CN115898469A - Tunnel secondary lining construction method - Google Patents
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- CN115898469A CN115898469A CN202211624018.XA CN202211624018A CN115898469A CN 115898469 A CN115898469 A CN 115898469A CN 202211624018 A CN202211624018 A CN 202211624018A CN 115898469 A CN115898469 A CN 115898469A
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Abstract
The invention provides a tunnel lining construction method, which comprises the following steps: 1) Preparing before construction: building a hole external drainage system and a hole internal drainage system; laying geotextile; laying a waterproof board; and (5) installing a drainage blind pipe blind ditch system. The construction method solves the problems that the qualified rate of the thickness of the secondary lining reinforcing steel bar protective layer in the current construction is low, the qualified rate of the thickness of the secondary lining reinforcing steel bar protective layer in the current industry is about 30-50%, and the qualified rate of the thickness of the application is 80-95%; the construction method has the advantages of in-place vibration, use of the water-based release agent, good appearance quality, no use of the water-based release agent, use of diesel oil instead of the release agent, no in-place vibration and poor appearance quality in the prior art.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a tunnel secondary lining construction method.
Background
The secondary lining refers to a permanent supporting structure which is built by reinforced concrete and other materials along the periphery of the tunnel body in order to prevent surrounding rocks from deforming or collapsing.
The existing tunnel lining construction method can ensure the safe construction and the safe operation of later operation, but the problems of whole sinking of a vault, low qualified rate of the thickness of a steel bar protection layer, poor appearance quality of a secondary lining, low working efficiency, high construction cost, long construction period and the like generally exist in the construction.
Disclosure of Invention
In order to solve the technical problems, the invention provides a tunnel secondary lining construction method, which aims to solve the problems that although the existing tunnel lining construction method can ensure the construction safety and the safe operation of later-stage operation, the vault is generally sunk integrally, the thickness qualified rate of a steel bar protection layer is low, the appearance quality of the secondary lining is poor, the working efficiency is low, the construction cost is high, and the construction period is long in the construction process.
The invention relates to a method for mounting an ultra-high altitude steel box girder, which aims to achieve the following specific technical means:
a construction method for secondary lining of a tunnel comprises the following steps:
preparation before construction:
building a hole external drainage system and a hole internal drainage system;
laying geotextile;
laying a waterproof board;
installing a drainage blind pipe blind ditch system:
lining construction;
pouring an inverted arch and filling the inverted arch;
secondary lining;
manufacturing and installing steel bars;
mixing concrete;
and (5) removing the formwork, maintaining and performing waterproof treatment on the construction joint, so that the tunnel lining construction is completed.
Furthermore, the construction of the water drainage system outside the tunnel means that before the earth and rock construction of the tunnel opening, an outside tunnel cutting and a tunnel top intercepting ditch are manufactured, the distance between the intercepting ditch and the excavation line of the side and upward slopes is 5-10 m, and pits and caves on the ground surface of the tunnel opening top are filled with clay so that the drainage is smooth.
Furthermore, the geotextile laying means that firstly, a single non-woven fabric is fixed at a preset position by using an operation trolley, then the non-woven fabric is fixed on sprayed concrete by using a shooting nail, hot-melt liners and the shooting nails are arranged according to a quincunx shape, the arch part interval is 0.5-0.8 m, the side wall is 0.8-1.0 m, the bottom is 1.0-1.5 m, the geotextile is arranged in a quincunx shape and fixed at the left, the right, the upper and the lower, and a fixed point is added at the position where the concave-convex of a base surface is larger so that the buffer layer is closely attached to the base layer; the non-woven fabric is closely attached to the surface of the sprayed concrete, and the laying is smooth, and has no bulge and no fold.
Further, the waterproof board is paved specifically, namely, the waterproof board is paved after the primary support is basically stable and qualified; when the waterproof board is arranged in the arch wall range, the waterproof board is laid to the bottom of the side ditch, the waterproof board is laid to be used as an operation trolley to fix the waterproof board at a preset position, then a manual electric heat fusion splicer is heated, so that the waterproof board is welded on a special hot melt lining for fixing non-woven fabrics, the waterproof board is welded by an automatic double-seam hot melt welding machine according to preset temperature and speed, and the effective weld seam width of a single weld seam is not less than 15mm; the method comprises the following steps of removing dust on the surfaces of waterproof boards before welding, and then welding, wherein the overlapping width of the waterproof boards is larger than 15cm, and the overlapping width of the waterproof boards refers to the width of two waterproof boards which are overlapped together; at least 20cm of lap joint allowance is reserved at the edge part of the whole waterproof plate; the lap joint of the waterproof plate should be staggered with the positions with weak waterproof property, such as deformation joints, construction joints and surrounding rock concentrated water outlet positions, and the lap joint distance of the waterproof plate at the waterproof weak positions should not be less than 50cm.
