CN111648790A - Shallow-buried bias tunnel entry structure and construction method - Google Patents
Shallow-buried bias tunnel entry structure and construction method Download PDFInfo
- Publication number
- CN111648790A CN111648790A CN202010536695.0A CN202010536695A CN111648790A CN 111648790 A CN111648790 A CN 111648790A CN 202010536695 A CN202010536695 A CN 202010536695A CN 111648790 A CN111648790 A CN 111648790A
- Authority
- CN
- China
- Prior art keywords
- arc
- template
- guide wall
- pipe
- slope
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 26
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 356
- 239000010959 steel Substances 0.000 claims abstract description 356
- 239000002689 soil Substances 0.000 claims abstract description 111
- 238000009415 formwork Methods 0.000 claims abstract description 35
- 238000000034 method Methods 0.000 claims abstract description 25
- 238000005553 drilling Methods 0.000 claims description 29
- 238000013461 design Methods 0.000 claims description 16
- 239000002002 slurry Substances 0.000 claims description 16
- 238000009412 basement excavation Methods 0.000 claims description 13
- 239000004927 clay Substances 0.000 claims description 13
- 239000011435 rock Substances 0.000 claims description 13
- 239000004568 cement Substances 0.000 claims description 12
- 239000004575 stone Substances 0.000 claims description 9
- 238000004873 anchoring Methods 0.000 claims description 8
- 239000011440 grout Substances 0.000 claims description 8
- 230000000149 penetrating effect Effects 0.000 claims description 7
- 239000011083 cement mortar Substances 0.000 claims description 6
- 238000007596 consolidation process Methods 0.000 claims description 6
- 238000009792 diffusion process Methods 0.000 claims description 6
- 238000006073 displacement reaction Methods 0.000 claims description 6
- 238000003466 welding Methods 0.000 claims description 6
- 230000001680 brushing effect Effects 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 239000000956 alloy Substances 0.000 claims description 3
- 229910045601 alloy Inorganic materials 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 238000012544 monitoring process Methods 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 238000011010 flushing procedure Methods 0.000 claims description 2
- 238000004078 waterproofing Methods 0.000 claims description 2
- 238000000926 separation method Methods 0.000 claims 2
- 238000010408 sweeping Methods 0.000 claims 1
- 238000003825 pressing Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 1
- 238000009432 framing Methods 0.000 description 1
- 238000005098 hot rolling Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000007569 slipcasting Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- 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
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a shallow-buried bias tunnel hole entering structure and a construction method thereof. The construction method of the invention is that an anti-slip retaining wall is arranged on the soil slope of the right opening, and grouted rubbles are backfilled to balance the weight, and a slope locking pipe is matched for grouting and slope locking; the guide wall formwork adopts a detachable formwork fixing clamp to assist in formwork support, and adopts a slope locking pipe separated fixing structure to connect the grouting slope locking pipe with the arc-shaped I-shaped steel frame B. The method can avoid collapse of the shallow-buried bias tunnel in the complex gully terrain.
Description
Technical Field
The invention relates to the field of tunnel entrance construction engineering, in particular to a shallow-buried bias tunnel entrance structure and a construction method.
Background
In tunnel construction, can often meet the tunnel portal and be in towards the ditch section, can appear shallowly burying the condition of bias voltage usually, shallowly bury bias voltage tunnel country rock and mostly be the weak country rock more than IV level, the country rock changes complicatedly, receives the bias voltage influence moreover, and the ground stress distributes unevenly for the tunnel realizes construction quality, safety control in the construction of advancing the cave and causes great difficulty. The bias of the tunnel mouth section is generally caused by topographic reasons, and when the tunnel top covering layer is thin, the ground transverse slope is steep, and the surrounding rock category is low, the following problems exist in the construction process: (1) the tunnel bears the bias voltage, causes the top of the tunnel square rock mass to sink, forms two asymmetric slip planes in the rock mass, makes the tunnel bear showing asymmetric load, easily collapses during the excavation, easily ftractures after the lining. (2) The tunnel exit guide wall formwork support needs to adopt full framing, and the process is complex. (3) When the slope locking pipe is used for grouting reinforcement, the slope locking pipe and the arc-shaped I-shaped steel are large in connection welding amount, and the construction efficiency is low.
In view of this, the invention provides a simple and effective shallow buried bias tunnel cave entrance structure and a construction method for effectively preventing collapse of a shallow buried bias tunnel with a complex gully terrain, improving the formwork supporting efficiency of a guide wall, and reducing the welding workload of a slope locking pipe.
Disclosure of Invention
The invention aims to provide a shallow buried bias tunnel cave-in structure and a construction method, which are used for solving the problem of collapse of a shallow buried bias tunnel in a complex gully terrain in the prior art, improving the formwork supporting efficiency of a guide wall and reducing the welding workload of slope locking pipes.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
shallow buried bias tunnel advances hole structure, its characterized in that: the retaining wall is vertically arranged between a right hole soil slope with lower height and a left hole soil slope with higher height, the left hole soil slope and the right hole soil slope are both in ditch-flushing section shallow buried bias geology, one side of the right hole soil slope facing the retaining wall is back-filled with grouted stone slices, clay layers are back-filled on the surfaces of the grouted stone slices, a plurality of hot-rolled seamless steel pipes are driven into the grouted stone slices through the clay layers, one ends of the hot-rolled seamless steel pipes are respectively deep into original state soil of the right hole soil slope, and slurry concretion bodies are injected into one ends of the hot-rolled seamless steel pipes, deep into the original state soil of the right hole soil slope, located outside the clay layers, through the other ends of the hot-rolled seamless steel pipes, so that the hot-rolled seamless steel pipes and the original state soil of the right hole soil;
a guide wall formwork supporting structure is arranged in the opening of the right opening soil slope and comprises a guide wall outer formwork and a guide wall inner formwork which are respectively in an arc shape and are opposite front and back, and the outer arc sides of the guide wall outer formwork and the guide wall inner formwork are arranged above and below the inner arc sides;
a plurality of detachable template fixing clamp groups are arranged between the inner circular arc sides of the inner template and the outer template of the guide wall, the plurality of detachable template fixing clamp groups are arranged along the arc direction between the inner template and the outer template of the guide wall, each detachable template fixing clamp group is respectively composed of a plurality of detachable template fixing clamps which are arranged between the inner template and the outer template of the guide wall from front to back, each detachable template fixing clamp is respectively composed of an upper steel plate of a fixing clamp, a lower steel plate of the fixing clamp and a threaded suspender, the upper end of the threaded suspender is fixedly connected with the upper steel plate of the fixing clamp, the threaded suspender passes through the lower steel plate of the fixing clamp and is relatively matched with the lower steel plate of the fixing clamp in a rotating way, a fastening bolt is screwed at the position close to the bottom surface of the lower steel plate of the fixing clamp on the threaded suspender, one detachable template fixing clamp close to the inner template of the guide wall in each detachable template fixing clamp group is connected with a, one detachable template fixing clamp which is close to the guide wall outer template in each detachable template fixing clamp group is also connected with a connecting steel plate on one side of the detachable template fixing clamp facing the guide wall outer template, each connecting steel plate is respectively connected with a side template toe fixing plate in a clamping opening shape, and the side template toe fixing plates at the corresponding positions are clamped on the inner circular arc sides of the guide wall inner template and the guide wall outer template; a plurality of detachable template fixing clamps in adjacent detachable template fixing clamp groups clamp a lower guide wall template through upper and lower steel plates of the fixing clamps, and the lower guide wall template is formed by the lower guide wall template clamped between the plurality of adjacent detachable template groups on the outer template of the guide wall and the inner arc side of the inner template of the guide wall;
arc-shaped I-shaped steel frames A are respectively arranged at positions above the detachable template fixing clamps corresponding to a plurality of positions in the detachable template fixing clamp groups between the guide wall inner template and the guide wall outer template, each arc-shaped I-shaped steel frame A respectively extends along the arc direction between the guide wall inner template and the guide wall outer template, the outer arc of each arc-shaped I-shaped steel frame A is upward, the inner arc of each arc-shaped I-shaped steel frame A is downward, each arc-shaped I-shaped steel frame A respectively consists of an arc-shaped I-shaped steel frame A lower wing plate, an arc-shaped I-shaped steel frame A upper wing plate and an arc-shaped I-shaped steel frame A rib plate fixedly connected between the arc-shaped I-shaped steel frame A and the arc-shaped I-shaped steel frame A, and the arc-shaped I-shaped steel frame A lower wing;
a plurality of guide steel pipes are further arranged between the guide wall inner template and the guide wall outer template and above all the arc-shaped steel frames A integrally, the axial direction of each guide steel pipe is respectively along the front-back direction, the guide steel pipes are arranged along the arc direction between the guide wall inner template and the guide wall outer template, the guide wall inner template and the guide wall outer template are respectively propped against two ends of the guide steel pipes, and the bottoms of the guide steel pipes are respectively fixed on upper wing plates of the arc-shaped steel frames A in all the arc-shaped steel frames A below;
