CN114439507A

CN114439507A - Tunnel primary support construction method for penetrating through water-rich fault structural zone

Info

Publication number: CN114439507A
Application number: CN202111578303.8A
Authority: CN
Inventors: 张部伟; 黄程; 徐金宇; 王发明; 徐敦敏; 包义锴
Original assignee: Second Engineering Co Ltd of China Railway 25th Bureau Group Co Ltd
Current assignee: Second Engineering Co Ltd of China Railway 25th Bureau Group Co Ltd
Priority date: 2021-12-22
Filing date: 2021-12-22
Publication date: 2022-05-06

Abstract

The application relates to a tunnel primary support construction method for penetrating through a water-rich fault structural zone, which belongs to the field of tunnel support construction technology and comprises the following steps: s1, primary spraying of concrete; s2, measuring and lofting to determine the position of an anchor rod hole and marking the anchor rod hole, leading out the anchor rod hole in the direction vertical to the rock surface at the marked position through a drilling guide device, drilling the anchor rod hole under the guidance of the drilling guide device by using a drilling tool, and grouting the hollow anchor rod after hole cleaning; s3, hanging a reinforcing mesh; s4, mounting a steel frame and fixing the steel frame by using longitudinal connecting steel bars; and S5, re-spraying concrete. The anchor-spraying combined supporting device has the effect of improving anchor-spraying combined supporting.

Description

Tunnel primary support construction method for penetrating through water-rich fault structural zone

Technical Field

The application relates to the field of tunnel support construction technology, in particular to a tunnel primary support construction method for penetrating through a water-rich fault structural zone.

Background

In the tunnel excavation process, the inner wall of a tunnel needs to be synchronously supported to prevent mountain collapse, a new Austrian method is usually adopted in conventional supporting construction, and an anchor rod and sprayed concrete are combined together to serve as a construction method of a main supporting means on the basis of tunnel engineering experience and the theory of rock mechanics.

When actual supporting construction, need use a large amount of radial stock, but because the tunnel section is the arc more, when the radial stock of construction, the straightness that hangs down of drilling is difficult to the accuse, and the stock if can not be perpendicular with the country rock face, when angular deviation is great, will seriously influence the anchor effect of stock to reduce the effect that anchor spouts the joint support.

Disclosure of Invention

In order to improve the anchor-spraying combined supporting effect, the application provides a tunnel primary supporting construction method for penetrating through a water-rich fault structural zone.

The construction method for the primary support of the tunnel penetrating through the water-rich fault structural zone adopts the following technical scheme:

a tunnel primary support construction method for passing through a water-rich fault structural zone comprises the following steps: s1, primary spraying of concrete; s2, measuring and lofting to determine the position of an anchor rod hole and marking the anchor rod hole, leading out the anchor rod hole in the direction vertical to the rock surface at the marked position through a drilling guide device, drilling the anchor rod hole under the guidance of the drilling guide device by using a drilling tool, and grouting by using a hollow anchor rod after hole cleaning; s3, hanging a reinforcing mesh; s4, mounting a steel frame and fixing the steel frame by using longitudinal connecting steel bars; and S5, re-spraying concrete.

Through adopting above-mentioned technical scheme, drilling guider has played the guide effect to the drilling tool, has improved the accuracy of stock hole position, has ensured the anchor effect of stock, improves the anchor and spouts the joint supporting effect.

Optionally, in the step 2, the hole cleaning is performed by blowing impurities such as sand and stones in the anchor rod hole out by using high-pressure air, the drilling depth is checked, and the deviation of the hole depth is not greater than 50 mm.

Through adopting above-mentioned technical scheme, reduced the influence of downthehole debris to the post-setting strength of concrete after clear hole, do benefit to the anchor effect and the position precision that increase the stock.

Optionally, in step S3, the reinforcing mesh and the anchor rod are welded and fixed, and the length of the longitudinal lap joint reserved after the reinforcing mesh is constructed is not less than 35 d.

