CN114961748A - Construction method of large pipe shed guide wall at tunnel opening of shallow tunnel - Google Patents
Construction method of large pipe shed guide wall at tunnel opening of shallow tunnel Download PDFInfo
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- CN114961748A CN114961748A CN202210727712.8A CN202210727712A CN114961748A CN 114961748 A CN114961748 A CN 114961748A CN 202210727712 A CN202210727712 A CN 202210727712A CN 114961748 A CN114961748 A CN 114961748A
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- guide wall
- pipe
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- pipe shed
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Abstract
The invention provides a construction method of a large pipe shed guide wall at a shallow tunnel entrance, which comprises the following steps: s1, transporting the construction equipment in place, and lofting the drawing; step S2, positioning and excavating the position of the guide wall at a preset position, and reserving the deformation of the tunnel portal according to the properties of surrounding rocks; step S3, installing the profile template and the positioning arch frame in the guide wall; step S4, determining an extrapolation angle of the pipe shed according to the properties of surrounding rocks, and step S5, installing an end template and a circumferential template of the guide wall after the installation and adjustment of the orifice pipe; and step S6, performing concrete pouring of the guide wall, and curing after the pouring is finished until the guide wall reaches the preset strength. The external insertion angle of the orifice of the pipe shed guide wall is determined, the pipe shed is positioned by utilizing the external insertion angle of the guide pipe, the invasion of a main tunnel during drilling construction to excavate a contour line is avoided, the angle calculation is accurate, the construction is convenient, the reinforcing effect of a large pipe shed is ensured, the safe tunnel entrance of a tunnel is realized, and better economic and social benefits are obtained.
Description
Technical Field
The invention belongs to the technical field of tunnel engineering, and particularly relates to a construction method of a large pipe shed guide wall at a shallow tunnel entrance.
Background
The pipe shed support is a commonly used advance support when a tunnel passes through a weak loose broken rock mass, quicksand and other unfavorable geological sections. The direction wall is as the direction and the fixed facilities of long pipe canopy construction, can play the effect of direction on the one hand, and on the other hand can play the effect that supports the pipe canopy and improve pipe canopy atress, and the precision and the effect of strutting of its degree of accuracy direct influence pipe canopy drilling. In the pipe shed construction, the determination of the external insertion angle of the guide pipe is crucial. When the choice of the extrapolation angle is improper, the subsequent construction progress is directly influenced. The external insertion angle type tubular shed is easy to invade a front hole excavation contour line, and a large amount of time is consumed for cutting a steel pipe invading the contour line by using an electric welding machine after excavation, so that the construction quality of the tubular shed is influenced while the construction cost is increased; the effective utilization rate of slip casting can be reduced too greatly to the angle of external insertion, and the pipe canopy also can't control effectively and overexcavably, and is little to tunnel cave body ground layer structural stability auxiliary action.
Therefore, there is a need to provide an improved solution to the above-mentioned deficiencies of the prior art.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a construction method of a large pipe shed guide wall of a shallow tunnel entrance.
In order to achieve the above purpose, the invention provides the following technical scheme:
a construction method of a large pipe shed guide wall of a shallow tunnel entrance comprises the following steps:
s1, transporting the construction equipment in place, and lofting the drawing;
step S2, positioning and excavating the position of the guide wall at a preset position, and reserving the deformation of the tunnel portal according to the properties of surrounding rocks;
step S3, installing the profile template and the positioning arch frame in the guide wall;
step S4, determining an extrapolation angle of the pipe shed according to the properties of the surrounding rocks, and calculating the angle of the orifice pipe based on the mileage of the position of the guide wall;
step S5, installing an end template and a circumferential template of the guide wall after installing and adjusting each orifice pipe on the positioning arch center;
and step S6, performing concrete pouring of the guide wall, and curing after the pouring is finished until the guide wall reaches the preset strength.
Preferably, in the step S2, the deformation amount reserved when the surrounding rock at the opening of the surrounding rock cave is the plastic soil layer is 40cm to 60 cm;
the deformation amount reserved when the surrounding rock at the opening of the surrounding rock cave is hilly soil, loose soil and soft soil is 30-40 cm;
the surrounding rock at the opening of the surrounding rock cave is soft rock, and the deformation amount reserved when the rock mass is crushed is 20-30 cm;
the deformation amount reserved when the surrounding rock at the opening of the surrounding rock is medium-soft rock and joint development rock is 10-20 cm.
