CN114382509A - Section tunnel collapse construction method and support device - Google Patents
Section tunnel collapse construction method and support device Download PDFInfo
- Publication number
- CN114382509A CN114382509A CN202111491903.0A CN202111491903A CN114382509A CN 114382509 A CN114382509 A CN 114382509A CN 202111491903 A CN202111491903 A CN 202111491903A CN 114382509 A CN114382509 A CN 114382509A
- Authority
- CN
- China
- Prior art keywords
- arch
- tunnel
- concrete
- steel
- grouting
- 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.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims abstract description 49
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 96
- 239000010959 steel Substances 0.000 claims abstract description 96
- 239000004567 concrete Substances 0.000 claims abstract description 69
- 238000005507 spraying Methods 0.000 claims abstract description 53
- 238000000034 method Methods 0.000 claims abstract description 44
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 27
- 239000011435 rock Substances 0.000 claims description 23
- 238000005553 drilling Methods 0.000 claims description 21
- 238000009412 basement excavation Methods 0.000 claims description 14
- 239000011378 shotcrete Substances 0.000 claims description 13
- 238000004080 punching Methods 0.000 claims description 8
- 238000004140 cleaning Methods 0.000 claims description 7
- 238000012360 testing method Methods 0.000 claims description 7
- 238000012423 maintenance Methods 0.000 claims description 5
- 238000003825 pressing Methods 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 238000012545 processing Methods 0.000 claims description 4
- 238000005520 cutting process Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 238000007781 pre-processing Methods 0.000 claims description 3
- 238000005054 agglomeration Methods 0.000 claims 2
- 230000002776 aggregation Effects 0.000 claims 2
- 239000002002 slurry Substances 0.000 description 11
- 239000010410 layer Substances 0.000 description 9
- 238000005452 bending Methods 0.000 description 4
- 239000004568 cement Substances 0.000 description 4
- 238000009434 installation Methods 0.000 description 4
- 238000004873 anchoring Methods 0.000 description 3
- 238000003780 insertion Methods 0.000 description 3
- 230000037431 insertion Effects 0.000 description 3
- 238000004519 manufacturing process Methods 0.000 description 3
- 238000002156 mixing Methods 0.000 description 3
- 239000002689 soil Substances 0.000 description 3
- 239000000243 solution Substances 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 2
- 239000003795 chemical substances by application Substances 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 238000009826 distribution Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000000203 mixture Substances 0.000 description 2
- 241000196324 Embryophyta Species 0.000 description 1
- 244000007853 Sarothamnus scoparius Species 0.000 description 1
- QAOWNCQODCNURD-UHFFFAOYSA-L Sulfate Chemical compound [O-]S([O-])(=O)=O QAOWNCQODCNURD-UHFFFAOYSA-L 0.000 description 1
- 230000001070 adhesive effect Effects 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 239000003638 chemical reducing agent Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000003651 drinking water Substances 0.000 description 1
- 235000020188 drinking water Nutrition 0.000 description 1
- 239000000428 dust Substances 0.000 description 1
- 230000003631 expected effect Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 238000011010 flushing procedure Methods 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 238000007689 inspection 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
- 230000008520 organization Effects 0.000 description 1
- 239000008262 pumice Substances 0.000 description 1
- 238000003908 quality control method Methods 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000007873 sieving Methods 0.000 description 1
- 239000002356 single layer Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 239000000126 substance Substances 0.000 description 1
- 238000009966 trimming 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
-
- 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
- E21D20/02—Setting anchoring-bolts with provisions for grouting
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)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides a collapse construction method and a support device for a cross-section tunnel, wherein the method comprises the steps of erecting an advanced large pipe shed above a collapsed tunnel; inserting a small advanced conduit on the inner side of the large advanced pipe shed; grouting and agglomerating the section of the body of the collapsed tunnel; excavating the hole body after grouting and agglomerating treatment, and spraying plain concrete on the arch part of the hole body after the hole body is excavated; and arranging a steel arch frame in the hole body after spraying the plain concrete, and spraying the concrete in the steel arch frame to form a steel arch frame structure. The invention can ensure the construction safety, save the collapse treatment cost and shorten the construction period.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a collapse construction method and a support device for a cross-section tunnel.
Background
At present, after a large-section tunnel of a mine collapses, the collapse point is long in mileage and collapses to the ground surface, so that soil on the ground surface above the tunnel slides, a large amount of soil is impacted and deposited in the tunnel, the conventional treatment mode is dredging treatment, but water catchments on the ground surface on the upper portion of the tunnel flow into the tunnel through a collapse channel and flow out to the downstream along the bottom plate of the tunnel, and great potential safety hazards are caused to the next construction.
It can be known that the existing collapse treatment is difficult and tedious, and the safety risk in the construction process is large, thereby seriously affecting the construction period and the construction safety.
Disclosure of Invention
In view of the above problems, an object of the present invention is to provide a method and a device for constructing a cross-sectional tunnel collapse, so as to solve the problems of difficult and complicated treatment and high safety risk during the construction process of the existing tunnel collapse.