a plurality of arc-shaped steel pipes are arranged between the guide wall inner template and the guide wall outer template and above all the guide steel pipes integrally, the outer arc of each arc-shaped steel pipe is arranged below the upper arc and the inner arc, the arc-shaped steel pipes are arranged in the front and back direction, each arc-shaped steel pipe extends along the arc direction between the guide wall inner template and the guide wall outer template, and each arc-shaped steel pipe is respectively bound to all the guide steel pipes below;
a guide wall template in a matched arc shape is also arranged above all the arc-shaped steel pipes between the guide wall inner template and the guide wall outer template, the guide wall outer template and the guide wall inner template are respectively clamped at the front side and the rear side of the guide wall template, the guide wall template is fixed at the outer arc side of the top of all the arc-shaped steel pipes, pouring holes are reserved in the guide wall template, and concrete is injected into the guide wall template, the guide wall lower template, the guide wall inner template and the guide wall outer template through the pouring holes to form a guide wall; after the strength of the guide wall concrete reaches the design requirement, removing a guide wall upper template, a guide wall lower template, a guide wall inner template and a guide wall outer template to expose the guide wall at the opening, respectively penetrating pipe shed steel pipes in guide steel pipes of the guide wall, penetrating the pipe shed steel pipes through the guide wall guide steel pipes, and then driving the pipe shed steel pipes into a soil slope at the top of the tunnel, wherein grouting holes are respectively formed in the pipe shed steel pipes;
the tunnel is characterized by further comprising a plurality of arc-shaped steel I-frame B arranged in the tunnel longitudinally, wherein the outer arc of each arc-shaped steel I-frame B is arranged above the tunnel, the inner arc of each arc-shaped steel I-frame B is arranged below the tunnel, each arc-shaped steel I-frame B is respectively composed of an upper wing plate of each arc-shaped steel I-frame B, a lower wing plate of each arc-shaped steel I-frame B and a rib plate of each arc-shaped steel I-frame B fixedly connected between the upper wing plate and the lower wing plate of each arc-shaped steel I-frame B, each arc-shaped steel I-frame B is respectively assembled with a plurality of slope locking pipe separating fixing structures, the slope locking pipe separating fixing structures are arranged along the arcs of the arc-shaped steel I-frames B, each slope locking; the slope locking pipe separated fixing structure comprises an upper embedded fixing plate, a lower embedded fixing plate and a connecting rib plate connected between the upper embedded fixing plate and the lower embedded fixing plate, the same side surfaces of the upper embedded fixing plate and the lower embedded fixing plate are respectively provided with an embedded opening, the upper embedded fixing plate and the lower embedded fixing plate are respectively provided with a threaded hole, and the top surface of the upper embedded fixing plate is vertically connected with two semicircular separated sleeves; an upper wing plate of an arc-shaped steel I-frame B in the arc-shaped steel I-frame B is embedded into an embedding opening of an upper embedding plate and is locked through a fastening bolt, a lower wing plate of the arc-shaped steel I-frame B in the arc-shaped steel I-frame B is embedded into an embedding opening of a lower embedding plate and is locked through the fastening bolt, a connecting rib plate between the upper embedding plate and the lower embedding plate is abutted against a rib plate of the arc-shaped steel I-frame B in the arc-shaped steel I-frame B, one end of each slope locking pipe is inserted into a cylindrical cavity defined by two semicircular separating type sleeves, each slope locking pipe is inserted into undisturbed soil of a right hole slope, a grouting hole is formed in the pipe wall of each slope locking pipe, grouting is performed through grouting holes in the pipe wall of the undisturbed soil of the right hole slope, and overflowing is performed through grouting holes in the pipe wall of the slope locking pipe in the undisturbed soil of the right hole slope to enable the slope to be integrated with the undisturbed soil of the right hole slope.
The shallow buried bias tunnel hole-entering structure is characterized in that: digging a groove at the bottom between the soil slopes of the left and right holes, and pouring a retaining wall foundation in the groove, wherein the retaining wall is poured and formed on the retaining wall foundation.
The shallow buried bias tunnel hole-entering structure is characterized in that: and a prefabricated drainage ditch is arranged between the retaining wall and the soil slope of the left hole.
The shallow buried bias tunnel hole-entering structure is characterized in that: and a counter-pulling screw rod which is axially horizontal in the front and back is rotatably connected between the guide wall inner template and the guide wall outer template.
The shallow buried bias tunnel hole-entering structure is characterized in that: the bottom corresponds all arc I-steel frame A both ends tip position and has pour respectively and lead the wall foundation in the entrance to a cave of right side entrance to a cave soil slope, corresponds every arc I-steel frame A tip position in the wall foundation and pre-buries anchor assembly respectively, and each arc I-steel frame A tip passes through high-strength connecting bolt fixed connection in anchor assembly.
The shallow buried bias tunnel hole-entering structure is characterized in that: the slope locking pipe separated fixing structure comprises an upper embedded fixing plate, a lower embedded fixing plate and a connecting rib plate connected between the upper embedded fixing plate and the lower embedded fixing plate, the same side surfaces of the upper embedded fixing plate and the lower embedded fixing plate are respectively provided with an embedded opening, the upper embedded fixing plate and the lower embedded fixing plate are respectively provided with a threaded hole, and the top surface of the upper embedded fixing plate is vertically connected with two semicircular separated sleeves;
an upper wing plate of an arc-shaped steel frame B in the arc-shaped steel frame B is embedded into an embedding opening of the upper embedding and fixing plate and is locked through a fastening bolt, a lower wing plate of the arc-shaped steel frame B in the arc-shaped steel frame B is embedded into an embedding opening of the lower embedding and fixing plate and is locked through the fastening bolt, a connecting rib plate between the upper embedding and fixing plate and the lower embedding and fixing plate is abutted against a rib plate of the arc-shaped steel frame B in the arc-shaped steel frame B, and one end of a slope locking pipe is inserted into a cylindrical cavity enclosed by the two semicircular separating type sleeves.
The construction method of the shallow-buried bias tunnel hole-entering structure is characterized by comprising the following steps: the method comprises the following steps:
(1) and measuring and paying off: determining a minimum slope brushing contour line of the upward slope of the soil slope of the right opening on the ground by using a total station according to a design drawing and the topographic elevation and the natural gradient of the soil slope of the right opening and the soil slope of the left opening, and controlling the excavation of the upward slope of the soil slope of the right opening according to the minimum slope brushing contour line;
(2) and constructing the retaining wall: digging a groove between the right hole soil slope and the left hole soil slope and close to the right hole soil slope, pouring a retaining wall foundation in the groove, wherein the retaining wall foundation needs to be deep into a natural foundation and needs to meet the bearing capacity of the foundation, pouring a retaining wall on the top of the poured retaining wall foundation, and arranging a prefabricated drainage ditch at the side part of the retaining wall;
(3) backfilling the grouted rubble: backfilling grouted rubbles between the retaining wall and the corresponding side of the soil slope of the right hole, backfilling the grouted rubbles layer by layer, manually and mechanically tamping, wherein the tamping degree is not less than 93%, the backfilling height is preferably balanced with the height of the soil slope of the left hole, and the backfilling height is smoothly connected with the soil slope of the left hole;
(4) grouting and consolidating the hot-rolled seamless steel pipe: a 42X4mm hot-rolled seamless steel pipe is driven into the backfilled grouted rubble top surface at an oblique angle of 30 degrees, the hot-rolled seamless steel pipe extends into original state soil of the right hole opening soil slope by 50cm, the hot-rolled seamless steel pipe is arranged according to 1mX1m quincuncial rows, a grout consolidation body is injected into the hot-rolled seamless steel pipe to be cemented with the original state soil, and after grouting is finished and the strength of a rock body reaches the designed strength, a clay layer is backfilled to carry out sealing and water proofing;
(5) and excavating the guide wall: according to a design construction drawing, excavating a hole, pouring a guide wall foundation at the bottom of the hole, embedding anchoring pieces in the pouring process, wherein the guide wall foundation is made of C25 concrete;
(6) the arc I-shaped steel frame A is erected: erecting an arc-shaped steel frame A, wherein the arc-shaped steel frame A is 3I 18 steel frames, the bottom of the arc-shaped steel frame A is connected with an anchoring part through a high-strength connecting bolt, a phi 127mm guide steel pipe is welded on an upper wing plate 25 of the arc-shaped steel frame A, an arc-shaped steel pipe is arranged at the upper part of the guide steel pipe, and the arc-shaped steel pipe and the guide steel pipe are bound through steel wires;
(7) the guide wall forms: the upper steel plate of the fixing clamp of the detachable template fixing clamp manufactured in advance is welded with the lower wing plate of the arc-shaped I-shaped steel frame A, the guide wall inner template, the guide wall lower template and the guide wall outer template are sequentially installed by means of the detachable template fixing clamp, the clamping degree of the guide wall lower template is dynamically adjusted through the fastening bolts in the detachable template fixing clamp, the guide wall inner template and the guide wall outer template are respectively propped against two ends of a guide steel pipe, opposite-pulling screw rods are arranged between the guide wall inner template and the guide wall outer template to carry out opposite pulling, the guide wall inner template is laid on all arc-shaped steel pipes, and pouring holes are reserved.
