CN114991142A - An assembled slab-rock bolt composite foundation and construction method - Google Patents

Abstract

The invention discloses an assembled plate type-rock bolt composite foundation, comprising a plate type foundation and a rock bolt foundation. The plate type foundation includes a bottom plate and a main column, a stiffening beam is arranged above the bottom plate, and a steel shoe assembly is arranged in the middle of the stiffening beam. The upper end of the shoe assembly is connected to the main column, the lower end of the steel shoe assembly is fixedly connected to the upper end surface of the bottom plate, and the upper end of the main column is provided with an anti-horizontal force anchor mechanism, which resists the lateral displacement of the main column and is located above the stiffening beam The two sides of the main column are provided with a wire pulling mechanism, and the pulling wire mechanism reduces the maximum bending moment of the main column. The invention adopts the assembled plate-rock bolt composite foundation, and compared with the digging foundation, the composite foundation can obviously reduce the construction difficulty. Compared with slab foundations, composite foundations can significantly reduce the size of the base plate, thereby reducing the amount of material and excavation.

Description

Assembly type plate-rock anchor rod composite foundation and construction method

Technical Field

The invention relates to the technical field of transmission line foundations, in particular to an assembled plate-rock anchor rod composite foundation and a construction method.

Background

And for geological conditions with upper soil covering of 0-2m and lower part of stable rocks, and terrain gradient not more than 30 degrees, a bearing platform type rock bolt foundation can be adopted. However, in areas where the foundation acting force is large, soft soil layers with the distance of about 4m are covered, and rock foundations are below the soil layers, the covered soil is too thick, so that the bearing platform type rock anchor rod foundation is not suitable to be directly adopted. At the moment, if a plate type foundation is adopted, the size of a bottom plate of the foundation is overlarge due to shallow buried depth, and the economy is poor.

Disclosure of Invention

The invention provides an assembled plate-rock anchor rod composite foundation and a construction method, and aims to solve the technical problems that a bearing platform type rock anchor rod foundation is high in construction difficulty and a plate foundation bottom plate is large in size.

The invention is realized by the following measures:

the utility model provides a compound basis of assembled board-rock stock, includes board-like basis and rock stock basis, board-like basis sets up at the overburden layer, and its bottom sets up on rock mass upper portion, rock stock basis sets up in the rock mass, board-like basis includes bottom plate and principal post, the bottom plate top is provided with stiffening beam, be provided with steel shoe subassembly in the middle of the stiffening beam, steel shoe subassembly upper end with the principal post is connected, steel shoe subassembly lower extreme with the up end fixed connection of bottom plate, the upper end of principal post is provided with anti horizontal force and draws anchor mechanism, anti horizontal force draws anchor mechanism to resist principal post lateral displacement is located the stiffening beam top principal post both sides are provided with guyed mechanism, guyed mechanism reduces the biggest moment of bending of principal post.

Furthermore, the steel shoe component comprises a plurality of steel shoe plates, each steel shoe plate comprises a horizontal steel plate and a vertical steel plate, the horizontal steel plate and the vertical steel plate have the same structure, the bottom of the vertical steel plate is vertically provided with the horizontal steel plate, the horizontal steel plate extends towards the outer side of the vertical steel plate and is provided with a mounting hole, two opposite vertical steel plates are provided with a counter bolt through the mounting hole, the outer side of the vertical steel plate is provided with a vertical stiffening plate, the bottom plate is provided with a bolt hole, the bolt hole corresponds to the mounting hole on the horizontal steel plate, the bolt hole of the bottom plate is internally provided with a screw rod, the head of the screw rod is provided with a circular end plate, the screw rod sequentially passes through the bolt hole of the bottom plate and the mounting hole on the horizontal steel plate, the tail of the screw rod is provided with a nut A, and the screw rod arranged in the bottom plate is provided with a spring, the spring is arranged in the bolt hole of the bottom plate.

Furthermore, a foundation mat layer is arranged below the bottom plate, a through hole is formed in the center area of the foundation mat layer, and a damping rubber support is arranged in the through hole.

Further, the rock bolt basis includes dowel and bellows, be provided with tube hole A on the stiffening beam, be provided with tube hole B on the bottom plate, tube hole B with tube hole A corresponds, tube hole B with set up in the tube hole A the bellows, set up in the bellows the dowel, the dowel upper end sets up the stiffening beam upper end, be provided with the gasket on the dowel, be provided with nut B on the gasket, the dowel runs through basic bed course extends to the rock mass in, be provided with the grout material around the dowel, the grout material sets up the bellows is inboard.

