CN113832995A - Operation method of modular tuff slope prefabricated reinforcing structure - Google Patents

Operation method of modular tuff slope prefabricated reinforcing structure Download PDF

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CN113832995A
CN113832995A CN202111190427.9A CN202111190427A CN113832995A CN 113832995 A CN113832995 A CN 113832995A CN 202111190427 A CN202111190427 A CN 202111190427A CN 113832995 A CN113832995 A CN 113832995A
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tuff
anchor rod
prefabricated
reinforcing
reinforcing plate
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CN113832995B (en
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徐寿政
刘鑫
何玉珠
张思卿
桂凯飞
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Nanjing Branch Of Cccc Third Harbor Engineering Co ltd
No3 Engineering Co Ltd Of Cccc Third Harbor Engineering Co ltd
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Nanjing Branch Of Cccc Third Harbor Engineering Co ltd
No3 Engineering Co Ltd Of Cccc Third Harbor Engineering Co ltd
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00—Excavations; Bordering of excavations; Making embankments
    • E02D17/20—Securing of slopes or inclines
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2600/00—Miscellaneous
    • E02D2600/30—Miscellaneous comprising anchoring details
    • Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
    • Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
    • Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
    • Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
    • Y02A10/23—Dune restoration or creation; Cliff stabilisation

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  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
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  • Hydrology & Water Resources (AREA)
  • Piles And Underground Anchors (AREA)

Abstract

The invention discloses an operation method of a modular tuff slope prefabricated reinforcing structure. Belongs to the civil engineering slope support reinforcement field, and comprises the following steps: determining the position and size parameters of the tuff after excavation through geological survey data or on-site survey; determining the shape of the prefabricated reinforcing plate according to the shape and the area of the tuff projection; determining four positioning anchor rod points on the prefabricated reinforcing plate, and determining the number and the positions of the reinforcing anchor rods according to the area of the prefabricated plate and the tuff position; drilling holes on the side slope according to the determined positions of the positioning anchor rods and the reinforcing anchor rods; carrying out leveling treatment on an excavation surface, paving a waterproof material, and mounting a prefabricated reinforcing plate; and (4) adopting spray anchoring for reinforcing other common rock stratums on the excavation surface, and ensuring that the final thickness of the rock stratums is consistent with that of the prefabricated reinforcing plate. The prefabricated slab is positioned and installed through the positioning anchor rods, and the prefabricated slab is anchored by using the reaming and reinforcing anchor rods according to the principle of equidistant, variable-diameter and staggered engagement; the construction method has the characteristics of convenience in construction, good operability and the like.