(8) And pouring concrete: the two ends of the guide steel pipe are sealed, the guide wall is formed by pouring concrete between the guide wall template and the guide wall lower template, and the vibrating rod cannot touch the guide steel pipe in the pouring process.
(9) Drilling a pipe shed: after the strength of the guide wall concrete reaches the design requirement, the template system is dismantled, a down-the-hole drill is installed by using a method combining a total station, a hanging line and drill rod guiding, after the position is checked to be correct, the drill is started to drill, the drill is driven to operate at low speed and low pressure, the drilling speed and the wind pressure can be gradually adjusted according to the geological condition after a hole is formed for 10m, and the diameter of the drilled hole is 20-30 mm larger than the design diameter of the pipe shed. After drilling, the geological core drill rod is matched with the drill bit to repeatedly sweep the hole, so that scum is removed, the aperture and the hole depth are ensured to meet the requirements, and the hole is prevented from being blocked.
(10) Inserting and making a pipe shed steel pipe: after the pipe shed drilling is finished, enabling pipe shed steel pipes to penetrate through pipe shed steel pipe holes and guide steel pipes, and jacking the end parts of the pipe shed steel pipes by adopting a drilling machine; the pipe shed steel pipe joints are connected by screw threads, the length of each screw thread is 15cm, in order to stagger the pipe shed steel pipe joints, the first section of pipe with the odd number adopts a 6m long steel pipe, the first section with the even number adopts a 3m long steel pipe, and each section adopts a 6m long steel pipe;
(11) grouting a steel pipe of the pipe shed: after the pipe shed steel pipe is inserted to a specified depth, cement mortar with the water cement ratio W/C = 1-1.2 is injected into the pipe shed steel pipe, the grouting pressure is 1.0-2.0 Mpa, the slurry diffusion radius is not less than 0.5M, slurry in the pipe is removed in time after grouting is finished, and M30 cement mortar is used for tightly filling, so that the rigidity and the strength of the pipe shed are enhanced;
(12) and excavating the hole body: excavating a bias-pressure weak surrounding rock section at the opening of the tunnel by adopting a three-step fractional excavation method for annular excavation of reserved core soil, and installing an arc-shaped I-shaped steel frame B while excavating and supporting;
(13) and drilling a down-the-hole: the method is characterized in that the position of a down-the-hole drill is accurately positioned by using a total station, a hanging line and drill rod guiding combined method, a power device, a centralizer and an alloy drill bit are ensured to drill according to concentric circles in the drilling process, the diameter of a drill hole is 20-30 mm larger than that of a slope locking pipe, the drill hole is drilled at a low speed and at a low pressure, and the drilling speed and the wind pressure can be gradually adjusted according to geological conditions after the hole is formed for 5 m;
(14) and installing a slope locking pipe: the slope locking pipe separating type fixing structure is installed on an arc-shaped I-shaped steel frame B, the slope locking pipe is an 89mm hot-rolled seamless steel pipe, the slope locking pipe is installed and jacked into undisturbed soil of a soil slope at a right hole opening through cooperation of an excavator and manpower, a slope locking pipe is arranged at each 100cm of longitudinal distance, the angle is 30 degrees, the front end of the slope locking pipe is in a taper shape, and the tail portion of the slope locking pipe is inserted into a separating sleeve. Drilling slope locking pipe grouting holes on the pipe wall of the slope locking pipe, wherein the hole diameter is 20mm, the hole spacing is 20cm, the slope locking pipe grouting holes are arranged in a quincunx shape, and a grout stopping section without drilling holes is reserved at the tail part of the slope locking pipe 1 m;
(15) grouting a slope locking pipe: pouring cement slurry into the slope locking pipe, wherein the water-cement ratio W/C of cement slurry is = 1-1.2, 0.5% -1% of water glass or accelerating agent is doped, the initial grouting pressure is 0.5MPa, the final pressure is 2.0MPa, grouting is stopped after 10 minutes, and the diffusion radius is not less than 0.5 m;
(16) monitoring and measuring: the earth's surface subsides the observation during the pipe-shed construction, in time will observe data and handle, the analysis, if the displacement value satisfies standard requirement, can continue to carry out the hole body excavation, if the displacement value surpasss standard requirement, need consolidate once more to the entrance to a cave district to guarantee construction safety.
Compared with the prior art, the invention has the advantages that:
(1) according to the invention, the anti-slip retaining wall backfill grout rubbles are arranged at the entrance of the shallow-buried bias tunnel to balance the weight, and the grouting and consolidation slope locking are carried out by matching with the in-tunnel grouting slope locking pipe, so that the anti-bias performance of the slope at the shallow-buried bias section is greatly improved, and collapse of surrounding rocks is prevented.
(2) The detachable template fixing clamp auxiliary guide wall formwork support does not need to be provided with a full support, construction speed is high, and materials are saved.
(3) According to the invention, the slope locking pipe and the arc-shaped I-shaped steel frame are connected by adopting a slope locking pipe separated fixing structure, the slope locking pipe does not need to be welded, and the workload is small.
Drawings
FIG. 1 is an overall structure diagram of the anti-sliding retaining wall balanced-pressing heavy-filling grouting slope-locking system of the present invention.
FIG. 2 is a detailed view of the anti-sliding retaining wall balanced-pressing heavy-filling grouting slope-locking system of the present invention.
Fig. 3 is a general view of a guide wall formwork structure.
Fig. 4 is a sectional detail view of the guide wall formwork structure of fig. 3.
Fig. 5 is a view showing the structure of a removable template holder.
Fig. 6 is a schematic view of a pipe shed.
FIG. 7 is a schematic view of a slip casting slope locking pipe and an arc-shaped steel I-frame B.
FIG. 8 is a detailed view of a connection structure of a grouting slope locking pipe and an arc-shaped I-shaped steel frame B.
Fig. 9 is a view showing a detachable fixing structure of the lock pipe.
FIG. 10 is a cross-sectional view of an H-steel truss B.
Wherein: 1-right hole soil slope; 2-left hole soil slope; 3-retaining wall foundation; 4-retaining wall; 5, prefabricating a drainage ditch; 6-grouted rubble; 7-clay layer; 8-hot rolling the seamless steel tube; 9-slurry consolidation; 10-pipe shed steel pipe holes; 11-locking a slope pipe; 12-a guide wall; 13-a guide wall foundation; 14-arc I-shaped steel frame A; 15-an anchor; 16-high strength connecting bolts; 17-guiding a lower template of the wall; 18-removable form panel retaining clips; 19-guiding the wall form; 20-arc steel pipe; 21-guiding the steel pipe; 22-a counter-pulling screw; 23-guiding the outer wall template; 24-guiding wall inner formworks; 25-arc I-shaped steel frame A upper wing plate; 26-an arc I-shaped steel frame A rib plate; 27-arc I-shaped steel frame A lower wing plate; 28-fixing and clamping the steel plate; 29-threaded hanger bar; 30-fixedly clamping a lower steel plate; 31-connecting steel plates; 32-sideform toe retainer plate; 33-fastening bolts; 34-shed steel pipes; 35-grouting holes; 36-arc I-shaped steel frame B; 37-a split sleeve; 38-bolt hole; 39-embedding and fixing the plate; 40-lower embedded fixing plate; 41-connecting ribs; 42-locking a slope pipe grouting hole; 43-arc I-shaped steel frame B upper wing plate; 44-arc I-shaped steel frame B lower wing plate; 45-arc-shaped rib plates of the I-shaped steel frame B; 46-fastening bolts.
Detailed Description
The invention is further illustrated with reference to the following figures and examples.
