lower water-rich stratum comprises the steps of confirming a boundary of the hard-upper stratum and the soft-lower hard-rock stratum according to geological survey data, and dividing the hard-upper stratum and the soft-lower water-rich stratum; meanwhile, determining the span d and the height h of the large-section tunnel to be constructed; the construction method for the large-section tunnel to penetrate through the upper hard and lower soft water-rich stratum comprises the following specific steps:
step one, arch crown advanced reinforcement: a reinforcing device is arranged in the arch crown range in an annular mode to reinforce the arch crown;
step two, reserving a hard rock stratum in the upper hard rock stratum: reserving a reserved hard rock layer with a preset thickness upwards in the upper hard rock stratum along the boundary of the soft and hard strata;
step three, upper hard rock distribution excavation and primary support: dividing the area except the reserved hard rock layer in the upper hard rock stratum into a left area, a middle area and a right area, constructing the middle area, and temporarily sealing the side wall and the vault; then reinforcing to ensure supporting along with excavation; after the tunnel face of the middle area is pushed forward to a preset distance, simultaneously constructing the left area and the right area according to the construction method of the middle area, and fixing the corners of the two sides;
step four, reinforcing and waterproofing the core soil area of the lower weak water-rich stratum in advance: after the tunnel faces of the left area and the right area are pushed forward to a preset distance, punching holes in the reserved hard rock layer, and grouting, reinforcing and waterproofing the core soil area;
step five, reserving a reinforcing layer in the core soil area of the lower weak water-rich stratum: excavating a reserved hard rock stratum and a reinforced core soil area, and taking a reinforcing layer with a preset width inwards reserved along the peripheral edge in the core soil area as a temporary supporting structure;
step six, excavating a core soil area of a lower weak water-rich stratum: when the core soil excavation region except the reinforcing layer on the core soil region is excavated, grouting, reinforcing and waterproofing are timely performed on the non-excavation regions on the two sides and the weak surrounding rock within the preset range every time the preset depth is excavated, and supporting along with excavation is guaranteed;
seventhly, reinforcing and preventing water in the un-excavated area of the weak water-rich stratum at the lower part and the surrounding rock area within a preset range in advance: after the reserved reinforcing layer is excavated, grouting, reinforcing and waterproofing are carried out on the soft surrounding rock in the lower non-excavated area and the preset range;
step eight, excavating and primarily supporting an unearthed area of the lower weak water-rich stratum step by step: dividing the remaining area to be excavated in the lower weak water-rich stratum into a left advanced reinforcing area, a right advanced reinforcing area and a lower advanced reinforcing area, breaking the reserved reinforcing layer, excavating the left advanced reinforcing area and the right advanced reinforcing area simultaneously, and temporarily sealing the side wall; then fixing the side wall, ensuring the support along with the excavation, and fixing the arch foot position;
ninth, constructing an inverted arch and a second lining: excavating the lower advanced reinforcement area after the tunnel faces of the left advanced reinforcement area and the right advanced reinforcement area are advanced forward to a preset distance, and applying an inverted arch and a second lining in time;
and step ten, repeating the step one to the step nine until the whole tunnel construction is finished.
Preferably, the reinforcing device in the first step is a small advancing conduit, the arch crown advancing reinforcement is realized by arranging □ 42 small advancing conduits within 120 degrees of the arch crown, the length of the small advancing conduits is 5m, the circumferential distance is 0.35m, the longitudinal distance is 3.5m, and an included angle of 15 degrees is formed between the small advancing conduits and the horizontal direction.
Preferably, in the third step, smooth blasting is adopted to construct the middle area, the side walls are temporarily closed by spraying C25 early strength concrete with the thickness of 10cm, and the arch crown is temporarily closed by spraying C25 early strength concrete with the thickness of 5 cm; then, a first radial anchor rod is drilled, a reinforcing mesh is hung, the primary rock spraying surface is re-sprayed to the thickness of 25cm, and supporting along with excavation is guaranteed; and when the left area and the right area are constructed, a first foot locking anchor rod is applied to fix the corners at the two sides.
