CN114991142B - Assembled plate-rock anchor rod composite foundation and construction method - Google Patents

Abstract

The utility model discloses an assembled plate-rock anchor rod composite foundation, which comprises a plate foundation and a rock anchor rod foundation, wherein the plate foundation comprises a bottom plate and a main column, a stiffening beam is arranged above the bottom plate, a steel shoe assembly is arranged in the middle of the stiffening beam, the upper end of the steel shoe assembly is connected with the main column, the lower end of the steel shoe assembly is fixedly connected with the upper end face of the bottom plate, the upper end of the main column is provided with a horizontal force resisting anchor pulling mechanism, the horizontal force resisting anchor pulling mechanism resists the lateral displacement of the main column, the two sides of the main column above the stiffening beam are provided with stay wire mechanisms, and the stay wire mechanisms reduce the maximum bending moment of the main column. The utility model 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. Compared with a plate foundation, the composite foundation can obviously reduce the size of the bottom plate, thereby reducing the material quantity and the earth excavation quantity.

Description

Assembled plate-rock anchor rod composite foundation and construction method

Technical Field

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

Background

For geological conditions that the upper soil is covered by 0-2m, the lower part is stable rock, and the terrain gradient is not suitable to be larger than 30 degrees, a bearing platform type rock anchor rod foundation can be adopted. However, for the areas with larger foundation acting force and about 4m of soft soil layer covered, the soil layer is a rock foundation below the soft soil layer, and the bearing platform type rock anchor rod foundation is not suitable to be directly adopted due to the fact that the upper covering soil is too thick. At this time, if a plate foundation is adopted, the size of the bottom plate of the foundation is too large due to shallow burial depth, and the economical efficiency is poor.

Disclosure of Invention

The utility model provides an assembled plate-rock anchor rod composite foundation and a construction method thereof, which aim to solve the technical problems of high construction difficulty of a bearing platform type rock anchor rod foundation and large size of a plate type foundation slab.

The utility model is realized by the following measures:

the utility model provides an assembled plate-rock stock composite foundation, includes plate foundation and rock stock foundation, plate foundation sets up in the earthing layer, and its bottom sets up on rock mass upper portion, rock stock foundation sets up in the rock mass, plate foundation includes bottom plate and principal post, the bottom plate top is provided with the stiffening beam, be provided with the 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 anchor mechanism, anti water Ping Lila anchor mechanism resists principal post lateral displacement is located the stiffening beam top the principal post both sides are provided with wire pulling mechanism, wire pulling mechanism reduces the biggest moment of principal post.

Further, the steel boot subassembly includes a plurality of steel boots boards, every the steel boots board includes horizontal steel sheet and vertical steel sheet, the horizontal steel sheet with vertical steel sheet structure is the same, vertical steel sheet bottom sets up perpendicularly the horizontal steel sheet, the horizontal steel sheet to extend and be provided with the mounting hole in the vertical steel sheet outside, be provided with the split bolt through the mounting hole on two relative vertical steel sheets, the vertical steel sheet outside is provided with vertical stiffening plate, be provided with the bolt hole on the bottom plate, the bolt hole with the mounting hole on the horizontal steel sheet corresponds, be provided with the screw rod in the bolt hole of bottom plate, the head of screw rod is provided with circular end plate, the screw rod passes in proper order the bolt hole with the mounting hole on the horizontal steel sheet, its afterbody is provided with nut A, sets up in the bottom plate be provided with the spring on the screw rod, the spring sets up in the bolt hole of bottom plate.

Further, 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 stock foundation includes anchor bar 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 anchor bar, the anchor bar upper end sets up the stiffening beam upper end, be provided with the gasket on the anchor bar, be provided with nut B on the gasket, the anchor bar runs through basic bed course is to the internal extension of rock mass, be provided with the grout around the anchor bar, the grout sets up the bellows is inboard.

Further, foundation bolts are arranged in the main column and are used for being connected with an upper iron tower, screw through holes are formed in the main column and used for allowing the split bolts to pass through.

Further, the horizontal force resistant anchor pulling mechanism comprises a connecting portion A and a connecting portion B, the connecting portion A comprises a steel pipe A, the steel pipe A transversely penetrates through the main column, end plates A are arranged at two ends of the steel pipe A, the connecting portion B comprises a steel pipe B, one end of the steel pipe B is provided with an end plate B, the end plate B is in bolted connection with the end plate A, a connecting steel plate is arranged at the other end of the steel pipe B, and the connecting steel plate is arranged in an earthing layer.