Description

Operation method of modular tuff slope prefabricated reinforcing structure
Technical Field
The invention belongs to the field of civil engineering slope support reinforcement, and particularly relates to a modular tuff slope prefabricated reinforcement structure and an operation method thereof.
Background
With the development of highway construction, roads traversing complex mountain terrains face a great number of construction difficulties during construction, including the difficulty of excavation and consolidation due to poor formation. Tuff belongs to bad special stratum, is widely present in China territory, has the characteristics of low natural water content, easy softening in water, poor bonding capability and the like, and has the most obvious engineering characteristics of: the rock quality is soft, the cracks develop, the weathering disintegration speed is high after excavation and exposure, and landslide, collapse and other geological disasters can be caused. Therefore, after the excavation is finished, the sealing and reinforcing treatment needs to be carried out as soon as possible, the contact between the tuff and the outside is cut off, and the occurrence of weathering is reduced.
At present, the traditional slope reinforcement measures are still adopted in the aspect of tuff slope support reinforcement technology, the reinforcement speed is often disadvantaged, and the exposed weathering strength of tuff is reduced in the reinforcement period, so that a modular tuff slope prefabricated reinforcement structure needs to be designed, the reinforcement structure is mainly characterized in that the exposed time of tuff is effectively shortened through prefabricated reinforcement plates, the construction efficiency is improved, adjacent staggered joint arrangement reinforcement anchor rods can better stabilize the tuff structure in the stratum, and the reinforcement structure has better social and economic benefits and engineering application prospects.
Disclosure of Invention
The purpose of the invention is as follows: the invention aims to provide an operation method of a modular tuff slope prefabricated reinforcing structure, so that the reinforcing efficiency of the tuff slope is improved, and the safety and stability of the slope are maintained.
The technical scheme is as follows: the invention relates to an operation method of a modular tuff slope prefabricated reinforcement structure, which comprises the following specific operation steps of installation and use of the modular prefabricated reinforcement structure:
(1) determining the position and size parameters of tuff directly exposed on an excavation surface or buried below the excavation surface but above a potential slip crack surface after excavation through geological survey data or on-site survey;
(2) determining the shape of the prefabricated reinforcing plate according to the shape and the area of the projection of tuff on the excavation surface;
then determining four positioning anchor rod points on the prefabricated reinforcing plate, and determining the number and the positions of the reinforcing anchor rods according to the area of the prefabricated reinforcing plate and the tuff position;
the shape of the prefabricated reinforcing plate can be selected from a circle or a rectangle;
(3) drilling on the slope according to the positions of the positioning anchor rod and the reinforcing anchor rod determined in the step (2), so as to form a positioning anchor rod hole and a reinforcing anchor rod hole;
(4) leveling the excavated surface, paving a layer of HDPE waterproof material with the thickness of 2mm and double rough surfaces, installing a prefabricated reinforcing plate according to the position of a positioning anchor rod hole site, and anchoring by using a reinforcing anchor rod; and finally, adopting spray anchoring to reinforce other common rock stratums on the excavated surface, thereby ensuring that the final thickness of the rock stratums is consistent with that of the prefabricated reinforcing plate.
Further, in the step (1), the size parameter includes a shape of the tuff projected on the excavation surface,
the shape is irregular and is approximately circular or rectangular, and the maximum projected area S and the maximum depth D vertical to the excavation surface are the same;
the specific approximation rule is as follows: if the area of the projected circumscribed circle is smaller than the area of the circumscribed rectangle, the circumscribed circle is approximately taken; otherwise, the circumscribed rectangle is taken.
Further, in the step (2), the prefabricated reinforcing plate adopts a multilayer structure and sequentially comprises an iron wire mesh layer, a C30 concrete layer with the thickness of 30mm, a waterproof resin coating layer with the thickness of 2mm, a gravel drainage layer with the thickness of 20mm and a C30 concrete layer with the thickness of 30mm from bottom to top;
the diameter of the round prefabricated reinforcing plate is 1.2 times of the approximate diameter of the circumscribed circle of the tuff projection surface, and the side length of the rectangular prefabricated reinforcing plate is 1.2 times of the approximate length of the circumscribed rectangle of the tuff projection surface;