The invention provides a collapse construction method of a cross-section tunnel, wherein an advanced large pipe shed is erected above the collapsed tunnel; inserting a small advanced conduit on the inner side of the large advanced pipe shed; grouting and agglomerating the section of the body of the collapsed tunnel; excavating the hole body after grouting and agglomerating treatment, and spraying plain concrete on the arch part of the hole body after the hole body is excavated; and arranging a steel arch frame in the hole body after spraying the plain concrete, and spraying the concrete in the steel arch frame to form a steel arch frame structure.
In addition, the optional technical scheme is that the process of building the advanced large pipe shed comprises the following steps: preprocessing an arch base on the collapse tunnel; punching a hole on an arch base by a drilling machine and erecting a cover arch, wherein the cover arch comprises a heel pipe and a steel pipe; concrete is poured into the cover arch to form an advanced large pipe shed.
In addition, an optional technical solution is that the insertion process of the advanced small catheter includes: punching holes on the concrete closed rock surface of the collapsed tunnel to form pipe holes with certain spacing and elevation angles; and small guide pipes are arranged in the direction and the angle aligned with the pipe holes to form a leading small guide pipe.
In addition, an optional technical solution is that the forming process of the steel arch structure includes: forming a top arch and a side arch based on I-steel processing, and splicing and fixing the top arch and the side arch to form a steel arch frame; transferring the steel arch frame to the interior of the hole body sprayed with the plain concrete, and filling a gap between the hole body and the steel arch frame; and spraying concrete in the steel arch to form the steel arch structure.
In addition, the optional technical scheme is that the process of grouting and agglomerating the cross section of the hole body comprises the following steps: determining the position of a grouting stopping disc in a first link; drilling a grouting hole on the cross section of the hole body, and installing a grouting pipe in the grouting hole; and after the water pressing test of the grouting pipe passes, performing grouting operation through the grouting pipe.
In addition, an optional technical scheme is that the process of filling the gap between the hole body and the steel arch comprises the following steps: cutting back plates meeting the lap joint length according to the distance between the steel arches; and filling the back plate into a gap between the steel arch frame and a rock seam of the tunnel body.
In addition, an optional technical solution is that: the arch-raising line of the steel arch center and the upper and lower positions of the side wall of the hole body are respectively provided with locking anchor rods which are distributed in pairs; and installing a steel bar mesh on the steel arch frame.
In addition, the optional technical scheme is that the process of spraying the concrete in the steel arch comprises the following steps: cleaning a spraying base surface of the concrete based on an air injection method, and installing a reinforcing mesh, an anchor rod or a steel grating in the damaged rock surface; carrying out concrete spraying by adopting a wet spraying process; wherein, the second concrete spraying is carried out after the first concrete spraying is finally solidified; and (3) performing watering maintenance on the sprayed concrete, and spraying water once every 3-4h by using a water gun, wherein the maintenance time is not less than 7 days.
In addition, the optional technical scheme is that the process of excavating the hole body after the grouting and caking treatment comprises the following steps: respectively excavating an upper step and a lower step based on a positive step method, wherein the lower step is excavated into a left side and a right side in a staggered and forward excavation manner; wherein the step staggering distance range of the excavation surfaces of the upper step and the lower step is 1-3 m; firstly, excavating a semicircular arch part above an arch raising line of a section, and constructing a corresponding temporary support in time; then, excavating the lower straight wall part in a left-right staggered manner, and constructing corresponding temporary supports in time; and finally, excavating and pouring a support of the inverted arch of the bottom plate, wherein the distance between the inverted arch of the bottom plate and the excavation surface of the front lower step is not more than 2.0-3.0 m.
According to another aspect of the present invention, there is provided a cross-sectional tunnel collapse supporting device, including: the tunnel comprises an advanced large pipe shed erected above a collapsed tunnel, an advanced small pipe inserted inside the advanced large pipe shed, and a steel arch frame arranged inside a tunnel body after being sprayed with plain concrete; wherein, the hole body is formed for excavating the collapse tunnel.
By utilizing the section tunnel collapse construction method and the support device, firstly, an advanced large pipe shed is erected above a collapsed tunnel, then an advanced small pipe is inserted into the inner side of the advanced large pipe shed and grouting and conglomeration are carried out, further, the collapsed tunnel is excavated, after the excavation of the tunnel body is completed, plain concrete spraying is carried out on the arch part of the tunnel body, a steel arch structure is arranged in the tunnel body after the plain concrete spraying, and finally, the steps are carried out in a circulating mode.
To the accomplishment of the foregoing and related ends, one or more aspects of the invention comprise the features hereinafter fully described. The following description and the annexed drawings set forth in detail certain illustrative aspects of the invention. These aspects are indicative, however, of but a few of the various ways in which the principles of the invention may be employed. Further, the present invention is intended to include all such aspects and their equivalents.