Further, the installation drainage blind pipe blind ditch system comprises: installing an annular blind pipe: firstly, positioning and marking a circumferential blind pipe on the surface of sprayed concrete according to a design drawing, and enabling the circumferential blind pipe to pass through a low concave part on the surface of the sprayed concrete and a place with a water outlet point; nailing the annular blind pipe on the surface of the primary sprayed concrete along the line by using a PE (polyethylene) plate narrow strip and a cement steel nail, wherein the primary sprayed concrete is the concrete with the strength reaching 10Mpa after the sprayed concrete is sprayed by a spraying trolley, the distance between the steel nails is 30-50 cm, holes are drilled at a concentrated water outlet point along the direction of a water source, then a single annular blind pipe is inserted into the holes, and the peripheral sealing part is blocked by using quick-setting mortar so that underground water flows out of the pipe in a concentrated manner;
installing a longitudinal blind pipe: setting out the line at the bottom of the side wall according to the line design gradient and height, drilling along the line, driving an expansion bolt, installing a longitudinal blind pipe, clamping the longitudinal blind pipe by a clamp, and fixing the longitudinal blind pipe on the expansion bolt; the annular and longitudinal and the longitudinal and water drain pipes are tightly connected by a tee joint; the distance between the annular blind pipe and the sprayed concrete layer surface is not more than 5cm, and the maximum length of the annular blind pipe and a brand-new rock surface formed after the primary concrete spraying is finished is not more than 10cm;
the method comprises the following steps that phi 50mm blind ditches are arranged between a tunnel arch wall waterproof layer and a primary support in an annular mode, the blind ditches are customized blind ditches wrapped with geotextile, bao Tugong is arranged to prevent sundries from falling into the blind ditches, construction gap seams are combined, the longitudinal distance between the blind ditches is 6.1-12 m and adjusted according to underground water conditions, the construction gap seams are gaps between the primary supports built in different time periods and are arranged in an encrypted mode at a larger position of underground water, and the encrypted arrangement is that the longitudinal distance between the blind ditches is reduced to be 3-6m; outer blind ditches with the diameter of 100mm are longitudinally arranged on the outer layers of the wall feet of the side walls at the two sides of the tunnel, a corrugated pipe drainage hole with the diameter of 50mm is arranged in the middle of each section of longitudinal blind ditch and is connected to the ditches at the two sides of the tunnel, and joints are connected through a tee joint or an elbow; the two ends of the circumferential blind ditches and the two ends of the longitudinal blind ditches are directly communicated with the side ditches of the tunnel, underground water collected by the side ditches is drained to the central rectangular cover plate ditch through a phi 100mm PVC transverse drainage pipe, and the gradient of the drainage ditch is 2 percent.
Furthermore, the construction of the inverted arch follows the primary support, and the construction of the inverted arch is finished within 3 d; excavating the inverted arch at the arch part and the side wall and excavating after supporting is finished, wherein the inverted arch is integrally cast in a full width mode;
after manually cleaning the foundation of the side wall part, manually matching with an excavator to excavate the position and the depth required by a design drawing, manually cleaning up the virtual slag at the bottom of the inverted arch, pumping accumulated water out, and then erecting an inverted arch plug template; a large groove-shaped template is adopted at the end of the inverted arch; when the inverted arch is poured or concrete is filled, a transport vehicle is adopted to transport the concrete, the concrete is conveyed into an inverted arch template by a concrete conveying pump and is symmetrically poured from the center to two sides, and the concrete is flattened, vibrated and compacted by a vibrating rod; controlling the one-time construction length of the inverted arch within 12m, strictly prohibiting continuous construction of the inverted arch and filling, and well performing sampling work on an inverted arch test block in the construction process; and (3) chiseling the upper circulation concrete inverted arch joint, arranging phi 16mm dowel bars at the construction joint with the side wall, arranging at least 4 dowel bars on one side of each meter, and connecting each dowel bar with the lining steel bars of the side wall, wherein the embedded length of each dowel bar above and below the construction joint is not less than 30 cm.