Preferably, in step S4, a drawing is combined, a longitudinal gradient and an elevation of a reference plane where the guide wall is located are determined according to the mileage of the guide wall in the tunnel, and a standoff distance difference and a height difference at two ends of the orifice pipe are determined based on the extrapolation angle of the pipe shed.
Preferably, after the positioning arch frame is measured, lofted, accurately positioned and welded and reinforced, the orifice pipe is installed;
drawing the distribution position of one end of the orifice pipe on a support arch according to drawing lofting, welding a plurality of radial reinforcing steel bars extending along the radial direction on a positioning arch close to a tunnel face, determining the position of the circle center of the other end of the orifice pipe on the positioning arch through a total station, and supporting the other end of the orifice pipe by using the supporting reinforcing steel bars to extend in an arc shape along the position of the other end of the orifice pipe;
and installing the orifice pipe at a corresponding position and then fixing the orifice pipe by welding.
Preferably, in step S3, there are two positioning arches, and the outer diameters of the two positioning arches are determined based on the orifice pipe diameter, the distance between the two positioning arches, and the tunnel radius.
Preferably, before the construction of the guide wall, the bearing capacity of the foundation needs to be detected, the bearing capacity is not less than 150KPa, the guide wall is cast in place by C20 concrete, and the thickness of the guide wall is 1 m;
the concrete is poured in a bilateral symmetry mode, and the left-right height difference is not more than 1 m.
Preferably, the structure of the guide wall inner contour template is determined based on the tunnel surrounding rock properties, and the guide wall inner contour template is supported by an earth model, a core earth steel model or a bracket steel model.
Preferably, when tunnel country rock is soft soil layer, adopt the soil mould to do support guide wall interior profile template, include:
excavating and reinforcing a side slope and a top slope at the same time by excavating a pipe shed operation platform;
utilizing an excavator to trim the shape of the soil mold to a designed size;
repeatedly measuring the soil model, and continuously trimming the soil model in a manual trimming mode based on the measurement result;
carrying out mortar plastering on the surface of the soil mould to improve the flatness of the soil mould, and paving a bamboo plywood, color stripe cloth or a waterproof board;
and after the positioning arch frame is installed and the position of the orifice pipe is adjusted, installing and fixing an end template and a circumferential template to perform guide wall concrete pouring.
Preferably, when tunnel country rock is for stablizing the non-efflorescence rock stratum, adopt core soil support steel mould to support guide wall inner profile template, include:
after a pipe shed construction platform is excavated, excavating a muck part under a guide wall, and reserving core soil inside the guide wall;
the excavated outer edge of the muck below the guide wall does not invade the guide wall and is used as a construction space;
measuring and setting out to determine the position of the supporting steel arch, and erecting the supporting steel arch for supporting the guide wall inner contour template;
carrying out multi-point short support on the support profile steel arch by using a scaffold, a steel pipe and a jacking;
and after the positioning arch frame is installed and the position of the orifice pipe is adjusted, installing and fixing an end template and a circumferential template to perform guide wall concrete pouring.
Preferably, when tunnel country rock is unstable weathering rock stratum, adopt support steel mould to support guide wall inner contour template, include:
after a pipe shed construction platform is excavated, excavating a muck part of the guide wall;
building a scaffold for supporting the guide wall inner contour template, and installing and positioning a support steel arch frame;
laying an inner profile template of the guide wall on the inner layer of the supporting steel arch frame;
and after the positioning arch frame is installed and the position of the orifice pipe is adjusted, installing and fixing an end template and a circumferential template to perform guide wall concrete pouring.
Has the advantages that: the external insertion angle of the orifice pipe of the pipe shed guide wall is determined, the pipe shed is positioned by utilizing the external insertion angle of the guide pipe, the invasion of a main tunnel during drilling construction to dig contour lines is avoided, the angle calculation is accurate, the construction is convenient, the reinforcing effect of a large pipe shed is ensured, the safe tunnel entering of a tunnel is realized, and better economic and social benefits are obtained.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. Wherein:
FIG. 1 is a schematic view of a guide wall structure according to an embodiment of the present invention;
FIG. 2 is a schematic cross-sectional view of a guide wall according to an embodiment of the present invention;
FIG. 3 is a schematic view of a slurry stop valve according to an embodiment of the present invention.