in addition, the area of the single prefabricated reinforcing plate is less than or equal to 30m2。
Furthermore, for the circular prefabricated reinforcing plate, the positioning anchor rod positions are taken on two mutually vertical diameters which are respectively positioned at two ends of the diameter and are 40cm away from the edge;
for a rectangular pre-fabricated reinforcing plate, the anchor location is taken at 40cm from both sides near the apex.
Further, in the step (2), the reinforcing anchor rods are arranged according to the effective influence radius principle, and the following conditions are met:
(2.1) the distance between two adjacent reinforcing anchor rods is at least 2 m;
(2.2) determining the effective influence radius R of the single reinforcing anchor rod according to the following formula:
Figure BDA0003300925430000021
wherein S is the maximum area (m) of tuff projection surface2)；
Figure BDA0003300925430000022
For the hole expansion strengthening coefficient, 1.1 is taken when the number of hole expansion sections is less than or equal to 2, and 1.3 is taken when the number of hole expansion sections is greater than 2; h is the anchor hole depth, H is l +1(m), and l is the anchor rod length (m); d is the anchor rod diameter (mm);
(2.3) if the effective influence range of a single anchor rod can cover the projection area S, only one anchor rod needs to be arranged at the center of the circle of the round prefabricated reinforcing plate or the center of the rectangular prefabricated reinforcing plate; if a plurality of anchor rods are needed for reinforcement, on the basis of meeting the requirements of (2.1) and (2.2), the total effective influence area S 'of anchor rod reinforcement can cover the tuff projection area, and S' is more than or equal to 1.1S.
Further, in the step (3), the depth of the positioning anchor hole is 2m, and the positioning anchor hole is vertical to the excavation surface;
the reinforced anchor rod hole is vertical to an excavation surface, the depth H of the reinforced anchor rod hole is determined according to the distribution condition of tuff and the required anchoring force, and the reinforced anchor rod hole meets the following basic conditions: h is more than or equal to 5 m;
wherein, adopt equidistant variable diameter dislocation meshing reaming method to consolidating the anchor rod hole, it is specific: arranging a reaming section in the same anchor rod hole at intervals of 1.5m from the excavation surface, and alternately reaming two adjacent reaming sections by adopting cylinders with different diameters, wherein the length is 0.5m, and the reaming diameters are respectively
Figure BDA0003300925430000031
And
Figure BDA0003300925430000032
wherein d' is the anchor rod aperture, d +60 mm; h is the anchor eye depth (mm); and adjacent two reinforcing anchor rods adopt staggered engagement hole expansion, namely, the hole expansion sections at the same depth adopt a large hole expansion diameter and a small hole expansion diameter.
Further, in step (3), the reinforcement bolt length l is obtained by a specification calculation:
Figure BDA0003300925430000033
wherein K is the anti-pulling safety coefficient of the anchor rod anchoring body; d' is the anchor bore diameter (m); f. ofrbkThe standard value (kPa) of the ultimate bonding strength of the rock-soil layer and the anchoring body is obtained through tests;
the following requirements are required to be met after the standard calculation is carried out:
(3.1) the length of the reinforcing anchor rod is not less than 5m and exceeds 1.5m of the potential slip fracture surface;
(3.2) the length of the reinforcing anchor rod is greater than the maximum distance D from tuff to an excavation surface by at least 1.5m, and at least one section of hole expanding section exists in the tuff area.
Has the advantages that: compared with the prior art, the invention has the characteristics that: the method is applied to reinforcing the tuff slope surface, the corresponding round or rectangular prefabricated reinforcing plates are prepared in advance according to the distribution, the geometric dimension and other parameters of the tuff in the slope after excavation, positioning and installation are carried out through positioning anchor rods, and then the prefabricated plates are anchored by using reaming reinforcing anchor rods according to the principle of equidistant variable-diameter staggered engagement. The invention has the characteristics of convenient and quick construction and simple and reasonable structure, can effectively deal with the conditions of fast weathering and easy softening when meeting water after the tuff side slope is excavated and exposed, and can fast seal and reinforce the tuff area in the side slope; meanwhile, the modularized prefabricated slab can reduce the on-site construction difficulty, and the prefabricated slab can be suitable for tuff slope reinforcement engineering under various working conditions by adjusting the size parameters and the anchoring point positions of the prefabricated slab, and has good operability.
Drawings
FIG. 1 is a flow chart of the operation of the present invention;
FIG. 2 is a top view of a prefabricated reinforcement plate (approximately rectangular) on a side slope excavation surface in an embodiment of the present invention;