Drawings
Other objects and results of the present invention will become more apparent and more readily appreciated as the same becomes better understood by reference to the following description taken in conjunction with the accompanying drawings. In the drawings:
FIG. 1 is a flow chart of a collapse construction method of a cross-sectional tunnel according to an embodiment of the invention;
FIG. 2 is a detailed flowchart of a collapse construction method of a cross-sectional tunnel according to an embodiment of the invention;
fig. 3 is a partial structural view of a collapse supporting device for a cross-sectional tunnel according to an embodiment of the present invention.
Reference numerals: the device comprises an advanced small conduit 1, a tie bar 2, a steel arch frame 3, a foot locking anchor rod 4 and a steel plate 5.
The same reference numbers in all figures indicate similar or corresponding features or functions.
Detailed Description
In the following description, for purposes of explanation, numerous specific details are set forth in order to provide a thorough understanding of one or more embodiments. It may be evident, however, that such embodiment(s) may be practiced without these specific details. In other instances, well-known structures and devices are shown in block diagram form in order to facilitate describing one or more embodiments.
In the description of the present invention, it is to be understood that the terms "central," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," "circumferential," and the like are used in the orientations and positional relationships indicated in the drawings for convenience in describing the invention and to simplify the description, and are not intended to indicate or imply that the referenced devices or elements must have a particular orientation, be constructed and operated in a particular orientation, and are therefore not to be considered limiting of the invention.
In order to describe the collapse construction method and the support device for the cross-sectional tunnel according to the present invention in detail, specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
Fig. 1 and 2 respectively show a general flow and a detailed flow of a collapse construction method of a cross-sectional tunnel according to an embodiment of the present invention.
As shown in fig. 1 and fig. 2, the method for constructing the collapse of the cross-sectional tunnel according to the embodiment of the present invention mainly includes the following steps:
s110: building an advanced large pipe shed above the collapsed tunnel;
s120: inserting a small advanced conduit on the inner side of the large advanced pipe shed;
s130: grouting and agglomerating the section of the body of the collapsed tunnel;
s140: excavating the hole body after grouting and agglomerating treatment, and spraying plain concrete on the arch part of the hole body after the hole body is excavated;
s150: and arranging a steel arch frame in the hole body after spraying the plain concrete, and spraying the concrete in the steel arch frame to form a steel arch frame structure.
Specifically, the setting up process of the advanced large pipe shed may further include: preprocessing an arch base on the collapse tunnel; punching a hole on an arch base by a drilling machine and erecting a cover arch, wherein the cover arch comprises a heel pipe and a steel pipe; concrete is poured into the cover arch to form an advanced large pipe shed.
As a specific example, the construction process of the advanced large pipe shed can comprise the following parts:
1. mounting cover arch
The base of the arch is processed, then the arch can be processed and manufactured by I25a I-steel and is placed on a firm foundation, the manufacturing and installation mode of the arch is the same as that of the temporary supporting steel arch, and the number and the spacing can be determined according to the field condition.
2. Rig arrangement
The drilling machine platform is leveled in the collapse tunnel, so that the platform is firm and reliable, and the drilling machine is prevented from shaking and displacing during drilling; in addition, the drill is required to be parallel to the determined direction of the hole opening and to accurately verify the position of the drill.
3. Set up of cover arch
Wherein quincunx holes with the aperture of 10mm and the distance of 450mm can be arranged on the tube bodies of the phi 146 heel tube and the phi 108 steel tube; meanwhile, two anchor cable drilling machines are respectively arranged from arching positions at two sides, the camber angle is about 15 degrees, the distance is 300mm, and the length is 30 m.
In addition, whether the mechanical condition of the drilling machine is normal or not is checked before drilling, the drilling machine needs low pressure when the hole is opened, the pressure is gradually increased after the hole is formed for 1.0m, and the rotating speed is increased to normal operation; the drilling speed should be kept constant, and especially when the drill bit meets a mud layer, the drilling speed should be controlled.
4. Pipe roof grouting
The grouting process is a concrete pouring process, the pipeline and mechanical conditions need to be checked before grouting, grouting experiments are carried out after the pipeline and mechanical conditions are confirmed to be normal, reasonable grouting parameters are determined, and construction is carried out according to the reasonable grouting parameters. Meanwhile, the abnormal phenomena of the existence of slurry crossing and the like of the orifice and the adjacent hole are checked at any time in the grouting process, if the abnormal phenomena exist, the grouting is stopped immediately or the slurry crossing port is plugged by adopting intermittent grouting, and in addition, the grouting operation can also be carried out after the plugging by adopting an anchoring agent. And finally, stopping grouting when the grouting pressure reaches 2Map and lasts for 5 minutes, and plugging a grouting opening in time.
In the collapse construction method of the cross-sectional tunnel, the inserting process of the advanced small conduit may further include: punching holes on the concrete closed rock surface of the collapsed tunnel to form pipe holes with certain spacing and elevation angles; and small guide pipes are arranged in the direction and the angle aligned with the pipe holes to form a leading small guide pipe.
Specifically, the insertion process of the small advancing catheter comprises the following parts:
1. the small guide pipe is processed on site, concrete is sprayed to seal the rock surface, a pneumatic rock drill is used for drilling holes and is driven into the rock stratum by a pneumatic propeller, and then cement is injected by pressing in a grouting pump.