Furthermore, foundation bolts are arranged inside the main column and used for being connected with the upper iron tower, screw through holes are formed in the main column and used for the split bolts to penetrate through.

Further, anti horizontal force anchor pulling mechanism includes connecting portion A and connecting portion B, connecting portion A includes steel pipe A, the horizontal poling of steel pipe A the principal post, steel pipe A both ends are provided with end plate A, connecting portion B includes steel pipe B, steel pipe B one end is provided with end plate B, end plate B with end plate A bolted connection, the steel pipe B other end is provided with connecting steel plate, connecting steel plate sets up in the earthing layer.

The anchor is characterized in that the wire pulling mechanism comprises a pull wire, a pull ring is arranged on the main column, one end of the pull wire is fixedly connected with the pull ring, and the other end of the pull wire is fixedly connected with the anchor bar.

A construction method of an assembled plate-rock anchor rod composite foundation is characterized by comprising the following steps:

the method comprises the following steps: excavating to the top of the rock by adopting an excavator;

step two: drilling by using an anchor rod drilling machine;

step three: inserting anchor bars into the drilled holes, and correcting the positions of the anchor bars by adopting a positioning template;

step four: grouting anchor holes, and checking the positions of anchor bars by using a positioning template after grouting; the hole wall should be cleaned up before the anchor hole is poured, and the interval time from hole opening to pouring should be shortened as much as possible;

step five: the foundation cushion is guaranteed to be flat, a damping rubber support is arranged in the foundation cushion, a bottom plate is hoisted, and then a stiffening beam is hoisted;

step six: installing corrugated pipes in the bottom plate and the stiffening beam, sequentially penetrating anchor bars through holes in the foundation cushion layer and the corrugated pipes, grouting in the corrugated pipes, and screwing nuts B on the tops of the anchor bars;

step seven: hoisting the steel shoe assembly, and screwing the screw in the bottom plate and the horizontal steel plate of the steel shoe assembly;

step eight: hoisting the main column, screwing a split bolt connected with the main column and the steel shoe assembly, checking the gap condition of the steel shoe and the main column, and injecting epoxy resin if an obvious gap exists;

step nine: adopting bolt connection, and connecting a horizontal force resisting anchor pulling mechanism on the main column;

step ten: a wire drawing mechanism is arranged between the main column and the anchor bars;

step eleven: and backfilling the foundation pit.

The invention has the beneficial effects that:

1. the scheme of the assembled plate-rock anchor rod composite foundation is provided, the industrial manufacturing of the components can improve the construction quality of the foundation, can obviously reduce the field wet operation and the construction period of the foundation, has obvious environmental benefits, and meets the urgent requirements of new and old kinetic energy conversion development.

2. According to the technical scheme, manual excavation operation of rocks is not needed, only the anchor rod drilling machine is needed for drilling, 100% of mechanical construction is achieved, and the construction difficulty and the requirement for labor force are reduced.

3. The steel shoe component design of the technical scheme has obvious creativity, only bolts need to be screwed on site, the steel bar sleeve connection and grouting operation are avoided, the construction difficulty is obviously reduced, and the construction quality is ensured. The main column and the steel shoe assembly can be reused after being disassembled, so that the environmental protection of the foundation is improved.

4. The design of this scheme anti horizontal force anchor pulling mechanism has obvious creativity, and the device can offset most horizontal force effect, improves basic stability, reduces the capital displacement (satisfying standard deformation restriction requirement more easily), reduces king-post cross-sectional dimension, reduces the reinforcing bar quantity, improves basic economic nature.

5. The stiffening beam of this technical scheme can effectively reduce bottom plate thickness, improves the economic nature of whole basis, passes the back grout through the anchor muscle, can make stiffening beam, bottom plate and stock atress jointly.

6. The rubber at the core part of the bottom of the foundation can play a role in energy consumption and shock absorption, so that the foundation reaction under the action of a foundation earthquake or an extreme dynamic load is reduced.