By adopting the technical scheme, the stability of the reinforcing mesh in the later concrete spraying process is improved after the reinforcing mesh is fixed; the reserved lap joint length of the reinforcing mesh is convenient for the connection of the reinforcing mesh at the rear section, and the stability of the whole support is improved.

Optionally, in step S4, the steel frame is installed in segments, each segment is formed by welding i-steel and connecting steel plates, and adjacent segments are fixed by bolts.

Through adopting above-mentioned technical scheme, the steelframe divide into a plurality of sections, does benefit to preparation and transportation on the one hand, and on the other hand adjusts the position and the tunnel side wall cooperation of each section when being convenient for install.

Optionally, in step S4, a wedge block is disposed in a gap between the steel frame and the primary spraying surface, a foundation of the steel frame footing is reinforced with concrete, and foot-locking anchor rods are disposed on two sides of the steel frame for fixing.

Through adopting above-mentioned technical scheme, voussoir, foundation reinforcement and lock foot stock have played the fixed action to the steelframe, have increased the holistic stability of steelframe.

Optionally, the drilling guide device in step S2 includes two first supporting rods, the two first supporting rods are hinged through a first mandrel, two second supporting rods are fixed to ends of the two first supporting rods close to the first mandrel, two third supporting rods are hinged to ends of the two second supporting rods far away from the first mandrel, the two third supporting rods are hinged to each other through a second mandrel, the two second supporting rods and the two third supporting rods form a kite shape, a guide pillar is rotatably connected to the first mandrel, a guide sleeve for inserting the guide pillar is rotatably connected to the second mandrel, a drill bushing is arranged on the guide pillar, and an axis of the drill bushing is parallel to the guide pillar.

Through adopting above-mentioned technical scheme, the operator places two first branches along vertical direction and makes the hinged end of two first branches arrange in by the mark point, makes the drill bushing correspond with the mark point simultaneously, adjusts the one end and the tunnel inner wall butt that first dabber was kept away from to two first branches, and the guide pillar is on the perpendicular bisector of mark point this moment, penetrates the drilling rod of drilling tool and drills after the guide pin bushing, has reduced the possibility of drilling position skew.

Optionally, the construction platform is located on the inner side of the arch center, a guide plate distributed along the outer contour of the arch center is arranged on the arch center, a clamping seat is inserted into the guide plate and fixed with the guide plate through a limiting part, so that a screw cylinder is arranged on the side wall of the clamping seat, an adjusting rod is arranged on the screw cylinder in a penetrating mode, a waist-shaped groove for the screw cylinder to penetrate through is formed in the adjusting rod, one end, penetrating through the waist-shaped groove, of the screw cylinder is connected with a limiting ring in a threaded mode, a clamping frame is arranged at one end, far away from the screw cylinder, of the adjusting rod, and the guide column is inserted into the clamping frame and fixed with the guide column through a bolt.

Through adopting above-mentioned technical scheme, drilling guider uses the bow member as the basis, and waist type groove provides the regulation space on angle and the distance for adjusting the pole, and the operator twists the spacing ring alright press from both sides the guide pillar tight fixed during fixed, has made things convenient for operator's shift position to carry out the drilling guide to the mark point of difference, has improved the flexibility of device.

Optionally, the limiting part comprises a stud and an end cap, the stud is located in the barrel, one end of the stud is in threaded connection with the clamping seat, a spline is coaxially fixed at the other end of the stud, the spline penetrates through the end cap, the side wall of the limiting ring is connected with a middle sleeve, an outer gear sleeve is fixed at one end, far away from the limiting ring, of the middle sleeve, the outer gear sleeve is inserted into the end cap, and an inner gear ring meshed with the outer gear sleeve is arranged on the inner wall of the end cap.