Preferably, the first radial anchor has a specification of □ 25, and a length L of 5 m; the first foot locking anchor rod is a hot-rolled seamless steel pipe with the specification of □ 42, the wall thickness t being 4mm and the length L being 6m, the first foot locking anchor rod forms an included angle of 30 degrees with the horizontal direction, and the longitudinal distance is 1 m.
Preferably, in the fourth step, a small-sized drilling machine is adopted to drill holes on the reserved hard rock layer; and grouting, reinforcing and waterproofing the core soil area by adopting a sleeve valve pipe.
Preferably, □ 42 is adopted as the sleeve valve tube, the wall thickness t is 4mm PVC tube, the distance between the sleeve valve tubes is 1.5m, two rows of sleeve valve tubes are densely arranged at the edge of the reinforced area, the width of the reinforced area is 0.6d, and the depth is 0.4 h.
Preferably, in the seventh step, the sleeve valve pipe is used for grouting, reinforcing and waterproofing, the sleeve valve pipe is □ 42 PVC pipe with wall thickness t equal to 4mm, and the distance between the sleeve valve pipes is 1 m.
Preferably, in the step eight, the side wall is temporarily sealed by spraying C25 early strength concrete with the thickness of 5cm, then a second radial anchor rod is arranged, a reinforcing mesh is hung, the primarily sprayed rock surface is sprayed to the thickness of 25cm again, supporting along with excavation is guaranteed, and a second foot locking anchor rod is arranged at the arch foot position for fixing.
Preferably, the second radial anchor has a specification of □ 25, and a length L of 5 m; the second foot-locking anchor rod is a hot-rolled seamless steel pipe with the specification of □ 42, the wall thickness t being 4mm and the length L being 6m, and the second foot-locking anchor rod forms an included angle of 30 degrees with the horizontal direction and has a longitudinal distance of 1 m.
Compared with the traditional excavation method, the construction method for the large-section tunnel to penetrate through the upper hard and lower soft water-rich stratum greatly improves the construction safety, avoids the phenomena of water gushing, mud outburst and the like in the excavation process, and has particularly obvious effect in the upper hard and lower soft water-rich stratum; the stability of the tunnel is greatly improved, the construction risk is greatly reduced, and the social and economic benefits are remarkable.
Drawings
FIG. 1 is a construction flow chart of the present invention;
FIG. 2 is a schematic diagram of a soft-hard formation boundary according to the present invention;
FIG. 3 is a schematic illustration of the excavation of an upper hard rock formation according to the present invention;
FIG. 4 is a schematic view of advanced reinforcement of core soil of a weak water-rich stratum at the lower part of the invention;
FIG. 5 is a schematic view of a reinforcing layer reserved in a weak water-rich stratum at the lower part of the invention;
FIG. 6 is a schematic view of advanced reinforcement of an un-excavated area of a lower weak water-rich stratum according to the invention;
FIG. 7 is a schematic view of the excavation of the weak water-rich stratum at the lower part of the invention;
FIG. 8 is a schematic view of the inverted arch and the secondary liner of the present invention.
Description of reference numerals:
1-upper hard rock stratum, 2-lower soft water-rich stratum, 3-left side area, 4-middle area, 5-right side area, 6-advanced small conduit, 7-first radial anchor rod, 8-reserved hard rock stratum, 9-core soil area, 10-reinforcing layer, 11-core soil excavation area, 12-left side advanced reinforcing area, 13-right side advanced reinforcing area, 14-lower side advanced reinforcing area, 15-surrounding rock advanced reinforcing area, 16-first foot locking anchor rod, 17-second foot locking anchor rod, 18-second radial anchor rod, 19-inverted arch and 20-lining.
Detailed Description
The technical solution of the present invention will be clearly and completely described below with reference to the accompanying drawings and specific embodiments.
As shown in fig. 1 to 8, a construction method for a large-section tunnel to penetrate through a hard-upper soft-lower water-rich stratum, wherein a boundary between the hard and soft strata is confirmed according to geological survey data, and as shown in fig. 2, an upper hard rock stratum 1 and a lower soft-lower water-rich stratum 2 are divided; meanwhile, determining the span d and the height h of the large-section tunnel to be constructed; the construction method for the large-section tunnel to penetrate through the upper hard and lower soft water-rich stratum comprises the following specific steps:
step one, arch crown advanced reinforcement: a reinforcing device is arranged in the arch crown range in an annular mode to reinforce the arch crown;
step two, reserving a hard rock stratum in the upper hard rock stratum: as shown in fig. 3, a reserved hard rock layer 8 with a preset thickness is reserved upwards in the upper hard rock stratum 1 along the boundary of the soft and hard strata; wherein, the preset thickness is determined according to specific geological survey data, such as reserving at least 1m thick reserved hard rock 8;
step three, upper hard rock distribution excavation and primary support: as shown in fig. 3, the area of the upper hard rock stratum 1 except the reserved hard rock layer 8 is divided into a left area 3, a middle area 4 and a right area 5, the middle area 4 is constructed by smooth blasting, and the side walls and the vault are temporarily sealed; then reinforcing to ensure supporting along with excavation; after the face of the middle area 4 is pushed forward to a preset distance, simultaneously constructing the left area 3 and the right area 5 according to the construction method of the middle area 4, and fixing the corners at two sides;
step four, reinforcing and waterproofing the core soil area of the lower weak water-rich stratum in advance: as shown in fig. 4, after the tunnel faces of the left area 3 and the right area 5 are pushed forward to a preset distance, a small-sized drilling machine is used for drilling holes on the reserved hard rock layer 8, and grouting, reinforcing and waterproofing operation is carried out on the core soil area 9;
step five, reserving a reinforcing layer in the core soil area of the lower weak water-rich stratum: as shown in fig. 4 and 5, excavating a reserved hard rock layer 8 and a reinforced core soil area 9, and reserving a reinforcing layer 10 with a preset width inwards along the peripheral edge in the core soil area 9 as a temporary supporting structure; the preset width is set according to specific requirements, for example, a reinforcing layer 10 with a width of at least 1m can be reserved inwards along the peripheral edge to serve as a temporary supporting structure;
step six, excavating a core soil area of a lower weak water-rich stratum: as shown in fig. 5 and 6, when the core soil excavation region 11 except the reinforcing layer 10 on the core soil region 9 is excavated, grouting, reinforcing and waterproofing are timely performed on the non-excavation regions on the two sides and the weak surrounding rock within the preset range every time the preset depth is excavated, so as to ensure that the supporting is performed along with the excavation; the preset depth can be 1m, the preset range can be at least 2m, namely, grouting, reinforcing and waterproofing are timely carried out on the non-excavated areas on the two sides and the weak surrounding rock within the range of at least 2m every excavation depth of 1m, and the excavation and reinforcing are guaranteed;
seventhly, reinforcing and preventing water in the un-excavated area of the weak water-rich stratum at the lower part and the surrounding rock area within a preset range in advance: after the reserved reinforcing layer 10 is excavated, grouting sleeve valve pipes for reinforcing and preventing water in a lower non-excavated area and the weak surrounding rock within a preset range; wherein the preset range may be a range of at least 2 m;
step eight, excavating and primarily supporting an unearthed area of the lower weak water-rich stratum step by step: as shown in fig. 7, dividing the remaining area to be excavated in the lower weak water-rich stratum 2 into three areas, namely a left advanced reinforcement area 12, a right advanced reinforcement area 13 and a lower advanced reinforcement area 14, removing the reserved reinforcement layer 10, excavating two areas, namely the left advanced reinforcement area 12 and the right advanced reinforcement area 13, and temporarily closing the side wall; then fixing the side wall, ensuring the support along with the excavation, and fixing the arch foot position;
ninth, constructing an inverted arch and a second lining: as shown in fig. 8, after the tunnel faces of the two areas, i.e. the left advanced reinforced area 12 and the right advanced reinforced area 13, are advanced to a preset distance, the lower advanced reinforced area 14 is excavated, and an inverted arch 19 and a second liner 20 are applied in time;
and step ten, repeating the steps from the first step to the ninth step until the whole tunnel construction is finished.
Preferably, the reinforcing device in the first step is a leading small catheter 6, the vault leading reinforcement is realized by driving □ 42 leading small catheters 6 within 120 degrees of the vault, the length is 5m, the circumferential distance is 0.35m, the longitudinal distance is 3.5m, and an included angle of 15 degrees is formed between the leading small catheter 6 and the horizontal direction.
Preferably, in the third step, smooth blasting is adopted to construct the middle area 4, the side walls are temporarily closed by spraying C25 early strength concrete with the thickness of 10cm, and the arch tops are temporarily closed by spraying C25 early strength concrete with the thickness of 5 cm; then, a first radial anchor rod 7 is drilled, a reinforcing mesh is hung, the primary rock spraying surface is re-sprayed to the thickness of 25cm, and supporting along with excavation is guaranteed; when the left side area 3 and the right side area 5 are constructed, the first foot locking anchor rod 16 is applied to fix the corners at the two sides. Wherein the number of first radial anchors 7 and first foot-lock anchors 16 can be increased as appropriate depending on the field situation.
Preferably, the first radial anchor 7 has a specification of □ 25, and a length L of 5 m; the first foot anchor 16 is a hot-rolled seamless steel tube with the specification of □ 42, the wall thickness t being 4mm, and the length L being 6m, and the first foot anchor 16 forms an angle of 30 degrees with the horizontal direction, and the longitudinal distance is 1 m.
Preferably, in the fourth step, a small-sized drilling machine is adopted to drill the reserved hard rock layer 8; the sleeve valve pipes are filled with slurry to reinforce and prevent water in the core soil region 9, □ 42 are adopted as the sleeve valve pipes, the wall thickness t is 4mm PVC pipes, the sleeve valve pipes are arranged in a staggered mode, the distance between every two adjacent sleeve valve pipes is 1.5m, two rows of sleeve valve pipes are densely arranged at the edge of a reinforcing region, the width of the reinforcing range is 0.6d (namely, the reinforcing range is 0.3d on the left and right by taking the central axis of the tunnel as a reference), and the depth is 0.4 h.
Preferably, in the seventh step, the sleeve valve pipe is used for grouting, reinforcing and waterproofing, the sleeve valve pipe is □ 42 PVC pipe with wall thickness t equal to 4mm, and the distance between the sleeve valve pipes is 1 m.
Preferably, in the step eight, the middle side wall is temporarily closed by spraying C25 early strength concrete with the thickness of 5cm, then the second radial anchor rods 18 are arranged, the reinforcing mesh is hung, the primarily sprayed rock surface is sprayed to the thickness of 25cm again, supporting along with excavation is guaranteed, and the second foot locking anchor rods 17 are arranged at the arch foot positions for fixing.
Preferably, the second radial anchor 18 has a gauge of □ 25, and a length L of 5 m; the second foot-locking anchor 17 is a hot-rolled seamless steel tube with the specification of □ 42, the wall thickness t being 4mm and the length L being 6m, the second foot-locking anchor 17 forms an included angle of 30 degrees with the horizontal direction, and the longitudinal distance is 1 m. Wherein the number of the second radial anchor rods 18 and the second foot-locking anchor rods 17 can be increased appropriately according to the field situation.
During operation, can excavate big section tunnel according to above-mentioned step, specifically be: (1) the vault is strengthened in advance; (2) reserving a hard rock layer in the upper hard rock stratum; (3) excavating and primarily supporting hard rocks on the upper part in a distributed manner; (4) the core soil area of the lower weak water-rich stratum is reinforced and waterproof in advance; (5) reserving a reinforcing layer in the core soil area of the lower weak water-rich stratum; (6) excavating a core soil area of a weak water-rich stratum at the lower part; (7) pre-reinforcing and waterproofing an unexcavated area of a lower weak water-rich stratum and a surrounding rock area within a preset range; (8) excavating and primarily supporting an unexcavated area of a lower weak water-rich stratum step by step; (9) constructing an inverted arch and a second lining. The whole process adopts the operation with pertinence in subareas, and excavation and supporting are carried out simultaneously, so that the stability of the tunnel is ensured, the smooth excavation is ensured, and the construction risk is reduced.
The construction method for the large-section tunnel to penetrate through the upper hard and lower soft water-rich stratum greatly improves the construction safety, avoids the phenomena of water gushing, mud outburst and the like in the excavation process, and has particularly obvious effect in the upper hard and lower soft water-rich stratum; the stability of the tunnel is greatly improved, the construction risk is greatly reduced, and the social and economic benefits are remarkable.
It will be apparent to those skilled in the art that various changes and modifications may be made in the present invention without departing from the spirit and scope of the invention. All the support types and support parameters mentioned above are not limited to the mentioned support modes, and the reinforcement effect of the method can be achieved by adopting a proper advance support mode according to local conditions. Meanwhile, in the process of applying the method in practical engineering, the construction step pitch, the rigidity of primary support and the construction time of secondary lining can be adjusted according to the size of the excavation section and the stable space-time effect of surrounding rocks. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include such modifications and variations.
Claims (9)
1. A construction method for a large-section tunnel to penetrate through a hard-upper soft-lower water-rich stratum is characterized in that according to geological survey data, a boundary of the hard-upper stratum and the soft-lower hard-upper stratum is confirmed, and an upper hard rock stratum (1) and a lower soft-lower water-rich stratum (2) are divided; meanwhile, determining the span d and the height h of the large-section tunnel to be constructed; the construction method for the large-section tunnel to penetrate through the upper hard and lower soft water-rich stratum comprises the following specific steps:
step one, arch crown advanced reinforcement: a reinforcing device is arranged in the arch crown range in an annular mode to reinforce the arch crown;
step two, reserving a hard rock stratum in the upper hard rock stratum: reserving a reserved hard rock layer (8) with a preset thickness upwards in the upper hard rock stratum (1) along the boundary of the soft and hard strata;
step three, excavating and primarily supporting hard rocks at the upper part step by step: dividing the area of the upper hard rock stratum (1) except the reserved hard rock stratum (8) into a left area (3), a middle area (4) and a right area (5), constructing the middle area (4), and temporarily sealing side walls and a vault; then reinforcing to ensure supporting along with excavation; after the tunnel face of the middle area (4) is pushed forward to a preset distance, simultaneously constructing the left area (3) and the right area (5) according to the construction method of the middle area (4), and fixing the corners at two sides;
step four, reinforcing and waterproofing the core soil area of the lower weak water-rich stratum in advance: after the tunnel faces of the left area (3) and the right area (5) are pushed forward to a preset distance, holes are punched in the reserved hard rock layer (8), and the core soil area (9) is grouted, reinforced and waterproof;
step five, reserving a reinforcing layer in the core soil area of the lower weak water-rich stratum: excavating a reserved hard rock stratum (8) and a reinforced core soil area (9), and reserving a reinforcing layer (10) with a preset width inwards along the peripheral edge in the core soil area (9) as a temporary supporting structure;
step six, excavating a core soil area of a lower weak water-rich stratum: when a core soil excavation region (11) except the reinforcing layer (10) on the core soil region (9) is excavated, grouting, reinforcing and waterproofing are timely carried out on non-excavation regions on two sides and weak surrounding rocks within a preset range every time a preset depth is excavated, and supporting along with excavation is guaranteed;
seventhly, reinforcing and preventing water in the un-excavated area of the weak water-rich stratum at the lower part and the surrounding rock area within a preset range in advance: after the reserved reinforcing layer (10) is excavated, grouting, reinforcing and waterproofing are carried out on the lower non-excavated area and the weak surrounding rock within the preset range;
step eight, excavating and primarily supporting an unearthed area of the lower weak water-rich stratum step by step: dividing the remaining area to be excavated in the lower weak water-rich stratum (2) into a left advanced reinforcing area (12), a right advanced reinforcing area (13) and a lower advanced reinforcing area (14), breaking the reserved reinforcing layer (10), excavating the left advanced reinforcing area (12) and the right advanced reinforcing area (13) at the same time, and temporarily sealing the side wall; then fixing the side wall, ensuring the support along with the excavation, and fixing the arch foot position;
ninth, constructing an inverted arch and a second lining: after the tunnel faces of the two areas, namely the left advanced reinforcing area (12) and the right advanced reinforcing area (13), are advanced forward to a preset distance, excavating the lower advanced reinforcing area (14), and timely constructing an inverted arch (19) and a second lining (20);
and step ten, repeating the step one to the step nine until the whole tunnel construction is finished.
2. The construction method for the large-section tunnel to penetrate through the upper hard and lower soft water-rich stratum according to claim 1, wherein the reinforcing device in the step one is a small advancing guide pipe (6), the arch crown advance reinforcement is realized by arranging □ 42 small advancing guide pipes (6) within 120 degrees of an arch crown, the length is 5m, the circumferential spacing is 0.35m, the longitudinal spacing is 3.5m, and an included angle of 15 degrees is formed between the small advancing guide pipes (6) and the horizontal direction.
3. The construction method for the large-section tunnel to penetrate through the upper hard and lower soft water-rich strata, as claimed in claim 1, is characterized in that the middle area (4) is constructed by smooth blasting in the third step, the side walls are temporarily closed by spraying C25 early strength concrete with the thickness of 10cm, and the arch crown is temporarily closed by spraying C25 early strength concrete with the thickness of 5 cm; then, a first radial anchor rod (7) is drilled, a reinforcing mesh is hung, the primary rock surface is re-sprayed to the thickness of 25cm, and supporting along with excavation is guaranteed; when the left side area (3) and the right side area (5) are constructed, a first foot locking anchor rod (16) is applied to fix the corners of the two sides.
4. The construction method for the large-section tunnel to penetrate through the upper hard and lower soft water-rich ground layer according to claim 3, wherein the specification of the first radial anchor rod (7) is □ 25, and the length L is 5 m; the first foot locking anchor rod (16) is a hot-rolled seamless steel pipe with the specification of □ 42, the wall thickness t being 4mm and the length L being 6m, the first foot locking anchor rod (16) forms an included angle of 30 degrees with the horizontal direction, and the longitudinal distance is 1 m.
5. The construction method for the large-section tunnel to penetrate through the hard upper and soft lower water-rich strata according to claim 1, characterized in that a small-sized drilling machine is adopted to drill holes on the reserved hard stratum (8) in the fourth step; and grouting the core soil area (9) by using sleeve valve pipes to reinforce and prevent water.
6. The construction method for the large-section tunnel to penetrate through the upper hard and lower soft water-rich stratum as claimed in claim 5, wherein □ 42 is adopted as the sleeve valve pipes, PVC pipes with the wall thickness t being 4mm are adopted, the interval between the sleeve valve pipes is 1.5m, two rows of sleeve valve pipes are densely arranged at the edge of the reinforcing area, the width of the reinforcing area is 0.6d, and the depth is 0.4 h.
7. The construction method for the large-section tunnel to penetrate through the upper hard and lower soft water-rich stratum according to claim 1, wherein in the seventh step, grouting reinforcement and waterproof operation are performed by using sleeve valve pipes, wherein the sleeve valve pipes are □ 42 PVC pipes with the wall thickness t being 4mm, and the distance between the sleeve valve pipes is 1 m.
8. The construction method of the large-section tunnel crossing the upper hard and lower soft water-rich ground layer according to the claim 1, characterized in that in the eighth step, the side wall is temporarily closed by spraying C25 early strength concrete with the thickness of 5cm, then a second radial anchor rod (18) is arranged, a reinforcing mesh is hung, the primary sprayed rock surface is sprayed again to the thickness of 25cm, the supporting is ensured along with the excavation, and a second locking anchor rod (17) is arranged at the arch foot position for fixing.
9. The construction method for the large-section tunnel to penetrate through the upper hard and lower soft water-rich ground layer according to claim 8, wherein the specification of the second radial anchor rod (18) is □ 25, and the length L is 5 m; the second foot-locking anchor rod (17) is a hot-rolled seamless steel pipe with the specification of □ 42, the wall thickness t being 4mm and the length L being 6m, the second foot-locking anchor rod (17) forms an included angle of 30 degrees with the horizontal direction, and the longitudinal distance is 1 m.
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| CN109578007B (en) * | 2018-11-26 | 2019-10-11 | 中铁二十局集团有限公司 | Pass through that high angle is inverse to rush rich water richness sand tomography tunnel excavation and drainage and construction method |
| CN109681212B (en) * | 2018-12-17 | 2021-05-11 | 中交第二航务工程局有限公司 | Excavation construction method of small-section loess tunnel |
| CN110080784B (en) * | 2019-05-14 | 2021-03-30 | 福建工程学院 | Tunnel excavation and reinforcement method for penetrating through water-rich sandy stratum |
| CN110230504A (en) * | 2019-06-25 | 2019-09-13 | 深圳市综合交通设计研究院有限公司 | A kind of soft lower hard full packet waterproof of compound stratum composite lining structure resistant to pressure and its construction method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1700253A1 (en) * | 1989-01-05 | 1991-12-23 | Всесоюзный научно-исследовательский и проектно-конструкторский институт по осушению месторождений полезных ископаемых, специальным горным работам, рудничной геологии и маркшейдерскому делу | Method of water proofing of mine shaft lining |
| JPH0439375A (en) * | 1990-06-05 | 1992-02-10 | Futaba Rubber Kogyo Kk | Production of tacky water-stopping material |
| CN1693665A (en) * | 2005-03-21 | 2005-11-09 | 上海隧道工程股份有限公司 | Intergrated expansion inserted composite shield cutter head |
| CN101353947A (en) * | 2008-06-20 | 2009-01-28 | 江苏工业学院 | Full radial protection PDC bit |
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2017
- 2017-12-07 CN CN201711363767.0A patent/CN108457670B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1700253A1 (en) * | 1989-01-05 | 1991-12-23 | Всесоюзный научно-исследовательский и проектно-конструкторский институт по осушению месторождений полезных ископаемых, специальным горным работам, рудничной геологии и маркшейдерскому делу | Method of water proofing of mine shaft lining |
| JPH0439375A (en) * | 1990-06-05 | 1992-02-10 | Futaba Rubber Kogyo Kk | Production of tacky water-stopping material |
| CN1693665A (en) * | 2005-03-21 | 2005-11-09 | 上海隧道工程股份有限公司 | Intergrated expansion inserted composite shield cutter head |
| CN101353947A (en) * | 2008-06-20 | 2009-01-28 | 江苏工业学院 | Full radial protection PDC bit |
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Inventor after: Wu Bo Inventor after: Li Jing Inventor after: Lu Fucong Inventor after: Liu Zonghui Inventor after: Zhao Yongbo Inventor after: Yang Jianxin Inventor after: Zhang Zhenguo Inventor after: Liu Fei Inventor after: Feng Yang Inventor after: Zhu Xiaoyong Inventor after: Wu Dong Inventor after: Meng Guowang Inventor before: Wu Bo Inventor before: Li Jing Inventor before: Lu Fucong Inventor before: Liu Zonghui Inventor before: Zhao Yongbo Inventor before: Yang Jianxin Inventor before: Zhang Zhenguo Inventor before: Liu Fei Inventor before: Feng Yang Inventor before: Zhu Xiaoyong Inventor before: Wu Dong Inventor before: Meng Guowang |
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