7. One end of the stay wire is connected with the anchor bar penetrating through the bottom plate, and the other end of the stay wire is connected with the main column, so that the horizontal displacement of the main column can be reduced, and the requirement of the specification on the horizontal displacement ground can be met more easily. The special earthing device is particularly suitable for the condition of thick earthing, for example, when the upper earthing is more than 2m, the ground displacement at the main column is large, the deformation of the main column can be effectively limited by the arrangement of the stay wire, and the section size of the main column can be reduced.

8. The invention adopts the assembled plate-rock anchor rod composite foundation, and compared with the hole digging foundation, the composite foundation can obviously reduce the construction difficulty. Composite foundations can significantly reduce the size of the bottom plate compared to plate foundations, thereby reducing the amount of material and the amount of excavated earth.

Drawings

FIG. 1 is a front view of the present invention;

fig. 2 is a top view of the present invention.

Fig. 3 is a schematic view of the construction of a rock bolt foundation in accordance with the invention.

Fig. 4 is a partially enlarged view of a portion a of fig. 3.

FIG. 5 is a schematic structural view of a steel shoe assembly.

FIG. 6 is a front view of a single steel shoe plate.

Fig. 7 is a schematic view of the structure of the anchor mechanism against horizontal force in the present invention.

Fig. 8 is a schematic structural view of the connection portion a.

Fig. 9 is a schematic structural view of the connection portion B.

Fig. 10 is a schematic structural diagram of a wire pulling mechanism in the invention.

Fig. 11 is a schematic view of the mechanism of the screw in the present invention.

Wherein the reference numerals are: 1. a plate foundation; 11. a base plate; 12. a main column; 2. a rock bolt foundation; anchor bars; 22. a bellows; 23. a gasket; 24. a nut B; 3. a stiffening beam; 4. a steel shoe assembly; 41. a steel shoe plate; 411. a horizontal steel plate; 412. a vertical steel plate; 413. oppositely pulling bolts; 414. a vertical stiffener plate; 5. a horizontal force resistant anchor pulling mechanism; 51. a connecting part A; 511. a steel pipe A; 512. an end plate A; 52. a connecting part B; 521. a steel pipe B; 522. an end plate B; 523. connecting steel plates; 6. a wire pulling mechanism; 61. a pull wire; 62. a pull ring; 7. a screw; 71. a circular end plate; 8. a nut A; 9. a spring; 10. a base mat layer; 13. a damping rubber support; 18. and (7) anchor bolts.

Detailed Description

In order to clearly explain the technical features of the present solution, the present solution is explained by the following detailed description.

The method is particularly suitable for overseas countries with strict environmental protection supervision and has high application value in areas which are covered with 3-5 m soft soil layers and rock foundations below the soil layers. Compared with the existing widely used hole digging foundation, due to the arrangement of the anchor rod, the resistance to upward force of the invention is greatly improved, the manual rock mining is avoided, the field wet operation is greatly reduced, and the labor force requirement is reduced. The horizontal force resisting anchor pulling mechanism can effectively resist the horizontal force part of the basic acting force, obviously reduce the size and the reinforcing bars of the main column and reduce the quantity of the basic material.

Referring to fig. 1, in particular, the invention provides an assembled plate-rock bolt composite foundation, which comprises a plate foundation 1 and a rock bolt foundation 2, wherein the plate foundation 1 is arranged in a covering soil layer, the bottom of the plate foundation 1 is arranged at the upper part of a rock mass, the rock bolt foundation 2 is arranged in the rock mass, the plate foundation 1 comprises a bottom plate 11 and a main column 12, the main column is made of reinforced concrete, and the cross section of the main column can be square or round. A stiffening beam 3 is arranged above the bottom plate 11, the stiffening beam is arranged in a shape like a Chinese character kou in an assembling mode, a steel shoe component 4 is arranged in the middle of the stiffening beam 3, and the upper end of the steel shoe component 4 is connected with the main column 12.

Referring to fig. 1, 2, 5 and 6, the manner in which the steel shoe assembly is connected to the main column: steel boot subassembly 4 includes a plurality of steel boots board 41, it is preferred, when the king-post adopts the mouth style of calligraphy to arrange, the steel boots board is four city enclosing mouth style of calligraphy, every steel boots board 41 includes vertical steel sheet 412, vertical steel sheet is used for being connected with the king-post, vertical steel sheet 412 bottom sets up horizontal steel sheet 411, horizontal steel sheet is used for being connected with the bottom plate, wherein, the structure of horizontal steel sheet and vertical steel sheet is the same, horizontal steel sheet 411 extends and sets up the mounting hole to the vertical steel sheet 412 outside, the mounting hole on the horizontal steel sheet is used for installing the screw rod on the bottom plate, and the mounting hole on the vertical steel sheet is used for installing the split bolt, specifically, be provided with split bolt 413 through the mounting hole on two relative vertical steel sheets, the vertical steel sheet 412 outside is provided with vertical stiffening plate 414, vertical stiffening plate is used for reinforcing steel boot stability and reliability.