In the figure: 1. a guide wall; 2. an orifice tube; 3. positioning an arch frame; 4. a pipe shed; 5. a slurry stop valve; 51. a valve body; 52. a grouting pipe; 53. and (4) exhausting the gas.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived from the embodiments of the present invention by a person skilled in the art, are within the scope of the present invention.
In the description of the present invention, the terms "longitudinal", "lateral", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are for convenience of description of the present invention only and do not require that the present invention must be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention. The terms "connected" and "connected" used herein should be interpreted broadly, and may include, for example, a fixed connection or a detachable connection; they may be directly connected or indirectly connected through intermediate members, and specific meanings of the above terms will be understood by those skilled in the art as appropriate.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
As shown in fig. 1 to 3, a construction method of a large pipe shed guide wall of a shallow tunnel opening includes: step S1, before construction, firstly, familiarizing with a tunnel design drawing, compiling a construction technology for crossing, transporting construction equipment such as a positioning arch frame 3, a steel bar, a machine tool, an orifice pipe 2 and the like in place, lofting the drawing at the tunnel portal, and determining the construction site and the position of a guide wall 1; step S2, positioning and excavating the guide wall 1 at a preset position, correcting the slope of the tunnel portal, excavating the tunnel section and the construction site, and reserving the deformation of the tunnel portal according to the properties of surrounding rocks; step S3, mounting a drawing layout for mounting the inner contour template and the positioning arch frame 3 of the guide wall 1; step S4, determining an external inserting angle of the pipe shed 4 according to the surrounding rock property, calculating the angle of the orifice pipe 2 based on the mileage of the position of the guide wall 1, positioning the pipe shed 4 by using the external inserting angle of the guide wall, avoiding invasion of a main tunnel excavation contour line during drilling construction, and ensuring accurate angle calculation and convenient construction; step S5, installing and adjusting each orifice pipe 2 on the positioning arch center 3, and then installing an end template and a circumferential template of the guide wall 1; step S6, the guide wall 1 is concreted and cured after the concreting is completed until the guide wall 1 reaches a predetermined strength. In one embodiment, the pipe shed 4 of the soil tunnel is 20-30 m long, the external insertion angle is 2-3 degrees, or the pipe shed 4 is 30-50 m long, the external insertion angle is 3-5 degrees, and the pipe shed 4 is installed by adopting a pneumatic down-the-hole hammer; the long pipe shed 410 ~ 20m of rock tunnel, extrapolation angle 1 ~ 2, pipe shed 4 adopts the installation of guide bit.
In another optional embodiment, in step S2, the deformation amount reserved when the surrounding rock at the opening of the surrounding rock cave is a plastic soil layer is 40cm to 60cm (40 cm, 50cm or 60cm is reserved according to actual construction requirements); the deformation amount reserved when the surrounding rock at the opening of the surrounding rock cave is hilly soil, loose soil and soft soil is 30-40 cm (40 cm, 35cm or 30cm is reserved according to actual construction requirements); the surrounding rock at the opening of the surrounding rock cave is soft rock, and the reserved deformation is 20-30 cm (20, 25 or 30cm is reserved according to the actual construction requirement) when the rock mass is broken; the deformation amount reserved when the surrounding rock at the opening of the surrounding rock is medium-soft rock and joint development rock is 10 cm-20 cm (10 cm, 15cm or 20cm is reserved according to actual construction requirements), and settlement caused by the influence of soil quality on the guide wall 1 in the construction process is avoided by selecting the reserved amount of different surrounding rock properties.