FIG. 3 is a cross-sectional view of the positioning anchor and the hole enlarging reinforcement anchor in relation to the tuff formation in accordance with the present invention;
FIG. 4 is a layered structure view of the prefabricated reinforcement panel according to the present invention;
in the figures, 1 is the anchor rod eye, 2 is the anchor rod eye,
3 is a prefabricated reinforcing plate, 31 is an iron wire layer, 32 is a 30mm thick C30 concrete layer, 33 is a 2mm waterproof resin coating, 34 is a 20mm thick gravel drainage layer, and 35 is a 30mm thick C30 concrete layer;
4 is tuff, 5 is a positioning anchor rod, and 6 is a reinforcing anchor rod.
Detailed Description
The following examples are given for the detailed implementation and specific operation of the present invention, but the scope of the present invention is not limited to the following examples.
As shown in fig. 1, the operation method of the modular tuff slope prefabricated reinforcement structure of the invention comprises the following steps:
(1) determining the position and size parameters of the tuff 4 directly exposed on the excavation surface or buried below the excavation surface but above the potential slip crack surface after excavation through geological survey data or on-site survey;
the dimensional parameters include the shape of the tuff 4 projected on the excavation face,
the projection shape of the tuff 4 on the excavation surface is irregular, but can be approximate to a circular or rectangular shape, and the maximum area S of the projection and the maximum depth D vertical to the excavation surface are provided;
the specific approximation rule is as follows: if the area of the projected circumscribed circle is smaller than the area of the circumscribed rectangle, the circumscribed circle is approximately taken; otherwise, taking a circumscribed rectangle;
(2) determining the shape of the prefabricated reinforcing plate 3 according to the shape and the area of the projection of the tuff 4 on the excavation surface;
then positioning anchor rod points of four positioning anchor rods 5 are determined on the prefabricated reinforcing plate 3, and the number and the positions of the reinforcing anchor rods 6 are determined according to the area of the prefabricated reinforcing plate 3 and the positions of tuff 4;
the shape of the prefabricated reinforcing plate 3 can be selected from a circle or a rectangle;
the prefabricated reinforcing plate 3 is of a multilayer structure and sequentially comprises an iron wire mesh layer 31, a C30 concrete layer 32 with the thickness of 30mm, a waterproof resin coating 33 with the thickness of 2mm, a gravel drainage layer 34 with the thickness of 20mm and a C30 concrete layer 35 with the thickness of 30mm from bottom to top; as described in detail in fig. 4;
the diameter of the round prefabricated reinforcing plate 3 is 1.2 times of the diameter of an approximate circumscribed circle of a projection surface of tuff 4, and the side length of the rectangular prefabricated reinforcing plate 3 is 1.2 times of the side length of an approximate circumscribed rectangle of the projection surface of the tuff 4;
in addition, the area of the single prefabricated reinforcing plate 3 is less than or equal to 30m2(ii) a If the number of the prefabricated plates exceeds the preset number, splicing the prefabricated plates uniformly by adopting a plurality of rectangular prefabricated plates;
in addition, for the prefabricated reinforcing plate 3 with a circular shape, the positioning anchor rods 5 are positioned on two diameters which are perpendicular to each other, and are respectively positioned at two ends of the diameter and are 40cm away from the edge;
for the rectangular-shaped prefabricated reinforcement plate 3, the positioning anchor 5 is located at a distance of 40cm from both sides in the vicinity of the apex.
The reinforcing anchor rod 6 is arranged according to the effective radius influence principle, and meets the following conditions:
(2.1) the distance between every two adjacent reinforcing anchor rods 6 is at least 2 m;
(2.2) determining the effective influence radius R of the single reinforcing anchor rod 6 according to the following formula:
Figure BDA0003300925430000041
wherein S is the maximum area (m) of tuff projection surface2)；
Figure BDA0003300925430000051
For the hole expansion strengthening coefficient, 1.1 is taken when the number of hole expansion sections is less than or equal to 2, and 1.3 is taken when the number of hole expansion sections is greater than 2; h is the anchor hole depth, H is l +1(m), and l is the anchor rod length (m); d is the anchor rod diameter (mm);
(2.3) if the effective influence range of a single anchor rod can cover the projection area S, only one anchor rod needs to be arranged at the center of the circle of the round prefabricated reinforcing plate or the center of the rectangular prefabricated reinforcing plate; if a plurality of anchor rods are needed for reinforcement, on the basis of meeting the requirements of (2.1) and (2.2), the total effective influence area S 'of anchor rod reinforcement can cover the tuff 4 projection area, and S' is more than or equal to 1.1S;