By adopting the technical scheme, an operator rotates the end cap, the end cap simultaneously drives the spline and the inner gear ring to rotate, so that the stud and the limiting ring rotate, the stud advances to be tightly abutted against the guide plate, the limiting ring tightly presses the adjusting rod on the other limiting ring, the adjusting rod and the clamping seat are simultaneously fixed, and convenience and rapidness are realized; when the stud does not move forward in place, an operator moves the end cap backwards to enable the inner gear ring to be disengaged from the outer gear sleeve, the end cap is rotated to drive the spline to rotate independently, and the stud is driven to be abutted against the guide plate.

Optionally, one end of the spline, which penetrates through the end cap, is connected with a stop block, and when the end cap abuts against the stop block, the outer gear sleeve is separated from the inner gear ring.

Through adopting above-mentioned technical scheme, the dog has played the effect of injecing spline shift position, has saved operator's regulation end cap position time.

Optionally, the guide sleeve is connected with an adjusting screw in a threaded manner, the adjusting screw penetrates into the guide sleeve, a steel ball is embedded in the penetrating end of the adjusting screw, and the steel column is abutted against the guide pillar.

Through adopting above-mentioned technical scheme, the operator accessible is twisted and is moved adjusting screw and adjust the pressure that the steel ball applyed to the guide pillar to adjust the resistance that receives when the guide pillar removes, the operator of being convenient for fixes the position state of first branch.

In summary, the present application includes at least one of the following beneficial technical effects:

1. the drilling guide device plays a role in guiding a drilling tool, the accuracy of the position of an anchor rod hole is improved, and the anchor-spraying combined supporting effect is improved;

2. the limit of fixing and removing simultaneously of adjusting lever and cassette has been realized, has provided convenience for the operator to use drilling guider.

Drawings

Fig. 1 is a schematic overall structure diagram of an embodiment of the present application.

Fig. 2 is a schematic structural diagram for embodying an arch and a construction platform according to an embodiment of the present application.

Fig. 3 is an enlarged view of a in fig. 2.

Fig. 4 is a schematic structural diagram for embodying an adjusting screw according to an embodiment of the present application.

Fig. 5 is a schematic structural diagram for embodying the limiting member in the embodiment of the present application.

FIG. 6 is an exploded view of an embodiment of the present application for embodying a barrel and stud.

Description of reference numerals: 11. a first support bar; 111. a first mandrel; 12. a second support bar; 13. a third support bar; 131. a second mandrel; 14. a guide post; 141. drilling a sleeve; 15. a guide sleeve; 16. adjusting the screw rod; 161. steel balls; 2. a construction platform; 3. an arch frame; 31. a guide plate; 32. a card holder; 33. a screw cylinder; 34. adjusting a rod; 341. a waist-shaped groove; 35. a limiting ring; 36. installing a clamping frame; 4. a limiting member; 41. a stud; 411. a spline; 42. an end cap; 421. an inner gear ring; 43. a middle sleeve; 431. an outer gear sleeve; 44. and a stop block.

Detailed Description

The present application is described in further detail below with reference to figures 1-6.

The embodiment of the application discloses a tunnel primary support construction method for passing through a water-rich fault structural zone. The tunnel primary support construction method for crossing the water-rich fault structural zone comprises the following steps:

s1, after the slag is discharged in the tunnel excavation, removing dangerous stones, checking the advanced excavation condition of the section, performing primary concrete spraying after the section is checked to be qualified, and controlling the thickness of the concrete spraying to be 4-6cm by adopting a wet spraying process.

S2, measuring and lofting to determine the position of an anchor rod hole and marking the anchor rod hole, leading out the direction vertical to the rock surface at the marked position through a drilling guide device, drilling the anchor rod hole under the guide of the drilling guide device by using a drilling tool, leveling rock at the hole opening and enabling the rock surface to be vertical to the drilling direction, and blowing out impurities such as sand and stone in the anchor rod hole by adopting high-pressure air; after the hole cleaning operation is finished, checking the depth of the drilled hole, wherein the deviation of the hole depth is not more than 50mm, and grouting by using a hollow anchor rod; during the slip casting, insert the cavity stock downthehole with the stock, the stock tail end exposes drill way 10cm, sets up and ends the thick liquid stopper and reserve the gas vent, wears the backing plate at the stock tail end, then screws up the nut, adopts the dedicated screw formula grouting pump of stock to press the water injection mud towards the cavity stock, stops the slip casting after the gas vent goes out the thick liquid.