Referring to fig. 1, a screw through hole is provided in the main column 12, and the screw through hole is used for the split bolt 413 to pass through. Specifically, the main column is connected with the steel shoe plate through the split bolts, so that screw rod through holes are reserved in the main column, the diameter of each screw rod through hole is as small as possible, the split bolt passing requirements can be met, and preferably, each set of split bolt comprises one screw rod and 2 nuts. When the reinforced concrete main column is prefabricated, the tightening and the encryption are carried out on the passing area of the split bolt.

Referring to fig. 1 and 11, the lower end of the steel shoe assembly 4 is fixedly connected with the upper end face of the bottom plate 11, and the steel shoe assembly is fixedly connected with the bottom plate in the following manner: every steel boot board 41 bottom is provided with horizontal steel sheet 411, be provided with the mounting hole on the horizontal steel sheet 411, be provided with the bolt hole on the bottom plate 11, the bolt hole corresponds with the mounting hole, be provided with screw rod 7 in the bolt hole of bottom plate 11, the head of screw rod 7 is provided with circular end plate 71, the bottom of bottom plate 11 is provided with the counter sink, the circular end plate setting of screw rod 7 is in the counter sink, screw rod 7 passes the bolt hole of bottom plate 11 and the mounting hole on the horizontal steel sheet in proper order, its afterbody is provided with nut A8, be provided with spring 9 on the screw rod 7 of setting in bottom plate 11, spring 9 sets up in the bolt hole of bottom plate.

The screw rod is pre-embedded in the bottom plate, the circular end plate is arranged at the head of the screw rod, the pulling resistance of the screw rod can be effectively improved, and the spring is arranged on the screw rod, so that the anti-cracking capability of local concrete can be effectively improved.

A horizontal steel plate is arranged on each steel boot plate, a mounting hole is formed in each horizontal steel plate, the tail of each screw penetrates into the mounting hole of each horizontal steel plate, and the horizontal steel plates and the bottom plate are fixed through nuts A.

Referring to fig. 1 and 7-9, the upper end of the main column 12 is provided with a horizontal force resisting anchor pulling mechanism 5, and specifically, the main column 12 is internally provided with an anchor bolt 18, and the anchor bolt 18 is used for connecting with an upper iron tower.

Anti horizontal force anchor pulling mechanism 5 includes connecting portion A51 and connecting portion B52, connecting portion A51 includes steel pipe A511, the horizontal poling main column 12 of steel pipe A511, steel pipe A511 both ends are provided with end plate A512, connecting portion B52 includes steel pipe B521, steel pipe B521 one end is provided with end plate B522, end plate B522 and end plate A512 bolted connection, the steel pipe B521 other end is provided with connecting steel plate 523, connecting steel plate 523 sets up in the earthing layer. Horizontal force resisting anchor pulling mechanism 5 resists lateral displacement of main column 12

In the horizontal force resistant anchor pulling mechanism, the connecting part A and the main column of the reinforced concrete are integrally prefabricated, the connecting part B is connected with the connecting part A through the end plate B by adopting a bolt, and the other end of the connecting part B is arranged in the soil covering layer through the connecting steel plate. Wherein, can set up single or a plurality of connecting steel plate and bury in the earthing layer according to the horizontal force requirement of reducing.

Referring to fig. 1, the bracing wire mechanisms 6 are disposed on both sides of the main column 12 above the stiffening beam 3, and the bracing wire mechanisms 6 reduce the maximum bending moment of the main column.

Referring to fig. 10, specifically, the wire pulling mechanism 6 includes a pulling wire 61, a pulling ring 62 is disposed on the main column 12, one end of the pulling wire 61 is fixedly connected with the pulling ring 62, and the other end is fixedly connected with the anchor bar 21.

The stay wire mechanism is arranged, so that the horizontal displacement of the main column can be reduced, and the requirement of the specification on the horizontal displacement can be met more easily.