(3) drilling on the slope according to the positions of the positioning anchor rod 5 and the reinforcing anchor rod 6 determined in the step (2), so as to form a positioning anchor rod hole 1 and a reinforcing anchor rod hole 2;
the depth of the positioning anchor rod hole 1 is 2m and is vertical to an excavation surface;
the reinforced anchor rod hole 2 is vertical to an excavation surface, the depth H of the reinforced anchor rod hole is determined according to the distribution condition of tuff 4 and the required anchoring force, and the reinforced anchor rod hole meets the following basic conditions: h is more than or equal to 5 m;
wherein, adopt equidistant variable diameter dislocation meshing reaming method to consolidating anchor rod hole 2, it is specific: arranging a reaming section in the same anchor rod hole at intervals of 1.5m from the excavation surface, and alternately reaming two adjacent reaming sections by adopting cylinders with different diameters, wherein the length is 0.5m, and the reaming diameters are respectively
Figure BDA0003300925430000052
And
Figure BDA0003300925430000053
wherein d' is the anchor rod aperture, d +60 mm; h is the anchor eye depth (mm); the adjacent two reinforcing anchor rods 6 adopt staggered engaging hole expansion, namely, the hole expansion sections at the same depth adopt a larger hole expansion diameter and a smaller hole expansion diameter, so that the anchoring effect is better exerted;
the length l of the reinforced anchor rod 6 is obtained through standard calculation:
Figure BDA0003300925430000054
wherein K is the anti-pulling safety coefficient of the anchor rod anchoring body; d' is the anchor bore diameter (m); f. ofrbkThe standard value (kPa) of the ultimate bonding strength of the rock-soil layer and the anchoring body is obtained through tests;
it needs to meet the following requirements after passing the specification calculation:
(3.1) the length of the reinforcing anchor rod 6 is not less than 5m and exceeds the potential slip crack surface by 1.5 m;
(3.2) the length of the reinforcing anchor rod 6 is at least 1.5m longer than the maximum distance D from the tuff 4 to the excavation surface, and at least one hole expanding section exists in the region of the tuff 4.
(4) Leveling the excavated surface, laying a layer of HDPE (high-density polyethylene) waterproof material with the thickness of 2mm and double rough surfaces, installing the prefabricated reinforcing plate 3 according to the 1 position of the positioning anchor rod hole, and anchoring by using a reinforcing anchor rod 6; and finally, adopting spray anchoring to reinforce other common rock stratums on the excavated surface, thereby ensuring that the final thickness of the rock stratums is consistent with that of the prefabricated reinforcing plate.
Example 1
A highway is built on the left side of a high slope by a certain project plan and is a deep-dug cutting. After the excavation of a certain step is finished, partial tuff stratum is exposed and needs to be quickly reinforced, the position and the shape of the tuff area can be obtained through early-stage geological survey data and field exploration, and the tuff is vertical to the tuff areaThe maximum depth D of the excavation surface is 8m, and the maximum area projected on the excavation surface is 11.5m2The projection of the positioning anchor rod on the excavation surface can be equivalent to a rectangle of 3m multiplied by 5m, so that the size of the prefabricated reinforcing plate is 3.6m multiplied by 6m, the position of the positioning anchor rod can be determined, the positioning anchor rod adopts HRB400 steel bars with the diameter of 16mm, the length of the positioning anchor rod is 2m, the positioning anchor rod is perpendicular to the excavation surface, and the aperture of the positioning anchor rod is 75 mm.
The ultimate bonding strength f of tuff and anchoring body can be obtained according to the testrbk1500kPa, 2000kN is taken as the anchor rod horizontal tension standard value, 24mm is taken as the reinforcing anchor rod diameter, 90mm is taken as the reinforcing anchor rod aperture d', and the anchor rod length can be obtained through calculation
Figure BDA0003300925430000061
The anchor eye depth is 13 m. Calculating the effective influence radius of a single reinforcing anchor rod:
Figure BDA0003300925430000062
planning to make the effective area of influence completely cover the tuff projection surface requires 4 anchors, the arrangement positions are shown in fig. 2.
Because the anchor hole depth is 13m, each anchor rod needs to be alternately provided with reaming sections with diameters of 220mm and 350mm, and the cross section of the position relation between the positioning anchor rod and the reaming reinforcing anchor rod and the tuff stratum is shown in figure 3.
The above is only a preferred embodiment of the present invention, and the protection scope of the present invention is not limited to the above-mentioned embodiments, and all technical solutions belonging to the idea of the present invention belong to the protection scope of the present invention. It should be noted that modifications and embellishments within the scope of the invention may be made by those skilled in the art without departing from the principle of the invention.