In another alternative embodiment, due to the influence of hardness and softness of the geological conditions, the drilling route of the pipe shed 4 into the hole is not always a straight line along the direction of the orifice pipe 2. When loose soil layers and soft surrounding rocks are used, a large pipe shed 4 is drilled into a pore-forming line similar to a parabola, the longer the pipe shed 4 is, the more obvious the tail end of the pipe shed is, the more obvious the large pipe shed 4 is, the upward deviation of the large pipe shed 4 drilled into the pore-forming line in the hard surrounding rocks is, in step S4, a drawing is combined, the longitudinal gradient and the elevation of a datum plane where a guide wall 1 is located are determined according to the mileage of the guide wall 1 in a tunnel, the offset difference and the height difference of two ends of a hole pipe 2 are determined based on the external insertion angle of the pipe shed 4, a total station is used for measuring and positioning to install the hole pipe 2, and when two ends of the hole pipe 2 are calculated, the external insertion angle is considered, and the tunnel excavation longitudinal gradient is also considered. And calculating the coordinate elevation of the orifice pipe 2 according to the mileage and the longitudinal gradient for positioning. Taking an orifice pipe 2 corresponding to a certain pipe shed 4 at the tunnel outlet as an example: on the mileage of one end of the tunnel corresponding to the orifice pipe 2, the radius R1 of the circle where the center of the circle of one end of the orifice pipe 2 is equal to the radius of the outer contour of the tunnel, the height of the positioning arch 3 and the radius of the orifice pipe 2; on the mileage of the other end of the orifice pipe 2 corresponding to the tunnel, calculating the radius of a circle of the circle center of the other end of the orifice pipe 2 according to the angle of the external insertion angle, wherein the radius R2 of the circle center of the other end of the orifice pipe 2 is R1+ the displacement distance of the other end of the orifice pipe 2 in the radial direction of the tunnel under the external insertion angle, so as to obtain the elevations of the two ends of the orifice pipe 2, and obtaining the offset distance of the orifice pipe 2 according to the quantity and the distance of each orifice pipe 2; in addition, the tunnel gradient is considered, the elevations and the positions of the two ends of the orifice pipe 2 are corrected based on the tunnel gradient, and the specific position of the orifice pipe 2 is obtained through software modeling and simulation.
In another alternative embodiment, after the positioning arch 3 is measured, lofted, positioned accurately and welded for reinforcement, the orifice pipe 2 is installed; drawing the distribution position of one end of an orifice pipe 2 on a support arch according to drawing lofting, uniformly drawing 50 distribution positions of the ends of the orifice pipe 2 according to the arc length calculated in advance on the installed support arch, welding a plurality of radial reinforcing steel bars extending along the radial direction on a positioning arch 3 close to a tunnel face, wherein the length of the radial reinforcing steel bars is matched with the radial thickness of a guide wall 1, about 70cm in the application, determining the position of the orifice pipe 2 on the positioning arch 3 through a total station, specifically positioning an arc corresponding to the circle center position of the other end of the orifice pipe 2 on the radial reinforcing steel bars by using the total station, extending the support reinforcing steel bars in an arc shape along the position of the orifice pipe 2, and bending the orifice pipe along the arc by using phi 25 reinforcing steel bars to support the other end of the orifice pipe 2; and the orifice pipe 2 is fixed by welding after being installed at a corresponding position. The orifice pipes 2 are installed one by one, and the tops of the radial reinforcing steel bars are connected in a bending mode through phi 25 reinforcing steel bars for supporting the annular back mould and effectively preventing the guide wall 1 from cracking after the underground tunnel is excavated.
In another alternative embodiment, in step S3, there are two positioning arches 3, and the outer diameters of the two positioning arches 3 are determined based on the orifice tube 2 diameter, the spacing of the two positioning arches 3, and the tunnel radius. In order to ensure the convenient positioning of the orifice pipe 2, a front positioning arch frame and a rear positioning arch frame 3 are generally arranged. The bending radius of the positioning arch 3 can be calculated according to the diameter of the orifice pipe 2 used on site and the size of a design drawing. The positioning arch frame 3 is divided into three sections or five sections with asymmetric length in consideration of installation convenience during processing, and meanwhile, the connecting joint is prevented from being arranged on the positive arch top of the guide wall 1. The arch frame connection mode adopts a connection plate bolt connection to form a whole ring. The connection plate does not leak out of the outer contour of the arch, so as not to interfere with the positioning of part of the orifice pipe 2.