Further, characterized in that, the mechanism of acting as go-between includes acting as go-between, be provided with the pull ring on the main column, act as go-between one end with pull ring fixed connection, the other end with anchor bar fixed connection.

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

step one: excavating to the top of the rock by adopting an excavator;

step two: drilling by adopting 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 an anchor hole, and checking the position of an anchor bar by using a positioning template after grouting; the hole wall is cleaned before the anchor hole is poured, and the interval time from the hole opening to pouring is shortened as much as possible;

step five: ensuring the flatness of the foundation mat layer, installing a damping rubber support in the foundation mat layer, hoisting a bottom plate, and hoisting a stiffening beam;

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

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

step eight: hoisting the main column, tightening 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 the gap is obvious;

step nine: the main column is connected with a horizontal force resistant anchor pulling mechanism by adopting bolt connection;

step ten: a stay wire mechanism is arranged between the main column and the anchor bar;

step eleven: and (5) backfilling the foundation pit.

The utility model has the beneficial effects that:

1. the scheme of the assembled plate-rock anchor rod composite foundation is provided, the industrial production of the assembly 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 benefit, and meets the urgent requirements of the conversion and development of new and old kinetic energy.

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

3. The steel boot assembly design of the technical scheme has obvious creativity, only needs to screw bolts on site, avoids the adoption of steel bar sleeve connection and grouting operation, obviously reduces construction difficulty and ensures construction quality. The main column and the steel boot component can be reused after being removed, so that the environmental protection of the foundation is improved.

4. The design of the horizontal force resistant anchor pulling mechanism has obvious creativity, the device can offset most of horizontal force action, improve foundation stability, reduce column top displacement (meeting the standard deformation limit requirement more easily), reduce the section size of the main column, reduce the consumption of reinforcing steel bars and improve the economy of the foundation.

5. The stiffening girder 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 girder, 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 earthquake effect or foundation reaction under extreme dynamic load is reduced.

7. One end of the stay wire of the technical scheme is connected with the ground 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 requirements of the standard on the horizontal displacement are met more easily. The cable is particularly suitable for the condition of thicker covering soil, such as larger ground displacement at the main column when the upper covering soil is larger than 2m, and the cable can effectively limit the deformation and reduce the section size of the main column.

8. The utility model 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. Compared with a plate foundation, the composite foundation can obviously reduce the size of the bottom plate, thereby reducing the material quantity and the earth excavation quantity.

Drawings

FIG. 1 is a front view of the present utility model;

fig. 2 is a top view of the present utility model.

Fig. 3 is a schematic view of the construction of a rock bolt foundation according to the utility model.

Fig. 4 is a partial enlarged view at 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.

Fig. 7 is a schematic view of the structure of the horizontal force resisting anchor mechanism according to the present utility model.

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 view of a wire pulling mechanism on the present utility model.

FIG. 11 is a schematic view of the mechanism of the screw on the present utility model.

Wherein, the reference numerals are as follows: 1. a plate foundation; 11. a bottom plate; 12. a main column; 2. a rock bolt foundation; 21. anchor bars; 22. a bellows; 23. a gasket; 24. a nut B;3. a stiffening beam; 4. a steel boot assembly; 41. a steel boot plate; 411. a horizontal steel plate; 412. a vertical steel plate; 413. a split bolt; 414. vertical stiffening plates; 5. an anti-horizontal force anchor pulling mechanism; 51. a connection 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 cushion layer; 13. a damping rubber support; 14. foundation bolts.

Detailed Description

In order to clearly illustrate the technical characteristics of the scheme, the scheme is explained below through a specific embodiment.

The utility model has extremely high application value for the areas with the soft soil layer of 3-5 m and the rock foundation below the soil layer, which is especially suitable for overseas countries with strict environmental protection supervision. Compared with the hole digging foundation widely used at present, the utility model greatly improves the capability of resisting the upper resistance due to the arrangement of the anchor rod, avoids the artificial exploitation of rock, greatly reduces the field wet operation and reduces the labor force requirement. The horizontal force anchor pulling mechanism can effectively resist the horizontal force part of the basic acting force, obviously reduce the size of the main column and the reinforcing bars, and reduce the amount of basic materials.