Furthermore, the secondary building means that when deformation of surrounding rocks and primary supports of the tunnel is basically stable, measurement monitoring data show that the displacement rate is obviously slowed down, the convergence value near an arch springing is less than 0.2mm/d and the relative vault sinking is less than 0.15mm/d, the deformation of the surrounding rocks and the primary supports is basically stable, and the accumulated displacement value before secondary lining construction reaches more than 90% of the limit relative displacement value; the primary support surface crack can be used as a secondary concrete lining without continuing to develop; the secondary lining of the tunnel is constructed by adopting an integral hydraulic lining trolley;
the secondary lining of the tunnel is constructed by adopting an integral hydraulic lining trolley, the end head adopts a combined type shaping steel template, and the length of the trolley is 12m; each construction working face is at least provided with 1 12m long full-section hydraulic lining trolley, each construction working face for assisting tunnel construction is at least provided with 16m long full-section hydraulic lining trolley, the lining trolley needs to be treated before concrete is poured by adopting a total station positioning template trolley, sundries and dust on the surface are removed, whether damage exists or not and whether the equipment condition is good or not are checked, and if the damage exists, repair is needed; uniformly coating a release agent on the template trolley in a good condition for use;
further, the reinforcing bar preparation and installation include:
blanking of reinforcing steel bars: according to the specification and the size of a design drawing, a large sample is discharged on a blanking platform, and then the blanking construction of the reinforcing steel bars is carried out;
cold-drawing and straightening the steel bars: carrying out uniform cold drawing on the steel bars in a steel bar processing field by adopting a steel bar straightener;
welding steel bars: the hot-rolled round steel bars and the thread steel bars are subjected to flash double-side butt welding;
forming a steel bar: welding auxiliary facilities on the steel bar processing platform according to the manufacturing shape of the steel bars, and forming and processing the steel bars by using a steel bar bending machine and corresponding steel bar processing equipment;
binding a steel bar framework: a measurer accurately lofts and positions the positioning ribs by using a total station, sets the positions of the positioning ribs and the positions of corresponding inner ring steel bars at intervals of 2 meters along the circumferential direction and the longitudinal direction, the positioning ribs adopt L-shaped or 1-shaped threaded steel bars with the length not less than phi 16mm, the length of each positioning rib is from a waterproof plate lofted by the measurer to the position of the inner ring steel bar, the positioning rib must be propped to the waterproof plate to ensure the stability of a steel bar framework, and the circumferential main rib refers to the steel bar arranged along the curved edge of primary support; every cross section mark out the setpoint before the location muscle installation, set up the skeleton that is used for fixed reinforcing bar in the setpoint department, the plastic sheath need be sheathe in to the end of location muscle, the location muscle respectively with framework of steel reinforcement welded forming, after the location muscle installation was accomplished, according to the inner circle reinforcing bar position of having set a pattern, the installation inner circle framework of steel reinforcement becomes whole with the location muscle welding respectively, ensure that framework of steel reinforcement is whole firm, stable, carry out the ligature number according to the drawing size once more strictly.
Compared with the prior art, the invention has the following beneficial effects:
1. the construction method solves the problems that the vault is generally sunk integrally in the current secondary lining construction, the accumulated sinking amount of the vault is 3cm in the current vault sinking state, and the accumulated sinking amount of the vault is 1cm-2cm in the vault sinking state;
2. the construction method solves the problems that the qualified rate of the thickness of the secondary lining reinforcing steel bar protective layer in the current construction is low, the qualified rate of the thickness of the secondary lining reinforcing steel bar protective layer in the current industry is about 30-50%, and the qualified rate of the thickness of the secondary lining reinforcing steel bar protective layer is 80-95%;
3. the construction method has the advantages that the construction method is in place through vibration, the water-based release agent is used, the appearance quality is good, the water-based release agent is not used in the prior art, diesel oil is used for replacing the release agent, the vibration is not in place, and the appearance quality is poor;
4. according to the construction method, the efficiency is improved by binding the cushion blocks, the binding time of the secondary lining reinforcing steel bars is shortened, the reinforcing steel bars can be ensured to be positioned on the same horizontal plane by using the positioning reinforcing steel bars, the time for rechecking of field management personnel is shortened, the mold closing time of the secondary lining trolley can be carried out in advance, the appearance quality of the secondary lining is good, the thickness qualified rate of the protective layer of the secondary lining reinforcing steel bars is high, the later-stage operation and maintenance cost of the tunnel is reduced, the original construction period is about 4-5 days, and the construction period is about 3 days.
Drawings
Fig. 1 is a schematic view of the overall structure of the present invention.
FIG. 2 is a schematic view of the arrangement structure of the secondary lining positioning rib of the present invention.
FIG. 3 isbase:Sub>A schematic cross-sectional view taken at A-A of FIG. 2 of the present invention.
FIG. 4 is a schematic view showing a sectional structure of a secondary lining of the present invention.
FIG. 5 is a schematic view showing the detailed structure of the secondary lining protective steel bar layer control according to the present invention.
Detailed Description
Example (b):
the invention provides an installation method of an ultra-high altitude steel box girder, which comprises the following steps:
(1) Preparing before construction:
101. building a hole external drainage system and a hole internal drainage system;
102. laying geotextile;
103. laying a waterproof board;
104. installing a drainage blind pipe blind ditch system:
(2) Lining construction;
201. pouring an inverted arch and filling the inverted arch;
202. secondary lining;
203. manufacturing and installing steel bars;
204. mixing concrete;
205. and (5) removing the formwork, maintaining and performing waterproof treatment on the construction joint, so that the tunnel lining construction is completed.
The construction of the water drainage system outside the tunnel means that before the earth and rock construction of the tunnel opening, a tunnel outside cutting and a tunnel top intercepting ditch are manufactured, the distance between an intercepting gutter and a side and upward slope excavation line is 5-10 m, and a pit and a cave on the earth surface at the top of the tunnel opening are filled with clay so as to smoothly drain water; the building of the drainage system outside the hole is that double-side drainage ditches and a central rectangular ditch are adopted, the side ditches are mainly used for collecting underground water and are communicated with the central rectangular cover plate ditch through phi 100mm PVC transverse drainage pipes, water in the hole is drained to the outside of the hole through the central rectangular cover plate ditch, the longitudinal distance between the transverse drainage pipes is 30m, and the longitudinal gradient of the ditch is consistent with the gradient of a line.
