CN112228130B - Construction method for pulling out anchor cable intruding into shield zone of urban subway - Google Patents
Construction method for pulling out anchor cable intruding into shield zone of urban subway Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/04—Lining shafts; Linings therefor with brick, concrete, stone, or similar building materials
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D5/00—Lining shafts; Linings therefor
- E21D5/06—Lining shafts; Linings therefor with iron or steel
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Abstract
The invention discloses a construction method for pulling out an anchor cable intruding into the range of a shield zone of an urban subway, which comprises the following steps: measuring and placing points, constructing precipitation, constructing a vertical shaft, excavating and constructing transverse channel earthwork, pulling out anchor cables and backfilling comprehensively. According to the method, the vertical shaft is firstly excavated, the underground excavation construction of the transverse channel is carried out after the depth of the transverse channel is reached, the underground excavation transverse channel determines the position of the anchor cable intruding into the tunnel, a temporary reaction frame is applied, the anchor cable is sleeved and taken by using a mechanical sleeving method and is cut off, and finally the anchor cable is pulled out, so that the method is high in applicability and accurate in positioning, and the anchor cable is not left after being pulled out.
Description
Technical Field
The invention relates to an anchor cable removing construction method in a shield zone range of an intruding city subway.
Background
With the development of urban construction, many major cities begin to build subways, the application of the shield tunnel technology is wider and wider, and most tunnels inevitably penetrate downwards and laterally through large buildings. Due to late subway planning, a plurality of high buildings are arranged along the subway, particularly in coastal areas, the geological condition is complex, the application of anchor cable construction is frequent, and inconvenience is brought to the shield tunnel construction of the subway to a great extent.
In the construction of the shield interval tunnel of the urban subway, the phenomenon that anchor cables and anchor rods of the underground part structure of the building structure intrude into the tunnel range easily occurs because the building structure is laterally penetrated, and when the shield passes through, the conditions that a cutter head is wound and cannot rotate possibly occur, so that the construction is stopped, and the post-treatment cost is huge. At present, no mature scheme or process exists in the domestic range for treating the pile foundation and the anchor cable of the foundation pit of the building in the inner periphery of the subway section.
Disclosure of Invention
The invention aims to provide a technical scheme of an anchor cable pulling construction method in the range of an intrusion urban subway shield interval aiming at the defects of the prior art, a vertical shaft is excavated firstly, the horizontal channel is excavated after the depth of the horizontal channel is reached, the horizontal channel is excavated, the position of an anchor cable intruding into a tunnel is determined by the undercut horizontal channel, a temporary reaction frame is applied, the anchor cable is sleeved and cut off by using a mechanical sleeving and taking method, and finally the anchor cable is pulled out, so that the applicability is strong, the positioning is accurate, and the anchor cable pulling is not left after being pulled out.
In order to solve the technical problems, the invention adopts the following technical scheme:
the anchor cable removing construction method in the range of the shield interval of the urban subway is characterized by comprising the following steps of:
1) Measuring point
Performing related geological exploration on the anchor cable area before construction, further determining the geological hydrological condition of the construction area, and determining whether precipitation construction is needed according to related investigation conditions;
2) Construction precipitation
Before the construction of a vertical shaft and an underground excavation transverse channel, water level investigation is firstly carried out, the underground water level is higher than an excavation surface, and a precipitation measure is adopted to ensure that the underground water level is lower than 1m below the excavation surface during the construction of pulling out the anchor cable, so that the underground water is prevented from being permeated and damaged, the safety of the construction of pulling out the anchor cable is improved, and the construction quality is improved;
3) Shaft construction
a. Firstly, constructing a locking collar beam, wherein the depth of the locking collar beam is 2-3 m, the thickness of a wing plate is 20-30 cm, the wall thickness of the locking collar beam is 20-30 cm, firstly performing excavation construction during construction, the excavation diameter is 3.5-4 m, the depth is 1.5-2 m, installing reinforcing steel bars after excavation is completed, the reinforcing steel bars comprise main reinforcing steel bars and horizontal reinforcing steel bars, the thickness of a reinforcing steel bar protective layer is 5-10 cm, reinforcing a template after the reinforcing steel bars are installed, pouring C25 concrete with the thickness of 20-30 cm, installing the main reinforcing steel bars and the horizontal reinforcing steel bars along the inner wall of a vertical shaft and extending into the wing plate, improving the stability and reliability of the whole locking collar beam, and installing reinforcing steel bars on the horizontal reinforcing steel bars and the main reinforcing steel bars on the inner wall of the vertical shaft, so as to further improve the supporting strength of the inner wall of the vertical shaft;
b. then, a method of hanging the well wall upside down is adopted to carry out the construction of the well wall, the construction of the well wall is divided into the construction of a permanent well wall and the construction of a temporary well wall, the construction of the permanent well wall adopts a non-detachable steel bar grating and a phi 6.5@150 x 150 steel bar net piece sprayed concrete as a support body to carry out support, the construction of the temporary well wall is carried out when the construction of the permanent well wall reaches 50cm above the top of the shield tunnel, the construction of the temporary well wall adopts a double-layer steel-plastic grating sprayed concrete and an I-shaped steel arch frame as a support system to carry out support, and through adopting two modes of well wall construction, the efficiency and the quality of the construction of the well wall are improved, and the stability and the reliability of the well wall can be greatly improved;