Referring to fig. 1, in particular, the utility model 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 on a soil covering layer, the bottom of the plate foundation is arranged on the upper part of a rock body, the rock bolt foundation 2 is arranged in the rock body, the plate foundation 1 comprises a bottom plate 11 and a main column 12, the main column adopts the form of reinforced concrete, and the cross section of the main column can be square or round. The stiffening beam 3 is arranged above the bottom plate 11, the stiffening beam is arranged in a shape of a Chinese character kou in an assembling mode, the steel shoe assembly 4 is arranged in the middle of the stiffening beam 3, and the upper end of the steel shoe assembly 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: the steel boot assembly 4 comprises a plurality of steel boot plates 41, preferably, when the main column is arranged in a square shape, the steel boot plates are four surrounding square shapes, each steel boot plate 41 comprises a vertical steel plate 412, the vertical steel plates are used for being connected with the main column, the bottom of each vertical steel plate 412 is provided with a horizontal steel plate 411, the horizontal steel plates are used for being connected with a bottom plate, wherein the horizontal steel plates are identical in structure with the vertical steel plates, the horizontal steel plates 411 extend to the outer sides of the vertical steel plates 412 and are provided with mounting holes, the mounting holes in the horizontal steel plates are used for mounting screws on the bottom plate, the mounting holes in the vertical steel plates are used for mounting split bolts, specifically, two opposite vertical steel plates are provided with split bolts 413 through the mounting holes, and the outer sides of the vertical steel plates 412 are provided with vertical stiffening plates 414 used for enhancing stability and reliability of the steel boot.

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

Referring to fig. 1 and 11, the lower end of the steel boot assembly 4 is fixedly connected with the upper end surface of the bottom plate 11, and the manner of fixedly connecting the steel boot assembly and the bottom plate is as follows: each steel shoe 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 bore, the circular end plate of screw rod 7 sets up in the counter bore, 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 embedded in the bottom plate, the round end plate is arranged at the head of the screw rod, so that the pulling resistance of the screw rod can be effectively improved, and the spring is arranged on the screw rod, so that the cracking resistance of local concrete can be effectively improved.

Each steel boot plate is provided with a horizontal steel plate, each horizontal steel plate is provided with a mounting hole, the tail of the screw rod penetrates into the mounting hole of each horizontal steel plate, and then the horizontal steel plates and the bottom plate are fixed by adopting the nut A.

Referring to fig. 1 and fig. 7-9, the upper end of the main column 12 is provided with a horizontal force resisting anchor pulling mechanism 5, specifically, the inside of the main column 12 is provided with an anchor bolt 14, and the anchor bolt 14 is used for connecting with an upper iron tower.

The horizontal force resistant anchor pulling mechanism 5 comprises a connecting portion A51 and a connecting portion B52, wherein the connecting portion A51 comprises a steel pipe A511, the steel pipe A511 transversely penetrates through the main column 12, end plates A512 are arranged at two ends of the steel pipe A511, the connecting portion B52 comprises a steel pipe B521, one end of the steel pipe B521 is provided with an end plate B522, the end plate B522 is connected with the end plate A512 through bolts, a connecting steel plate 523 is arranged at the other end of the steel pipe B521, and the connecting steel plate 523 is arranged in the earthing layer. The horizontal force resisting anchor pulling mechanism 5 resists the lateral displacement of the main column 12

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

Referring to fig. 1, stay wire mechanisms 6 are arranged on two sides of a main column 12 above the stiffening girder 3, and the stay wire mechanisms 6 reduce the maximum bending moment of the main column.

Referring to fig. 10, specifically, the wire pulling mechanism 6 includes a wire pulling 61, a pull ring 62 is disposed on the main column 12, one end of the wire pulling 61 is fixedly connected with the pull 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 standard on the horizontal displacement can be met more easily.

Referring to fig. 1, a base mat 10 is provided under a base plate 11, a through hole is provided in a central region of the base mat 10, and a shock-absorbing rubber support 13 is provided in the through hole.

The foundation cushion layer is flat, so that the plate foundation is convenient to be in place after being hoisted, and the damping rubber support in the central area is slightly 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 foundation earthquake effect or foundation reaction under extreme dynamic load is reduced.

Referring to fig. 3 and 4, the rock bolt foundation 2 includes an anchor bar 21 and a corrugated pipe 22, a pipe hole a is provided on the stiffening beam 3, a pipe hole B is provided on the bottom plate 11, the pipe hole B corresponds to the pipe hole a, the corrugated pipe 22 is provided in the pipe hole B and the pipe hole a, the anchor bar 21 is provided in the corrugated pipe 22, the upper end of the anchor bar 21 is provided at the upper end of the stiffening beam 3, a gasket 23 is provided on the anchor bar 21, a nut B24 is provided on the gasket 23, the anchor bar 21 extends into the rock body through the foundation mat 10, grouting material is provided around the anchor bar 21, and the grouting material is provided inside the corrugated pipe 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 is embedded in the bottom plate, the aperture of the corrugated pipe in the stiffening beam is the same as the aperture of the corrugated pipe in the bottom plate, and the corrugated pipe is used for later penetration of the anchor bars.