2. In the hole distribution process, hole distribution lofting can be carried out along the central elevation and the support distance of the arch crown outline according to the construction design of the small guide pipes and the center line of the excavation section, and the distance of the small guide pipes is controlled by taking the inserted drill rod as a mark; then erecting a direction frame, determining the punching direction, position and elevation angle, and punching holes by using an air gun to make the steel pipes parallel to the axis of the tunnel and hit into the surrounding rock of the arch part at an external insertion angle of 10-15 degrees, wherein the circumferential distance of the steel pipes is 30 cm; finally, a small guide pipe is arranged in the direction and the angle of the pipe hole, a hydraulic or pneumatic propeller is used for pushing the guide pipe in when necessary, and the tail end of the guide pipe is required to be on the same section and the exposed length is preferably 30 cm.
In an embodiment of the present invention, the excavating of the collapsed tunnel may further include: respectively excavating an upper step and a lower step based on a positive step method, wherein the lower step is excavated into a left side and a right side in a staggered and forward excavation manner; wherein, the staggered step distance range of the excavation surfaces of the upper step and the lower step is 1-3 m.
Specifically, a semicircular arch part above an arch raising line of a section can be excavated firstly, and corresponding temporary supports are constructed in time; then, excavating the lower straight wall part in a left-right staggered manner, and constructing corresponding temporary supports in time; and finally, excavating and pouring a support of the inverted arch of the bottom plate, wherein the distance between the inverted arch of the bottom plate and the excavation surface of the front lower step is not more than 2.0-3.0 m.
Specifically, the process of grouting and agglomerating the cross section of the hole body comprises the following parts:
1. before the grouting work begins, the position of a grouting stop disc in the first link is determined according to the water burst and water drenching conditions.
2. In order to keep the construction of the upper and lower ultrashort steps, drilling holes and grouting are carried out on the upper and lower steps, the number of the drilling holes of the upper and lower steps is adjusted according to the height of the steps, the grouting length in each cycle is 5m, and the grouting reinforcement range is 2.5m around the excavation outline.
3. And (3) adopting a pneumatic rock drill to open holes at a low speed, wherein the hole depth reaches 30cm, and then switching to the normal drilling speed. The drilling direction of the drill rod (particularly the arch crown and the arch foot) has a certain elevation angle under the influence of the self weight of the drill rod.
4. The grouting pipe is drilled with quincunx grouting holes with the diameter of 6mm and the distance of 15cm in advance, and the grouting pipe and the drilled holes are blocked by adopting an anchoring agent.
5. And (3) water pressing test: and (4) checking the operation condition of the machine, the closed condition of each pipeline and the slurry inlet condition of the slurry inlet pipe, wherein the test pressure is generally not lower than 1.2-1.5 times of the final grouting pressure.
6. After the pressurized-water test is finished, grouting is started under the condition of not stopping the pump, and a certain amount of slurry is injected firstly and then the concentration of the slurry is gradually increased. The slurry mixing ratio is optimal according to the rock mass type through tests.
The grouting sequence is carried out in batches, one hole is drilled and one hole is injected for avoiding drilling and slurry stringing, the hole is firstly thinned and then compacted, 2-3 inspection holes can be drilled for inspecting the grouting effect after each link is injected, and if the expected effect is not achieved, the small guide pipe is used for pressure injection of cement slurry for supplementary grouting. The small guide pipe is a phi 42 hot-rolled steel pipe with the wall thickness of 3.5 mm.
7. And observing and recording the variation condition of the discharge capacity and the grouting pressure of the pump, and if a problem occurs, adjusting according to the actual situation on site so as to achieve the expected grouting effect and finish the tunnel section collapse construction.
In addition, after the machine digs out the big appearance profile of hole body, further through the profile of small-size excavator cooperation manual trimming, measure the recheck simultaneously to revising to the size of required profile, avoid appearing the phenomenon of surpassing the undermining. After the tunnel body is excavated, C20 concrete covers with the thickness of 5cm are sprayed on the arch part and the side wall of the whole tunnel body in time in order to prevent the caving phenomenon of surrounding rock loose sections, and then the next procedure is carried out.
In the collapse construction method of the sectional tunnel according to the present invention, the forming process of the steel arch structure may include: forming a top arch and a side arch based on I-steel processing, and splicing and fixing the top arch and the side arch to form a steel arch frame; transferring the steel arch frame to the interior of the hole body sprayed with the plain concrete, and filling a gap between the hole body and the steel arch frame; and spraying concrete in the steel arch to form the steel arch structure.
As a specific example, the construction of a steel arch structure mainly includes the following parts:
1. manufacture of steel arch frame
Wherein, the steel arch is formed by bending I-shaped steel I25a on site by a cold bending machine (or is transported to a construction site after being manufactured in a processing plant). The arched arch is formed by bending at one time by a bending machine, and each steel arch component is marked in advance, so that the components are connected in the original sequence without disorder when in use. And finally, trial assembly is carried out on the processed steel arch, the steel arch frame is formed by assembling unit steel members of a top arch and a side arch, and the units are connected by bolts.