As shown in fig. 1 and 2, the shallow buried bias tunnel cave entrance structure comprises a retaining wall 4 vertically arranged between a right hole soil slope 1 with lower height and a left hole soil slope 2 with higher height, wherein the left hole soil slope 1 and the right hole soil slope 2 are both gully segment shallow buried bias geology, a grouted stone sheet 6 is backfilled to the retaining wall 4 at one side of the right hole soil slope 1 facing the retaining wall 4, a clay layer 7 is backfilled on the surface of the grouted stone sheet 6, a plurality of hot rolled seamless steel pipes 8 are driven into the grouted stone sheet 6 through the clay layer 7, one ends of the hot rolled seamless steel pipes 8 respectively penetrate into the original state soil of the right hole soil slope 1, and a grout consolidation body 9 is injected into one ends of the hot rolled seamless steel pipes 8 penetrating into the original state soil of the right hole soil slope 1 through the other ends of the hot rolled seamless steel pipes 8 outside the clay layer 7, so that the hot rolled seamless steel pipes 8 are cemented with the original state soil of the right hole soil slope 1;
as shown in fig. 1 to 5, a guide wall formwork structure is arranged in the opening of the right opening slope 1, the guide wall formwork structure comprises a guide wall outer formwork 23 and a guide wall inner formwork 24 which are respectively arc-shaped and are opposite front and back, and the outer arc sides of the guide wall outer formwork 23 and the guide wall inner formwork 24 are arranged above and below the inner arc sides;
a plurality of detachable template fixing clamp groups are arranged between the inner arc sides of the inner template 24 and the outer template 23 of the guide wall, the plurality of detachable template fixing clamp groups are arranged along the arc direction between the inner template 24 and the outer template 23 of the guide wall, each detachable template fixing clamp group is respectively composed of a plurality of detachable template fixing clamps 18 which are arranged between the inner template 24 and the outer template 23 of the guide wall from front to back, each detachable template fixing clamp 18 is respectively composed of an upper fixing clamp steel plate 28, a lower fixing clamp steel plate 30 and a threaded suspender 29 which are opposite up and down, the upper end of the threaded suspender 29 is fixedly connected with the upper fixing clamp steel plate 28, the threaded suspender 29 passes through the lower fixing clamp steel plate 30 and is matched with the lower fixing clamp steel plate 30 in a relative rotation way, a fastening bolt 33 is screwed and arranged on the threaded suspender 29 and close to the bottom surface of the lower fixing clamp steel plate 30, and one detachable template fixing clamp which is close to the inner template 24 of the guide wall in each detachable template fixing clamp group faces the One side of the inner wall template 24 is connected with a connecting steel plate 31, one side of one detachable template fixing clamp which is close to the outer guide wall template 23 in each detachable template fixing clamp group and faces the outer guide wall template 23 is also connected with a connecting steel plate, each connecting steel plate 31 is respectively connected with a side template toe fixing plate 32 in a clamping jaw shape, and the side template toe fixing plates 32 at corresponding positions are clamped on the inner circular arc sides of the inner guide wall template 24 and the outer guide wall template 23; a guide wall lower template is clamped between a plurality of detachable template fixing clamps in adjacent detachable template fixing clamp groups through upper and lower steel plates 28 and 30 of the fixing clamps, and the guide wall lower template 17 is formed by the guide wall lower template clamped between the plurality of adjacent detachable template groups on the inner arc sides of the guide wall outer template 23 and the guide wall inner template 24;
arc-shaped I-shaped steel frames A14 are respectively arranged at positions above the detachable formwork fixing clamps 18 corresponding to a plurality of positions in the detachable formwork fixing clamp groups between the guide wall inner formwork 24 and the guide wall outer formwork 23, each arc-shaped I-shaped steel frame A14 extends along the arc direction between the guide wall inner formwork 24 and the guide wall outer formwork 23 respectively, the outer arc of each arc-shaped I-shaped steel frame A14 is upward, the inner arc is downward, each arc-shaped I-shaped steel frame A14 is respectively composed of an arc-shaped I-shaped steel frame A lower wing plate 27, an arc-shaped I-shaped steel frame A upper wing plate 25 and an arc-shaped I-shaped steel frame A rib plate 26 fixedly connected between the two, and the arc-shaped I-shaped steel frame A lower wing plate 27 in each arc-shaped I-shaped steel frame A14 is respectively fixed on the fixing clamp upper steel plate 28 of each detachable formwork fixing clamp 18;
a plurality of guide steel pipes 21 are further arranged between the guide wall inner template 24 and the guide wall outer template 23 and above all the arc-shaped steel frames A14 integrally, the axial direction of each guide steel pipe 21 is respectively along the front-back direction, the guide steel pipes 21 are arranged along the arc direction between the guide wall inner template 24 and the guide wall outer template 23, the guide wall inner template 24 and the guide wall outer template 23 are respectively propped against two ends of the guide steel pipes 21, and the bottom of each guide steel pipe 21 is respectively fixed on the upper wing plate 25 of the arc-shaped steel frame A in all the arc-shaped steel frames A14 below;
a plurality of arc-shaped steel pipes 20 are further arranged between the guide wall inner template 24 and the guide wall outer template 23 and above all the guide steel pipes 21, the outer arc of each arc-shaped steel pipe 20 is arranged above the upper arc and the inner arc, the plurality of arc-shaped steel pipes 20 are arranged in a front-back manner, each arc-shaped steel pipe 20 extends along the arc direction between the guide wall inner template 24 and the guide wall outer template 23, and each arc-shaped steel pipe 20 is bound to all the guide steel pipes 21 below;
a guide wall template 19 in a matched arc shape is further arranged above all the arc-shaped steel tubes 20 between the guide wall inner template 24 and the guide wall outer template 23, the guide wall outer template 23 and the guide wall inner template 24 are respectively clamped at the front side and the rear side of the guide wall template 19, the guide wall template 19 is fixed at the outer arc side of the top of all the arc-shaped steel tubes 20, pouring holes are reserved in the guide wall template 19, and concrete is poured through the pouring holes to form a guide wall 12 among the guide wall template 19, the guide wall lower template 17, the guide wall inner template 24 and the guide wall outer template 23; after the strength of the concrete of the guide wall 12 meets the design requirement, removing a guide wall template 19, a guide wall lower template 17, and guide wall inner and outer templates 24 and 23 to expose the guide wall 12 at the opening, respectively penetrating pipe shed steel pipes 34 in guide steel pipes 21 of the guide wall 12, penetrating the pipe shed steel pipes 34 through the guide steel pipes 21 of the guide wall 12 and then striking the pipe shed steel pipes into a soil slope at the top of the tunnel, and respectively forming grouting holes 35 in the pipe shed steel pipes 34;
as shown in fig. 1, 2, 7, and 8, the tunnel further includes a plurality of arc-shaped i-steel frames B36 longitudinally arranged in the tunnel along the tunnel, an outer arc of each arc-shaped i-steel frame B36 is located above an inner arc, each arc-shaped i-steel frame B36 is respectively composed of an arc-shaped i-steel frame B upper wing plate 43, an arc-shaped i-steel frame B lower wing plate 44, and an arc-shaped i-steel frame B rib plate 45 fixedly connected therebetween, each arc-shaped i-steel frame B36 is respectively assembled with a plurality of slope-locking pipe separating fixing structures, the plurality of slope-locking pipe separating fixing structures are arranged along an arc of the arc-shaped i-steel frame B36, each slope-locking pipe separating fixing structure is respectively installed with a slope-locking pipe 11, and each slope-locking pipe 11 respectively extends along different radial directions of the corresponding arc-shaped i-steel frame B36; the slope locking pipe separated fixing structure comprises an upper embedded fixing plate 39, a lower embedded fixing plate 40 and a connecting rib plate 41 connected between the upper embedded fixing plate 39 and the lower embedded fixing plate 40, the same side surfaces of the upper embedded fixing plate 39 and the lower embedded fixing plate 40 are respectively provided with an embedded opening, the upper embedded fixing plate 39 and the lower embedded fixing plate 40 are respectively provided with a threaded hole 38, and the top surface of the upper embedded fixing plate 39 is vertically connected with two semicircular separated sleeves 37; an upper wing plate 43 of an arc-shaped steel I-frame B in the arc-shaped steel I-frame B36 is embedded into an embedding opening of the upper embedding plate 39 and is locked by a fastening bolt, a lower wing plate 44 of the arc-shaped steel I-frame B in the arc-shaped steel I-frame B36 is embedded into an embedding opening of the lower embedding plate 40 and is locked by a fastening bolt 46, a connecting ribbed plate 41 between the upper embedding plate 39 and the lower embedding plate 40 is propped against a ribbed plate 45 of the arc-shaped steel I-frame B in the arc-shaped steel I-frame B36, one end of the slope locking pipe 11 is inserted into a cylindrical cavity enclosed by the two semicircular separating sleeves 37, and each slope locking pipe 11 is respectively inserted into the undisturbed soil of the right opening soil slope 1, the pipe wall of each slope locking pipe 11 is respectively provided with a grouting hole 42, grouting is carried out through the pipe wall grouting holes of the right opening soil slope 1 original state soil outer slope locking pipes 42, and slurry overflows through the pipe wall grouting holes of the right opening soil slope 1 original state soil in the slope locking pipes 42 to enable the slope locking pipes 11 and the right opening soil slope 1 original state soil to be glued into a whole.
As shown in the figures 1 and 2, in the invention, a groove is dug at the bottom between the soil slopes 2 and 1 at the left and right holes, a retaining wall foundation 3 is poured in the groove, and a retaining wall 4 is poured and formed on the retaining wall foundation 3. And a prefabricated drainage ditch is arranged between the retaining wall 4 and the soil slope of the left hole.
As shown in fig. 4, the split bolts 22, which are axially horizontal in the front-rear direction, are rotatably connected between the guide wall inner formwork 24 and the guide wall outer formwork 23.