In another optional embodiment, before the construction of the guide wall 1, the bearing capacity of the foundation needs to be detected, the bearing capacity is not less than 150KPa, the guide wall 1 is cast in place by adopting C20 concrete, and the thickness of the guide wall 1 is 1 m;
the concrete is poured in a bilateral symmetry mode, and the left-right height difference is not more than 1 m. In order to improve the guiding precision of the orifice pipe 2, the longitudinal length of the guide wall 1 is 200 cm.
In another alternative embodiment, the structure of the inner contour form of the guide wall 1 is determined based on the properties of the surrounding rocks of the tunnel, and the inner contour form of the guide wall 1 is supported by an earth form, a core earth-steel form or a bracket-steel form.
In this embodiment, when tunnel country rock is soft soil layer, adopt the soil mould to make and support 1 interior profile modeling boards of direction wall, include: excavating a pipe shed 4 and operating a platform to simultaneously perform side and top slope excavation and reinforcement; the excavator is used for trimming the shape of the soil model to the designed size, the longitudinal length of the soil model is larger than that of the guide wall 1, and the part outside the range of the guide wall 1 can be slightly larger than the designed size, so that the reinforcement of an end template can be simplified, and slurry leakage can be prevented; the excavator can only roughly trim the soil mould, manual excavation is changed into manual excavation by controlling the difference between the outline of the soil mould and the designed outline to be about 50cm, otherwise, the soil mould is easy to dig more, so that the shape of the soil mould is irregular; repeatedly measuring the soil mould, and continuing the soil mould dressing in a manual dressing mode based on the measurement result until the soil mould meets the requirement; carrying out mortar plastering on the surface of the soil mould to improve the flatness of the soil mould, and paving a bamboo plywood, color stripe cloth or a waterproof board so as to demold the soil mould after the excavation of the blind hole; after the positioning arch frame 3 is installed and the position of the orifice pipe 2 is adjusted, the fixed end template and the circumferential template are installed to perform concrete pouring on the guide wall 1. Measuring lofting, determining mileage, a horizontal line at a certain height and a tunnel center line, and drawing lines according to a five-inch bench method, so that the measuring lofting times are reduced, and the construction efficiency of soil mould finishing is improved; when the bamboo plywood is laid, the bamboo plywood is laid from two sides to the middle, so that a correct up-and-down stacking mode is ensured, and the bamboo plywood is prevented from being rolled up under the scouring action in the concrete pouring process; when the guide wall 1 is installed with the inner steel arch centering, a concrete cushion block is supported below the arch centering to prevent bone exposure. The arch centering near the tunnel face side is used as a proper anchor rod for fixing, and phi 22 deformed steel bars are used as connecting ribs between two adjacent ring steel arch centering, so that the welding is firm.
In this embodiment, when tunnel country rock is for stablizing no morals and manners rock stratum, adopt core soil support steel mould to support profile forms in the guide wall 1, include: after a pipe shed 4 construction platform is excavated, excavating the slag soil part of the guide wall 1, and reserving core soil inside the guide wall 1; the excavated outer edge of the muck below the guide wall 1 does not invade the guide wall 1 and is used as a construction space; measuring and paying off to determine the position of a supporting steel arch, erecting the supporting steel arch for supporting an inner contour template of the guide wall 1, measuring when the arch is positioned, ensuring that one ring of arches is kept on the same mileage section to the maximum extent and ensuring that each ring of arches is positioned at a preset position; carrying out multi-point short support on the support profile steel arch by using a scaffold, a steel pipe and a jacking; the steel template is coated with a release agent before concrete pouring, so that subsequent release is facilitated; in order to reduce the marks of the template seams, a layer of waterproof plate can be laid on the template, so that the surface of the concrete is smoother and smoother. After the positioning arch frame 3 is installed and the position of the orifice pipe 2 is adjusted, the fixed end template and the circumferential template are installed to perform concrete pouring on the guide wall 1.