2. Installation of steel arch frame
Wherein, the supporting upright post is made of I25a I-steel, the end part of the supporting upright post is welded with a connecting plate with the thickness of 350 multiplied by 250 multiplied by 20mm, bolt holes are drilled on the connecting plate, and the connecting plate and the steel arch part are connected by M24 multiplied by 80 high-strength bolts (8.8 grade); if necessary, two steel plates between the column legs and the arch part can be welded into a whole, and a steel plate with the thickness of 350 multiplied by 20mm is welded at the bottom of the upright column to be used as an expansion foundation for preventing sinking.
And then, the processed arch frames are conveyed to a working surface by a vehicle, two adjacent steel supports are transversely connected by I14I-shaped steel or phi 25 deformed steel, the integral stability of the arch frames is ensured, the annular interval is 1m, the arch frames are welded into a stable whole, and the overturning of the single steel support is prevented.
Secondly, the back plate filling can be realized by cutting and manufacturing the back plate with proper length according to the distance between the arches, the requirement of the lap joint length is ensured, the back plate installation requirement is to fill and compact the gap between the steel support and the tunnel rock seam, the vault is fully abutted, the steel arch and the back plate are filled with sawdust with the gap part, and the steel arch and back plate combined supporting mode is adopted, so that the tunnel rock wall collapse can be ensured and the construction progress can be accelerated aiming at the loose soil layer construction.
Furthermore, the concrete is sprayed as soon as possible after the steel arch frame is erected, and the support is completely covered, so that the support and the sprayed concrete bear the force together. When the concrete is sprayed, the concrete can be sprayed layer by layer, and the concrete is firstly sprayed upwards from the arch springing or the wall footing, so that the situation that the wall footing is not compact due to the virtual shielding of the sprayed material at the upper part, the strength is insufficient, and the wall footing is unstable is prevented.
The method comprises the steps of firstly installing a profile steel arch centering at an arch ring part according to the step excavation sequence, constructing a positioning anchor rod according to the design, installing longitudinal connecting ribs, connecting and installing gaskets among sections and screwing bolts, ensuring the installation quality, strictly controlling the center line, the elevation and the verticality, ensuring the close adhesion of a rock surface and the arch centering, and playing a role in supporting in the first time. In addition, the arch springing needs to be supported on bedrock and cannot be suspended, if the suspended arch springing needs to be plugged by steel wedges or concrete blocks or slates, the verticality must be ensured after the arch frame is installed, the distortion cannot occur, and the construction of the locking feet anchor rod is noticed in time.
In order to strengthen the stability and the supporting function of the profile steel arch, an anchor rod of an expansion cement cartridge anchoring type is arranged at the stress weak point of the profile steel arch, and the specification of the anchor rod adopts phi 25 and the length is 2.5 m; and arch raising line positions and the upper and lower sides of a side wall of each arch truss are respectively provided with a foot locking anchor rod, the arrangement positions of the anchor rods can be set according to the field conditions, and each position is provided with a pair (two).
Furthermore, after the initial spraying of the concrete of the excavated cross section, cleaning a spraying surface, installing a single-layer reinforcing mesh and fixing the reinforcing mesh by using the existing steel arch, wherein the lap joint of the mesh and the mesh is not less than the size of one grid. The longitudinal grid reinforcing steel bars are firmly welded with the reinforcing steel bars in the previous cycle, and the length of one lattice is reserved in the direction of the tunnel face to be lapped with the next cycle.
3. Sprayed concrete
The temporary concrete spraying support can adopt C20 strength grade, the sprayed concrete is constructed by wet spraying process, and the spraying slurry is stirred by a construction unit and then is transported into a construction tunnel.
1) Raw material specification and concrete quality control requirements
Wherein the aggregate is 5-16 mm, the sand content is 51%, the water reducing agent is about 0.5%, the wet spraying concrete adopts drinking water which does not corrode the concrete, and clear water (by weight) has the pH value not less than 4 and the sulfate content (calculated by SO 42-) not more than 1%. In addition, the slump is controlled to be 12-16 cm, and the adhesive property is good; the standing time of concrete mixture is not more than 30min, the initial setting time of sprayed concrete is not less than 5min, and the final setting time is not more than 10 min.
2) The construction points
Firstly, cleaning the sprayed surface
The method comprises the steps of cleaning a base surface to be sprayed before spraying concrete, cleaning the surface of a rock by using an air spraying method, carefully checking the section of a ramp before spraying, cleaning and treating the underexcavated part and all cracked, crushed, water-yielding points and disintegrated and damaged rocks, and removing pumice and wall corner virtual slag.
And for the damaged rock surface, removing all exposed damaged rocks, installing a reinforcing mesh or an anchor rod or a steel grating in the range of the damaged rock surface, nailing a hose on the rock surface at a strand-shaped water outlet place, and then spraying concrete to lead out the water.