4) Transverse channel earth excavation construction
a. The shaft is excavated to the bottom of a subsurface excavated transverse channel, namely, downward excavation is not carried out, after the shaft is excavated to the bottom elevation of a chamber at the upper part of the transverse channel, a ingate is erected, when the ingate is arranged, a pneumatic pick is manually held firstly to chisel the primary support concrete of the shaft along the transverse channel contour line marked on the primary support concrete of the shaft, after the primary support concrete is chiseled, an arch frame of the ingate is erected, when the arch frame of the ingate is installed, a lower transverse support is installed firstly, then arch legs at two sides are installed, finally an upper semicircular arch frame is installed, after the first arch frame is erected, the arch frame of the shaft at the part where the shaft conflicts with the transverse channel is cut off, and the arch frame of the shaft and the arch frame of the transverse channel are welded together by using a steel plate, so that the installation strength and the stability of the arch frame of the ingate can be improved, and the subsequent construction can be carried out stably;
b. then, constructing the chamber at the upper part of the cross passage, firstly excavating the cross passage of the upper chamber, wherein the width of the upper chamber is 3-3.25 m, and the height of the upper chamber is 3.2-3.5 m, driving a recoverable guide pipe before excavating, radially arranging one row at intervals of 1m, excavating the cross passage by adopting manual excavation, and performing primary support on the cross passage at the distance of 0.5-1 m of each advancing ruler, when excavating the chamber at the upper part, cutting off an anchor rope in the range of the cross passage if meeting an anchor rope, marking the anchor rope at two sides, and treating after the strength of the primary support meets the requirement;
c. then, a cross channel lower chamber excavation support is carried out, the cross channel is constructed and excavated by a step method and divided into an upper step and a lower step, the lower chamber excavation lags behind the upper chamber by 3-5 m, the lower chamber adopts the cross channel primary support mode of the upper chamber, lower chamber arch frames are installed, two lower arch legs are installed firstly, then lower cross braces are installed, the connection reinforcement between the lower chamber arch frames is the same as that of the upper chamber, when the lower chamber excavation is carried out, an anchor cable in the range of the cross channel is cut off when meeting an anchor cable, marks are made on two sides, and after the strength of the primary support meets the requirement, the lower chamber excavation support is processed;
5) Anchor cable pulling-out device
The method comprises the following steps of carrying out anchor cable pulling construction by adopting a mechanical sleeving method, mounting a sleeve on a sleeve drilling machine, adjusting the angle of the sleeve to be the same as that of an anchor cable, after the drilling angle is adjusted, driving the sleeve and a drill bit to cut a soil layer around an anchoring body by utilizing a drilling machine rotating motor, enabling the drilling machine to push a lifting motor to increase a ruler forwards, starting a slurry pump, carrying out pumping slurry to protect a wall for investigation, calculating the drilling depth according to the sleeve, completely sleeving the anchoring body intruding into a tunnel range, rotating the sleeve at a high speed, tightening a sleeve port until the anchor cable is cut off, and then taking out the sleeve, wherein the sleeving depth is less than 2.5m, so that no anchor cable is left in the shield tunnel range;
6) Full backfill
And intensively pulling out the anchor cables in the underground excavated transverse channel, and when the anchor cables in the invasion interval range are completely pulled out, backfilling the underground excavated transverse channel and the vertical shaft. In order to ensure that the anchor cable is completely pulled out, the length of the anchor cable invading into the shield tunnel is calculated according to the position relation between the transverse channel and the shield tunnel, and when the anchor cable is pulled out, the pulling-out length is controlled to be greater than the calculated length by 50cm so as to ensure that the anchor cable is completely pulled out.
Further, the permanent well wall construction in the step 3) and the step b) comprises the following steps: the construction method comprises the following steps of carrying out wall construction according to the construction procedures of excavation, supporting and spraying, carrying out excavation of the next roof truss after the strength of the previous roof truss meets the requirement, erecting a reinforcing bar grating after each roof truss is excavated and formed, spraying C25 concrete on the outer side of the protective wall by adopting a single-layer phi 6.5@150 x 150 reinforcing bar net piece, wherein the distance between the two adjacent roof truss and the two adjacent roof truss is 1-1.5 m.
Furthermore, two layers of grid connecting ribs are vertically connected between every two steel bar grids, and the double layers of grid connecting ribs are arranged in a staggered mode from inside to outside, so that the connecting strength and the stability between every two adjacent steel bar grids are greatly improved.
Further, the temporary well wall construction in the step 3) and the process b) comprises the following steps:
a. firstly, fixedly mounting double-layer steel-plastic grating net sheets, and spraying C25 concrete with the thickness of 20-30 cm between the double-layer steel-plastic grating net sheets;
b. then, installing I-shaped steel arch frames at equal intervals along the vertical direction of the double-layer steel-plastic grating net piece, wherein the interval between the upper and lower I-shaped steel arch frames is 1-1.5 m;
c. then, 10 foot-locking anchor rods are arranged at equal intervals along the circumference at the lower part of each I-shaped steel arch, the diameter of each foot-locking anchor rod is phi 42, the length of each foot-locking anchor rod is 1.5m, the angle of the foot-locking anchor rod driven into the soil body is 5-20 degrees downwards horizontally, and the anchoring end is welded and fixed with the I-shaped steel arch;
d. and finally, pouring C20 concrete with the thickness of 20-30 cm between the bottoms of the two double-layer steel-plastic grating net sheets, wherein the construction steps of the temporary well wall are simple, and the support strength and the stability of the inner wall of the vertical well are greatly improved through the double-layer steel-plastic grating net sheets, the I-shaped steel arch frames and the locking angle anchor pipes.