As shown in fig. 3 and 4, the guide wall foundation 13 is respectively poured at the bottom of the opening of the right opening soil slope 1 corresponding to the end portions of the two ends of all the arc-shaped h-shaped steel frames a14, the anchoring members 15 are respectively embedded in the guide wall foundation 13 corresponding to the end portions of each arc-shaped h-shaped steel frame a14, and the end portions of each arc-shaped h-shaped steel frame a14 are fixedly connected to the anchoring members 15 through the high-strength connecting bolts 16.
As shown in fig. 8, 9 and 10, the slope locking pipe separated fixing structure includes an upper fixing plate 39, a lower fixing plate 40 and a connecting rib plate 41 connected between the upper fixing plate and the lower fixing plate, the same sides of the upper fixing plate 39 and the lower fixing plate 40 are respectively provided with an embedding opening, the upper fixing plate 39 and the lower fixing plate 40 are respectively provided with a threaded hole 38, and the top surface of the upper fixing plate 39 is vertically connected with two semicircular separated sleeves 37;
an upper wing plate 43 of an arc-shaped steel frame B in an arc-shaped steel frame B36 is embedded into an embedding opening of the upper embedding plate 39 and locked by a fastening bolt, a lower wing plate 44 of the arc-shaped steel frame B36 is embedded into an embedding opening of the lower embedding plate 40 and locked by a fastening bolt 46, a connecting rib plate 41 between the upper embedding plate 39 and the lower embedding plate 40 is propped against a rib plate 45 of the arc-shaped steel frame B in an arc-shaped steel frame B36, and one end of the slope locking pipe 11 is inserted into a cylindrical cavity enclosed by the two semicircular separating type sleeves 37.
A construction method of a shallow-buried bias tunnel cave-in structure comprises the following steps:
(1) and measuring and paying off: and according to design drawings and the topographic elevation and the natural gradient of the right opening soil slope 1 and the left opening soil slope 2, determining the minimum slope contour line of the upward slope of the right opening soil slope 1 on the ground by using a total station, and controlling the excavation of the upward slope of the right opening soil slope 1.
(2) And constructing the retaining wall: digging a groove between the right opening soil slope 1 and the left opening soil slope 2 and close to the right opening soil slope 1, pouring a retaining wall foundation 3 in the groove, wherein the retaining wall foundation 3 needs to go deep into a natural foundation and needs to meet the bearing capacity of the foundation, pouring a retaining wall 4 on the pouring retaining wall foundation 3, and arranging a prefabricated drainage ditch 5 at the side part of the retaining wall 4.
(3) Backfilling the grouted rubble: and backfilling grouted rubbles 6 between the retaining wall 4 and the corresponding side of the right hole soil slope 1, backfilling the grouted rubbles 6 layer by layer, manually matching with mechanical tamping, wherein the tamping degree is not less than 93%, and the backfilling height is suitable for achieving the height balance with the left hole soil slope 2 and is smoothly connected.
(4) Grouting and consolidating the hot-rolled seamless steel pipe: and (3) driving a 42X4mm hot-rolled seamless steel pipe 8 into the top surface of the backfilled grouted rubble 6 at an oblique angle of 30 degrees, wherein the hot-rolled seamless steel pipe 8 extends 50cm deep into the original soil of the soil slope 1 at the right hole opening, the hot-rolled seamless steel pipe 8 is arranged according to 1mX1m quincuncial rows, a grout consolidation body 9 is injected into the hot-rolled seamless steel pipe 8 to be consolidated with the original soil, and after grouting is finished and the strength of the rock body reaches the designed strength, backfilling a clay layer 7 to seal and prevent water.
(5) And excavating the guide wall: according to a design construction drawing, a hole is excavated, a guide wall foundation 13 is poured at the bottom of the hole, anchoring pieces 15 are embedded in the pouring process, and C25 concrete is adopted for the guide wall foundation 13.
(6) The arc-shaped I-shaped steel frame is erected: erecting an arc-shaped steel frame A14, adopting 3I 18 steel frames for the arc-shaped steel frame A14, connecting the bottom of the steel frame with an anchoring piece 15 through a high-strength connecting bolt 16, welding a phi 127mm guide steel pipe 21 on an upper wing plate 25 of the arc-shaped steel frame A, arranging an arc-shaped steel pipe 20 on the upper part of the guide steel pipe 21, and binding the arc-shaped steel pipe 20 and the guide steel pipe 21 through steel wires.
(7) The guide wall forms: welding an upper steel plate 28 of a detachable template fixing clamp 18 and a lower wing plate 27 of an arc-shaped I-shaped steel frame A, sequentially installing a guide wall inner template 24, a guide wall lower template 17 and a guide wall outer template 23 by relying on the detachable template fixing clamp 18, dynamically adjusting the clamping degree of the guide wall lower template 17 through a fastening bolt 33, respectively propping the guide wall inner template 24 and the guide wall outer template 23 on a guide steel pipe 21, oppositely pulling a pull screw rod 22 between the guide wall inner template 24 and the guide wall outer template 23, paving a guide wall inner template 19 on the arc-shaped steel pipe 20, and reserving a pouring hole.
(8) And pouring concrete: the two ends of the guide steel pipe 21 are sealed, concrete is poured to form the guide wall 12, and the vibrating rod cannot touch the guide steel pipe 21 in the pouring process.
(9) Drilling a pipe shed: after the concrete strength of the guide wall 12 reaches the design requirement, the template system is dismantled, a down-the-hole drill is installed by using a method combining a total station, a hanging line and drill rod guiding, after the position is checked to be correct, the drill is started to drill, the drill is driven to operate at low speed and low pressure, the drilling speed and the wind pressure can be gradually adjusted according to the geological condition after a hole is formed for 10m, and the diameter of the drilled hole is 20-30 mm larger than the design diameter of the pipe shed. After drilling, the geological core drill rod is matched with the drill bit to repeatedly sweep the hole, so that scum is removed, the aperture and the hole depth are ensured to meet the requirements, and the hole is prevented from being blocked.
(10) Inserting and making a pipe shed steel pipe: after the pipe shed drilling is completed, the pipe shed steel pipe 34 penetrates through the guide steel pipe 21 and the pipe shed steel pipe hole 10, and the end part of the pipe shed steel pipe 34 is jacked by a drilling machine. The joints of the pipe shed steel pipes 34 are connected by screw threads, the length of the screw threads is 15cm, in order to enable the joints of the pipe shed steel pipes 34 to be staggered, the first section of pipe with the odd number adopts 6m long steel pipes, the first section with the even number adopts 3m long steel pipes, and each section adopts 6m long steel pipes.
(11) Grouting a steel pipe of the pipe shed: after the pipe shed steel pipe 34 is inserted to the appointed depth, cement mortar with the water cement ratio W/C = 1-1.2 is injected into the pipe shed steel pipe 34, the grouting pressure is 1.0-2.0 Mpa, the slurry diffusion radius is not less than 0.5M, slurry in the pipe is removed in time after grouting is finished, M30 cement mortar is used for tightly filling, and the rigidity and the strength of the pipe shed are enhanced.
(12) And excavating the hole body: and excavating a bias-pressure weak surrounding rock section of the tunnel portal by adopting a three-step subsection excavation method of annular excavation reserved core soil, and installing an arc-shaped I-shaped steel frame B36 while excavating and supporting.
(13) And drilling a down-the-hole: the method of combining the total station, the hanging wire and the drill rod guiding is used for accurately positioning the position of the down-the-hole drill, the power device, the centralizer and the alloy drill bit are ensured to drill according to concentric circles in the drilling process, the diameter of the drill hole is 20-30 mm larger than that of the slope locking pipe 11, the drilling speed and the wind pressure can be gradually adjusted according to geological conditions after the hole is formed for 5m at a low speed and at a low pressure during drilling.
(14) And installing a slope locking pipe: the slope locking pipe separating type fixing structure is installed on an arc-shaped I-shaped steel frame B36, the slope locking pipe 11 is an 89mm hot-rolled seamless steel pipe, the slope locking pipe is installed in a hole jacking wall hole through cooperation of an excavator and manual work, a ring of slope locking pipes 11 are arranged every 100cm in longitudinal distance, the angle is 30 degrees, the front end of the slope locking pipe 11 is in a taper shape, and the tail portion of the slope locking pipe is inserted into a separating sleeve 37. The slope locking pipe 11 is drilled with slope locking pipe grouting holes 42 with the aperture of 20mm and the hole spacing of 20cm, the slope locking pipe grouting holes are arranged in a quincunx shape, and a grout stopping section with no drilled hole is reserved at the tail part of 1 m.
(15) Grouting a slope locking pipe: and (2) pouring cement slurry into the slope locking pipe 11, wherein the water-cement ratio W/C of cement slurry is = 1-1.2, 0.5% -1% of water glass (or an accelerating agent) is doped, the initial grouting pressure is 0.5MPa, the final pressure is 2.0MPa, grouting is stopped after 10 minutes, and the diffusion radius is not less than 0.5 m.
(16) Monitoring and measuring: the earth's surface subsides the observation during the pipe-shed construction, in time will observe data and handle, the analysis, if the displacement value satisfies standard requirement, can continue to carry out the hole body excavation, if the displacement value surpasss standard requirement, need consolidate once more to the entrance to a cave district to guarantee construction safety.