And when the concrete is sprayed for the second time, the stripping part of the sprayed concrete is removed, the good bonding strength between the new concrete and the old concrete is ensured, the initial setting is firstly achieved on the covered sprayed concrete layer, and a broom and a water flushing method are used for removing all loose objects, dust or other harmful substances.
② spray concrete construction operation
The sprayed concrete is prepared through wet spraying process, mixing the slurry in certain proportion, conveying and storing the mixture while preventing rain, dripping, large stone and other impurity from being mixed, and sieving before being filled into the spraying machine. The spraying operation should be performed in a sequence of subsection and subsection from bottom to top, wall first and arch later.
When the designed thickness of the sprayed concrete is thicker, the spraying is generally finished in two times, after the concrete is sprayed for the first time, the later layer is carried out after the concrete of the former layer is finally set, if the spraying is carried out after the concrete is finally set for 1h, the spraying layer surface can be cleaned by wind and water, and the concrete spraying operation follows the excavation surface.
③ maintenance of sprayed concrete
The newly sprayed concrete is watered and cured according to the regulations; when dry spots appear on the surface of the concrete spraying layer firstly, the water gun is used for spraying water once every 4 hours to keep the concrete moist, and the curing time is at least 7 days.
Fourthly, spraying concrete in water section
And spraying concrete in the water-containing area, arranging a water drainage hole on the wall of the hole, and spraying concrete while draining water. At the same time, the cement consumption is increased, the mixing ratio is changed, the sprayed concrete gradually approaches to the water burst point from far to near, then a conduit is arranged at the water burst point, the water is led out, and then the concrete is sprayed to the position near the conduit.
In another embodiment of the present invention, the process of performing a grouting and a balling process on the section of the hole body may further include: determining the position of a grouting stopping disc in a first link; drilling a grouting hole on the cross section of the hole body, and installing a grouting pipe in the grouting hole; and after the water pressing test of the grouting pipe passes, performing grouting operation through the grouting pipe.
After the steel arch structure is formed, further excavation can be carried out on the tunnel body, and the steps are executed in a circulating mode until all the tunnel collapse parts are constructed.
Corresponding to the method, the invention also provides a support device for the collapse of the section tunnel.
Specifically, fig. 3 shows a partial schematic structure of a cross-sectional tunnel collapse supporting device according to an embodiment of the present invention.
As shown in fig. 3, the support device for the collapse of the cross-sectional tunnel according to the embodiment of the present invention includes: the tunnel comprises an advanced large pipe shed erected above a collapsed tunnel, an inserted advanced small pipe 1 arranged on the inner side of the advanced large pipe shed, and a steel arch 3 arranged inside a tunnel body sprayed with plain concrete.
Wherein, the hole body is for excavating the tunnel that collapses and form, is provided with the steel sheet 5 that increases the support area in the bottom of steel bow member 3, is provided with a plurality of lock foot stock 4 and is located lacing wire 2 between two adjacent arch steel bow members in its side to ensure that holistic structural strength reaches the construction requirement.
It should be noted that, for the embodiment of the support device for the cross-sectional tunnel collapse, reference may be made to the description in the embodiment of the cross-sectional tunnel collapse construction method, and details are not repeated here.
According to the collapse construction method and the support device for the cross-section tunnel, the advanced support treatment of the collapsed section is performed through combined support organization construction of the advanced large pipe shed, the advanced small pipe, the steel arch and the like, so that the construction safety can be ensured, the collapse treatment cost can be saved, and the construction period can be shortened.
The collapse working method of the sectional tunnel and the supporting apparatus according to the present invention are described above by way of example with reference to the accompanying drawings. However, it should be understood by those skilled in the art that various modifications may be made to the method for constructing a collapse of a cross-sectional tunnel and the supporting device according to the present invention without departing from the scope of the present invention. Therefore, the scope of the present invention should be determined by the contents of the appended claims.
Claims (10)
1. A collapse construction method of a section tunnel is characterized in that,
building an advanced large pipe shed above the collapsed tunnel;
inserting a small advanced conduit at the inner side of the large advanced pipe shed;
grouting and agglomerating the section of the body of the collapsed tunnel;
excavating the hole body after grouting and agglomerating treatment, and spraying plain concrete on the arch part of the hole body after the hole body is excavated;
and arranging a steel arch frame in the hole body after spraying the plain concrete, and spraying the concrete in the steel arch frame to form a steel arch frame structure.
2. The collapse construction method for the section tunnel according to claim 1, wherein the erection process of the advanced large pipe shed comprises the following steps:
preprocessing an arch base on the collapse tunnel;
punching holes on the arch foundation by a drilling machine and erecting a cover arch, wherein the cover arch comprises a heel pipe and a steel pipe;
and pouring concrete into the set arch to form the advanced large pipe shed.
3. The collapse construction method for the section tunnel according to claim 1, wherein the inserting process of the small advancing pipe comprises the following steps:
punching holes on the concrete closed rock surface of the collapsed tunnel to form pipe holes with certain spacing and elevation angles;
and small guide pipes are arranged in the direction and the angle aligned with the pipe holes to form the advanced small guide pipe.