S3, hanging a reinforcing mesh; mesh sheets are manufactured in a steel bar processing factory according to a design drawing and the longitudinal excavation length of the tunnel by adopting phi 8 steel bars as the steel bar mesh, and the steel bars are connected into the mesh sheets by a spot welding method; when the steel bar net is installed, the steel bar net is paved along with the fluctuation of the primary spraying surface, and proper leveling is carried out when the fluctuation of the primary spraying surface is too large, so that the distance between the steel bar net and the primary spraying surface is ensured to be within 2-3 cm; the reinforcing mesh and the anchor rod are welded and fixed, the reinforcing mesh cannot shake when concrete is sprayed, and the reserved longitudinal lap joint length after the construction of the reinforcing mesh is not less than 35d (d is the diameter of the reinforcing steel bar) and not less than the size of the long edge of one grid.

S4, a steel frame is installed, the steel frame is installed in sections, each section is formed by welding I-shaped steel and connecting steel plates, bolts are adopted for fixing adjacent sections, the steel frame is fixed to the steel frame through longitudinal connecting steel bars, foot locking anchor rods are arranged on two sides of the steel frame for fixing, a foundation of a bottom foot of the steel frame is reinforced through concrete, or an original foundation of 0.15-0.2m is reserved at the position of the bottom foot of the steel frame in construction, a groove is dug in place when the steel frame is erected, and channel steel is arranged at the position of the bottom foot of the steel frame in a soft section to increase the bearing capacity of the foundation; if a larger interval exists between the steel frame and the primary spraying surface after the steel frame is installed, a wedge block is arranged in a gap between the steel frame and the primary spraying surface, so that the overall stability of the steel frame is enhanced.

S5, re-spraying concrete; the spraying sequence is from bottom to top, firstly wall footing, then wall top, firstly arch footing and then vault, the motion trail of the sprayed material beam rotates in a longitudinal snake shape, and the sprayed material beam moves by pressing a half circle of rotation trail, meanwhile, the spraying operation is carried out in layers according to the thickness, the spraying of the later layer is carried out after the final setting of the previous layer of concrete, and if the interval is more than 1h after the final setting and the surface of the initial spraying is covered with dust, the sprayed surface is cleaned by using high-pressure wind and water.

The drilling guide device comprises a construction platform 2, an arch frame 3 and two first supporting rods 11, wherein the two first supporting rods 11 are identical in length, the end parts of the two first supporting rods 11 are hinged through a first mandrel 111, second supporting rods 12 are fixed at one ends, close to the first mandrel 111, of the two first supporting rods 11, the two second supporting rods 12 are identical in length and are mutually crossed, included angles between each second supporting rod 12 and the corresponding first supporting rod 11 are obtuse angles with the same degree, third supporting rods 13 are hinged at one ends, far away from the first mandrel 111, of the two second supporting rods 12, the two third supporting rods 13 are identical in length, one ends, far away from the corresponding second supporting rods 12, of the two third supporting rods 13 are hinged through a second mandrel 131, the first supporting rod 11, the second supporting rod 12 and the third supporting rods 13 form a kite shape, and a connecting line of the first mandrel 111 and the second mandrel 131 is a diagonal line of the kite shape; the guide post 14 is rotatably connected to the first mandrel 111, the guide sleeve 15 is rotatably connected to the second mandrel 131, the guide post 14 is coaxially inserted into the guide sleeve 15, the axes of the guide post and the guide sleeve are located on a connecting line of the first mandrel 111 and the second mandrel 131, a drill bushing 141 is fixed to the side wall of the guide post 14 through a screw, and the axis of the drill bushing 141 is parallel to the axis of the guide post 14.