The embodiments of the present invention are described only for the preferred embodiments of the present invention, and not for the limitation of the concept and scope of the present invention, and various modifications and improvements made to the technical solution of the present invention by those skilled in the art without departing from the design concept of the present invention shall fall into the protection scope of the present invention, and the technical content of the present invention which is claimed is fully set forth in the claims.
Claims (7)
1. Shallow buried bias tunnel advances hole structure, its characterized in that: the retaining wall is vertically arranged between a right hole soil slope with lower height and a left hole soil slope with higher height, the left hole soil slope and the right hole soil slope are both in ditch-flushing section shallow buried bias geology, one side of the right hole soil slope facing the retaining wall is back-filled with grouted stone slices, clay layers are back-filled on the surfaces of the grouted stone slices, a plurality of hot-rolled seamless steel pipes are driven into the grouted stone slices through the clay layers, one ends of the hot-rolled seamless steel pipes are respectively deep into original state soil of the right hole soil slope, and slurry concretion bodies are injected into one ends of the hot-rolled seamless steel pipes, deep into the original state soil of the right hole soil slope, located outside the clay layers, through the other ends of the hot-rolled seamless steel pipes, so that the hot-rolled seamless steel pipes and the original state soil of the right hole soil;
a guide wall formwork supporting structure is arranged in the opening of the right opening soil slope and comprises a guide wall outer formwork and a guide wall inner formwork which are respectively in an arc shape and are opposite front and back, and the outer arc sides of the guide wall outer formwork and the guide wall inner formwork are arranged above and below the inner arc sides;
a plurality of detachable template fixing clamp groups are arranged between the inner circular arc sides of the inner template and the outer template of the guide wall, the plurality of detachable template fixing clamp groups are arranged along the arc direction between the inner template and the outer template of the guide wall, each detachable template fixing clamp group is respectively composed of a plurality of detachable template fixing clamps which are arranged between the inner template and the outer template of the guide wall from front to back, each detachable template fixing clamp is respectively composed of an upper steel plate of a fixing clamp, a lower steel plate of the fixing clamp and a threaded suspender, the upper end of the threaded suspender is fixedly connected with the upper steel plate of the fixing clamp, the threaded suspender passes through the lower steel plate of the fixing clamp and is relatively matched with the lower steel plate of the fixing clamp in a rotating way, a fastening bolt is screwed at the position close to the bottom surface of the lower steel plate of the fixing clamp on the threaded suspender, one detachable template fixing clamp close to the inner template of the guide wall in each detachable template fixing clamp group is connected with a, one detachable template fixing clamp which is close to the guide wall outer template in each detachable template fixing clamp group is also connected with a connecting steel plate on one side of the detachable template fixing clamp facing the guide wall outer template, each connecting steel plate is respectively connected with a side template toe fixing plate in a clamping opening shape, and the side template toe fixing plates at the corresponding positions are clamped on the inner circular arc sides of the guide wall inner template and the guide wall outer template; a plurality of detachable template fixing clamps in adjacent detachable template fixing clamp groups clamp a lower guide wall template through upper and lower steel plates of the fixing clamps, and the lower guide wall template is formed by the lower guide wall template clamped between the plurality of adjacent detachable template groups on the outer template of the guide wall and the inner arc side of the inner template of the guide wall;
arc-shaped I-shaped steel frames A are respectively arranged at positions above the detachable template fixing clamps corresponding to a plurality of positions in the detachable template fixing clamp groups between the guide wall inner template and the guide wall outer template, each arc-shaped I-shaped steel frame A respectively extends along the arc direction between the guide wall inner template and the guide wall outer template, the outer arc of each arc-shaped I-shaped steel frame A is upward, the inner arc of each arc-shaped I-shaped steel frame A is downward, each arc-shaped I-shaped steel frame A respectively consists of an arc-shaped I-shaped steel frame A lower wing plate, an arc-shaped I-shaped steel frame A upper wing plate and an arc-shaped I-shaped steel frame A rib plate fixedly connected between the arc-shaped I-shaped steel frame A and the arc-shaped I-shaped steel frame A, and the arc-shaped I-shaped steel frame A lower wing;
a plurality of guide steel pipes are further arranged between the guide wall inner template and the guide wall outer template and above all the arc-shaped steel frames A integrally, the axial direction of each guide steel pipe is respectively along the front-back direction, the guide steel pipes are arranged along the arc direction between the guide wall inner template and the guide wall outer template, the guide wall inner template and the guide wall outer template are respectively propped against two ends of the guide steel pipes, and the bottoms of the guide steel pipes are respectively fixed on upper wing plates of the arc-shaped steel frames A in all the arc-shaped steel frames A below;
a plurality of arc-shaped steel pipes are arranged between the guide wall inner template and the guide wall outer template and above all the guide steel pipes integrally, the outer arc of each arc-shaped steel pipe is arranged below the upper arc and the inner arc, the arc-shaped steel pipes are arranged in the front and back direction, each arc-shaped steel pipe extends along the arc direction between the guide wall inner template and the guide wall outer template, and each arc-shaped steel pipe is respectively bound to all the guide steel pipes below;
a guide wall template in a matched arc shape is also arranged above all the arc-shaped steel pipes between the guide wall inner template and the guide wall outer template, the guide wall outer template and the guide wall inner template are respectively clamped at the front side and the rear side of the guide wall template, the guide wall template is fixed at the outer arc side of the top of all the arc-shaped steel pipes, pouring holes are reserved in the guide wall template, and concrete is injected into the guide wall template, the guide wall lower template, the guide wall inner template and the guide wall outer template through the pouring holes to form a guide wall; after the strength of the guide wall concrete reaches the design requirement, removing a guide wall upper template, a guide wall lower template, a guide wall inner template and a guide wall outer template to expose the guide wall at the opening, respectively penetrating pipe shed steel pipes in guide steel pipes of the guide wall, penetrating the pipe shed steel pipes through the guide wall guide steel pipes, and then driving the pipe shed steel pipes into a soil slope at the top of the tunnel, wherein grouting holes are respectively formed in the pipe shed steel pipes;
the tunnel is characterized by further comprising a plurality of arc-shaped steel I-frame B arranged in the tunnel longitudinally, wherein the outer arc of each arc-shaped steel I-frame B is arranged above the tunnel, the inner arc of each arc-shaped steel I-frame B is arranged below the tunnel, each arc-shaped steel I-frame B is respectively composed of an upper wing plate of each arc-shaped steel I-frame B, a lower wing plate of each arc-shaped steel I-frame B and a rib plate of each arc-shaped steel I-frame B fixedly connected between the upper wing plate and the lower wing plate of each arc-shaped steel I-frame B, each arc-shaped steel I-frame B is respectively assembled with a plurality of slope locking pipe separating fixing structures, the slope locking pipe separating fixing structures are arranged along the arcs of the arc-shaped steel I-frames B, each slope locking; the slope locking pipe separated fixing structure comprises an upper embedded fixing plate, a lower embedded fixing plate and a connecting rib plate connected between the upper embedded fixing plate and the lower embedded fixing plate, the same side surfaces of the upper embedded fixing plate and the lower embedded fixing plate are respectively provided with an embedded opening, the upper embedded fixing plate and the lower embedded fixing plate are respectively provided with a threaded hole, and the top surface of the upper embedded fixing plate is vertically connected with two semicircular separated sleeves; an upper wing plate of an arc-shaped steel I-frame B in the arc-shaped steel I-frame B is embedded into an embedding opening of an upper embedding plate and is locked through a fastening bolt, a lower wing plate of the arc-shaped steel I-frame B in the arc-shaped steel I-frame B is embedded into an embedding opening of a lower embedding plate and is locked through the fastening bolt, a connecting rib plate between the upper embedding plate and the lower embedding plate is abutted against a rib plate of the arc-shaped steel I-frame B in the arc-shaped steel I-frame B, one end of each slope locking pipe is inserted into a cylindrical cavity defined by two semicircular separating type sleeves, each slope locking pipe is inserted into undisturbed soil of a right hole slope, a grouting hole is formed in the pipe wall of each slope locking pipe, grouting is performed through grouting holes in the pipe wall of the undisturbed soil of the right hole slope, and overflowing is performed through grouting holes in the pipe wall of the slope locking pipe in the undisturbed soil of the right hole slope to enable the slope to be integrated with the undisturbed soil of the right hole slope.
2. The shallow buried bias tunnel boring structure of claim 1, wherein: digging a groove at the bottom between the soil slopes of the left and right holes, and pouring a retaining wall foundation in the groove, wherein the retaining wall is poured and formed on the retaining wall foundation.
3. The shallow buried bias tunnel boring structure of claim 1, wherein: and a prefabricated drainage ditch is arranged between the retaining wall and the soil slope of the left hole.
4. The shallow buried bias tunnel boring structure of claim 1, wherein: and a counter-pulling screw rod which is axially horizontal in the front and back is rotatably connected between the guide wall inner template and the guide wall outer template.