Claims (7)

1. The operation method of the modular tuff slope prefabricated reinforcement structure is characterized in that the installation and use specific operation steps of the modular prefabricated reinforcement structure are as follows:
(1) determining the position and size parameters of tuff directly exposed on an excavation surface or buried below the excavation surface but above a potential slip crack surface after excavation through geological survey data or on-site survey;
(2) determining the shape of the prefabricated reinforcing plate according to the shape and the area of the projection of tuff on the excavation surface;
then determining four positioning anchor rod points on the prefabricated reinforcing plate, and determining the number and the positions of the reinforcing anchor rods according to the area of the prefabricated reinforcing plate and the tuff position;
the shape of the prefabricated reinforcing plate can be selected from a circle or a rectangle;
(3) drilling on the slope according to the positions of the positioning anchor rod and the reinforcing anchor rod determined in the step (2), so as to form a positioning anchor rod hole and a reinforcing anchor rod hole;
(4) leveling the excavated surface, paving a layer of HDPE waterproof material with the thickness of 2mm and double rough surfaces, installing a prefabricated reinforcing plate according to the position of a positioning anchor rod hole site, and anchoring by using a reinforcing anchor rod; and finally, adopting spray anchoring to reinforce other common rock stratums on the excavated surface, thereby ensuring that the final thickness of the rock stratums is consistent with that of the prefabricated reinforcing plate.
2. The method for operating a modular tuff slope pre-fabricated reinforcing structure according to claim 1, wherein in step (1), said dimensional parameters include the shape of the projected tuff on the excavated surface,
the shape is irregular and is approximately circular or rectangular, and the maximum projected area S and the maximum depth D vertical to the excavation surface are the same;
the specific approximation rule is as follows: if the area of the projected circumscribed circle is smaller than the area of the circumscribed rectangle, the circumscribed circle is approximately taken; otherwise, the circumscribed rectangle is taken.
3. The method for operating a modular tuff slope pre-fabricated reinforcing structure according to claim 1,
in the step (2), the prefabricated reinforcing plate adopts a multilayer structure and sequentially comprises an iron wire mesh layer, a C30 concrete layer with the thickness of 30mm, a waterproof resin coating layer with the thickness of 2mm, a gravel drainage layer with the thickness of 20mm and a C30 concrete layer with the thickness of 30mm from bottom to top;
the diameter of the round prefabricated reinforcing plate is 1.2 times of the approximate diameter of the circumscribed circle of the tuff projection surface, and the side length of the rectangular prefabricated reinforcing plate is 1.2 times of the approximate length of the circumscribed rectangle of the tuff projection surface;
in addition, the area of the single prefabricated reinforcing plate is less than or equal to 30m2。
4. A method of operating a modular tuff slope pre-cast reinforcement structure according to claims 1 and 3,
for the round prefabricated reinforcing plate, the positioning anchor rod positions are taken on two mutually vertical diameters which are respectively positioned at two ends of the diameter and are 40cm away from the edge;
for a rectangular pre-fabricated reinforcing plate, the anchor location is taken at 40cm from both sides near the apex.
5. The method for operating a modular tuff slope pre-fabricated reinforcing structure according to claim 1,
in step (2), the reinforcing anchor rods are arranged according to the effective influence radius principle, and the following conditions are met:
(2.1) the distance between two adjacent reinforcing anchor rods is at least 2 m;
(2.2) determining the effective influence radius R of the single reinforcing anchor rod according to the following formula:
Figure FDA0003300925420000021
wherein S is the maximum area (m) of tuff projection surface2)；
Figure FDA0003300925420000022
For the hole expansion strengthening coefficient, 1.1 is taken when the number of hole expansion sections is less than or equal to 2, and 1.3 is taken when the number of hole expansion sections is greater than 2; h is anchor hole depthH ═ l +1(m), and l is the bolt length (m); d is the anchor rod diameter (mm);
(2.3) if the effective influence range of a single anchor rod can cover the projection area S, only one anchor rod needs to be arranged at the center of the circle of the round prefabricated reinforcing plate or the center of the rectangular prefabricated reinforcing plate; if a plurality of anchor rods are needed for reinforcement, on the basis of meeting the requirements of (2.1) and (2.2), the total effective influence area S 'of anchor rod reinforcement can cover the tuff projection area, and S' is more than or equal to 1.1S.
6. The method for operating a modular tuff slope pre-fabricated reinforcing structure according to claim 1,
in the step (3), the depth of the positioning anchor rod hole is 2m and is vertical to the excavation surface;
the reinforced anchor rod hole is vertical to an excavation surface, the depth H of the reinforced anchor rod hole is determined according to the distribution condition of tuff and the required anchoring force, and the reinforced anchor rod hole meets the following basic conditions: h is more than or equal to 5 m;
wherein, adopt equidistant variable diameter dislocation meshing reaming method to consolidating the anchor rod hole, it is specific: arranging a reaming section in the same anchor rod hole at intervals of 1.5m from the excavation surface, and alternately reaming two adjacent reaming sections by adopting cylinders with different diameters, wherein the length is 0.5m, and the reaming diameters are respectively
Figure FDA0003300925420000023
And
Figure FDA0003300925420000024
wherein d' is the anchor rod aperture, d +60 mm; h is the anchor eye depth (mm); and adjacent two reinforcing anchor rods adopt staggered engagement hole expansion, namely, the hole expansion sections at the same depth adopt a large hole expansion diameter and a small hole expansion diameter.
7. An operating method of a modular tuff slope pre-cast reinforcement structure according to claims 1 and 6, characterized in that in step (3), the reinforcement anchor rod length/is calculated by specification:
Figure FDA0003300925420000025
wherein K is the anti-pulling safety coefficient of the anchor rod anchoring body; d' is the anchor bore diameter (m); f. ofrbkThe standard value (kPa) of the ultimate bonding strength of the rock-soil layer and the anchoring body is obtained through tests;
the following requirements are required to be met after the standard calculation is carried out:
(3.1) the length of the reinforcing anchor rod is not less than 5m and exceeds 1.5m of the potential slip fracture surface;
(3.2) the length of the reinforcing anchor rod is greater than the maximum distance D from tuff to an excavation surface by at least 1.5m, and at least one section of hole expanding section exists in the tuff area.
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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114991807A (en) * 2022-05-16 2022-09-02 中国矿业大学(北京) Tunnel entrance and exit slope coupling double-compensation construction method