Referring to fig. 1, a foundation pad layer 10 is arranged below a bottom plate 11, a through hole is arranged in the center region of the foundation pad layer 10, and a damping rubber support 13 is arranged in the through hole.

The foundation cushion layer should be level and smooth, take one's place after being convenient for board-like basis hoist and mount, and the regional yielding rubber support of center should be a little higher than the concrete part. The damping rubber support in the central area can play a role in energy consumption and damping, so that the basic earthquake action or the basic reaction under extreme dynamic load is reduced.

Referring to fig. 3 and 4, the rock anchor rod foundation 2 includes anchor bar 21 and bellows 22, be provided with tube hole a on the stiffening beam 3, be provided with tube hole B on the bottom plate 11, tube hole B corresponds with tube hole a, set up bellows 22 in tube hole B and the tube hole a, set up anchor bar 21 in the bellows 22, the setting of anchor bar 21 upper end is in stiffening beam 3 upper end, be provided with gasket 23 on the anchor bar 21, be provided with nut B24 on the gasket 23, anchor bar 21 runs through basic bed course 10 and extends to the rock body in, be provided with the grout around the anchor bar 21, the grout setting is inboard at bellows 22.

The corrugated pipe is embedded in the pipe hole A of the stiffening beam, the corrugated pipe is embedded in the pipe hole B while the screw rods are embedded in the bottom plate, and the aperture of the corrugated pipe in the stiffening beam is the same as that of the corrugated pipe in the bottom plate and is used for later-stage penetration of anchor bars.

Set up the gasket and be used for diffusing the stress that nut pressure produced, avoid the concrete part by the crushing, during reliable rock should be arranged in to the dowel, when the rock surface unevenness, a small part of dowel can be arranged in the earthing.

The positions of the reserved corrugated pipes of the bottom plate and the stiffening beam are accurate, and the holes can be aligned after hoisting. The plane position of the anchor bar needs to be accurate, and a positioning template can be manufactured for correcting the position of the anchor bar and preventing the difficult situation that the anchor bar penetrates into the corrugated pipe.

In order to ensure the quality of grouting construction, a space which is large enough is required between the anchor bars and the wall of the anchor hole, and the diameter of the anchor hole is 60-80 mm larger than that of the anchor bars. And effective measures are adopted to ensure the compactness of the grouting material.

The grouting material can be fine aggregate concrete or other cementing materials for ensuring the bonding force, and proper amount of steel fibers are added to improve the compressive strength of local concrete, and the compressive strength of the grouting material is preferably 2-4 grades higher than that of the bottom plate concrete.

The grouting material can adopt fine aggregate concrete, and the stone material can adopt continuous graded broken stone with the grain diameter of 5-8 mm. The fluidity of concrete in the hole is fully considered when the mixing proportion is designed, and the slump generally requires 160-180 mm.

According to different construction sequences, primary grouting or secondary grouting can be adopted. The grouting can be performed once before the hoisting of the plate foundation part, and the grouting can be performed once again after the hoisting of the bottom plate and the stiffening beam is completed, or the grouting can be performed only once after the hoisting of the inserted anchor bars, the bottom plate and the stiffening beam is completed.

Before the construction of the anchor bar body, the anchor bar body should be straight, deoiled and derusted, when the anchor bar body is placed, the anchor bar body should be prevented from being twisted and bent, and the anchor bar body is vertically placed in a drill hole and cannot collide with the hole wall, so that sundries are prevented from being brought into the hole. The distance between the rod body arranged in the hole and the hole wall in the middle is uniform.

Before the anchor hole is filled with concrete, the hole wall of the anchor hole is wetted, the concrete quantity is controlled, the concrete is filled and tamped layer by layer according to every 200mm, and the concrete is uniformly tamped by customized small vibrating rods and inserted drill rods around the anchor rod.

The design of the assembly type plate-rock anchor rod composite foundation scheme can obviously reduce on-site wet operation, the reinforced concrete main column, the bottom plate and the stiffening beam are all manufactured in a prefabricated part factory, and on-site assembly and grouting operation is carried out. The scheme greatly reduces the construction period of the foundation and has remarkable advantages for rush repair engineering and three-span transformation engineering. On the other hand, the technical scheme does not need manual excavation operation of rocks, only needs to adopt the jumbolter to drill holes, and realizes 100% mechanical construction.