4. The collapse construction method of a sectional tunnel according to claim 1, wherein the forming of the steel arch structure comprises:
forming a top arch and a side arch based on I-steel processing, and assembling and fixing the top arch and the side arch to form the steel arch frame;
transferring the steel arch to the interior of the hole body sprayed with the plain concrete, and filling a gap between the hole body and the steel arch;
and spraying concrete in the steel arch to form the steel arch structure.
5. The collapse construction method for the cross-section tunnel as claimed in claim 1, wherein the step of performing grouting and agglomeration on the cross section of the tunnel body comprises the following steps:
determining the position of a grouting stopping disc in a first link;
drilling a grouting hole in the cross section of the hole body, and installing a grouting pipe in the grouting hole;
and after the water pressing test of the grouting pipe passes, performing grouting operation through the grouting pipe.
6. The collapse construction method for the section tunnel according to claim 4, wherein the process of filling the gap between the tunnel body and the steel arch comprises the following steps:
cutting back plates meeting the lap joint length according to the distance between the steel arches;
and filling the back plate into a gap between the steel arch frame and the rock seam of the tunnel body.
7. The collapse construction method of the cross-sectional tunnel according to claim 4, further comprising:
the arch-raising line of the steel arch center and the upper and lower positions of the side wall of the hole body are respectively provided with foot-locking anchor rods which are distributed in pairs; and the number of the first and second groups,
and a steel bar mesh is arranged on the steel arch truss.
8. The collapse construction method for the section tunnel according to claim 4, wherein the process of spraying concrete in the steel arch comprises:
cleaning a spraying base surface of the concrete based on an air injection method, and installing a reinforcing mesh, an anchor rod or a steel grating in the damaged rock surface;
carrying out concrete spraying by adopting a wet spraying process; wherein, the second concrete spraying is carried out after the first concrete spraying is finally solidified;
and (3) performing watering maintenance on the sprayed concrete, and spraying water once every 3-4h by using a water gun, wherein the maintenance time is not less than 7 days.
9. The collapse construction method for the cross-section tunnel according to claim 4, wherein the step of excavating the body after the grouting and the agglomeration treatment comprises the following steps: respectively excavating an upper step and a lower step based on a positive step method, wherein the lower step is divided into a left side and a right side which are alternately excavated in an advancing manner; the step staggering distance range of the excavation surfaces of the upper step and the lower step is 1-3 m; wherein,
firstly, excavating a semicircular arch part above an arch raising line of a section, and constructing a corresponding temporary support in time;
then, excavating the lower straight wall part in a left-right staggered manner, and constructing corresponding temporary supports in time;
and finally, excavating and pouring a support of the inverted arch of the bottom plate, wherein the distance between the inverted arch of the bottom plate and the excavation surface of the front lower step is not more than 2.0-3.0 m.
10. The utility model provides a section tunnel landslide supporting device which characterized in that includes:
the tunnel comprises an advanced large pipe shed erected above a collapsed tunnel, an advanced small pipe inserted inside the advanced large pipe shed, and a steel arch frame arranged inside a tunnel body after being sprayed with plain concrete; and the hole body is formed by excavating the collapsed tunnel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111491903.0A CN114382509A (en) | 2021-12-08 | 2021-12-08 | Section tunnel collapse construction method and support device |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111491903.0A CN114382509A (en) | 2021-12-08 | 2021-12-08 | Section tunnel collapse construction method and support device |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN114382509A true CN114382509A (en) | 2022-04-22 |
Family
ID=81195219
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202111491903.0A Pending CN114382509A (en) | 2021-12-08 | 2021-12-08 | Section tunnel collapse construction method and support device |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN114382509A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114635716A (en) * | 2022-05-17 | 2022-06-17 | 中国建筑第六工程局有限公司 | Pipe shed advanced supporting method with built-in section steel and application thereof |
| CN115370376A (en) * | 2022-08-09 | 2022-11-22 | 中铁十六局集团路桥工程有限公司 | Collapse treatment construction method suitable for large-span expanded tunnel |
| CN117780392A (en) * | 2024-02-26 | 2024-03-29 | 中国建筑第六工程局有限公司 | Airbag grouting treatment method for collapse of underground tunneling hole |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103590836A (en) * | 2013-11-26 | 2014-02-19 | 中铁第四勘察设计院集团有限公司 | Method for processing tunnel collapse caused by shallow-buried excavation |