The spacer is arranged to spread the stress generated by the nut pressure, so that the concrete is prevented from being crushed locally, the anchor bars are arranged in reliable rock, and when the surface of the rock is uneven, a small part of the anchor bars can be positioned in the covering soil.

The reserved corrugated pipe positions of the bottom plate and the stiffening beam should be accurate, and the holes can be formed 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, so that the difficult condition that the anchor bar penetrates into the corrugated pipe is prevented.

In order to ensure the grouting construction quality, a large enough space is needed between the anchor bar and the anchor hole wall, and the diameter of the anchor hole is 60-80 mm larger than that of the anchor bar. And the compactness of the grouting material is ensured by adopting effective measures.

The grouting material can be fine stone concrete or other cementing materials capable of guaranteeing the adhesive force, and a 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 be fine stone concrete, and stone is preferably continuous graded broken stone with the grain size of 5-8 mm. The mixing proportion is designed by fully considering the fluidity of the concrete in the hole, and the slump is generally required to be 160-180 mm.

According to different construction sequences, primary grouting or secondary grouting can be adopted. The grouting operation can be performed once before the hoisting of the plate-type foundation part, and can be performed once after the hoisting of the bottom plate and the stiffening beam is completed, or can be performed 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 straightened, 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 the drilled hole, so that the hole wall can not be knocked, and sundries are prevented from being brought into the hole. The rod body is arranged in the hole, and the distance between the rod body and the hole wall is uniform.

Before the anchor hole is filled with concrete, the wall of the anchor hole is moistened, and the anchor hole is filled and tamped according to each 200mm layering through concrete quantity control, and the periphery of the anchor rod is uniformly tamped by a customized small-sized vibrating rod and a drill rod.

The design of the assembled plate-rock anchor rod composite foundation scheme of the technical scheme can obviously reduce the field wet operation, and the reinforced concrete main column, the bottom plate and the stiffening beam are manufactured in a prefabricated component factory and assembled and grouted on site. The scheme greatly reduces the construction period of the foundation and has obvious advantages for rush-repair engineering and three-span transformation engineering. On the other hand, according to the technical scheme, manual rock excavation operation is not needed, and only the anchor rod drilling machine is needed to drill holes, so that 100% mechanized construction is realized.

The steel boot assembly design of the technical scheme has obvious creativity, the grouting sleeve is adopted for the connection of the pillars in the past, the grouting quality is difficult to guarantee when the grouting sleeve is adopted for the connection, and the condition that the components are wasted frequently occurs. After the steel boot assembly is adopted for connection, only the bolt is required to be screwed on site, so that the construction difficulty is obviously reduced. Moreover, due to the adoption of the bolt connection mode of the steel boots, the main column and the steel boots can be reused after basic service.

The stiffening girder 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 girder, bottom plate and stock atress jointly.

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

step one: excavating to the top of the rock by adopting an excavator;

step two: drilling by adopting 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: performing anchor hole grouting, performing anchor bar position checking by using a positioning template after grouting, cleaning the hole wall before grouting the anchor hole, and shortening the interval time from hole opening to grouting as much as possible;

step five: ensuring the flatness of the foundation mat layer, installing a damping rubber support in the foundation mat layer, hoisting a bottom plate, and hoisting a stiffening beam;

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

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

step eight: hoisting the main column, tightening 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 the gap is obvious;

step nine: the main column is connected with a horizontal force resistant anchor pulling mechanism by adopting bolt connection;

step ten: a stay wire mechanism is arranged between the main column and the anchor bar;

step eleven: and (5) backfilling the foundation pit.

The technical features of the present utility model that are not described in the present utility model may be implemented by or using the prior art, and are not described in detail herein, but the above description is not intended to limit the present utility model, and the present utility model is not limited to the above examples, but is also intended to be within the scope of the present utility model by those skilled in the art.