Furthermore, the I-steel arch is composed of four 16a arc I-steels with equal chord length, and every two arc I-steels are connected by flanges.
Further, in the step 4), before the earth excavation construction of the transverse channel, the advance support of the tunnel portal is carried out: determining the direction and position of advance support according to the elevation and the axis direction of a transverse channel, then using phi 42 recoverable guide pipes for support, wherein the phi 42 recoverable guide pipes are uniformly distributed along a vault, the incident angle of each recoverable guide pipe is 15-20 degrees, the distance between every two adjacent recoverable guide pipes is 35-40 cm, the recoverable guide pipes are recoverable small advance guide pipes, the door opening can be pre-supported through the recoverable small advance guide pipes, the reinforcement effect is achieved, the stability of a soil layer is enhanced after grouting, the stability of the door opening within the time of completing excavation and preliminary support is facilitated, and the instability damage of the door opening is avoided until collapse.
Further, in the step 4), the primary support of the transverse passage in the step b) is constructed by adopting a double-layer steel-plastic grating and a concrete spraying mode:
a. fixing a single-layer steel-plastic grating on the top of the finished transverse channel arch by using strip-shaped bamboo chips;
b. then spraying C25 concrete with the spraying thickness of 10-15 cm;
c. then laying a second layer of steel-plastic grating on the primary spraying surface, and performing cover spraying again, wherein the total spraying thickness is more than 20cm;
d. after the concrete is sprayed, H-shaped steel arch frames are erected, the footage is 0.8-1 m per cycle, one H-shaped steel arch frame is erected, when the upper H-shaped steel arch frame is installed, a transverse support is installed firstly, then upper arch legs on two sides are installed, and finally an upper arch is installed, wherein all arch frames are installed through flange connection;
e. after the arch center is installed, 2 glass fiber reinforced plastic locking anchor rods are respectively driven into the lower parts of the arch legs on the two sides to fix the arch center, and the strength and the stability of the preliminary bracing of the transverse channel can be greatly improved through the double-layer steel-plastic grating and the sprayed concrete construction.
And step e, after the arch centering is installed, filling concrete between the arch centering and the primary sprayed concrete, longitudinally connecting the transverse channel arch centering into a whole by adopting 16a I-steel, and connecting by using a connecting plate, wherein the connecting plate improves the stability and the strength of the whole transverse channel arch centering.
Further, the backfill operation in the step 6) follows the step method: taking out the lower chamber locking anchor rod and dismantling the lower chamber arch center, spraying M5 strength mortar for backfilling, dismantling the upper chamber locking anchor rod and the arch center, staggering the upper step and the lower step by 2-5M, and dismantling the recoverable guide pipe before dismantling the upper chamber arch center.
Due to the adoption of the technical scheme, the invention has the following beneficial effects:
1. the anchor cable is cut by adopting the undercut transverse channel and the nesting method, the process is simple, convenient and safe, and the method is suitable for the removal construction of the anchor cable and the anchor rod intruding into the shield tunnel of the urban subway.
2. The anchor cable intruding into the tunnel range is completely exposed by adopting the undercut transverse channel, the incident angle of the anchor cable can be obtained through measurement, and the length of the anchor cable intruding into the shield tunnel range can be obtained through calculation through the position of the transverse channel, so that the anchor cable can be accurately positioned.
3. And processing the anchor cable by adopting a nesting cutting method, determining the nesting depth according to calculation, and shearing and pulling out the anchor cable after the calculated depth is reached, wherein no residual anchor cable exists in the range of the shield tunnel.
Drawings
The invention is further described below with reference to the accompanying drawings:
FIG. 1 is a process flow diagram of an anchor cable removal construction method in a shield zone of an urban subway invaded by the invention;
fig. 2 is a cross-sectional view of a horizontal passage of the vertical well in the present invention;
FIG. 3 is a schematic view of the structure of the shackle beam of the present invention;
FIG. 4 is a schematic structural view of the permanent shaft wall support of the present invention;
FIG. 5 is a schematic structural view of the temporary well wall support of the present invention;
FIG. 6 is a schematic view of a retrievable conduit in a transverse channel according to the invention;
FIG. 7 is a schematic view of the horsehead door of the present invention;
fig. 8 is a structural view of a cross section of the cross passage support of the present invention.
In the figure: 1-a vertical shaft; 2-H-shaped steel arch centering; 3-a retrievable catheter; 4-wing plate; 5-steel bar grating; 6-main reinforcement; 7-horizontal ribs; 8-reinforcing mesh; 9-double-layer grid connecting ribs; 10-connecting ribs; 11-double-layer steel-plastic grid mesh sheets; 12-locking the anchor rod; 13-a connecting plate; 14-arching upwards; 15-upper arch legs; 16-upper cross brace; 17-lower arch leg; 18-lower cross brace; 19-glass fiber reinforced plastic foot-locking anchor rod.