5. The shallow buried bias tunnel boring structure of claim 1, wherein: the bottom corresponds all arc I-steel frame A both ends tip position and has pour respectively and lead the wall foundation in the entrance to a cave of right side entrance to a cave soil slope, corresponds every arc I-steel frame A tip position in the wall foundation and pre-buries anchor assembly respectively, and each arc I-steel frame A tip passes through high-strength connecting bolt fixed connection in anchor assembly.
6. The shallow buried bias tunnel boring structure of claim 1, wherein: the slope locking pipe separated fixing structure comprises an upper embedded fixing plate, a lower embedded fixing plate and a connecting rib plate connected between the upper embedded fixing plate and the lower embedded fixing plate, the same side surfaces of the upper embedded fixing plate and the lower embedded fixing plate are respectively provided with an embedded opening, the upper embedded fixing plate and the lower embedded fixing plate are respectively provided with a threaded hole, and the top surface of the upper embedded fixing plate is vertically connected with two semicircular separated sleeves;
an upper wing plate of an arc-shaped steel frame B in the arc-shaped steel frame B is embedded into an embedding opening of the upper embedding and fixing plate and is locked through a fastening bolt, a lower wing plate of the arc-shaped steel frame B in the arc-shaped steel frame B is embedded into an embedding opening of the lower embedding and fixing plate and is locked through the fastening bolt, a connecting rib plate between the upper embedding and fixing plate and the lower embedding and fixing plate is abutted against a rib plate of the arc-shaped steel frame B in the arc-shaped steel frame B, and one end of a slope locking pipe is inserted into a cylindrical cavity enclosed by the two semicircular separating type sleeves.
7. The construction method of the shallow-buried bias tunnel hole-entering structure is characterized by comprising the following steps: the method comprises the following steps:
(1) and measuring and paying off: determining a minimum slope brushing contour line of the upward slope of the soil slope of the right opening on the ground by using a total station according to a design drawing and the topographic elevation and the natural gradient of the soil slope of the right opening and the soil slope of the left opening, and controlling the excavation of the upward slope of the soil slope of the right opening according to the minimum slope brushing contour line;
(2) and constructing the retaining wall: digging a groove between the right hole soil slope and the left hole soil slope and close to the right hole soil slope, pouring a retaining wall foundation in the groove, wherein the retaining wall foundation needs to be deep into a natural foundation and needs to meet the bearing capacity of the foundation, pouring a retaining wall on the top of the poured retaining wall foundation, and arranging a prefabricated drainage ditch at the side part of the retaining wall;
(3) backfilling the grouted rubble: backfilling grouted rubbles between the retaining wall and the corresponding side of the soil slope of the right hole, backfilling the grouted rubbles layer by layer, manually and mechanically tamping, wherein the tamping degree is not less than 93%, the backfilling height is preferably balanced with the height of the soil slope of the left hole, and the backfilling height is smoothly connected with the soil slope of the left hole;
(4) grouting and consolidating the hot-rolled seamless steel pipe: a 42X4mm hot-rolled seamless steel pipe is driven into the backfilled grouted rubble top surface at an oblique angle of 30 degrees, the hot-rolled seamless steel pipe extends into original state soil of the right hole opening soil slope by 50cm, the hot-rolled seamless steel pipe is arranged according to 1mX1m quincuncial rows, a grout consolidation body is injected into the hot-rolled seamless steel pipe to be cemented with the original state soil, and after grouting is finished and the strength of a rock body reaches the designed strength, a clay layer is backfilled to carry out sealing and water proofing;
(5) and excavating the guide wall: according to a design construction drawing, excavating a hole, pouring a guide wall foundation at the bottom of the hole, embedding anchoring pieces in the pouring process, wherein the guide wall foundation is made of C25 concrete;
(6) the arc I-shaped steel frame A is erected: erecting an arc-shaped steel frame A, wherein the arc-shaped steel frame A is 3I 18 steel frames, the bottom of the arc-shaped steel frame A is connected with an anchoring part through a high-strength connecting bolt, a phi 127mm guide steel pipe is welded on an upper wing plate 25 of the arc-shaped steel frame A, an arc-shaped steel pipe is arranged at the upper part of the guide steel pipe, and the arc-shaped steel pipe and the guide steel pipe are bound through steel wires;
(7) the guide wall forms: welding a fixing clamp upper steel plate of a detachable template fixing clamp manufactured in advance with a lower wing plate of an arc-shaped I-shaped steel frame A, sequentially installing a guide wall inner template, a guide wall lower template and a guide wall outer template by relying on the detachable template fixing clamp, dynamically adjusting the clamping degree of the guide wall lower template through a fastening bolt in the detachable template fixing clamp, respectively propping against two ends of a guide steel pipe, arranging a counter-pulling screw rod between the guide wall inner template and the guide wall outer template for counter-pulling, paving guide wall templates on all arc-shaped steel pipes, and reserving pouring holes;
(8) and pouring concrete: sealing two ends of the guide steel pipe, pouring concrete to form a guide wall between a guide wall template and a guide wall lower template, wherein the vibrating rod cannot touch the guide steel pipe in the pouring process;
(9) drilling a pipe shed: after the strength of the guide wall concrete reaches the design requirement, removing a template system, installing a down-the-hole drill by using a method combining a total station instrument, a hanging line and drill rod guiding, starting the drill to drill after checking the position, wherein the drill is required to be operated at a low speed and at a low pressure, the drilling speed and the wind pressure can be gradually adjusted according to the geological condition after a hole is formed for 10m, and the diameter of the drilled hole is required to be 20-30 mm larger than the design diameter of a pipe shed;
after drilling, repeatedly sweeping the hole by using a geological core drill rod and a drill bit, removing scum, ensuring that the aperture and the hole depth meet the requirements, and preventing hole blockage;
(10) inserting and making a pipe shed steel pipe: after the pipe shed drilling is finished, enabling pipe shed steel pipes to penetrate through pipe shed steel pipe holes and guide steel pipes, and jacking the end parts of the pipe shed steel pipes by adopting a drilling machine; the pipe shed steel pipe joints are connected by screw threads, the length of each screw thread is 15cm, in order to stagger the pipe shed steel pipe joints, the first section of pipe with the odd number adopts a 6m long steel pipe, the first section with the even number adopts a 3m long steel pipe, and each section adopts a 6m long steel pipe;
(11) grouting a steel pipe of the pipe shed: after the pipe shed steel pipe is inserted to a specified depth, cement mortar with the water cement ratio W/C = 1-1.2 is injected into the pipe shed steel pipe, the grouting pressure is 1.0-2.0 Mpa, the slurry diffusion radius is not less than 0.5M, slurry in the pipe is removed in time after grouting is finished, and M30 cement mortar is used for tightly filling, so that the rigidity and the strength of the pipe shed are enhanced;
(12) and excavating the hole body: excavating a bias-pressure weak surrounding rock section at the opening of the tunnel by adopting a three-step fractional excavation method for annular excavation of reserved core soil, and installing an arc-shaped I-shaped steel frame B while excavating and supporting;
(13) and drilling a down-the-hole: the method is characterized in that the position of a down-the-hole drill is accurately positioned by using a total station, a hanging line and drill rod guiding combined method, a power device, a centralizer and an alloy drill bit are ensured to drill according to concentric circles in the drilling process, the diameter of a drill hole is 20-30 mm larger than that of a slope locking pipe, the drill hole is drilled at a low speed and at a low pressure, and the drilling speed and the wind pressure can be gradually adjusted according to geological conditions after the hole is formed for 5 m;
(14) and installing a slope locking pipe: installing a slope locking pipe separation type fixing structure on an arc-shaped I-shaped steel frame B, wherein the slope locking pipe is an 89mm hot-rolled seamless steel pipe, is installed and jacked into undisturbed soil of a soil slope at a right hole opening by matching an excavator with manpower, a ring of slope locking pipes are arranged every 100cm in longitudinal distance, the angle is 30 degrees, the front end of the slope locking pipe is in a taper shape, and the tail part of the slope locking pipe is inserted into a separation type sleeve;