In this embodiment, when tunnel country rock is unstable morals and manners stratum, adopt support steel mould to support profile forms in 1 of guide wall, include: after a pipe shed 4 construction platform is excavated, excavating the slag soil part of the guide wall 1; a scaffold for supporting the inner contour template of the guide wall 1 is built, and a supporting steel arch is installed and positioned; an inner contour template of a guide wall 1 is laid on the inner layer of a supporting profile steel arch, the requirement on the processing size is high no matter the arch used for supporting the inner contour template or the arch used for supporting an orifice pipe 2, and trial assembly is carried out after processing in a processing factory, and the arch meets the requirement and then is put into site construction; after the positioning arch 3 is installed and the position of the orifice pipe 2 is adjusted, measurement is needed when the steel arch is positioned, the condition that one ring of arches is kept on the same mileage section as much as possible is ensured, and each ring of arches is positioned at a preset position is ensured; the steel template is coated with a release agent before concrete pouring, so that subsequent release is facilitated; in order to reduce the marks of the formwork seams, a layer of waterproof plate can be laid on the formwork, so that the concrete surface is smoother and smoother, and the fixed end formwork and the annular formwork are installed to perform concrete pouring on the guide wall 1.
In another alternative embodiment, the pipe shed 4 is driven after the construction and solidification of the guide wall 1, the grout stop valve 5 is installed on the pipe shed 4 after the pipe shed 4 is driven, the grout stop valve 5 comprises a valve body 51, a grouting pipe 52 and an exhaust pipe 53, wherein the valve body 51 is provided with external threads and is fixed at the end part of the pipe shed 4 through threaded connection, the grouting pipe 52 and the exhaust pipe 53 extend to the side far away from the guide wall 1 along the length of the valve body 51 and are distributed with corresponding connecting ball valves, so that the grouting grout stop valve 5 is ensured to be tightly connected with the pipe shed 4 in a threaded connection manner without leaking grout; the problems of poor grout stopping effect, backflow of grout and the like at the tail end of the traditional pipe shed 4 are solved; the stop-grouting valve 5 is controlled through the ball valve, so that the pressure in the grouting pipe 52 is effectively ensured, grouting supplement measures are reduced, and the grouting effect is greatly improved; the grouting holes and the exhaust holes are arranged, the opening and closing of the exhaust holes can be adjusted in the construction process, air remained in the exhaust pipes is exhausted, the grouting effect is ensured, and the grouting compactness of the pipe shed 4 is ensured; the grout stop valve 5 can be recycled, is rotationally sleeved and fastened, reduces construction procedures, reduces construction cost and improves economic benefits. It should be understood that the above description is only exemplary, and the embodiments of the present application do not limit the present invention.
The invention is not to be considered as limited to the particular embodiments shown, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (10)
1. The utility model provides a large pipe canopy guide wall construction method of shallow tunnel entrance to a cave which buries, its characterized in that includes:
step S1, the construction equipment is transported to the place, and drawing lofting is carried out;
step S2, positioning and excavating the position of the guide wall at a preset position, and reserving the deformation of the tunnel portal according to the properties of surrounding rocks;
step S3, installing the profile template and the positioning arch frame in the guide wall;
step S4, determining an extrapolation angle of the pipe shed according to the properties of the surrounding rocks, and calculating the angle of the orifice pipe based on the mileage of the position of the guide wall;
step S5, installing an end template and a circumferential template of the guide wall after installing and adjusting each orifice pipe on the positioning arch center;
and step S6, performing concrete pouring of the guide wall, and curing after the pouring is finished until the guide wall reaches the preset strength.
2. The construction method of the guide wall of the large pipe shed at the opening of the shallow tunnel according to claim 1, wherein in step S2, the deformation amount reserved when the surrounding rock at the opening of the surrounding rock is a plastic soil layer is 40cm to 60 cm;
the deformation amount reserved when the surrounding rock at the opening of the surrounding rock cave is hilly soil, loose soil and soft soil is 30-40 cm;
the surrounding rock at the opening of the surrounding rock cave is soft rock, and the deformation amount reserved when the rock mass is crushed is 20-30 cm;
the deformation amount reserved when the surrounding rock at the opening of the surrounding rock is medium-soft rock and joint development rock is 10-20 cm.
3. The construction method of the large pipe shed guide wall of the shallow tunnel entrance according to claim 1, wherein in step S4, the longitudinal gradient and elevation of the reference surface where the guide wall is located are determined according to the mileage of the guide wall in the tunnel by combining with the drawing, and the offset difference and the height difference of the two ends of the entrance pipe are determined based on the extrapolation angle of the pipe shed.