Wherein, the geotextile laying means that firstly, a single non-woven fabric is fixed at a preset position by an operation trolley, then the non-woven fabric is fixed on sprayed concrete by a shooting nail, a hot melt liner and the shooting nail are arranged according to a quincunx, the arch space is 0.5-0.8 m, the side wall is 0.8-1.0 m, the bottom is 1.0-1.5 m, the non-woven fabric is arranged in a quincunx shape and is fixed in a left-right and up-down direction, a fixed point is added at a position with a larger concave-convex base surface to ensure that the buffer layer is closely attached to the base layer; the non-woven fabric is closely attached to the surface of the sprayed concrete, and the laying is smooth, and has no bulge and no fold.
The waterproof board is laid after the primary support is basically stable and qualified, and is also called HDPE geomembrane, which is a high molecular polyethylene polymer; when the waterproof board is arranged in the arch wall range, the waterproof board is laid to the bottom of the side ditch, the waterproof board is laid to be used as an operation trolley to fix the waterproof board at a preset position, then a manual electric heat fusion welding device is heated, the waterproof board is welded on a special hot melting lining for fixing non-woven fabrics, the degree of tightness of the waterproof board is proper, the waterproof board is prevented from being excessively tightened and torn or excessively loosened to form a man-made water storage point, the waterproof board is welded by an automatic double-seam hot melting welding machine according to preset temperature and speed, the effective weld seam width of a single weld seam is not less than 15mm, and the effective weld seam width refers to the shortest width of the weld seam; an air channel is reserved between the two welded strips and used for detecting the welding quality by an air detector. The method comprises the following steps of removing dust on the surfaces of waterproof plates before welding, and then welding, wherein the overlapping width of the waterproof plates must be larger than 15cm, and the overlapping width of the waterproof plates refers to the width of two waterproof plates which are overlapped together; at least 20cm of lap joint allowance is reserved at the edge part of the whole waterproof board, the lap joint allowance refers to the lap joint overlapping distance of two waterproof boards at the edge of the waterproof board, and the reserved edge part is effectively protected; the lap joint of the waterproof plate is required to be staggered with waterproof weak positions such as deformation joints, construction joints and surrounding rock concentrated water outlets, the lap joint distance of the waterproof weak positions is not less than 50cm, the waterproof plate is used for protecting the waterproof coiled material, the stress change of the deformation joints, the construction joints and the surrounding rock concentrated water outlets is large, and the lap joint is staggered with the positions to protect the waterproof coiled material from being punctured, scratched and the like.
Wherein, installation drainage blind pipe french drain system includes: 10401. and (3) circumferential blind pipe installation: firstly, positioning and marking a circumferential blind pipe on the surface of sprayed concrete according to a design drawing, and enabling the circumferential blind pipe to pass through a low concave part on the surface of the sprayed concrete and a place with a water outlet point; nailing the annular blind pipe on the surface of the primary sprayed concrete along the line by using a PE (polyethylene) plate narrow strip and a cement steel nail, wherein the primary sprayed concrete is the concrete with the strength reaching 10Mpa after the sprayed concrete is sprayed by a spraying trolley, the distance between the steel nails is 30-50 cm, holes are drilled at a concentrated water outlet point along the direction of a water source, then a single annular blind pipe is inserted into the holes, and the peripheral sealing part is blocked by using quick-setting mortar so that underground water flows out of the pipe in a concentrated manner;
10402. installing a longitudinal blind pipe: setting out the line at the bottom of the side wall according to the line design gradient and height, drilling along the line, driving an expansion bolt, installing a longitudinal blind pipe, clamping the longitudinal blind pipe by a clamp, and fixing the longitudinal blind pipe on the expansion bolt; the annular and longitudinal and water drain pipes are tightly connected by a tee joint and fixedly connected by a waterproof adhesive tape if necessary; the distance between the annular blind pipe and the sprayed concrete layer surface is not more than 5cm, and the maximum length of a brand-new rock surface formed after the annular blind pipe and the sprayed concrete are sprayed is not more than 10cm;
10403. the method comprises the following steps that phi 50mm blind ditches are arranged between a tunnel arch wall waterproof layer and primary supports in an annular mode, the blind ditches are customized blind ditches wrapped with geotextile, bao Tugong cloth aims to prevent sundries from falling into the blind ditches, construction gap seams are arranged in a combined mode, the longitudinal distance of the blind ditches is 6.1-12 m and adjusted according to underground water conditions, the construction gap seams are gaps between the primary supports built in different time periods and are arranged in an encrypted mode at larger positions of underground water, and the encrypted arrangement means that the longitudinal distance of the blind ditches is reduced and is set to be 3-6m; outer blind ditches with the diameter of 100mm are longitudinally arranged on the outer layers of the wall feet of the side walls at the two sides of the tunnel, a corrugated pipe drainage hole with the diameter of 50mm is arranged in the middle of each section of the longitudinal blind ditch and is connected to the ditches at the two sides of the tunnel, and joints are connected through a tee joint or an elbow joint; the two ends of the circumferential blind ditches and the two ends of the longitudinal blind ditches are directly communicated with the side ditches of the tunnel, underground water collected by the side ditches is drained to the central rectangular cover plate ditch through a phi 100mm PVC transverse drainage pipe, the gradient of the drainage ditch is 2%, and the maintenance of a drainage pipeline is facilitated.
Wherein 201, the construction of the inverted arch follows the primary support, and the construction of the inverted arch is completed within 3d, so that the integral stress of the primary support structure is facilitated; excavating the inverted arch at the arch part and the side wall and excavating after supporting is finished, wherein the inverted arch is integrally cast in a full width mode;
after manually cleaning the foundation of the side wall part, manually matching an excavator to excavate the position and the depth required by a design drawing, manually cleaning up the virtual slag at the bottom of the inverted arch, pumping out accumulated water, and then erecting an inverted arch plug template; a large groove-shaped template is adopted at the end of the inverted arch; when the inverted arch is poured or concrete is filled, a transport vehicle is adopted to transport the concrete, the concrete is conveyed into an inverted arch template by a concrete conveying pump and is symmetrically poured from the center to two sides, and the concrete is flattened, vibrated and compacted by a vibrating rod; the one-time construction length of the inverted arch is controlled within 12m, continuous construction of the inverted arch and filling is strictly forbidden, sampling work of inverted arch test blocks is well done in the construction process, and filled concrete is guaranteed not to invade the section of the inverted arch; and (3) chiseling the upper circulation concrete inverted arch joint, arranging phi 16mm dowel bars at the construction joint with the side wall, arranging at least 4 dowel bars on one side of each meter, and connecting each dowel bar with the lining steel bars of the side wall, wherein the embedded length of each dowel bar above and below the construction joint is not less than 30 cm.
202, secondary building means that when deformation of tunnel surrounding rock and primary support is basically stable, measurement and monitoring data show that the displacement rate is obviously slowed down, the convergence value near an arch springing is less than 0.2mm/d, and the relative vault sinking is less than 0.15mm/d, the deformation of the surrounding rock and the primary support is basically stable, and the accumulated displacement value before secondary lining construction reaches more than 90% of the limit relative displacement value; the primary support surface crack can be used as a secondary concrete lining without continuing to develop; the secondary lining of the tunnel is constructed by adopting an integral hydraulic lining trolley;
the secondary lining of the tunnel is constructed by adopting an integral hydraulic lining trolley, the end head adopts a combined type shaping steel template, and the length of the trolley is 12m; each construction working face is at least provided with 1 12m long full-section hydraulic lining trolley, each construction working face for assisting tunnel construction is at least provided with 16m long full-section hydraulic lining trolley, the lining trolley needs to be treated before concrete is poured by adopting a total station positioning template trolley, sundries and dust on the surface are removed, whether damage exists or not and whether the equipment condition is good or not are checked, and if the damage exists, repair is needed. And uniformly coating a release agent on the template trolley with a good condition for use.
Wherein, 203, reinforcing bar preparation and installation include:
20301. blanking of reinforcing steel bars: according to the specification and the size of a design drawing, a large sample is released on a blanking platform, and then the blanking construction of the reinforcing steel bars is carried out;
20302. cold-drawing and straightening the steel bars: carrying out uniform cold drawing on the steel bars in a steel bar processing field by adopting a steel bar straightener;
20303. welding steel bars: the hot-rolled round steel bars and the threaded steel bars are subjected to flash double-side butt welding;
20304. forming a steel bar: welding auxiliary facilities on the steel bar processing platform according to the manufacturing shape of the steel bars, and forming and processing the steel bars by using a steel bar bending machine and corresponding steel bar processing equipment;
20305. binding a steel bar framework: a measurer accurately lofts and positions the positioning ribs by using a total station, sets the positions of the positioning ribs and the positions of corresponding inner ring steel bars at intervals of 2 meters along the circumferential direction and the longitudinal direction, the positioning ribs adopt L-shaped or 1-shaped threaded steel bars with the length not less than phi 16mm, the length of each positioning rib is from a waterproof plate lofted by the measurer to the position of the inner ring steel bar, the positioning rib must be propped to the waterproof plate to ensure the stability of a steel bar framework, and the circumferential main rib refers to the steel bar arranged along the curved edge of primary support; every cross section mark out the setpoint before the location muscle installation, set up the skeleton that is used for fixed reinforcing bar in the setpoint department, the plastic sheath need be sheathe in to the end of location muscle to the protection waterproof layer is not destroyed at the shore in-process, the location muscle respectively with steel reinforcement framework welded forming, after the location muscle installation is accomplished, according to the inner circle reinforcing bar position of laying a design, installation inner circle steel reinforcement framework becomes whole with the welding of location muscle respectively, ensure that steel reinforcement framework is whole firm, stable, carry out the ligature number according to the drawing size again strictly.