The steel boot subassembly design of this technical scheme has obvious creativity, and the column connection adopts the grout sleeve in the past, when adopting grout muffjoint, and grout quality is difficult to guarantee, often takes place the condition that the component was useless. After the steel shoe components are adopted for connection, only bolts need to be screwed on site, and construction difficulty is obviously reduced. And due to the adoption of the bolt connection mode of the steel shoe, the main column and the steel shoe can be reused after the foundation is in service.

The stiffening beam of this technical scheme can effectively reduce bottom plate thickness, improves the economic nature of whole basis, passes the back grout through the anchor muscle, can make stiffening beam, bottom plate and stock atress jointly.

A construction method of an assembly type plate-rock anchor rod composite foundation is characterized by comprising the following steps:

the method comprises the following steps: excavating to the top of rock by using an excavator;

step two: drilling by using an anchor rod drilling machine;

step three: inserting anchor bars into the drilled holes, and correcting the positions of the anchor bars by adopting a positioning template;

step four: grouting anchor holes, checking the positions of anchor bars by using a positioning template after grouting, cleaning the hole walls before grouting the anchor holes, and shortening the interval time from hole opening to grouting as much as possible;

step five: the foundation cushion layer is ensured to be flat, a damping rubber support is arranged in the foundation cushion layer, a bottom plate is hoisted, and then a stiffening girder is hoisted;

step six: installing corrugated pipes in the bottom plate and the stiffening beam, sequentially penetrating anchor bars through holes in the foundation cushion layer and the corrugated pipes, grouting in the corrugated pipes, and screwing nuts B on the tops of the reinforcing steel bars;

step seven: hoisting the steel shoe assembly, and screwing the screw in the bottom plate and the horizontal steel plate of the steel shoe assembly;

step eight: hoisting the main column, screwing a split bolt connected with the main column and the steel shoe assembly, checking the gap condition of the steel shoe and the main column, and injecting epoxy resin if an obvious gap exists;

step nine: adopting bolt connection, and connecting a horizontal force resisting anchor pulling mechanism on the main column;

step ten: a wire drawing mechanism is arranged between the main column and the anchor bars;

step eleven: and backfilling the foundation pit.

The technical features of the present invention which are not described in the above embodiments may be implemented by or using the prior art, and are not described herein again, of course, the above description is not intended to limit the present invention, and the present invention is not limited to the above examples, and variations, modifications, additions or substitutions which may be made by those skilled in the art within the spirit and scope of the present invention should also fall within the protection scope of the present invention.

Claims (8)

1. The utility model provides a compound basis of assembled board-rock stock, includes board-like basis (1) and rock stock basis (2), board-like basis (1) sets up in the overburden layer, and its bottom sets up on rock mass upper portion, rock stock basis (2) sets up in the rock mass, its characterized in that, board-like basis (1) includes bottom plate (11) and principal post (12), bottom plate (11) top is provided with stiffening beam (3), be provided with steel shoe subassembly (4) in the middle of stiffening beam (3), steel shoe subassembly (4) upper end with principal post (12) are connected, steel shoe subassembly (4) lower extreme with the up end fixed connection of bottom plate (11), the upper end of principal post (12) is provided with anti-horizontal force and draws anchor mechanism (5), anti-horizontal force draws anchor mechanism (5) to resist principal post (12) lateral displacement, and wire drawing mechanisms (6) are arranged on two sides of the main column (12) above the stiffening beam (3), and the wire drawing mechanisms (6) reduce the maximum bending moment of the main column.

2. The assembled plate-rock bolt composite foundation according to claim 1, wherein the steel shoe assembly (4) comprises a plurality of steel shoe plates (41), each steel shoe plate (41) comprises a horizontal steel plate (411) and a vertical steel plate (412), the horizontal steel plate (411) and the vertical steel plate (412) have the same structure, the horizontal steel plate (411) is vertically arranged at the bottom of the vertical steel plate (412), the horizontal steel plate (411) extends to the outer side of the vertical steel plate (412) and is provided with a mounting hole, two opposite vertical steel plates (412) are provided with a counter bolt (413) through the mounting hole, the outer side of the vertical steel plate (412) is provided with a vertical stiffening plate (414), the bottom plate (11) is provided with a bolt hole corresponding to the mounting hole on the horizontal steel plate, a screw (7) is arranged in the bolt hole of the bottom plate (11), the head of screw rod (7) is provided with circular end plate (71), screw rod (7) pass in proper order bottom plate (11) the bolt hole and the mounting hole on the horizontal steel sheet, its afterbody is provided with nut A (8), sets up in bottom plate (11) be provided with spring (9) on screw rod (7), spring (9) set up the bottom plate the bolt hole is downthehole.