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GB1034033A (en) * 1963-01-28 1966-06-29 Ct Ex De Rech S Et D Etudes Du Improvements in or relating to methods and means for anchoring articles to the ground or other media
CN204212056U (en) * 2014-11-14 2015-03-18 任丘市永基建筑安装工程有限公司 A kind of can the bridge deck pavement structure of draining
CN210766816U (en) * 2019-08-26 2020-06-16 中国电建集团华东勘测设计研究院有限公司 Supporting construction for exposing weak objects in high and steep rock slope excavation

Patent Citations (3)

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Publication number Priority date Publication date Assignee Title
GB1034033A (en) * 1963-01-28 1966-06-29 Ct Ex De Rech S Et D Etudes Du Improvements in or relating to methods and means for anchoring articles to the ground or other media
CN204212056U (en) * 2014-11-14 2015-03-18 任丘市永基建筑安装工程有限公司 A kind of can the bridge deck pavement structure of draining
CN210766816U (en) * 2019-08-26 2020-06-16 中国电建集团华东勘测设计研究院有限公司 Supporting construction for exposing weak objects in high and steep rock slope excavation

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114991807A (en) * 2022-05-16 2022-09-02 中国矿业大学(北京) Tunnel entrance and exit slope coupling double-compensation construction method
CN114991807B (en) * 2022-05-16 2023-08-18 中国矿业大学(北京) Tunnel entrance and exit side slope coupling double-compensation construction method

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