204, concrete mixing refers to adopting an HBT80 delivery pump, pouring concrete after a formwork trolley is in place and a stop plate is arranged to ensure that slurry does not leak in the pouring process, before pouring the concrete, uniformly spraying a water-based release agent on the outer surface of a steel formwork trolley to reduce the surface adhesive force during demoulding, when pouring the concrete, firstly pouring the concrete from the lowest row of working windows of the trolley formwork, adopting a window-by-window pouring mode, when the concrete is poured to be flush with the working windows, closing the working windows, then pouring the concrete from the second row of working windows, and repeating the steps, finally closing a valve at a vault conveying pipe to seal the top, in order to ensure the capping effect, arranging a movable plate at the top of the steel formwork at the end of the secondary lining trolley, namely an inspection hole and an exhaust hole, when the concrete is poured to the vault, inspecting the concrete capping condition through the inspection hole, and closing the movable plate when the concrete is sealed to be full, so that a large amount of concrete slurry flows out along the gaps of the formwork and is poured into the concrete;
the vibration mainly takes the self-vibration system of the template trolley into consideration, the side wall and the vault position are assisted by an inserted type tamping bar, and the vibration is carried out in the mode of mainly inserting type vibration and assisting in attaching type at the part below the side wall; the side wall and the upper part are vibrated by adopting a mode of mainly attached vibration and assisting in inserted vibration;
when the insert type vibrating rod is adopted for vibrating, the operation of 'fast insert and slow pull' is carried out; when the concrete is poured in layers, the thickness of the layer is not more than 1.25 times of the length of the vibrating rod, the lower layer is inserted into the layer and is not less than 5cm, and the vibrating time is 10-30; the vibrating rods are inserted equidistantly to tamp all concrete uniformly, and the distance between the inserting points is less than 1 time of the vibrating radius; the action ranges of the two vibrating rods are overlapped to avoid missing and excessive tamping.
205, removing the formwork and maintaining, wherein the concrete can be removed after the compressive strength of the concrete test block reaches 2.5MPa, and the temperature difference of a concrete core part is not more than 60 ℃ and not more than 65 ℃ at most during the concrete maintenance period; the difference between the temperature of the concrete core and the surface temperature, the difference between the surface temperature and the environmental temperature are only not more than 20 ℃, and the difference between the temperature of curing water and the surface of the concrete is not more than 15 ℃; during natural curing, the concrete is subjected to heat preservation and moisture preservation curing within 1 hour after the concrete is poured, and the curing time is in accordance with relevant regulations; when the ambient temperature is lower than 5 ℃, the watering is forbidden.
The waterproof treatment of the construction joint in 205 comprises the following steps: 20501. the annular construction joint adopts a composite waterproof structure consisting of a middle embedded rubber waterstop (belt) and an externally attached waterstop, the longitudinal construction joint is provided with a steel-edge rubber waterstop and an externally attached waterstop to form a composite waterproof structure, and the deformation joint is provided with a middle embedded rubber waterstop, an externally attached waterstop and a caulking material to form a composite waterproof structure; the inverted arch is not provided with a waterproof plate, and an EVA waterproof plate with the width of 2m and the thickness of 1.5mm needs to be additionally arranged at the circumferential construction joint for facilitating the installation of the water stop;
the method comprises the steps of processing a steel bar positioning clamp before mounting the buried rubber waterstop (belt), clamping one half of the waterstop on the inner side of the built steel bar clamp through a retaining head template along a lining end template at intervals of 0.5-1.0 m in the upper ring direction, enabling the other half of the waterstop to be flatly leaned against a retaining head, dismantling the retaining head template after concrete is solidified and demoulded, straightening the waterstop, and straightening the steel bar to firmly position the waterstop.
Before the steel-edge water stop is installed, a steel bar clamp is machined, the length of the steel bar clamp is proper, and the half height of the water stop is taken as a standard; before pouring concrete, fixing the reinforcing steel bar clamps at the middle part of the thickness of the concrete at intervals of 50cm, and after the reinforcing steel bar clamps are installed, requiring the reinforcing steel bar clamps to be on the same straight line at the same height and the same water level; and after the reinforcing steel bar clamp is installed, the water stop belt is installed in the bayonet of the reinforcing steel bar clamp, and the embedding depth is ensured to be one half of the height of the water stop belt. After the water stop belt is installed, the water stop belt is firm and smooth, and cannot roll or tangle, and cannot deviate or shorten on one side when concrete is poured, so that the water stop effect is influenced.
20502. Installing an externally-attached water stop: the externally-attached water stop belt is fixed on the laid waterproof board in the step 103 by waterproof adhesion or welding; when the externally-attached water stop belt and the waterproof plate cannot be welded, a butyl adhesive tape with two sides adhered is adopted for adhering; the thickness of the butyl adhesive tape is not more than 1.5mm; the seam of the annular water stop belt is arranged at the higher position of the side wall and cannot be arranged at the corner of the structure;
water stop installation:
the embedding position of the water stop belt is accurate, and a hollow circular ring in the middle of the water stop belt is coincided with the center of the seam; the water stop should be fixed properly, and should be fixed by a special steel bar sleeve or flat steel; when the water stop is firstly constructed with concrete on one side, the end mould of the water stop is firmly supported, and slurry leakage is strictly prohibited; the water stop should adopt special fittings at the corner and should be arc-shaped, the corner radius of the rubber water stop is not less than 200mm, the corner radius of the steel-edged rubber water stop is not less than 300mm, and the corner radius should be correspondingly increased along with the increase of the width of the water stop.
Claims (8)
1. A tunnel lining construction method is characterized by comprising the following steps:
1) Preparing before construction:
building a hole external drainage system and a hole internal drainage system;
laying geotextile;
laying a waterproof board;
installing a drainage blind pipe blind ditch system:
2) Lining construction;
pouring an inverted arch and filling the inverted arch;
secondary lining;
manufacturing and installing steel bars;
mixing concrete;
and (5) removing the formwork, maintaining and performing waterproof treatment on the construction joint, so that the tunnel lining construction is completed.
2. The tunnel lining construction method according to claim 1, wherein the building of the water drainage system outside the tunnel means that before the earth and rock at the opening of the tunnel is constructed, an outside-tunnel cutting trench and a top-tunnel intercepting trench are made, the distance between the intercepting trench and the excavation line of the side and upward slope is 5-10 m, and pits and caves on the earth surface at the top of the opening of the tunnel are filled with clay to ensure smooth drainage.
3. The tunnel lining construction method according to claim 1, wherein the geotextile is laid by fixing a single non-woven fabric at a predetermined position by using a working trolley, fixing the non-woven fabric on sprayed concrete by using a shot nail, arranging the non-woven fabric in a quincunx pattern by using a hot melt liner and the shot nail, wherein the arch space is 0.5-0.8 m, the side wall is 0.8-1.0 m, the bottom is 1.0-1.5 m, the non-woven fabric is arranged in the quincunx pattern, and the non-woven fabric is fixed at the left, right, upper and lower positions, and a fixed point is added at a position where the concave-convex part of the base surface is larger, so that the buffer layer is closely attached to the base layer; the non-woven fabric is closely attached to the surface of the sprayed concrete, and the laying is smooth, and has no bulge and no fold.
4. The tunnel lining construction method according to claim 1, wherein the waterproof board is laid specifically after primary support is basically stable and accepted; when the waterproof board is arranged in the arch wall range, the waterproof board is paved to the bottom of a side ditch, the waterproof board is paved to be used as an industrial trolley to fix the waterproof board at a preset position, then a manual electric heat fusion welder is heated, the waterproof board is welded on a special hot-melting lining of fixed non-woven fabrics, the waterproof board is welded according to preset temperature and speed by adopting an automatic double-seam hot-melting welding machine, and the effective welding seam width of a single welding seam is not less than 15mm; the method comprises the following steps of removing dust on the surfaces of waterproof boards before welding, and then welding, wherein the overlapping width of the waterproof boards is larger than 15cm, and the overlapping width of the waterproof boards refers to the width of two waterproof boards which are overlapped together; at least 20cm of lap joint allowance is reserved at the edge part of the whole waterproof board; the lap joint of the waterproof plate should be staggered with waterproof weak positions such as deformation joints, construction joints and surrounding rock concentrated water outlets, and the lap joint distance of the waterproof plate at the waterproof weak positions should not be less than 50cm.
5. The tunnel lining construction method according to claim 1, wherein the installing of the drainage blind pipe blind ditch system comprises: installing an annular blind pipe: firstly, positioning and marking a circumferential blind pipe on the surface of sprayed concrete according to a design drawing, and enabling the circumferential blind pipe to pass through a low concave part on the surface of the sprayed concrete and a place with a water outlet point; nailing the annular blind pipe on the surface of the primary sprayed concrete along the line by using a PE (polyethylene) plate narrow strip and a cement steel nail, wherein the primary sprayed concrete is the concrete with the strength reaching 10Mpa after the sprayed concrete is sprayed by a spraying trolley, the distance between the steel nails is 30-50 cm, holes are drilled at a concentrated water outlet point along the direction of a water source, then a single annular blind pipe is inserted into the holes, and the peripheral sealing part is blocked by using quick-setting mortar so that underground water flows out of the pipe in a concentrated manner;
installing a longitudinal blind pipe: setting out the line at the bottom of the side wall according to the line design gradient and height, drilling along the line, driving an expansion bolt, installing a longitudinal blind pipe, clamping the longitudinal blind pipe by a clamp, and fixing the longitudinal blind pipe on the expansion bolt; the annular and longitudinal and the longitudinal and water drain pipes are tightly connected by a tee joint; the distance between the annular blind pipe and the sprayed concrete layer surface is not more than 5cm, and the maximum length of the annular blind pipe and a brand-new rock surface formed after the primary concrete spraying is finished is not more than 10cm;
the method comprises the following steps that phi 50mm blind ditches are arranged between a tunnel arch wall waterproof layer and primary supports in an annular mode, the blind ditches are customized blind ditches wrapped with geotextile, bao Tugong cloth aims to prevent sundries from falling into the blind ditches, construction gap seams are arranged in a combined mode, the longitudinal distance of the blind ditches is 6.1-12 m and adjusted according to underground water conditions, the construction gap seams are gaps between the primary supports built in different time periods and are arranged in an encrypted mode at larger positions of underground water, and the encrypted arrangement means that the longitudinal distance of the blind ditches is reduced and is set to be 3-6m; outer blind ditches with the diameter of 100mm are longitudinally arranged on the outer layers of the wall feet of the side walls at the two sides of the tunnel, a corrugated pipe drainage hole with the diameter of 50mm is arranged in the middle of each section of the longitudinal blind ditch and is connected to the ditches at the two sides of the tunnel, and joints are connected through a tee joint or an elbow joint; the two ends of the annular blind ditch and the two ends of the longitudinal blind ditch are directly communicated with the side ditches of the tunnel, the underground water collected by the side ditches is drained to the central rectangular cover plate ditch through a phi 100mmPVC transverse drainage pipe, and the gradient of the drainage ditch is 2 percent.