Claims (7)

1. The utility model provides an assembled plate-rock anchor rod composite foundation, includes plate foundation (1) and rock anchor rod foundation (2), plate foundation (1) sets up in the overburden, and its bottom sets up in rock mass upper portion, rock anchor rod foundation (2) set up in the rock mass, a serial communication port, plate foundation (1) include bottom plate (11) and principal post (12), bottom plate (11) top is provided with stiffening beam (3), be provided with steel shoe assembly (4) in the middle of stiffening beam (3), steel shoe assembly (4) upper end with principal post (12) are connected, steel shoe assembly (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 anchor mechanism (5), anti-water Ping Lila anchor mechanism (5) resist principal post (12) lateral displacement, be located principal post (12) both sides above stiffening beam (3) are provided with stay mechanism (6), principal post (6) reduce;

the steel boot assembly (4) comprises a plurality of steel boot plates (41), each steel boot plate (41) comprises a horizontal steel plate (411) and a vertical steel plate (412), the horizontal steel plate (411) is identical to the vertical steel plate (412) in structure, the bottom of the vertical steel plate (412) is vertically provided with the horizontal steel plate (411), the horizontal steel plate (411) extends to the outer side of the vertical steel plate (412) and is provided with mounting holes, two opposite vertical steel plates (412) are provided with split bolts (413) through the mounting holes, the outer side of the vertical steel plate (412) is provided with a vertical stiffening plate (414), the bottom plate (11) is provided with bolt holes, the bolt holes correspond to the mounting holes on the horizontal steel plate, a screw rod (7) is arranged in the bolt holes, the head of the screw rod (7) is provided with a circular end plate (71), the screw rod (7) penetrates through the bolt holes of the bottom plate (11) and the mounting holes on the horizontal steel plate in sequence, the tail portions of the screw rod (7) are provided with nuts A (8), the nuts (11) are arranged in the bottom plate (11), and the spring (9) is provided with bolt holes in the bottom plate (9).

2. The assembled plate-rock bolt composite foundation according to claim 1, characterized in that a foundation mat (10) is arranged below the bottom plate (11), a through hole is arranged in the central area of the foundation mat (10), and a damping rubber support (13) is arranged in the through hole.

3. The assembled plate-rock bolt composite foundation according to claim 2, wherein the rock bolt foundation (2) comprises an anchor bar (21) and a corrugated pipe (22), a pipe hole A is formed in the stiffening beam (3), a pipe hole B is formed in the bottom plate (11), 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 anchor bar (21) is arranged in the corrugated pipe (22), the upper end of the anchor bar (21) is arranged at the upper end of the stiffening beam (3), a gasket (23) is arranged on the anchor bar (21), a nut B (24) is arranged on the gasket (23), the anchor bar (21) extends into a rock body through the foundation mat layer (10), grouting material is arranged around the anchor bar (21), and the grouting material is arranged on the inner side of the corrugated pipe (22).

4. The assembled plate-rock bolt composite foundation according to claim 1, characterized in that the main column (12) is internally provided with anchor bolts (14), the anchor bolts (14) are used for connecting with an upper iron tower, and the main column (12) is internally provided with screw through holes for the split bolts (413) to pass through.

5. The fabricated panel-rock bolt composite foundation according to claim 1, wherein the water-resistant Ping Lila anchor mechanism (5) comprises a connecting portion a (51) and a connecting portion B (52), the connecting portion a (51) comprises a steel tube a (511), the steel tube a (511) transversely penetrates through the main column (12), end plates a (512) are arranged at two ends of the steel tube a (511), the connecting portion B (52) comprises a steel tube B (521), an end plate B (522) is arranged at one end of the steel tube B (521), the end plate B (522) is in bolted connection with the end plate a (512), a connecting steel plate (523) is arranged at the other end of the steel tube B (521), and the connecting steel plate (523) is arranged in a soil covering layer.

6. A fabricated panel-rock bolt composite foundation according to claim 3, wherein the pull wire mechanism (6) comprises a pull wire (61), a pull ring (62) is arranged on the main column (12), one end of the pull wire (61) is fixedly connected with the pull ring (62), and the other end is fixedly connected with the anchor bar (21).

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

step one: excavating to the top of the rock by adopting an excavator;

step two: drilling by adopting 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 an anchor hole, and checking the position of an anchor bar by using a positioning template after grouting; the hole wall is cleaned before the anchor hole is poured, and the interval time from the hole opening to pouring is shortened as much as possible;

step five: ensuring the flatness of a foundation cushion layer, installing a damping rubber support on the foundation cushion layer, hoisting a bottom plate, and hoisting a stiffening beam;

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

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

step eight: hoisting the main column, tightening 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 the gap is obvious;

step nine: the water-resistant Ping Lila anchor mechanism on the main column is connected with the earthing layer;

step ten: a stay wire mechanism is arranged between the main column and the anchor bar;

step eleven: and (5) backfilling the foundation pit.

Images