4. The construction method of the large pipe shed guide wall of the shallow tunnel portal according to claim 3, characterized in that after the positioning arch frame is measured, lofted, positioned accurately and welded for reinforcement, the installation of the portal pipe is carried out;
drawing the distribution position of one end of the orifice pipe on a support arch according to drawing lofting, welding a plurality of radial reinforcing steel bars extending along the radial direction on a positioning arch close to a tunnel face, determining the position of the circle center of the other end of the orifice pipe on the positioning arch through a total station, and supporting the other end of the orifice pipe by using the supporting reinforcing steel bars to extend in an arc shape along the position of the other end of the orifice pipe;
and installing the orifice pipe at a corresponding position and then fixing the orifice pipe by welding.
5. The construction method of the large pipe shed guide wall of the shallow tunnel entrance as claimed in claim 1, wherein in step S3, there are two positioning arches, and the outer diameters of the two positioning arches are determined based on the diameter of the hole pipe, the distance between the two positioning arches and the radius of the tunnel.
6. The construction method of the guide wall of the large pipe shed at the opening of the shallow tunnel according to claim 1, characterized in that before the construction of the guide wall, the bearing capacity of the foundation is detected to ensure that the bearing capacity is not less than 150KPa, the guide wall is cast in place by C20 concrete, and the thickness of the guide wall is 1 m;
the concrete is poured in a bilateral symmetry mode, and the left-right height difference is not more than 1 m.
7. The construction method of the guide wall of the large pipe shed of the shallow tunnel entrance of the claim 1, characterized in that the structure of the inner contour formwork of the guide wall is determined based on the surrounding rock properties of the tunnel, and the inner contour formwork of the guide wall is supported by an earth formwork, a core earth steel formwork or a support steel formwork.
8. The construction method of the large pipe shed guide wall of the shallow tunnel portal according to claim 7, wherein when the surrounding rock of the tunnel is a soft soil layer, a soil mold is used as an inner profile template of the support guide wall, and the construction method comprises the following steps:
excavating and reinforcing a side slope and a top slope at the same time by excavating a pipe shed operation platform;
utilizing an excavator to trim the shape of the soil mold to a designed size;
repeatedly measuring the soil model, and continuing the soil model trimming in a manual trimming mode based on the measurement result;
carrying out mortar plastering on the surface of the soil mould to improve the flatness of the soil mould, and paving a bamboo plywood, color stripe cloth or a waterproof board;
and after the positioning arch frame is installed and the position of the orifice pipe is adjusted, installing and fixing an end template and a circumferential template to perform guide wall concrete pouring.
9. The construction method of the large pipe shed guide wall of the shallow tunnel portal according to claim 7, wherein when the tunnel surrounding rock is a stable weatherless rock stratum, the inner contour formwork of the guide wall is supported by a core soil support steel mould, and the construction method comprises the following steps:
after a pipe shed construction platform is excavated, excavating a muck part under a guide wall, and reserving core soil inside the guide wall;
the excavated outer edge of the muck below the guide wall does not invade the guide wall and is used as a construction space;
measuring and setting out to determine the position of the supporting steel arch, and erecting the supporting steel arch for supporting the inner profile template of the guide wall;
carrying out multi-point short support on the support profile steel arch by using a scaffold, a steel pipe and a jacking;
and after the positioning arch frame is installed and the position of the orifice pipe is adjusted, installing and fixing end templates and circumferential templates to perform concrete pouring of the guide wall.
10. The construction method of the large pipe shed guide wall of the shallow tunnel portal according to claim 7, wherein when the tunnel surrounding rock is an unstable weathered rock stratum, the inner profile formwork of the guide wall is supported by a bracket steel mould, and the construction method comprises the following steps:
after a pipe shed construction platform is excavated, excavating a muck part of the guide wall;
building a scaffold for supporting the inner contour template of the guide wall, and installing and positioning a supporting steel arch frame;
laying an inner profile template of the guide wall on the inner layer of the supporting steel arch frame;
and after the positioning arch frame is installed and the position of the orifice pipe is adjusted, installing and fixing an end template and a circumferential template to perform guide wall concrete pouring.
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| CN117171863B (en) * | 2023-11-02 | 2024-02-13 | 长江勘测规划设计研究有限责任公司 | Design method of variable-diameter type water delivery tunnel for reducing large deformation of soft rock |
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