drilling slope locking pipe grouting holes on the pipe wall of the slope locking pipe, wherein the hole diameter is 20mm, the hole spacing is 20cm, the slope locking pipe grouting holes are arranged in a quincunx shape, and a grout stopping section without drilling holes is reserved at the tail part of the slope locking pipe 1 m;
(15) grouting a slope locking pipe: pouring cement slurry into the slope locking pipe, wherein the water-cement ratio W/C of cement slurry is = 1-1.2, 0.5% -1% of water glass or accelerating agent is doped, the initial grouting pressure is 0.5MPa, the final pressure is 2.0MPa, grouting is stopped after 10 minutes, and the diffusion radius is not less than 0.5 m;
(16) monitoring and measuring: the earth's surface subsides the observation during the pipe-shed construction, in time will observe data and handle, the analysis, if the displacement value satisfies standard requirement, can continue to carry out the hole body excavation, if the displacement value surpasss standard requirement, need consolidate once more to the entrance to a cave district to guarantee construction safety.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010536695.0A CN111648790B (en) | 2020-06-12 | 2020-06-12 | Shallow-buried bias tunnel entry structure and construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010536695.0A CN111648790B (en) | 2020-06-12 | 2020-06-12 | Shallow-buried bias tunnel entry structure and construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN111648790A true CN111648790A (en) | 2020-09-11 |
| CN111648790B CN111648790B (en) | 2023-03-14 |
Family
ID=72341698
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202010536695.0A Active CN111648790B (en) | 2020-06-12 | 2020-06-12 | Shallow-buried bias tunnel entry structure and construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN111648790B (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113339014A (en) * | 2021-07-01 | 2021-09-03 | 厦门路桥工程设计院有限公司 | Steel rail pipe curtain method and structure for protecting side wall of backward tunnel with sandwiched rock in ultra-small clear distance tunnel |
| CN113622978A (en) * | 2021-08-26 | 2021-11-09 | 中国水电基础局有限公司 | Construction process of buried deep support of semi-open and semi-concealed bias tunnel |
| CN115506817A (en) * | 2022-09-20 | 2022-12-23 | 核工业井巷建设集团有限公司 | Tunnel weak surrounding rock supporting method and supporting structure |
| CN116220740A (en) * | 2023-03-02 | 2023-06-06 | 云南省交通规划设计研究院有限公司 | Transverse advanced support design method for backward tunnel of non-pilot multi-arch tunnel |
| CN117780362A (en) * | 2024-02-27 | 2024-03-29 | 中铁十七局集团第五工程有限公司 | Rock column replacement and reinforcement structure in ultra-small clear distance tunnel and construction method thereof |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103775093A (en) * | 2014-02-07 | 2014-05-07 | 中交一公局第一工程有限公司 | Construction method for right-angle skew tunnel-entering cover arch of unsymmetrical-loaded and shallow-buried tunnel |
| CN105840207A (en) * | 2016-03-24 | 2016-08-10 | 杭州江润科技有限公司 | Cross shallow buried bias pressure loose accumulation body large-span tunnel comprehensive entrance structure construction method |
| CN106223989A (en) * | 2016-08-10 | 2016-12-14 | 兰州理工大学 | Unsymmetrial loading tunnel hole excavation safeguard structure and construction method |
| CN106499413A (en) * | 2016-11-19 | 2017-03-15 | 中铁十二局集团有限公司 | A kind of Shallow-buried section tunnel stratum consolidation construction method |
| CN108868779A (en) * | 2018-08-27 | 2018-11-23 | 广西交通设计集团有限公司 | Tunnel portal support device and tunnel portal construction method |
| CN110107310A (en) * | 2019-05-05 | 2019-08-09 | 中交第三航务工程局有限公司 | A kind of construction method at tunnel slope hole |
| CN110541422A (en) * | 2019-09-05 | 2019-12-06 | 中交一公局集团有限公司 | Construction method for tunnel crossing hole bias landslide zone |
| CN212927877U (en) * | 2020-06-12 | 2021-04-09 | 安徽省公路桥梁工程有限公司 | Shallow-buried bias tunnel hole-entering structure |
-
2020
- 2020-06-12 CN CN202010536695.0A patent/CN111648790B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103775093A (en) * | 2014-02-07 | 2014-05-07 | 中交一公局第一工程有限公司 | Construction method for right-angle skew tunnel-entering cover arch of unsymmetrical-loaded and shallow-buried tunnel |
| CN105840207A (en) * | 2016-03-24 | 2016-08-10 | 杭州江润科技有限公司 | Cross shallow buried bias pressure loose accumulation body large-span tunnel comprehensive entrance structure construction method |
| CN106223989A (en) * | 2016-08-10 | 2016-12-14 | 兰州理工大学 | Unsymmetrial loading tunnel hole excavation safeguard structure and construction method |
| CN106499413A (en) * | 2016-11-19 | 2017-03-15 | 中铁十二局集团有限公司 | A kind of Shallow-buried section tunnel stratum consolidation construction method |
| CN108868779A (en) * | 2018-08-27 | 2018-11-23 | 广西交通设计集团有限公司 | Tunnel portal support device and tunnel portal construction method |
| CN110107310A (en) * | 2019-05-05 | 2019-08-09 | 中交第三航务工程局有限公司 | A kind of construction method at tunnel slope hole |
| CN110541422A (en) * | 2019-09-05 | 2019-12-06 | 中交一公局集团有限公司 | Construction method for tunnel crossing hole bias landslide zone |
| CN212927877U (en) * | 2020-06-12 | 2021-04-09 | 安徽省公路桥梁工程有限公司 | Shallow-buried bias tunnel hole-entering structure |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113339014A (en) * | 2021-07-01 | 2021-09-03 | 厦门路桥工程设计院有限公司 | Steel rail pipe curtain method and structure for protecting side wall of backward tunnel with sandwiched rock in ultra-small clear distance tunnel |
| CN113622978A (en) * | 2021-08-26 | 2021-11-09 | 中国水电基础局有限公司 | Construction process of buried deep support of semi-open and semi-concealed bias tunnel |
| CN113622978B (en) * | 2021-08-26 | 2024-05-24 | 中国水电基础局有限公司 | Construction process of semi-bright and semi-dark bias tunnel buried type deep support |
| CN115506817A (en) * | 2022-09-20 | 2022-12-23 | 核工业井巷建设集团有限公司 | Tunnel weak surrounding rock supporting method and supporting structure |
| CN116220740A (en) * | 2023-03-02 | 2023-06-06 | 云南省交通规划设计研究院有限公司 | Transverse advanced support design method for backward tunnel of non-pilot multi-arch tunnel |
| CN116220740B (en) * | 2023-03-02 | 2023-10-27 | 云南省交通规划设计研究院有限公司 | Transverse advanced support design method for backward tunnel of non-pilot multi-arch tunnel |
| CN117780362A (en) * | 2024-02-27 | 2024-03-29 | 中铁十七局集团第五工程有限公司 | Rock column replacement and reinforcement structure in ultra-small clear distance tunnel and construction method thereof |
| CN117780362B (en) * | 2024-02-27 | 2024-04-30 | 中铁十七局集团第五工程有限公司 | Rock column replacement and reinforcement structure in ultra-small clear distance tunnel and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN111648790B (en) | 2023-03-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN111648790B (en) | Shallow-buried bias tunnel entry structure and construction method | |
| CN105840207B (en) | Construction method for comprehensive tunnel entering structure of large-span tunnel penetrating shallow-buried bias-pressure loose accumulation body | |
| CN104818991B (en) | A kind of construction method in Shallow-buried residual soil slope tunnel | |
| CN110130927B (en) | Large deformation control construction method for carbon slate tunnel | |
| CN109026064B (en) | Construction method for large-span multi-arch tunnel with semi-bright and semi-dark | |
| CN110905530B (en) | Stability control construction method for water-rich soft rock tunnel penetrating fault fracture zone | |
| CN110878696B (en) | Method for reinforcing surrounding rock of tunnel section at junction of upper soft and lower hard stratum shield method and mine method | |
| CN112412475A (en) | Method for reinforcing and excavating surrounding rock of ice water accumulation body tunnel under influence of seasonal rainfall and surrounding rock support | |
| CN105781582A (en) | Novel shallow-buried tunnel support structure applicable to urban sensitive areas and construction method of novel shallow-buried tunnel support structure applicable to urban sensitive areas | |
| CN104631440B (en) | A kind of existing large-section in-situ concrete pile strength core increases foundation pit supporting construction and constructional method | |
| CN111502696A (en) | Dense-mesh type advanced support system of underground excavation tunnel and construction method | |
| CN108842819A (en) | A kind of urban track traffic cable run method for tunnel construction | |
| CN111560962A (en) | Backfill area foundation pit supporting structure and construction method thereof | |
| CN112031814B (en) | Cave-entering construction method for crossing shallow-layer high-load highway | |
| CN111677520A (en) | Construction method for excavating station structure by tunnel-first station-later station pipe curtain hole-pile method | |
| CN115539048A (en) | Construction method for shallow-buried bias tunnel portal | |
| CN113738399A (en) | Underground excavation tunnel large pipe shed guide wall structure and construction method thereof | |
| CN105840209B (en) | Construction method for controlling deformation of anchor pile in tunnel body section | |
| CN112502732A (en) | Construction method of shield tunnel of water-rich sand layer | |
| CN111270665A (en) | Construction method of triaxial mixing pile | |
| CN212927877U (en) | Shallow-buried bias tunnel hole-entering structure | |
| CN215860219U (en) | Large pipe shed guide wall structure of underground excavation tunnel | |
| CN212454436U (en) | Excavation station structure of tunnel-first station-later station pipe curtain hole pile method | |
| CN113187552A (en) | Construction method for plugging ultra-large diameter tunnel under water-rich stratum | |
| CN113293769B (en) | Protection construction method for original structure of deep foundation pit excavation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |