CN109630194B - Karst region fault fracture zone tunnel water burst treatment structure and construction method thereof - Google Patents
Karst region fault fracture zone tunnel water burst treatment structure and construction method thereof Download PDFInfo
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- CN109630194B CN109630194B CN201910085520.XA CN201910085520A CN109630194B CN 109630194 B CN109630194 B CN 109630194B CN 201910085520 A CN201910085520 A CN 201910085520A CN 109630194 B CN109630194 B CN 109630194B
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- 238000010276 construction Methods 0.000 title claims abstract description 52
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- 238000009412 basement excavation Methods 0.000 claims abstract description 33
- 238000011010 flushing procedure Methods 0.000 claims abstract description 12
- 239000002689 soil Substances 0.000 claims abstract description 7
- 238000005507 spraying Methods 0.000 claims description 28
- 229910000831 Steel Inorganic materials 0.000 claims description 25
- 239000010959 steel Substances 0.000 claims description 25
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- 238000013461 design Methods 0.000 claims description 15
- 239000011378 shotcrete Substances 0.000 claims description 14
- 230000000903 blocking effect Effects 0.000 claims description 12
- 238000005422 blasting Methods 0.000 claims description 10
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- 210000003205 muscle Anatomy 0.000 claims description 8
- 238000011161 development Methods 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 4
- 239000004744 fabric Substances 0.000 claims description 4
- 230000000149 penetrating effect Effects 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 2
- 230000002093 peripheral effect Effects 0.000 abstract description 2
- 239000010410 layer Substances 0.000 description 11
- 238000010586 diagram Methods 0.000 description 9
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- BVKZGUZCCUSVTD-UHFFFAOYSA-L Carbonate Chemical compound [O-]C([O-])=O BVKZGUZCCUSVTD-UHFFFAOYSA-L 0.000 description 2
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- QNRATNLHPGXHMA-XZHTYLCXSA-N (r)-(6-ethoxyquinolin-4-yl)-[(2s,4s,5r)-5-ethyl-1-azabicyclo[2.2.2]octan-2-yl]methanol;hydrochloride Chemical compound Cl.C([C@H]([C@H](C1)CC)C2)CN1[C@@H]2[C@H](O)C1=CC=NC2=CC=C(OCC)C=C21 QNRATNLHPGXHMA-XZHTYLCXSA-N 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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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
- E21D11/14—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
-
- 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
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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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
-
- 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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- 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
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Abstract
The utility model provides a karst area fault broken area tunnel water treatment structure and construction method thereof, wherein the treatment structure contains the escape canal of tunnel bottom surface both sides, the main hole of draining below the escape canal to and the aqueduct that is connected between main hole of draining and the escape canal, still include the water drainage branch hole, its long direction is parallel with the tunnel long direction, main hole of draining and water drainage branch hole are gone deep into rock mass one end and all are provided with the shutoff wall, all the interval is provided with the collector pipe on main hole of draining, the water drainage branch hole and the shutoff wall. During construction, ponding in the tunnel can be discharged in a targeted manner through the arrangement of the main drainage hole, and the branch drainage hole can guide water flow of the peripheral water flushing point of the tunnel into the branch hole in a targeted manner, the water collecting pipe can be used for guiding flow at fixed points, the support of the main drainage hole and the branch drainage hole is guaranteed, rock-soil stability of the lower portion of the tunnel is guaranteed, the inclined excavation is adopted, the gradient requirement of drainage is guaranteed, and the treatment structure can be used for constructing a subsection at the position of the tunnel during construction, so that working hours are greatly saved.
Description
Technical Field
The invention belongs to the field of tunnel construction, and particularly relates to a karst region fault fracture zone tunnel water burst treatment structure and a construction method thereof.
Background
When the position of the tunnel engineering is karst landform, most of strata are soluble carbonate rock, lithology is limestone and dolomite, the mountain joint cracks and karst development of the tunnel are realized, surrounding rocks are particularly crushed in tunnel construction or a using range under the influence of fault crushing zones in a tunnel site area, water systems in the rock are developed, the mobility is large, a large number of water-forming channels are communicated with each other, water-forming channels are supplied by atmospheric precipitation, the water-forming channels are greatly influenced by the water-forming channels, and when the water inflow is large, common water pumping and draining equipment cannot timely drain water, so that accumulated water in the tunnel is caused, the tunnel construction period and the tunnel construction quality are influenced, and therefore the improvement of a treatment structure and a construction method for water inflow of the fault crushing zone tunnel in the karst area are needed.
Disclosure of Invention
The invention provides a karst region fault fracture zone tunnel water burst treatment structure and a construction method thereof, which are used for effectively draining tunnels in a karst region fault fracture zone with multiple water bursts, and the specific technical scheme is as follows:
a karst region fault fracture zone tunnel water burst treatment structure comprises drainage ditches on two sides of a tunnel bottom surface, a main drainage hole below the drainage ditches, and a water guide pipe connected between the main drainage hole and the drainage ditches, wherein the main drainage hole transversely crosses the tunnel.
The drainage ditch corresponds to the tunnel water burst section setting, and the interval is provided with the aqueduct on the drainage ditch.
The water guide pipe is a hollow pipe, one end of the water guide pipe is connected to the bottom of the drainage ditch, and the other end of the water guide pipe penetrates through the end part of the rock body and is connected to the main drainage hole.
The main hole of draining is arched, and one end is deep into the rock mass, and the other end is open, and the long direction of the long direction perpendicular tunnel of main hole of draining is long to, the corresponding hoop in main hole of draining top is connected the aqueduct, and the bottom is provided with main water drainage tank.
The main hole of draining contains the reinforcing bar net, the reinforcing bar net contains the horizontal muscle of cross section annular, along the long ascending muscle of indulging of main hole of draining to and fixed horizontal muscle and the stirrup of indulging the muscle, the main hole of draining is provided with the collector pipe in the annular interval of non-tunnel department section.
The karst region fault fracture zone tunnel water burst treatment structure further comprises a water discharge branch hole, wherein the water discharge branch hole is arch-shaped, one end of the water discharge branch hole penetrates into a rock body, and the end part of the water discharge branch hole is communicated with a water discharge main hole; the water draining branch hole is positioned below the water burst section of the tunnel, the long direction of the water draining branch hole is parallel to the long direction of the tunnel, and the long direction of the water draining branch hole is perpendicular to the long direction of the main water draining hole.
The water collecting pipes are arranged on the water draining branch holes, the water draining grooves are arranged at the bottoms of the water draining branch holes, the water collecting pipes are distributed on the annular direction of the cross section of the water draining branch holes at intervals, and the water collecting pipes are inserted into the rock mass part and are not communicated with the tunnel.
The length of the main drain groove on the main drain hole is inclined upwards to one end of the opening, and the length of the branch drain hole is inclined upwards to one end connected with the main drain hole; and the water draining main hole and the water draining branch hole are provided with blocking walls at one end penetrating into the rock mass, and water collecting pipes are arranged on the blocking walls at intervals.
The water collecting pipe is a hollow round pipe, a spacing pipe hole is formed in the pipe wall of the water collecting pipe, a round hole is not formed in one end of the water collecting pipe, the length of the water collecting pipe corresponds to the thickness of an arch wall of a drainage branch hole, a drainage main hole or a blocking wall, and lining cloth is wrapped outside the pipe body at the position where the pipe hole is formed in the water collecting pipe.
The construction method of the karst region fault fracture zone tunnel water burst treatment structure comprises the following specific steps:
step one, arranging routes and section sizes of a main drainage hole and a branch drainage hole according to the position of a water flushing section of a tunnel, and carrying out on-site measurement paying-off; the tunnel portal construction follows the principle of keeping rock mass stable, the excavation duration is upwards from low to high, the excavation is carried out by sectionally dividing steps from top to bottom, and a section is stable;
step two, according to the design requirement, the slope and the upward slope side line are tested, and firstly, the upward slope top and the intercepting and draining ditch of the slope top are constructed; excavating a side slope from top to bottom, wherein the slope rate of the side slope is 1:0.5; after the hole is excavated, timely constructing a hole roadbed section drain ditch project, so that the water draining device on the top of the upward slope and the top of the side slope is communicated with the roadbed drainage system outside the hole;
thirdly, before the construction of the tunnel portal, the excavation surface is subjected to shotcrete sealing, a standard steel arch is erected before the construction of the small guide pipe, a hole site is accurately verified according to requirements, and the position of a steel pipe is marked on the steel arch; after the guide pipe is driven in, the gap between the orifice guide pipe and the hole wall is blocked by plastic cement, the end part is supported on a steel frame, then pre-grouting is carried out according to the requirement, and drilling and blasting operation is carried out 4-8 hours after grouting is finished;
fourthly, blasting excavation according to the measured paying-off result, wherein the blasting excavation does not exceed 1.2m per cycle; in order to meet the precision requirement and reduce the measurement workload, three-level control of a main control network, a basic network and a construction lead is adopted for hole control; the control of the height in the hole adopts a level gauge to implement three-class precise geometric level control;
fifthly, excavating the main drainage hole and the branch drainage hole, wherein transverse steps are adopted for layered excavation; the method comprises the steps of excavating according to the side elevation slope ratio on a measured lofting calibration excavation boundary line and a design drawing during excavation, wherein steps are transversely arranged according to 4% of drainage slopes; after each step is excavated, performing primary concrete spraying, steel bar mesh hanging, supporting arch frame installation and concrete spraying; wherein, each time 2m is excavated, one shotcrete support is carried out, the shotcrete operation is carried out in a sectional and piecewise mode from bottom to top along with the excavation until the design elevation, and the shotcrete operation is repeatedly carried out to the design thickness in multiple layers;
step six, excavating a drainage ditch in the tunnel according to the development conditions of cracks and crack water during construction of the main drainage hole, annularly and correspondingly arranging drainage holes in the cross section of the main drainage hole, installing a water guide pipe, and excavating a main drainage groove at the bottom of the main drainage hole; installing water collecting pipes at other sections of the non-tunnel water burst section, communicating mountain cracks and water giving channels with the main water drainage hole, constructing a concrete lining structure, and ensuring the stability of the main water drainage hole structure;
step seven, after the main drainage hole passes through the water-flooding section tunnel, respectively punching drainage branch holes at two ends along the axial direction of the tunnel, installing a water collecting pipe according to water flooding points to communicate a water-filling channel of the main water-flooding section with the branch holes, enabling water flooding in the channel to flow to the drainage branch holes, and excavating branch drainage grooves;
step eight, setting a plugging wall at the end part of the main drainage hole and the branch drainage hole, and installing a water collecting pipe according to water gushing points of rock mass around the plugging wall, so that water in the rock soil is introduced into the main drainage hole or the branch drainage hole, and finally all gushing water flows out through the open end of the main drainage hole.
The invention has the following beneficial effects:
according to the invention, accumulated water in the tunnel can be discharged in a targeted manner through the arrangement of the main drainage hole, the branch drainage hole is arranged in parallel with the tunnel, the water flow of the water flushing point around the tunnel can be guided into the branch hole in a targeted manner, and other sections and blocking walls at the position of the main drainage hole except the tunnel are guided towards the water flushing point, so that the water flushing is discharged through multiple measures, the water flushing and the accumulated water at the tunnel are greatly slowed down and avoided, and the arrangement of the drainage ditch in the tunnel and the water guide pipe below the drainage ditch can be carried out according to the water flushing point and the accumulated water point in the tunnel, so that the drainage device has extremely strong pertinence. The water collecting pipe is arranged to conduct fixed-point diversion according to the rock mass cracks around the tunnel and water gushing points, so that the water gushing accident of the tunnel can be slowed down indirectly, and the hole wall structure of the water collecting pipe is also very beneficial to collecting water in the cracks. The main drainage hole and the branch drainage hole are supported by the jet anchor bolts, the reinforcing steel bar net and the arch frame, so that the stability of rock and soil at the lower part of the tunnel is guaranteed, and the main drainage hole and the branch drainage hole are excavated in a face upward mode during construction, so that the construction safety is guaranteed, the gradient requirement of drainage is guaranteed, and the smoothness of drainage is further guaranteed due to the arrangement of the main drainage groove and the branch drainage groove. The treatment structure can be used for sectional construction at the tunnel junction during construction, and working hours can be greatly saved.
Drawings
FIG. 1 is a schematic diagram of a karst region fault fracture zone tunnel water burst treatment structure connection;
FIG. 2 is a top view of the connection of the main drainage hole and the tunnel;
FIG. 3 is a schematic diagram of a water conduit connection;
FIG. 4 is a schematic view of a main drain hole structure;
FIG. 5 is a schematic view of a drain main hole reinforcement;
FIG. 6 is a cross-sectional view of a drain main hole reinforcement A-A;
FIG. 7 is a drainage branch hole water collection pipe layout view a;
FIG. 8 is a drainage branch hole water collection pipe layout b;
FIG. 9 is a schematic diagram of a plugged hole structure;
FIG. 10 is a block diagram of a header;
FIG. 11 is a schematic diagram of in-tunnel master network layout;
fig. 12 is a schematic view of an in-tunnel base web layout.
Reference numerals: 1-tunneling; 2-drainage ditches; 3-a water guide pipe; 4-draining main hole; 5-draining branch holes; 6-a water collecting pipe; 61-pipe holes; 7-a main drainage channel; 8-anchor rods; 9-a reinforcing mesh; 91-transverse ribs; 92-longitudinal ribs; 93-stirrups; 10-branch drainage tanks; 11-plugging wall.
Detailed Description
Taking a fault fracture zone tunnel of a karst area of a certain area as an example, the tunnel 1 is a separated extra-long tunnel and comprises a left tunnel 1 and a right tunnel 1 which are parallel, wherein the left line and the right line of the tunnel 1 are both positioned on a unidirectional slope of +2.35%; the maximum burial depth of the tunnel 1 is about 585m; the tunnel 1 area belongs to a degraded (eroded) landform area of a low-and-medium mountain carbonate rock structure, and the topography fluctuation is larger; the central line elevation 1659.6 m-2292.3 m in the range of the tunnel 1, the natural slope of the mountain is 45-65 degrees, the tunnel address area does not find large-scale karst cave, the surface erosion groove develops, the karst fissure in the section of joint fissure development is relatively developed and contains water under the influence of the fault fracture zone, and the local development of small-sized erosion cavities is 20-80 cm unequal according to the excavation condition and the peripheral painting condition of the tunnel 1, and is a cavity or a small quantity of filling.
In the embodiment, a large amount of water gushes appear in the tunnel 1, and after rainfall, the surface water infiltrates downwards along the karst fissures and then reaches a low drainage area, so that the pulse-shaped karst fissures are judged to develop relatively; the water gushing of the tunnel 1 is mainly seasonal water gushing, the water gushing channel is mainly a pulse-shaped karst crack controlled by a fault fracture zone, the water gushing quantity is influenced by rainfall intensity, the variation range is 100-1500 square meters per hour, and the variation is mainly based on the variation of the rainfall intensity.
As shown in fig. 1 and 2, a karst region fault fracture zone tunnel water burst treatment structure comprises a left tunnel 1, a right tunnel 1, drainage ditches 2 on two sides of the bottom surface of the tunnel 1, a main drainage hole 4 below the drainage ditches 2, and a water guide pipe 3 connected between the main drainage hole 4 and the drainage ditches 2; the main water draining hole 4 longitudinally spans the tunnel 1, wherein the main water draining hole 4 is positioned at the 300m position at the left side of the outlet end of the tunnel 1, the total length of the main water draining hole 4 is 272m, the clear width of the main water draining hole 4 is 2.4m, and the clear height at the center is 4.15m; the section of the main water draining hole 4 adopts a lining section with a vault of r=1.70m semicircle, a side wall of a straight wall and a arch foot of r=0.50m semicircle, and the inner contour section area is 12.76m 2 . The end part of one end of the main water draining hole 4 penetrates into a rock mass, the other end of the main water draining hole is open, the long direction of the main water draining hole 4 is perpendicular to the long direction of the tunnel 1, the top of the main water draining hole 4 is correspondingly connected with the water guide pipe 3 in a circumferential direction, and the bottom of the main water draining hole is provided with a main water draining groove 7.
As shown in fig. 3, the drainage ditch 2 is arranged corresponding to the water-flushing section of the tunnel 1, and the drainage ditch 2 is provided with water guide pipes 3 at intervals; the water guide pipe 3 is a hollow pipe, the water guide pipe is made of a PVC pipe or a stainless steel pipe, one end of the water guide pipe 3 is connected to the bottom of the drainage ditch 2, and the other end of the water guide pipe penetrates through the end part of the rock body and is connected to the main drainage hole 4.
As shown in fig. 4 to 6, fig. 4 is a distribution diagram of anchor rods 8 sprayed at intervals on one side of a main drainage hole 4, fig. 5 and 6 are distribution diagrams of a reinforcing mesh 9 of the main drainage hole 4, the reinforcing mesh 9 comprises a cross-section annular transverse rib 91, longitudinal ribs 92 along the long direction of the main drainage hole 4, and stirrups 93 for fixing the transverse rib 91 and the longitudinal ribs 92, and in addition, the main drainage hole 4 is provided with water collecting pipes 6 at intervals on the annular direction of the section of the non-tunnel 1.
As shown in fig. 7 and 8, the water draining branch hole 5 is arch-shaped, one end of the water draining branch hole 5 penetrates into the rock body, and the end part of the water draining branch hole is vertical to and communicated with the water draining main hole 4; the water draining branch hole 5 is positioned below the water flushing section of the tunnel 1, the long direction of the water draining branch hole 5 is parallel to the long direction of the tunnel 1, and the long direction of the water draining branch hole 5 is perpendicular to the long direction of the water draining main hole 4; two water collecting pipe 6 arrangement forms are adopted on the drainage branch hole 5, namely a water collecting pipe arrangement diagram a of the drainage branch hole 5 in fig. 7 is adopted, wherein the water collecting pipes 6 are arranged at intervals in the annular direction of the drainage branch hole 5, and the water collecting pipe 6 arrangement diagram b of the drainage branch hole 5 in fig. 8 is adopted, and the water collecting pipes 6 are arranged only at intervals on the vertical sides of the cross section of the drainage branch hole 5.
In this embodiment, a drainage tank 10 is arranged at the bottom of the drainage branch hole 5, the water collecting pipes 6 are distributed at intervals on the cross section ring of the drainage branch hole 5, and the water collecting pipes 6 are inserted into the rock mass part and are not communicated with the tunnel 1. As shown in fig. 10, the water collecting pipe 6 is a hollow circular pipe and is made of a PVC pipe or a stainless steel pipe, a spacer pipe hole 7 is formed in the pipe wall of the water collecting pipe 6, a round hole is not formed at one end of the water collecting pipe 6, the length corresponds to the arch wall thickness of the water draining branch hole 5, the water draining main hole 4 or the blocking wall 11, and lining cloth is wrapped outside the pipe body where the pipe hole 7 is formed in the water collecting pipe 6.
In this embodiment, the main drainage groove 7 on the main drainage hole 4 is inclined upwards towards the open end, and the branch drainage hole 5 is inclined upwards towards the end connected with the main drainage hole 4; as shown in fig. 9, the end of the main drainage hole 4 and the branch drainage hole 5 penetrating into the rock body is provided with a blocking wall 11, the blocking wall 11 is provided with water collecting pipes 6 at intervals, and the water collecting pipes 6 are arranged in a quincuncial shape according to the position of the water gushing point of the rock soil.
Referring to fig. 1 to 10, a construction method of a karst region fault fracture zone tunnel water burst treatment structure is further described, and the specific steps are as follows:
step one, arranging routes and section sizes of a main drainage hole 4 and a branch drainage hole 5 according to the position of a water flushing section of a tunnel 1, and carrying out on-site measurement and paying-off; the tunnel portal construction follows the principle of keeping rock mass stable, the excavation duration is upwards from low to high, the excavation is carried out by sectionally dividing steps from top to bottom, and a section is stable.
Step two, according to the design requirement, the slope and the upward slope side line are tested, and firstly, the upward slope top and the intercepting and draining ditch of the slope top are constructed; excavating a side slope from top to bottom, wherein the slope rate of the side slope is 1:0.5; after the hole is excavated, timely constructing a hole roadbed section drain ditch project, so that the water draining device on the top of the upward slope and the top of the side slope is communicated with the roadbed drainage system outside the hole;
before the main water drainage hole 4 and the open cut tunnel soil Dan Bian of the tunnel 1 are excavated along the upward slope, firstly, a water intercepting ditch is formed outside an excavation line 5m at the top of the upward slope according to the site topography, and surface water is led out of a construction area to prevent rainwater and surface water from flowing into the construction area at the hole; the foundation pit of the intercepting ditch adopts artificial excavation, such as hard stone, breaking hammer, pneumatic pick excavation or shallow hole micro explosion construction, so that the geometric dimension of the intercepting ditch is ensured to meet the design requirement, the ditch width and the geometric dimension of the ditch bottom are ensured when the foundation pit is excavated, and loose slag on the ditch bottom and the ditch side edge are removed; digging and lofting according to the datum point near the hole opening and the design construction drawing, and making a central line pile of the intercepting ditch and a corresponding checking and recovering pile; the intercepting ditch is arranged to conform to the topography of the original topography, the trimming is smooth and straight, the upstream inlet is tightly connected with the original ground, the requirement of intercepting slope water is met, no overflow or leakage occurs, and the downstream water outlet is led into a drainage system; the method comprises the steps of excavating a main drainage hole 4 hole and a branch drainage hole 5 hole in a side elevation slope earth-rock direction, wherein small cuts are adopted for layered excavation, the slope rate of a side slope is 1:0.5, and the temporary side elevation slope height of the hole door section is consistent with that of a permanent side slope; the temporary side elevation slope height and the slope rate outside the hole are consistent with those of the permanent side slope.
Thirdly, before the construction of the main drainage hole 4 and the branch drainage hole 5, the excavated surface is closed by spraying concrete, a standard steel arch is erected before the construction of the small guide pipe, the hole position is accurately verified as required, and the position of a steel pipe is marked on the steel arch; after the guide pipe is driven in, the gap between the orifice guide pipe and the hole wall is blocked by plastic cement, the end part is supported on a steel frame, then pre-grouting is carried out according to the requirement, and drilling and blasting operation is carried out 4-8 hours after grouting is finished; the standard steel arch is erected before small duct construction, hole sites are accurately checked according to requirements, and positions of steel pipes are marked on the steel arch.
Fourthly, blasting excavation according to the measured paying-off result, wherein the blasting excavation does not exceed 1.2m per cycle; in order to meet the precision requirement and reduce the measurement workload, three-level control of a main control network, a basic network and a construction lead is adopted for hole control; the control of the height in the hole adopts a level gauge to implement three-class precise geometric level control;
the main control network in the hole is shown in fig. 11, and the network is arranged: overlapping long and narrow rhombic corner nets are arranged from an outer control net of the tunnel to the interior of the tunnel, high-precision (+ -0.1-0.3 mm) ranging edges with the length of 5m are applied to the overlapping part of the rhombus, the high-precision (+ -0.1-0.3 mm) ranging edges are used as fixed values, additional constraint is applied to the control net, so that the precision is improved, control points are arranged on two sides of the tunnel, point positions are protected, and traffic in the tunnel is not influenced as much as possible during measurement; and (3) performing measurement: when the method is used for measuring, four directions and four side lengths are observed at each point according to a tripod method, the directions are observed according to a full circle measuring back method, and a main control network is measured by the tripod method and simultaneously a line ruler is used for measuring and connecting short sides;
in-hole base mesh as shown in fig. 12, a cloth mesh: arranging long and narrow diamond-shaped wire nets with side lengths of 150-200 m from the main control net points into the tunnel, arranging basic control net points along the two sides of the tunnel and the central line of the tunnel, overlapping part of basic net points with the main control net points, and applying constraint to the basic net by the main control net sections; and (3) performing measurement: the total station is used for measuring according to a tripod method, tunneling of tunnels is increased by 150-200 m, and a basic network is pushed forward by one section;
and (3) constructing a conducting wire in the hole: and (3) arranging single wires with the side length of about 50-80 m into the hole from the basic control net point, and controlling excavation and lining construction in the hole.
Fifthly, excavating the main drainage hole 4 and the branch drainage hole 5, wherein transverse steps are adopted for layered excavation; the method comprises the steps of excavating according to the side elevation slope ratio on a measured lofting calibration excavation boundary line and a design drawing during excavation, wherein steps are transversely arranged according to 4% of drainage slopes; after each step is excavated, performing primary concrete spraying, steel bar mesh 9 hanging, supporting arch frame installation and concrete spraying; wherein, each time 2m is excavated, one shotcrete support is carried out, the shotcrete operation is carried out in a sectional and piecewise mode from bottom to top along with the excavation until the design elevation, and the shotcrete operation is repeatedly carried out to the design thickness in multiple layers;
1) Spraying concrete: spraying concrete materials to mix in a hole mixing station, and pulling the sprayed concrete materials to a construction position by a 5T flat car for construction; adopting a TK-961 wet sprayer to spray concrete, wherein the working wind pressure is greater than 0.5Mpa, the water pressure is greater than 0.1Mpa, the distance between a spray head and a sprayed surface is 1.5-2.0 m, the spray head and the sprayed surface are kept vertical, and the spraying route moves in an S shape from bottom to top; firstly spraying arch springing and then spraying arch crown, when the steel arch frame supports, firstly spraying the gap between the arch frame and the outline, then spraying the periphery of the arch frame and then spraying the space between the arch frames in the spraying operation; the nozzles uniformly move in an S shape, one circle is pressed for half a circle, and the rows are lapped for 20-30 cm; the spraying of the later layer is carried out after the final setting of the concrete of the previous layer; if the interval after final setting is more than 1h and the primary spraying surface is covered with dust, the sprayed surface is cleaned by high-pressure gas and water before the next layer of spraying; firstly, a plastic pipe is used for leading out water in a water leakage section, the concrete mixing ratio is adjusted according to actual conditions, the cement consumption is increased, and then the concrete is sprayed; the sprayed concrete is stirred by an automatic metering mixer, air is supplied before operation, power is supplied and mixed, and the sprayed concrete is stopped after the material is stopped; setting the final setting time to the next cycle blasting time to be not less than 4 hours;
2) Hanging a reinforcing steel bar net: the reinforcing mesh 9 is cleaned and derusted before being used, spot pre-welded into a net sheet, sprayed with a layer of concrete on the surface of surrounding rock, hung and laid along with the fluctuation of the sprayed surface, and the reinforcing mesh 9 is firmly connected with the anchor rod 8 and the grid steel frame and does not shake during spraying; the reinforcing mesh 9 is firmly welded with the anchor rod 8, the steel fiber nails and the grid steel frame, and the lap joint length of the mesh is not less than 20cm; when the net sheet is paved, the net sheet is tightly attached to the supporting surface and a protective layer which is not less than 100mm and not more than 250mm is maintained;
3) And (3) anchor rod construction: the anchor rod 8 is a mortar anchor rod, the rod body of the anchor rod 8 is made of phi 22mm screw steel bars, drilling holes are marked on the rock surface at the positions of the anchor rod 8, a pneumatic rock drill is used for drilling holes, high-pressure air is used for blowing out rock scraps in the holes, and then a grouting machine is used for injecting early-strength cement mortar into the anchor holes; the grouting pipe is inserted into the bottom of the hole of the downward anchor rod 8, grouting is performed while the anchor rod 8 is pulled outwards, the upward anchor rod 8 is constructed by adopting an exhaust grouting method, grouting pressure is controlled to be between 0.4 and 0.6Mpa, and a drawing test is performed on the anchor rod 8 according to the number required by the specification;
when the gap between the steel frame and the primary spraying layer is too large, the prefabricated concrete cushion blocks are arranged to enable the arch centering to be in contact with the primary spraying layer, the arch feet are fixed by the anchor rods 8 and welded with the system anchor rods and the advanced anchor rods (small guide tubes), the longitudinal connecting ribs are welded, and then concrete is sprayed immediately for covering. C25 concrete is sprayed for 10cm, phi 6.5 steel bar meshes 9 are arranged at intervals of 20cm multiplied by 20cm, the length of an HRB400 phi 22 mortar anchor rod is 3.0m, the intervals are 120cm multiplied by 120cm, and the anchor rods 8 are distributed in a quincuncial shape.
Step six, excavating a drainage ditch 2 in the tunnel 1 according to the development conditions of cracks and crack water during construction of the main drainage hole 4, annularly and correspondingly arranging drainage holes in the cross section of the main drainage hole, installing a water guide pipe 3, and excavating a main drainage groove 7 at the bottom of the main drainage hole 4; and a water collecting pipe 6 is arranged at other sections of the water-surging section of the non-tunnel 1, a mountain crack and a water-giving channel are communicated with the main water-draining hole 4, and a concrete lining structure is constructed to ensure the stability of the main water-draining hole 4.
And step seven, after the main water drainage hole 4 passes through the water burst section tunnel 1, water drainage branch holes 5 are respectively drilled at two ends along the axial direction of the tunnel 1, a water collecting pipe 6 is arranged according to water burst points to communicate a water supply channel of the main water burst section with the branch holes, water burst in the channel flows to the water drainage branch holes 5, and a branch drainage groove 10 is excavated.
Step eight, a blocking wall 11 is arranged at the end part of the main drainage hole 4 and the branch drainage hole 5, and a water collecting pipe 6 is arranged according to water gushing points of rock mass around the blocking wall 11, so that water in the rock soil is introduced into the main drainage hole 4 or the branch drainage hole 5, and finally all gushing water flows out through the open end of the main drainage hole 4.
In the embodiment, note that the hole site is calibrated according to the design requirement before drilling, marks are made, and the deviation of the hole site is controlled within +/-15 mm; the drilling direction is as much as possible along the main structural surface of the rock stratum during drilling, the drilling is round, straight and smooth, the aperture is 15mm larger than the diameter of the rod body, and the allowable deviation of the depth of the anchor rod 8 is +/-50 mm; the anchor rod 8 is not required to strike or hang a heavy object within 3 days after being installed. Before the concrete spraying operation, water or a high-pressure air pipe is used for washing dust and sundries on the rock wall surface; the spraying operation is carried out in a segmented and segmented way, and the length of each segment is not more than 6m; the concrete thickness is designed to be 10cm, two layers of spraying are adopted, the spraying of the next layer is carried out after the final setting of the previous layer of concrete, and if dust is covered on the surface of the previous layer exceeding 1h after the final setting, the spraying of the next layer is carried out after the spraying is washed by high-pressure gas or clear water.
It is to be understood that the above examples are presented solely for the purpose of clearly illustrating the salient features of the present invention and are not intended to limit the scope of the present invention; other variations and modifications of the present invention will be apparent to those of skill in the art, and it is intended to cover all such modifications and variations of this invention without departing from the scope of the invention as defined by the appended claims.
Claims (9)
1. A construction method of a karst region fault fracture zone tunnel water burst treatment structure is characterized by comprising the following steps: the water draining device comprises drainage ditches (2) on two sides of the bottom surface of a tunnel (1), a main water draining hole (4) below the drainage ditches (2), and a water guide pipe (3) connected between the main water draining hole (4) and the drainage ditches (2), wherein the main water draining hole (4) transversely crosses the tunnel (1) in the long direction;
the construction method for applying the karst region fault fracture zone tunnel water burst treatment structure comprises the following specific steps:
step one, arranging routes and section sizes of a main drainage hole and a branch drainage hole according to the position of a water flushing section of a tunnel (1), and carrying out on-site measurement paying-off; the tunnel portal construction follows the principle of keeping rock mass stable, the excavation duration is upwards from low to high, the excavation is carried out by sectionally dividing steps from top to bottom, and a section is stable;
step two, according to the design requirement, the slope and the upward slope side line are tested, and firstly, the upward slope top and the intercepting and draining ditch of the slope top are constructed; excavating a side slope from top to bottom, wherein the slope rate of the side slope is 1:0.5; after the hole is excavated, timely constructing a hole roadbed section drain ditch project, so that the water draining device on the top of the upward slope and the top of the side slope is communicated with the roadbed drainage system outside the hole;
thirdly, before the construction of the tunnel portal, the excavation surface is subjected to shotcrete sealing, a standard steel arch is erected before the construction of the small guide pipe, a hole site is accurately verified according to requirements, and the position of a steel pipe is marked on the steel arch; after the guide pipe is driven in, the gap between the orifice guide pipe and the hole wall is blocked by plastic cement, the end part is supported on a steel frame, then pre-grouting is carried out according to the requirement, and drilling and blasting operation is carried out 4-8 hours after grouting is finished;
fourthly, blasting excavation according to the measured paying-off result, wherein the blasting excavation does not exceed 1.2m per cycle; in order to meet the precision requirement and reduce the measurement workload, three-level control of a main control network, a basic network and a construction lead is adopted in the control of the hole, and three-level precise geometric level control is implemented by a level gauge in the control of the hole height;
fifthly, excavating the main drainage hole (4) and the branch drainage hole (5), wherein transverse steps are adopted for layered excavation; the method comprises the steps of excavating according to the side elevation slope ratio on a measured lofting calibration excavation boundary line and a design drawing during excavation, wherein steps are transversely arranged according to 4% of drainage slopes; after each step is excavated, performing primary concrete spraying, steel bar mesh (9) hanging, supporting arch frame installation and concrete spraying; wherein, each time 2m is excavated, one shotcrete support is carried out, the shotcrete operation is carried out in a sectional and piecewise mode from bottom to top along with the excavation until the design elevation, and the shotcrete operation is repeatedly carried out to the design thickness in multiple layers;
step six, excavating a drainage ditch (2) in the tunnel (1) according to the development conditions of cracks and crack water during construction of the main drainage hole (4), annularly and correspondingly arranging drainage holes in the cross section of the main drainage hole, installing a water guide pipe (3), and excavating a main drainage groove (7) at the bottom of the main drainage hole (4); a water collecting pipe (6) is arranged at other sections of the water burst section of the non-tunnel (1), a mountain crack and a water giving channel are communicated with the main water discharge hole (4), and a concrete lining structure is constructed to ensure the stability of the main water discharge hole (4);
step seven, after the main water drainage hole (4) passes through the water burst section tunnel (1), water drainage branch holes (5) are respectively drilled at two ends along the axial direction of the tunnel (1), a water collecting pipe (6) is installed according to water burst points to communicate a water giving channel of the main water burst section with the branch holes, water burst in the channel flows to the water drainage branch holes (5), and branch drainage grooves (10) are excavated;
step eight, setting a plugging wall (11) at the end part of the main drainage hole (4) and the branch drainage hole (5) penetrating into the rock body, installing a water collecting pipe (6) according to water gushing points of the rock body around the plugging wall (11), introducing the water in the rock soil into the main drainage hole (4) or the branch drainage hole (5), and finally flowing out all gushes water through the open end of the main drainage hole (4).
2. The construction method of the karst region fault fracture zone tunnel water burst treatment structure according to claim 1, which is characterized by comprising the following steps: the drainage ditch (2) is arranged corresponding to the water burst section of the tunnel (1), and water guide pipes (3) are arranged on the drainage ditch (2) at intervals.
3. The construction method of the karst region fault fracture zone tunnel water burst treatment structure according to claim 2, which is characterized by comprising the following steps: the water guide pipe (3) is a hollow pipe, one end of the water guide pipe (3) is connected to the bottom of the drainage ditch (2), and the other end of the water guide pipe penetrates through the end part of the rock body and is connected to the main drainage hole (4).
4. A construction method of a karst region fault fracture zone tunnel water treatment structure according to claim 2 or 3, characterized by comprising the following steps: the main water drainage hole (4) is arch-shaped, one end part of the main water drainage hole (4) penetrates into a rock body, the other end of the main water drainage hole is open, the main water drainage hole (4) is long in a long direction of the vertical tunnel (1), the top of the main water drainage hole (4) is correspondingly connected with the water guide pipe (3) in a circumferential direction, and the bottom of the main water drainage hole is provided with a main water drainage groove (7).
5. The construction method of the karst region fault fracture zone tunnel water burst treatment structure according to claim 4, which is characterized by comprising the following steps: the main hole of draining (4) contains reinforcing bar net (9), reinforcing bar net (9) contain cross section annular horizontal muscle (91), along the long fore-and-aft muscle (92) of main hole of draining (4) to and fixed horizontal muscle (91) and stirrup (93) of fore-and-aft muscle (92), main hole of draining (4) are provided with collector pipe (6) in the annular interval of non-tunnel (1) section.
6. The construction method of the karst region fault fracture zone tunnel water burst treatment structure according to claim 1, which is characterized by comprising the following steps: the water draining branch hole (5) is arch-shaped, one end of the water draining branch hole (5) penetrates into a rock body, and the end part of the water draining branch hole is communicated with the water draining main hole (4); the water draining branch hole (5) is positioned below the water flushing section of the tunnel (1), the long direction of the water draining branch hole (5) is parallel to the long direction of the tunnel (1), and the long direction of the water draining branch hole (5) is perpendicular to the long direction of the water draining main hole (4).
7. The construction method of the karst region fault fracture zone tunnel water burst treatment structure according to claim 6, which is characterized by comprising the following steps: the water-collecting pipe (6) is arranged on the water-draining branch hole (5), the water-draining groove (10) is arranged at the bottom of the water-draining branch hole (5), the water-collecting pipes (6) are distributed on the cross section ring of the water-draining branch hole (5) at intervals, and the water-collecting pipes (6) are inserted into the rock body part and are not communicated with the tunnel (1).
8. The construction method of the karst region fault fracture zone tunnel water burst treatment structure according to claim 1, which is characterized by comprising the following steps: the main drainage groove (7) on the main drainage hole (4) is inclined upwards towards one end of the opening, and the branch drainage hole (5) is inclined upwards towards one end connected with the main drainage hole (4); the main drainage hole (4) and the branch drainage hole (5) are provided with blocking walls (11) at one end penetrating into the rock mass, and water collecting pipes (6) are arranged on the blocking walls (11) at intervals.
9. The construction method of the karst region fault fracture zone tunnel water burst treatment structure according to claim 8, which is characterized by comprising the following steps: the water collecting pipe (6) is a hollow circular pipe, a spacing pipe hole (61) is formed in the pipe wall of the water collecting pipe (6), a round hole is not formed in one end of the water collecting pipe, the length of the water collecting pipe corresponds to the arch wall thickness of the water draining branch hole (5), the water draining main hole (4) or the blocking wall (11), and lining cloth is wrapped outside the pipe body at the position where the pipe hole (61) is formed in the water collecting pipe (6).
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| CN110792473A (en) * | 2019-10-18 | 2020-02-14 | 中交第二公路勘察设计研究院有限公司 | Three-hole tunnel drainage system for centralized drainage by using service tunnel |
| JP6917604B1 (en) * | 2020-10-12 | 2021-08-11 | 株式会社カテックス | Ground reinforcement method |
| CN114483098A (en) * | 2022-01-05 | 2022-05-13 | 中国电建集团贵阳勘测设计研究院有限公司 | Concrete lining grouting supporting arch frame for tunnel |
| CN114704298B (en) * | 2022-03-30 | 2024-07-16 | 中铁二十局集团第五工程有限公司 | Construction method and system for supporting tunnel karst water burst section |
| CN115014281B (en) * | 2022-05-18 | 2024-05-10 | 中铁八局集团昆明铁路建设有限公司 | Hydraulic tunnel heavy-gradient inclined shaft elevation control network measurement method |
Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR200242272Y1 (en) * | 2001-03-26 | 2001-10-10 | (주)한석엔지니어링건축사사무소 | A Drainage Structure for Draining in Tunnel |
| CN101864960A (en) * | 2010-05-17 | 2010-10-20 | 中铁二十局集团有限公司 | Carst region double-arch road tunnel construction method |
| CN102678174A (en) * | 2012-05-28 | 2012-09-19 | 中交第一公路勘察设计研究院有限公司 | Tunnel drainage system passing through permafrost region and non-frozen ground region and arrangement method thereof |
| CN103541762A (en) * | 2013-10-30 | 2014-01-29 | 西安建筑科技大学 | Permanent and temporary combined anti-freezing drainage structure and method for high altitude severe cold rich water tunnel |
| CN105673074A (en) * | 2016-01-19 | 2016-06-15 | 铁道第三勘察设计院集团有限公司 | Tunnel base local deep-buried drainage ditch structure |
| CN106968712A (en) * | 2017-05-12 | 2017-07-21 | 西南交通大学 | Water rich strata tunnel bottom discharge structure and its construction method |
| CN108222963A (en) * | 2017-12-27 | 2018-06-29 | 中铁二院工程集团有限责任公司 | The not contour longeron carrying stalk floor type lining cutting of tunnel bottom setting longitudinal direction collection drainage gallery and its drainage system construction |
| CN207813651U (en) * | 2018-01-23 | 2018-09-04 | 中铁二院工程集团有限责任公司 | A kind of ground water drainage system for double-hole tunnel |
| CN207846367U (en) * | 2018-02-06 | 2018-09-11 | 刘军生 | A kind of discharge structure in water conservancy project water tunnel construction branch hole |
| CN108729932A (en) * | 2018-05-22 | 2018-11-02 | 中铁二院工程集团有限责任公司 | Tunnel lining structure solid waterproof and water drainage system |
| CN109139104A (en) * | 2018-11-16 | 2019-01-04 | 中铁二十局集团第六工程有限公司 | One kind passes through that clastic rock steep dip is inverse to rush rich water tomography tunnel drainage construction method |
| CN209604084U (en) * | 2019-01-29 | 2019-11-08 | 中国建筑一局(集团)有限公司 | Karst area fault broken zone tunnel gushes water and administers structure |
-
2019
- 2019-01-29 CN CN201910085520.XA patent/CN109630194B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR200242272Y1 (en) * | 2001-03-26 | 2001-10-10 | (주)한석엔지니어링건축사사무소 | A Drainage Structure for Draining in Tunnel |
| CN101864960A (en) * | 2010-05-17 | 2010-10-20 | 中铁二十局集团有限公司 | Carst region double-arch road tunnel construction method |
| CN102678174A (en) * | 2012-05-28 | 2012-09-19 | 中交第一公路勘察设计研究院有限公司 | Tunnel drainage system passing through permafrost region and non-frozen ground region and arrangement method thereof |
| CN103541762A (en) * | 2013-10-30 | 2014-01-29 | 西安建筑科技大学 | Permanent and temporary combined anti-freezing drainage structure and method for high altitude severe cold rich water tunnel |
| CN105673074A (en) * | 2016-01-19 | 2016-06-15 | 铁道第三勘察设计院集团有限公司 | Tunnel base local deep-buried drainage ditch structure |
| CN106968712A (en) * | 2017-05-12 | 2017-07-21 | 西南交通大学 | Water rich strata tunnel bottom discharge structure and its construction method |
| CN108222963A (en) * | 2017-12-27 | 2018-06-29 | 中铁二院工程集团有限责任公司 | The not contour longeron carrying stalk floor type lining cutting of tunnel bottom setting longitudinal direction collection drainage gallery and its drainage system construction |
| CN207813651U (en) * | 2018-01-23 | 2018-09-04 | 中铁二院工程集团有限责任公司 | A kind of ground water drainage system for double-hole tunnel |
| CN207846367U (en) * | 2018-02-06 | 2018-09-11 | 刘军生 | A kind of discharge structure in water conservancy project water tunnel construction branch hole |
| CN108729932A (en) * | 2018-05-22 | 2018-11-02 | 中铁二院工程集团有限责任公司 | Tunnel lining structure solid waterproof and water drainage system |
| CN109139104A (en) * | 2018-11-16 | 2019-01-04 | 中铁二十局集团第六工程有限公司 | One kind passes through that clastic rock steep dip is inverse to rush rich water tomography tunnel drainage construction method |
| CN209604084U (en) * | 2019-01-29 | 2019-11-08 | 中国建筑一局(集团)有限公司 | Karst area fault broken zone tunnel gushes water and administers structure |
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