6. The tunnel lining construction method according to claim 1, wherein the construction of the inverted arch is completed within 3d following the preliminary bracing; excavating the inverted arch at the arch part and the side wall and after supporting is finished, excavating, wherein the inverted arch is integrally cast in a full width mode;
after manually cleaning the foundation of the side wall part, manually matching an excavator to excavate the position and the depth required by a design drawing, manually cleaning up the virtual slag at the bottom of the inverted arch, pumping out accumulated water, and then erecting an inverted arch plug template; a large groove-shaped template is adopted at the end of the inverted arch; when the inverted arch is poured or concrete is filled, a transport vehicle is adopted to transport the concrete, the concrete is conveyed into an inverted arch template by a concrete conveying pump and is symmetrically poured from the center to two sides, and the concrete is flattened, vibrated and compacted by a vibrating rod; controlling the one-time construction length of the inverted arch within 12m, strictly prohibiting continuous construction of the inverted arch and filling, and well performing sampling work on an inverted arch test block in the construction process; and (3) chiseling the upper circulation concrete inverted arch joint, arranging phi 16mm dowel bars at the construction joint with the side wall, arranging at least 4 dowel bars on one side of each meter, and connecting each dowel bar with the lining steel bars of the side wall, wherein the embedded length of each dowel bar above and below the construction joint is not less than 30 cm.
7. The tunnel lining construction method according to claim 1, wherein the secondary masonry is that when deformation of surrounding rocks and primary supports of the tunnel is basically stable, measurement monitoring data show that displacement rate is obviously slowed down, the convergence value near the arch springing is less than 0.2mm/d and the relative vault subsidence is less than 0.15mm/d, the deformation of the surrounding rocks and the primary supports is basically stable, and the accumulated displacement value before secondary lining construction reaches more than 90% of the limit relative displacement value; the primary support surface crack can be used as a secondary concrete lining without continuing to develop; the secondary lining of the tunnel is constructed by adopting an integral hydraulic lining trolley;
the secondary lining of the tunnel is constructed by adopting an integral hydraulic lining trolley, the end head adopts a combined type shaping steel template, and the length of the trolley is 12m; each construction working face is at least provided with 1 12m long full-section hydraulic lining trolley, each construction working face for assisting tunnel construction is at least provided with 16m long full-section hydraulic lining trolley, the lining trolley needs to be treated before concrete is poured by adopting a total station positioning template trolley, sundries and dust on the surface are removed, whether damage exists or not and whether the equipment condition is good or not are checked, and if the damage exists, repair is needed; and uniformly coating a release agent on the template trolley with a good condition for use.
8. The method of claim 1, wherein the fabricating and installing of the reinforcing bars comprises:
blanking of reinforcing steel bars: according to the specification and the size of a design drawing, a large sample is discharged on a blanking platform, and then the blanking construction of the reinforcing steel bars is carried out;
cold-drawing and straightening the steel bars: carrying out uniform cold drawing on the steel bars in a steel bar processing field by adopting a steel bar straightener;
welding steel bars: the hot-rolled round steel bars and the threaded steel bars are subjected to flash double-side butt welding;
forming a steel bar: welding auxiliary facilities on the steel bar processing platform according to the manufacturing shape of the steel bars, and forming and processing the steel bars by using a steel bar bending machine and corresponding steel bar processing equipment;
binding a steel bar framework: a measurer accurately lofts the positions of the positioning ribs by using a total station, sets the positions of the positioning ribs and the positions of corresponding inner ring steel bars at intervals of 2 meters along the circumferential direction and the longitudinal direction, wherein the positioning ribs adopt L-shaped or 1-shaped threaded steel bars with the length not less than phi 16mm, the length of each positioning rib is from a waterproof plate lofted by the measurer to the position of the inner ring steel bar, the positioning rib must be propped to the waterproof plate to ensure that a steel bar framework is stable, and the circumferential main ribs refer to the steel bars arranged along the curved edge of primary support; every cross section mark out the setpoint before the location muscle installation, set up the skeleton that is used for fixed reinforcing bar in the setpoint department, the end of location muscle need be sheathe in the plastic protective sheath, the location muscle respectively with framework welded forming, after the location muscle installation, according to the inner circle reinforcing bar position of laying-out, installation inner circle framework, become wholly with the location muscle welding respectively, ensure that framework is whole firm, stable, strictly carry out the ligature number according to the drawing size once more.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116517588A (en) * | 2023-04-25 | 2023-08-01 | 广东水电二局股份有限公司 | Construction method for preventing tunnel lining vault from falling out and falling out preventing device thereof |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116517588A (en) * | 2023-04-25 | 2023-08-01 | 广东水电二局股份有限公司 | Construction method for preventing tunnel lining vault from falling out and falling out preventing device thereof |
| CN116517588B (en) * | 2023-04-25 | 2023-10-13 | 广东水电二局股份有限公司 | Construction method for preventing tunnel lining vault from falling out and falling out preventing device thereof |
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