The guide sleeve 15 is in threaded connection with an adjusting screw 16, the adjusting screw 16 vertically penetrates into the guide sleeve 15, a steel ball 161 is embedded in one penetrating end, the steel ball 161 can rotate freely and is abutted to the guide post 14, an operator can screw the adjusting screw 16 to adjust abutting force between the steel ball 161 and the guide post 14, resistance of relative movement of the guide post 14 and the guide sleeve 15 is increased, and accordingly the kite-shaped form is maintained.

The construction platform 2 is built by adopting a scaffold and a steel plate and is used for providing a supporting foundation for constructors, the arch frame 3 is erected outside the construction platform 2 and is fixed in a multi-section splicing mode, the outer contour of the arch frame 3 is matched with the inner contour of a tunnel, a distance exists between the outer contour of the arch frame 3 and the inner contour of the tunnel, the arch frame 3 is provided with a guide plate 31 distributed along the outer contour of the arch frame, a clamping seat 32 is inserted on the guide plate 31, the clamping seat 32 can move along the guide plate 31 and is fixed with the guide plate 31 through a limiting part 4, the side wall of the clamping seat 32 is vertically provided with a screw cylinder 33, an adjusting rod 34 is arranged on the screw cylinder 33 in a penetrating mode, a waist-shaped groove 341 for the screw cylinder 33 to pass through is formed in the adjusting rod 34, and the waist-shaped grooves 341 are distributed along the length direction of the adjusting rod 34, the adjusting rod 34 can freely rotate and move within a certain range, the screw barrel 33 is in threaded connection with limiting rings 35 on two sides of the adjusting rod 34, and the two limiting rings 35 clamp the adjusting rod 34 and fix the adjusting rod 34; one end of the adjusting rod 34, which is far away from the screw cylinder 33, is provided with a clamping frame 36, the clamping frame 36 is Contraband-shaped, the opening of the clamping frame 36 deviates from the adjusting rod 34, the guide pillar 14 is inserted into the clamping frame 36 and fixed by a bolt, the adjusting rod 34 is parallel to the guide pillar 14, and the two first support rods 11 are vertically arranged.

The limiting part 4 comprises a stud 41 and an end cap 42, the stud 41 is coaxially inserted in the screw cylinder 33, one end of the stud 41 is in threaded connection with the clamping seat 32 and penetrates into the clamping seat 32 to be abutted against the guide plate 31, the other end of the stud is coaxially fixed with a spline 411, the end cap 42 is sleeved at one end of the screw cylinder 33 far away from the clamping seat 32, the inner diameter of the end cap 42 is larger than the outer diameter of the screw cylinder 33, the spline 411 penetrates through the end cap 42, the penetrating end is connected with a stop block 44, and a spline 411 hole matched with the spline 411 is formed in the end cap 42; an intermediate sleeve 43 is arranged on one side, facing the end cap 42, of the limiting ring 35, the inner wall of the intermediate sleeve 43 is attached to the threaded barrel 33, an outer gear sleeve 431 is fixed on the outer peripheral wall of one end, away from the limiting ring 35, of the intermediate sleeve 43, the outer gear sleeve 431 is inserted into the end cap 42, an inner gear ring 421 which is meshed with the outer gear sleeve 431 is arranged on the inner peripheral wall of the end cap 42, and when the end cap 42 is abutted to the stop block 44, the outer gear sleeve 431 is separated from the inner gear ring 421.