3. The assembled plate-rock bolt composite foundation of claim 1, wherein a foundation pad layer (10) is arranged below the bottom plate (11), a through hole is arranged in the center area of the foundation pad layer (10), and a damping rubber support (13) is arranged in the through hole.

4. The fabricated plate-rock bolt composite foundation of claim 3, the rock bolt foundation (2) comprises anchor bars (21) and a corrugated pipe (22), the stiffening beam (3) is provided with a pipe hole A, the bottom plate (11) is provided with a pipe hole B, the pipe hole B corresponds to the pipe hole A, the corrugated pipe (22) is arranged in the pipe hole B and the pipe hole A, the corrugated pipe (22) is internally provided with the anchor bars (21), the upper ends of the anchor bars (21) are arranged at the upper ends of the stiffening beams (3), a gasket (23) is arranged on the anchor bar (21), a nut B (24) is arranged on the gasket (23), the anchor bars (21) penetrate through the foundation pad layer (10) and extend into the rock body, and grouting materials are arranged around the anchor bars (21) and arranged on the inner side of the corrugated pipe (22).

5. The assembled plate-rock bolt composite foundation of claim 2, wherein an anchor bolt (18) is arranged inside the main column (12), the anchor bolt (18) is used for being connected with an upper iron tower, and a screw rod through hole is arranged in the main column (12) and is used for the split bolt (413) to pass through.

6. The assembled plate-rock anchor rod composite foundation of claim 1, wherein the horizontal force resisting anchor pulling mechanism (5) comprises a connecting portion A (51) and a connecting portion B (52), the connecting portion A (51) comprises a steel pipe A (511), the steel pipe A (511) transversely penetrates through the main column (12), end plates A (512) are arranged at two ends of the steel pipe A (511), the connecting portion B (52) comprises a steel pipe B (521), an end plate B (522) is arranged at one end of the steel pipe B (521), the end plates B (522) are in bolt connection with the end plates A (512), a connecting steel plate (523) is arranged at the other end of the steel pipe B (521), and the connecting steel plate (523) is arranged in an earth covering layer.

7. The fabricated plate-rock bolt composite foundation according to claim 4, wherein the wire drawing mechanism (6) comprises a wire drawing wire (61), a pull ring (62) is arranged on the main column (12), one end of the wire drawing wire (61) is fixedly connected with the pull ring (62), and the other end of the wire drawing wire (61) is fixedly connected with the anchor rib (21).

8. A construction method of an assembled plate-rock anchor rod composite foundation is characterized by comprising the following steps:

the method comprises the following steps: excavating to the top of rock by using an excavator;

step two: drilling by using an anchor rod drilling machine;

step three: inserting anchor bars into the drilled holes, and correcting the positions of the anchor bars by adopting a positioning template;

step four: grouting anchor holes, and checking the positions of anchor bars by using a positioning template after grouting; the hole wall should be cleaned before the anchor hole is poured, and the interval time from hole opening to pouring should be shortened as much as possible;

step five: the foundation cushion is guaranteed to be flat, a damping rubber support is arranged on the foundation cushion, a bottom plate is hoisted, and then a stiffening beam is hoisted;

step six: installing corrugated pipes in the bottom plate and the stiffening beam, sequentially penetrating anchor bars through holes in the foundation cushion layer and the corrugated pipes, grouting in the corrugated pipes, and screwing nuts B on the tops of the anchor bars;

step seven: hoisting the steel shoe assembly, and screwing the screw in the bottom plate and the horizontal steel plate of the steel shoe assembly;

step eight: hoisting the main column, screwing a split bolt connected with the main column and the steel shoe assembly, checking the gap condition of the steel shoe and the main column, and injecting epoxy resin if an obvious gap exists;

step nine: the horizontal force resisting anchor pulling mechanism on the main column is connected with the soil covering layer;

step ten: a wire drawing mechanism is arranged between the main column and the anchor bars;

step eleven: and backfilling the foundation pit.

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