| CN110500120A (en) * | 2019-09-12 | 2019-11-26 | 贵阳建筑勘察设计有限公司 | A kind of tunnel large size landslide emergency immediate processing method |
| CN111608697A (en) * | 2020-05-08 | 2020-09-01 | 浙江省水利水电勘测设计院 | Little step construction composite support device of tunnel |
| CN111648823A (en) * | 2020-05-22 | 2020-09-11 | 中交二航局第二工程有限公司 | Collapse treatment method suitable for fault fracture zone tunnel |
| CN112228082A (en) * | 2020-10-29 | 2021-01-15 | 中铁一局集团有限公司 | Tunnel collapse treatment method by combined grouting of pipe shed and advanced small guide pipe |
| CN113153308A (en) * | 2021-03-09 | 2021-07-23 | 中铁八局集团有限公司 | Construction method for double arch tunnel collapse section |
-
2021
- 2021-12-08 CN CN202111491903.0A patent/CN114382509A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103590836A (en) * | 2013-11-26 | 2014-02-19 | 中铁第四勘察设计院集团有限公司 | Method for processing tunnel collapse caused by shallow-buried excavation |
| CN110500120A (en) * | 2019-09-12 | 2019-11-26 | 贵阳建筑勘察设计有限公司 | A kind of tunnel large size landslide emergency immediate processing method |
| CN111608697A (en) * | 2020-05-08 | 2020-09-01 | 浙江省水利水电勘测设计院 | Little step construction composite support device of tunnel |
| CN111648823A (en) * | 2020-05-22 | 2020-09-11 | 中交二航局第二工程有限公司 | Collapse treatment method suitable for fault fracture zone tunnel |
| CN112228082A (en) * | 2020-10-29 | 2021-01-15 | 中铁一局集团有限公司 | Tunnel collapse treatment method by combined grouting of pipe shed and advanced small guide pipe |
| CN113153308A (en) * | 2021-03-09 | 2021-07-23 | 中铁八局集团有限公司 | Construction method for double arch tunnel collapse section |
Non-Patent Citations (2)
| Title |
|---|
| 吴文勋: "某公路隧道塌方处治施工技术", 交通世界(建养.机械), vol. 2012, no. 06, 30 June 2012 (2012-06-30), pages 208 - 2099 * |
| 吴立等: "岩土加固技术与方法", vol. 2015, 30 June 2015, 武汉大学出版社, pages: 184 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114635716A (en) * | 2022-05-17 | 2022-06-17 | 中国建筑第六工程局有限公司 | Pipe shed advanced supporting method with built-in section steel and application thereof |
| CN115370376A (en) * | 2022-08-09 | 2022-11-22 | 中铁十六局集团路桥工程有限公司 | Collapse treatment construction method suitable for large-span expanded tunnel |
| CN115370376B (en) * | 2022-08-09 | 2024-04-19 | 中铁十六局集团路桥工程有限公司 | Construction method suitable for collapse treatment of large-span expansion tunnel |
| CN117780392A (en) * | 2024-02-26 | 2024-03-29 | 中国建筑第六工程局有限公司 | Airbag grouting treatment method for collapse of underground tunneling hole |
| CN117780392B (en) * | 2024-02-26 | 2024-05-17 | 中国建筑第六工程局有限公司 | Airbag grouting treatment method for collapse of underground tunneling hole |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101929340B (en) | Coal mine underground flat inclined tunnel pipe shed pre-grouting advance support construction process | |
| CN114382509A (en) | Section tunnel collapse construction method and support device | |
| JP7257086B2 (en) | Comprehensive Construction Method for Low Overburden Sections of Tunnels | |
| CN112502777B (en) | Method for treating tunnel inrush roof collapse and door closing | |
| CN111997624A (en) | Shallow-buried large-section underground excavation rectangular tunnel construction method | |
| CN109595004B (en) | Tunnel two-expansion four-expansion excavation method | |
| CN111287759B (en) | Shallow-buried close-connection underground excavation tunnel construction method | |
| CN111560941A (en) | Karst landform cavity treatment method | |
| CN112663625A (en) | Construction and protection method for shallow-buried bias-pressure weak surrounding rock tunnel portal in alpine region | |
| CN112502720B (en) | Method for passing open TBM through fault fracture zone | |
| CN109838240B (en) | River-crossing tunnel arch cover covering and digging construction method | |
| CN107724436A (en) | A kind of post-cast strip Seepage method | |
| CN112922635B (en) | Hydraulic tunnel excavation supporting structure and construction method | |
| CN113236259A (en) | Special construction process for excavation and supporting of combined tunnel | |
| CN114575355B (en) | Soil protection construction method | |
| CN114673527B (en) | Progressive roadway and tunnel broken surrounding rock reinforcing method | |
| CN113216975B (en) | Construction method for ventilation raise to pass through complex water-rich broken zone in mining area | |
| CN109854281B (en) | Supporting method for top pipe construction of stratum with upper soil and lower rock composite section | |
| CN114086968B (en) | Construction method for undermining existing building undercut tunnel | |
| CN110747904A (en) | Highway tunnel bias open cut tunnel structural form and construction method thereof | |
| CN111075455A (en) | Freezing method channel construction process | |
| CN115030731A (en) | Pilot tunnel construction method in cross tunnel engineering | |
| CN113266019B (en) | Construction method of foundation pit steel pipe support system | |
| CN113202110A (en) | Construction method for supporting and protecting finite space railway bridge and culvert prefabricated foundation pit | |
| CN113846695B (en) | Reverse construction method basement construction method |
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 |