The hinged end of the two first supporting rods 11 is denoted by f, two ends of the two first supporting rods 11 far away from the first mandrel 111 are denoted by g and h respectively, and the second mandrel 131 is denoted by w; after the drilling points are marked, an operator builds a construction platform 2 and an arch frame 3, moves a clamping seat 32 to be close to the marking points, moves an adjusting rod 34 to enable an f end to be abutted to the marking points at staggered positions along the axial direction of the tunnel, ensures that a drill bushing 141 corresponds to the marking points, then adjusts a g end and an h end to be abutted to the inner wall of the tunnel according to the radian of the inner wall of the tunnel, in the process, the operator adaptively adjusts the position of the clamping seat 32 and the angle of the adjusting rod 34, finally ensures that the three points of the f end, the g end and the h end are abutted to the inner wall of the tunnel at the same time, the three points f, g and h enclose an isosceles triangle, the inner wall of the tunnel is a circumscribed circle of the isosceles triangle, any triangle has only one circumscribed circle, and the center of the circumscribed circle is the intersection point of perpendicular bisectors of three sides of the triangle, so that the perpendicular bisector of the side in the isosceles triangle passes through the f point and is perpendicular to the tangent line of the f point, and the perpendicular to the diagonal line of the kite-shaped fw in the middle side of the isosceles triangle, the diagonal fw is parallel to the axis of the drill sleeve 141, so that the axis of the drill sleeve 141 is perpendicular to the rock face; after the adjustment is finished, an operator screws the end cap 42, the end cap 42 drives the inner gear ring 421 and the spline 411 to synchronously rotate, the inner gear ring 421 drives the outer gear sleeve 431 to rotate, the outer gear sleeve 431 drives the limit ring 35 to rotate through the middle sleeve 43, the limit ring 35 is enabled to be close to the adjusting rod 34, meanwhile, the spline 411 drives the stud 41 to rotate, the stud 41 is enabled to be close to the guide plate 31, when the limit ring 35 tightly presses the adjusting rod 34, the stud 41 tightly presses against the guide plate 31, the simultaneous fixation of the adjusting rod 34 and the clamping seat 32 is achieved, the studs 41 are not moved in place, the operator backwards moves the end cap 42 to press against the stop block 44, the inner gear ring 421 is enabled to be separated from the outer gear sleeve 431, and the end cap 42 is rotated again to screw the stud 41.

An operator inserts a drill bit of the drilling machine into the drill bushing 141, and drills holes by means of the guide of the drill bushing 141, so that the position accuracy of the drilled holes is improved, the anchoring effect after grouting construction of the hollow anchor rod is enhanced, and the anchor-spraying combined supporting effect is improved.

The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.

Claims

1. A tunnel primary support construction method for passing through a water-rich fault structural zone is characterized by comprising the following steps: s1, primary spraying of concrete; s2, measuring and lofting to determine the position of an anchor rod hole and marking the anchor rod hole, leading out the anchor rod hole in the direction vertical to the rock surface at the marked position through a drilling guide device, drilling the anchor rod hole under the guidance of the drilling guide device by using a drilling tool, and grouting by using a hollow anchor rod after hole cleaning; s3, hanging a reinforcing mesh; s4, mounting a steel frame and fixing the steel frame by using longitudinal connecting steel bars; and S5, re-spraying concrete.

2. The method for constructing the preliminary tunnel support penetrating through the water-rich fault structural zone according to claim 1, wherein the method comprises the following steps: and (4) blowing impurities such as sand and stones in the anchor rod hole out by high-pressure air in hole cleaning, and checking the depth of the drilled hole, wherein the deviation of the hole depth is not more than 50 mm.

3. The method for constructing the preliminary tunnel support penetrating through the water-rich fault structural zone according to claim 1, wherein the method comprises the following steps: and step S3, welding and fixing the reinforcing mesh and the anchor rod, wherein the reserved longitudinal lap length is not less than 35d after the reinforcing mesh is constructed.

4. The method for constructing the preliminary tunnel support penetrating through the water-rich fault structural zone according to claim 1, wherein the method comprises the following steps: in step S4, the steel frame is installed in sections, each section is formed by welding I-steel and connecting steel plates, and adjacent sections are fixed by bolts.

5. The method for preliminary tunnel support construction through the water-rich fault structural zone according to claim 4, wherein the method comprises the following steps: in step S4, wedge blocks are arranged in gaps between the steel frame and the primary spraying surface, the foundation of the steel frame footing is reinforced by concrete, and foot locking anchor rods are arranged on two sides of the steel frame for fixing.

6. The method for constructing the preliminary tunnel support penetrating through the water-rich fault structural zone according to claim 1, wherein the method comprises the following steps: the drilling guide device in the step S2 comprises two first supporting rods (11), wherein the two first supporting rods (11) are hinged through a first mandrel (111), one ends, close to the first mandrel (111), of the two first supporting rods (11) are respectively fixed with a second supporting rod (12), one ends, far away from the first mandrel (111), of the two second supporting rods (12) are respectively hinged with a third supporting rod (13), the two third supporting rods (13) are hinged with each other through a second mandrel (131), the two second supporting rods (12) and the two third supporting rods (13) enclose a kite shape, the first mandrel (111) is rotatably connected with a guide post (14), the second mandrel (131) is rotatably connected with a guide sleeve (15) for the guide post (14) to be inserted into, a drilling sleeve (141) is arranged on the guide post (14), and the axis of the drilling sleeve (141) is parallel to the guide post (14).

7. The method for constructing a preliminary tunnel support for crossing a water-rich fault structural zone according to claim 6, wherein: also comprises a construction platform (2) and an arch center (3), wherein the construction platform (2) is positioned at the inner side of the arch center (3), the arch center (3) is provided with a guide plate (31) distributed along the outer contour thereof, the guide plate (31) is inserted with a clamping seat (32), the clamping seat (32) is fixed with the guide plate (31) through the limiting piece (4), therefore, the side wall of the clamping seat (32) is provided with a screw cylinder (33), an adjusting rod (34) is arranged on the screw cylinder (33) in a penetrating way, a waist-shaped groove (341) for the screw cylinder (33) to pass through is arranged on the adjusting rod (34), the two sides of the screw cylinder (33) on the adjusting rod (34) are both connected with a limiting ring (35) through threads, one end of the adjusting rod (34) far away from the screw cylinder (33) is provided with a clamping frame (36), the guide post (14) is inserted into the clamping frame (36) in an inserting mode, and the clamping frame (36) is fixed with the guide post (14) through a bolt.

8. The method for preliminary tunnel support construction through the water-rich fault structural zone according to claim 7, wherein the method comprises the following steps: the limiting part (4) comprises a stud (41) and an end cap (42), the stud (41) is located in a barrel (33), one end of the stud (41) is in threaded connection with the clamping seat (32), a spline (411) is coaxially fixed at the other end of the stud (41), the spline (411) penetrates through the end cap (42), a middle sleeve (43) is connected to the side wall of the limiting ring (35), an outer gear sleeve (431) is fixed at one end, away from the limiting ring (35), of the middle sleeve (43), the outer gear sleeve (431) is inserted into the end cap (42), and an inner gear ring (421) meshed with the outer gear sleeve (431) is arranged on the inner wall of the end cap (42).

9. The method for preliminary tunnel support construction through the water-rich fault structural zone according to claim 8, wherein the method comprises the following steps: one end of the spline (411) penetrating through the end cap (42) is connected with a stop block (44), and when the end cap (42) is abutted to the stop block (44), the outer gear sleeve (431) is separated from the inner gear ring (421).

10. The method for constructing a preliminary tunnel support for crossing a water-rich fault structural zone according to claim 6, wherein: the guide sleeve (15) is connected with an adjusting screw (16) in a threaded mode, the adjusting screw (16) penetrates into the guide sleeve (15), one penetrating end of the adjusting screw is embedded with a steel ball (161), and the steel column is abutted to the guide pillar (14).