Detailed Description
It should be noted that, in the present application, the embodiments and features of the embodiments may be combined with each other without conflict. The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
In order to make the technical solutions of the present invention better understood, the technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments of the present invention without making any creative effort, shall fall within the protection scope of the present invention.
It is noted that the terms first, second and the like in the description and in the claims, and in the drawings, are used for distinguishing between similar elements and not necessarily for describing a particular sequential or chronological order. Furthermore, the terms "include" and "have," as well as any variations thereof, are intended to cover a non-exclusive inclusion.
As shown in fig. 1 to 8, the construction method for removing the anchor cable intruding into the shield zone of the urban subway is characterized by comprising the following steps:
1) Measuring point
Performing related geological exploration on the anchor cable area before construction, further determining the geological hydrological condition of the construction area, and determining whether precipitation construction is needed according to related investigation conditions;
2) Construction precipitation
Before the construction of the vertical shaft 1 and the underground excavation cross passage, water level investigation is firstly carried out, the underground water level is higher than an excavation surface, and a precipitation measure is adopted to ensure that the underground water level is lower than 1m below the excavation surface during the construction period of pulling out the anchor rope, so that the underground water is prevented from being infiltrated and damaged, the safety of the anchor rope pulling out construction is improved, and the construction quality is improved;
3) Shaft 1 construction
a. Firstly, constructing a locking collar beam, wherein the depth of the locking collar beam is 2-3 m, the thickness of a wing plate 4 is 20-30 cm, the wall thickness of the locking collar beam is 20-30 cm, firstly performing excavation construction during construction, the excavation diameter is 3.5-4 m, the depth is 1.5-2 m, installing reinforcing steel bars after excavation is finished, the reinforcing steel bars comprise main reinforcing bars 6 and horizontal reinforcing bars 7, the thickness of a reinforcing steel bar protective layer is 5-10 cm, reinforcing a template after the reinforcing steel bars are installed, pouring C25 concrete with the thickness of 20-30 cm, installing the main reinforcing bars 6 and the horizontal reinforcing bars 7 along the inner wall of the vertical shaft and extending into the wing plate 4, improving the stability and reliability of the whole locking collar beam, and installing reinforcing steel bars 5 on the horizontal reinforcing bars 7 and the main reinforcing bars 6 which are positioned on the inner wall of the vertical shaft, so as to further improve the supporting strength of the inner wall of the vertical shaft;
b. then, a method of hanging the shaft wall upside down is adopted to carry out construction of the shaft 1, the construction of the shaft 1 is divided into permanent shaft wall construction and temporary shaft wall construction, the permanent shaft wall construction adopts non-detachable steel bar grating 5 and phi 6.5@150 x 150 steel bar net piece 8 to spray concrete as a support body for supporting, when the permanent shaft wall construction reaches 50cm above the top of the shield tunnel, the temporary shaft wall construction is carried out, the temporary shaft wall construction adopts double-layer steel-plastic grating concrete spraying and I-shaped steel arch frames 2 as support systems for supporting, and by adopting two shaft wall construction modes, the efficiency and the quality of the shaft construction are improved, and the stability and the reliability of the shaft can be greatly improved;
the permanent well wall construction comprises the following steps: the construction method comprises the following steps of carrying out wall construction according to the construction procedures of excavation, supporting and spraying, carrying out excavation on the next roof after the strength of the previous roof meets the requirement, erecting a steel bar grating 5 after each roof is excavated and molded, spraying C25 concrete on the outer side of a protective wall by adopting a single-layer phi 6.5@150 x 150 steel bar net piece 8, wherein the distance between the two adjacent roof and lower roof steel bar gratings 5 is 1-1.5 m. Every two steel bar gratings 5 are vertically connected through double-layer grating connecting ribs 9, and the double-layer grating connecting ribs 9 are annularly and internally and externally staggered, so that the connecting strength and the stability between every two adjacent steel bar gratings are greatly improved.
The temporary well wall construction comprises the following steps:
a. firstly, fixedly mounting double-layer steel-plastic grid meshes 11, and spraying C25 concrete with the thickness of 20-30 cm between the double-layer steel-plastic grid meshes 11;
b. then, I-steel arch frames 2 are installed at equal intervals in the vertical direction of the double-layer steel-plastic grille net piece 11, the interval between the upper and lower I-steel arch frames 2 is 1-1.5 m, each I-steel arch frame 2 consists of four 16a circular-arc I-steel beams with equal chord length, and each two circular-arc I-steel beams are connected by flanges;
c. then, 10 foot-locking anchor rods 12 are arranged at equal intervals along the circumference at the lower part of each I-shaped steel arch 2, the diameter of each foot-locking anchor rod 12 is phi 42, the length of each foot-locking anchor rod 12 is 1.5m, the angle of the foot-locking anchor rod 12 driven into the soil body is 5-20 degrees downwards horizontally, and the anchoring end is welded and fixed with the I-shaped steel arch 2;
d. and finally, pouring C20 concrete with the thickness of 20-30 cm between the bottoms of the two double-layer steel-plastic grating net sheets 11, wherein the construction steps of the temporary well wall are simple, and the support strength and the stability of the inner wall of the vertical well are greatly improved through the double-layer steel-plastic grating net sheets, the I-shaped steel arch frames and the locking angle anchor pipes.
4) Construction of transverse channel earthwork excavation
a. The method comprises the following steps that a vertical shaft 1 is excavated to the bottom of a subsurface transverse channel, namely downward excavation is not performed, after the vertical shaft 1 is excavated to the bottom elevation of a chamber at the upper part of the transverse channel, a ingate is erected, when the ingate is arranged, a pneumatic pick is manually held firstly to chisel the primary support concrete of the vertical shaft 1 along the transverse channel contour line marked on the primary support concrete of the vertical shaft 1, after the chiseling of the primary support concrete is finished, an arch of the ingate is erected, a lower transverse support is firstly installed during the installation of the arch of the ingate, two side arch legs are installed, and an upper semicircular arch is finally installed, after the first arch is erected, the arch of the vertical shaft 1 at the part where the vertical shaft 1 conflicts with the transverse channel is cut off, and the arch of the vertical shaft 1 and the transverse channel are welded together by using a steel plate, so that the installation strength and the stability of the arch of the ingate can be improved, and the stable implementation of subsequent construction is facilitated;
before the earth excavation construction of the transverse passage, carrying out the advance support of the tunnel portal: determining the direction and position of advance support according to the height and the axis direction of a transverse channel, then using phi 42 recoverable guide pipes 3 for support, wherein the phi 42 recoverable guide pipes 3 are uniformly distributed along a vault, the incident angle of each recoverable guide pipe 3 is 15-20 degrees, the distance between every two adjacent recoverable guide pipes 3 is 35-40 cm, the recoverable guide pipes are recoverable small advance guide pipes, the door opening can be pre-supported through the recoverable small advance guide pipes, the effect of reinforcement is achieved, the stability of a soil layer is enhanced after grouting, the stability of the door opening in the time of completing excavation and preliminary support is facilitated, and the door opening is not damaged by instability until collapse is achieved.
b. Then, constructing the chamber at the upper part of the transverse passage, firstly excavating the transverse passage of the chamber at the upper part, wherein the width of the chamber at the upper part is 3-3.25 m, and the height of the chamber at the upper part is 3.2-3.5 m, driving the recoverable guide pipe 3 before excavating, arranging one row at intervals of 1m in the radial direction, excavating the transverse passage manually, and performing primary support of the transverse passage at each advancing ruler of 0.5-1 m, when excavating the chamber at the upper part, cutting off an anchor rope in the range of the transverse passage if meeting the anchor rope, marking the two sides, and treating after the strength of the primary support meets the requirement;
the primary support of the transverse passage adopts a double-layer steel-plastic grating and a concrete spraying mode for construction:
a. fixing a single-layer steel-plastic grating on the top of the finished transverse channel arch by using strip-shaped bamboo chips;
b. then spraying C25 concrete with the spraying thickness of 10-15 cm;
c. then laying a second layer of steel-plastic grating on the primary spraying surface, and performing cover spraying again, wherein the total spraying thickness is more than 20cm;
d. after the concrete is sprayed, erecting an I-shaped steel arch frame 2, wherein the footage is 0.8-1 m per cycle, erecting one I-shaped steel arch frame 2, when the upper I-shaped steel arch frame 2 is installed, firstly installing a cross brace 16, then installing upper arch legs 15 on two sides, and finally installing an upper arch 14, wherein the arch frames are all installed by flange connection;
e. after the arch is installed, 2 glass fiber reinforced plastic locking anchor rods 19 are respectively driven into the lower parts of the arch legs 15 on the two sides to fix the arch, and the strength and the stability of the primary support of the transverse channel can be greatly improved through the double-layer steel-plastic grating and the concrete spraying construction. After the arch centering is installed, concrete is filled between the arch centering and the primary sprayed concrete, 16a I-steel is longitudinally connected between the transverse channel arch centering to form a whole, and the transverse channel arch centering is connected by using a connecting plate 13, so that the stability and the strength of the whole transverse channel arch centering are improved by the connecting plate.
c. Then, a cross channel lower chamber excavation support is carried out, the cross channel is constructed and excavated by a step method and divided into an upper step and a lower step, the lower chamber excavation lags behind the upper chamber by 3-5 m, the lower chamber adopts the cross channel primary support mode of the upper chamber, the lower chamber arch frames are firstly provided with two side lower arch legs 17 and then provided with lower cross braces 18, the connection reinforcement between the lower chamber arch frames is the same as that of the upper chamber, when the lower chamber excavation is carried out, an anchor cable in the range of the cross channel is cut off when meeting the anchor cable, and marks are made on two sides, the treatment is carried out after the primary support strength meets the requirement, the stability and the reliability of the lower chamber of the cross channel can be improved through the construction steps, and the stability and the reliability of the whole cross channel can be greatly improved by matching with the upper chamber;
5) Anchor cable pulling-out device
The method comprises the following steps of (1) carrying out anchor cable pulling construction by adopting a mechanical sleeving method, modifying the size of a drilling machine according to the construction site condition, wherein the effective stroke of the drilling machine is more than 1m, the maximum overall length is 2.4m, the height and the inclination angle of the drilling machine are adjustable, the rotating speed of the drilling machine is 0-200 r/min, the rotating torque is 2700Nm, the propelling torque is 1800Nm, the pressure of a pump station is 2.5Mpa, the diameter of a sleeve is 159mm, installing the sleeve on a sleeve drilling machine, adjusting the angle of the sleeve to be the same as that of an anchor cable, after the drilling angle is adjusted, driving the sleeve and a drill bit to cut a soil layer around the anchor body by using the rotating motor of the drilling machine to enable the drilling machine to propel a lifting motor to increase the length forwards, simultaneously opening a slurry pump, pumping slurry to protect the wall for inspection, calculating the drilling depth according to the sleeve, completely sleeving the anchor body intruding into a tunnel range, rotating the sleeve at a high speed, tightening the end port of the sleeve until the anchor cable is cut off, then taking out, and taking out, wherein the sleeving depth is less than 2.5m, so that no anchor cable remains in the range of a shield tunnel can be left;
6) Full backfill
And intensively pulling out the anchor cables in the underground excavated transverse channel, and when the anchor cables in the invasion interval range are completely pulled out, backfilling the underground excavated transverse channel and the vertical shaft 1. In order to ensure that the anchor cable is completely pulled out, the length of the anchor cable intruding into the shield tunnel is calculated according to the position relation between the transverse channel and the shield tunnel, and when the anchor cable is pulled out, the pulling-out length is controlled to be larger than the calculated length by 50cm so as to ensure that the anchor cable is completely pulled out.
The backfill operation follows the step method: taking out the lower chamber locking anchor rod 12 and dismantling the lower chamber arch centering, spraying M5 strength mortar for backfilling, dismantling the upper chamber locking anchor rod 12 and the arch centering, mutually staggering the upper step and the lower step by 2-5M, and dismantling the recoverable conduit 3 before dismantling the upper chamber arch centering.
The quality control standard is shown in Table I
TABLE-quality control Standard
Safety measures
(1) The high-pressure slurry pump, the air compressor and the high-pressure clean water pump are operated by appointed persons, and the pressure gauge is required to be periodically overhauled and verified to ensure normal work;
(2) The rig operator should have skilled operating skills;
(3) In the process of pulling out, the worker should use the protective tool;
(4) The high-pressure equipment and the pipeline system are checked before construction, the pressure and the flow of the high-pressure equipment and the pipeline system need to meet the design requirements, the durability of the pipeline and the reliability of pipeline connection are checked, any sundries cannot be contained in a pump body, various sealing rings must be good, the leakage phenomenon does not exist, otherwise, the joint is disconnected, and safety accidents such as gas injection, sleeve throwing-out and the like can be caused. The safety pin in the safety valve needs to be subjected to pressure test inspection (the pressure test inspection is carried out by local pressure container inspection), the pin can be broken to release pressure when the specified pressure is reached, and the self-made safety pin which is not subjected to the pressure test inspection cannot be easily installed;
(5) When the mud enters the eyes, the mud must be fully cleaned immediately and treated in a hospital in time;
(6) When the injection pipeline is hung and opened, people are strictly prohibited from taking the injection pipeline out of the station. The cable can not be soaked in water and slurry to prevent the electric leakage from hurting people.
(7) The operators who go into the well must wear the gas mask, the dust in the channel is large, the damage to the human body is large, and the operators who do not wear the gas mask are strictly prohibited to go into the well.
(8) Enough illuminating lamps are arranged in the channel, so that the visibility in the channel can meet the requirements of construction operation, dead angles in an illumination area are avoided, and the illuminating lamps are prevented from being dazzled at positions where personnel operate.
(9) Set up emergent quick cat ladder, when meeting accident in the passageway, can in time flee rapidly.
Environmental protection measure
(1) The mud discharged from the transverse channel can not be directly discharged into the municipal rainwater and sewage, and must be treated according to relevant requirements.
(2) Covering and storing the on-site cement and lime fine particle dispersion materials; the container is required to be covered in a closed way during transportation, and cannot be scattered along the way;
(3) Setting a construction site watering dust prevention measure, and assigning a special person to be responsible for site watering and dust reduction;
(4) The concrete spraying operation needs to build a guniting shed on site, the guniting shed should be sealed and tight, a spraying facility should be arranged on the roof of the shed, the spraying facility is opened for dust fall before the guniting operation is carried out, after the operation is finished, a guniting machine and an air compressor are closed firstly, and then the spraying facility is closed.
(5) The construction site can not discharge the waste oil and the waste reinforcing material at will;
(6) Harmful gases and noise are controlled within the range allowed by national regulations;
(7) Domestic and building garbage is reasonably treated, and the local environment is not polluted;
(8) And (3) noise prevention measures: (1) the construction scheme is optimized, and the influence of construction at night on the environment and residents is avoided and reduced; (2) reasonably arranging the operation time of construction operation and transport vehicles and avoiding noise sensitive time periods; (3) the construction operation with high noise and high vibration is arranged as much as possible in the daytime with high environmental noise bearing value; (4) the constructors are prohibited from making loud noises near residential areas and during construction at night, so that people are prevented from being disturbed by artificial noises. (5) Frequent maintenance of the machine is noted to minimize its noise.
(8) The surrounding environment is protected, and the surrounding greening and the existing vegetation are not damaged randomly by construction.
Energy saving measures
(1) The transverse channel arch frame is formed by assembling a plurality of I-shaped steel sections in sections, when the transverse channel is backfilled, the transverse channel arch frame is completely dismantled and stored in a classified mode, and the transverse channel arch frame can be used for processing the anchor cable at the next place.
(2) The recyclable conduit 3 and the spiral glass fiber reinforced plastic foot-locking anchor rod can be detached for reuse. When the pipe is under construction, after the pipe is squeezed into the soil body, the pipe head of staying outside is plugged with geotechnical cloth, then the first support concrete is sprayed, the pipe is prevented from being plugged by the first support concrete, the later-stage pipe is difficult to remove, and the pipe can not be reused in the next channel.
The above is only a specific embodiment of the present invention, but the technical features of the present invention are not limited thereto. Any simple variations, equivalent substitutions or modifications based on the present invention to achieve substantially the same technical effects are within the scope of the present invention.
Claims (6)
1. The anchor cable removing construction method in the range of the shield interval of the urban subway is characterized by comprising the following steps of:
1) Measuring point
2) Construction precipitation
Before construction of a vertical shaft and a subsurface excavation transverse channel, water level investigation is carried out, the underground water level is higher than an excavation surface, and a precipitation measure is adopted to ensure that the underground water level is lower than 1m below the excavation surface during construction of pulling out the anchor cable;
3) Shaft construction
a. Firstly, constructing a fore shaft collar beam, wherein the depth of the fore shaft collar beam is 2-3 m, the thickness of a wing plate is 20-30 cm, the wall thickness of the fore shaft collar beam is 20-30 cm, firstly performing excavation construction during construction, the excavation diameter is 3.5-4 m, the depth is 1.5-2 m, installing reinforcing steel bars after the excavation is finished, the thickness of a reinforcing steel bar protective layer is 5-10 cm, reinforcing a template after the reinforcing steel bars are installed, and pouring concrete with the thickness of 20-30 cm;
b. then, performing vertical shaft construction by adopting a method of hanging a shaft wall upside down, wherein the vertical shaft construction comprises permanent shaft wall construction and temporary shaft wall construction, the permanent shaft wall construction adopts a steel bar grating and a steel bar net piece concrete spraying as a support body for supporting, the temporary shaft wall construction is performed when the permanent shaft wall construction reaches 50cm above the top of the shield tunnel, and the temporary shaft wall construction adopts a double-layer steel-plastic grating concrete spraying and an I-shaped steel arch frame as a support system for supporting; carrying out wall construction according to the construction procedures of excavation, supporting and spraying, carrying out excavation of the next roof truss after the strength of the previous roof truss reaches the requirement, erecting the steel bar grating after each roof truss is excavated and molded, spraying concrete on the outer protective wall by adopting a single layer of steel bar net piece, wherein the distance between the two adjacent roof trusses is 1-1.5 m;
the construction of the temporary well wall comprises the following steps:
1. firstly, fixedly mounting double-layer steel-plastic grid meshes, and spraying concrete with the thickness of 20-30 cm between the double-layer steel-plastic grid meshes for primary support;
2. then, installing I-shaped steel arches at equal intervals along the vertical direction of the double-layer steel-plastic grille net piece, wherein the interval between the upper and lower two I-shaped steel arches is 1-1.5 m;
3. then, setting foot locking anchor rods at equal intervals along the circumference at the lower part of each I-shaped steel arch frame, wherein the angle of the foot locking anchor rods driven into the soil body is 5-20 degrees downwards horizontally, and the anchoring ends are welded and fixed with the I-shaped steel arch frames;
4. finally, concrete with the thickness of 20-30 cm is poured between the bottoms of the two double-layer steel-plastic grid meshes;
4) Construction of transverse channel earthwork excavation
a. The method comprises the steps that a vertical shaft is excavated to the bottom of a subsurface excavated transverse channel, namely, downward excavation is not carried out, after the vertical shaft is excavated to the bottom elevation of a chamber at the upper part of the transverse channel, a ingate is erected, when the ingate is arranged, a pneumatic pick is manually held firstly to chisel the primary support concrete of the vertical shaft along the transverse channel contour line marked on the primary support concrete of the vertical shaft, after the primary support concrete is chiseled, an arch frame of the ingate is erected, when the arch frame of the ingate is installed, a lower transverse support is installed firstly, then arch legs at two sides are installed, finally an upper semicircular arch frame is installed, after the first arch frame is erected, the arch frame of the vertical shaft at the part where the vertical shaft conflicts with the transverse channel is cut off, and the arch frame of the vertical shaft and the transverse channel are welded together by using a steel plate;
b. then, constructing an upper chamber of the transverse passage, firstly excavating the transverse passage of the upper chamber, wherein the width of the upper chamber is 3-3.25 m, the height of the upper chamber is 3.2-3.5 m, driving in a recoverable guide pipe before excavating, radially arranging one row at intervals of 1m, excavating the transverse passage by adopting manual excavation, and excavating 0.5-1 m at each advancing ruler to perform primary support of the transverse passage;
the primary support of the transverse passage is constructed by adopting a double-layer steel-plastic grating and a concrete spraying mode:
1. fixing a single-layer steel-plastic grating on the top of the finished transverse channel arch by using strip-shaped bamboo chips;
2. then spraying C25 concrete with the spraying thickness of 10-15 cm;
3. then laying a second layer of steel-plastic grating on the primary spraying surface, and performing cover spraying again, wherein the total spraying thickness is more than 20cm;
4. after the concrete is sprayed, H-shaped steel arch frames are erected, the footage is 0.8-1 m per cycle, one H-shaped steel arch frame is erected, when the upper H-shaped steel arch frame is installed, a cross brace is installed firstly, then upper arch legs on two sides are installed, and finally an upper arch is installed, wherein all the arch frames are connected through flanges;
5. after the arch center is installed, 2 glass fiber reinforced plastic locking anchor rods are respectively driven into the lower parts of the upper arch legs at the two sides to fix the arch center;
c. then, excavating and supporting a lower chamber of the transverse channel, wherein the transverse channel is constructed and excavated by a step method and divided into an upper step and a lower step, the excavation of the lower chamber lags behind the excavation of the upper chamber by 3-5 m, the lower chamber adopts the transverse channel primary supporting mode of the upper chamber, the arch frames of the lower chamber are firstly provided with lower arch legs at two sides and then provided with lower cross braces, and the connection reinforcement between the arch frames of the lower chamber is the same as that of the upper chamber;
5) Anchor cable pulling-out device
The anchor cable pulling-out construction is carried out by adopting a mechanical sleeving method, a sleeve is arranged on a sleeve drilling machine, the angle of the sleeve is adjusted to be the same as that of the anchor cable, after the drilling angle is adjusted, the rotating motor of the drilling machine is utilized to drive the sleeve and a drill bit to cut a soil layer around an anchoring body, the drilling machine is pushed to a lifting motor to add a ruler forwards, meanwhile, a slurry pump is started, slurry pumping and wall protection investigation is carried out, the drilling depth is calculated according to the sleeve, after the anchoring body invading into a tunnel range is completely sleeved, the sleeve is rotated at a high speed, the end port of the sleeve is tightened until the anchor cable is cut off, then the sleeve is taken out, and the sleeving depth is less than 2.5m;
6) Full backfill
And intensively pulling out the anchor cables in the underground excavated transverse channel, and when the anchor cables in the invasion interval range are completely pulled out, backfilling the underground excavated transverse channel and the vertical shaft.
2. The construction method for pulling out the anchor cable intruding into the shield zone of the urban subway according to claim 1, characterized in that: every two steel bar gratings are vertically connected by double-layer grating connecting ribs, and the double-layer grating connecting ribs are arranged in a staggered mode inwards and outwards.
3. The construction method for pulling out the anchor cable intruding into the shield zone of the urban subway according to claim 1, characterized in that: the I-steel arch is composed of four arc I-steels with equal chord length, and every two arc I-steels are connected through flanges.
4. The construction method for pulling out the anchor cable intruding into the shield zone of the urban subway according to claim 1, characterized in that: and 4) performing tunnel portal advance support before excavation construction of the transverse passage earthwork: determining the direction and position of a fore support according to the elevation and the axis direction of a transverse channel, and then using the recyclable guide pipes for supporting, wherein the recyclable guide pipes are uniformly distributed along the vault, the incident angle of each recyclable guide pipe is 15-20 degrees, and the distance between every two adjacent recyclable guide pipes is 35-40 cm.
5. The construction method for pulling out the anchor cable intruding into the shield zone of the urban subway according to claim 1, characterized in that: and e, after the arch centering is installed, filling concrete between the arch centering and the primary sprayed concrete, longitudinally connecting the transverse channel arch centering into a whole by adopting I-shaped steel, and connecting by using a connecting plate.
6. The construction method for pulling out the anchor cable intruding into the shield zone of the urban subway according to claim 1, wherein: the backfill operation in the step 6) follows the step method: taking out the lower chamber locking anchor rod and dismantling the lower chamber arch centering, spraying strength mortar for backfilling, dismantling the upper chamber locking anchor rod and the upper chamber arch centering, staggering the upper step and the lower step for 2-5 m, and dismantling the recyclable guide pipe before dismantling the upper chamber arch centering.
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| CN113266362B (en) * | 2021-05-25 | 2022-04-12 | 中铁四局集团第三建设有限公司 | Top pipe cover excavation construction method for penetrating through existing dense anchor cable area |
| CN113266392B (en) * | 2021-05-25 | 2022-04-05 | 中铁四局集团第三建设有限公司 | Pipe jacking construction method for penetrating through existing anchor cable group |
| CN114592892A (en) * | 2022-04-02 | 2022-06-07 | 中铁第六勘察设计院集团有限公司 | Implementation method for pulling out anchor cable of shield tunnel in steel sleeve in soft soil area |
| CN117536632B (en) * | 2024-01-05 | 2024-04-02 | 山东建筑大学 | Classification safety construction method for shield crossing stratum in existing anchor cable zone |
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| CH683850A5 (en) * | 1991-07-10 | 1994-05-31 | Keller Paul Ingb Ag | Anchoring element. |
| CN105201515A (en) * | 2015-09-09 | 2015-12-30 | 泰安市岱宗机电科技开发有限公司 | Anchor cable dismantling method based on shield operation area |
| CN107461200B (en) * | 2017-09-18 | 2020-02-21 | 中铁四局集团第五工程有限公司 | Construction process for treating anchor cable of shield machine passing through anchor cable obstacle area |
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