CN112554923A - Prestressed anchor cable continuous steel beam structure, design and construction method - Google Patents
Prestressed anchor cable continuous steel beam structure, design and construction method Download PDFInfo
- Publication number
- CN112554923A CN112554923A CN202011428771.2A CN202011428771A CN112554923A CN 112554923 A CN112554923 A CN 112554923A CN 202011428771 A CN202011428771 A CN 202011428771A CN 112554923 A CN112554923 A CN 112554923A
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- steel
- anchor
- anchor cable
- steel beam
- surrounding rock
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
- E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts
Abstract
The invention discloses a prestressed anchor cable continuous steel beam structure, a design and a construction method, which are suitable for reinforcing a weak surrounding rock underground cavern, adopt continuous steel beams to replace a concrete wall body, strengthen the integrity of anchor cable support, have stronger adaptability to large deformation of surrounding rock, and compared with a concrete structure, adopt continuous steel beams to connect anchor cables, have stronger adaptability to large deformation of surrounding rock, and the steel strength is higher than that of concrete, so the required steel beam is small in height, and the occupied space can be reduced. The structure includes anchor rope, steel anchor head, girder steel, the girder steel includes a plurality of shaped steel of arranging along the country rock, and a plurality of steel anchor heads are arranged to the girder steel side, the country rock is inserted to anchor rope one end, and the anchor rope other end is fixed in through the steel anchor head the girder steel.
Description
Technical Field
The invention belongs to the technical field of rock engineering reinforcement, and relates to a prestressed anchor cable continuous steel beam structure suitable for reinforcing a weak surrounding rock underground cavern, which is favorable for improving the overall stability of the weak surrounding rock underground cavern and achieving the purpose of rapid construction.
Background
Underground works are generally selected to be built in well-conditioned formations. Limited geological exploration and complex geological conditions, however, result in subterranean caverns being localized within weak surrounding rock. Except for conventional measures such as encryption of common anchor rods and thickening of concrete sprayed layers, the method usually considers that a prestressed anchor cable is adopted to anchor shallow loose ring rock to a deep stable rock layer. When the weak surrounding rock is low in strength and causes large deformation of the surrounding rock, the weak surrounding rock is replaced by the rigid concrete wall, and the concrete wall is pulled by the prestressed anchor cables. The rigid concrete wall and the isolated prestressed anchor cables form an active supporting system, and the overall stability of the weak surrounding rock is improved. However, the concrete wall and prestressed anchor cable combined structure is used for reinforcing weak surrounding rocks, and important consideration is needed to avoid cracking of the concrete wall body caused by large deformation of the weak surrounding rocks.
Disclosure of Invention
The invention aims to overcome the defects of the concrete wall and the prestressed anchor cable combined structure in the prior art, adopts the continuous steel beam to replace the concrete wall, strengthens the integrity of anchor cable support, and provides the prestressed anchor cable continuous steel beam structure, the design and the construction method which are suitable for reinforcing the weak surrounding rock underground cavern and have stronger adaptability to large deformation of the surrounding rock.
In order to achieve the purpose, the invention adopts the following technical scheme:
the invention discloses a prestressed anchor cable steel beam structure which is suitable for reinforcing a soft surrounding rock underground cavern and comprises an anchor cable, steel anchor heads and a steel beam, wherein the steel beam comprises a plurality of section steels arranged along the surrounding rock, the steel anchor heads are arranged on the side surface of the steel beam, one end of the anchor cable is inserted into the surrounding rock, and the other end of the anchor cable is fixed on the steel beam through the steel anchor heads.
Preferably, the steel beam comprises four I-shaped section steels horizontally arranged along the surrounding rock, and two section steels arranged side by side are respectively arranged above and below the anchor cable.
Preferably, a gap for accommodating the anchor cable to pass through is reserved between the section steel positioned above the anchor cable and the section steel positioned below the anchor cable, and an isolation cushion block is arranged in the gap.
Preferably, a connecting steel plate is arranged on the outer side of the steel beam and is connected with the top surfaces of the flanges of all the section steels at the same time.
As preferred, the steel anchor head includes top backing plate, bottom surface backing plate, middle part steel pipe and floor, and top backing plate and bottom surface backing plate are connected respectively to middle part steel pipe both ends, and the contained angle between top backing plate and the bottom surface backing plate corresponds the inclination of anchor rope, the floor is the radioactivity and arranges around the middle part steel pipe, and top backing plate and bottom surface backing plate are connected respectively to the floor both ends.
Preferably, the bottom base plate is connected with the steel beam, and the boundary of the bottom base plate exceeds the web plates of the steel sections at the uppermost row and the lowermost row.
Preferably, a plurality of temporary steel brackets are arranged below the steel beam and fixed on the surrounding rock by anchor bars.
Preferably, the surface of the surrounding rock is paved with a sprayed concrete layer, and the non-shrinkage material fills the gap between the steel beam and the sprayed concrete layer.
The invention also provides a construction method of the prestressed anchor cable steel girder structure, which comprises the following steps:
step 101, spraying a concrete layer on the surface of a rock surface area excavated by steel beams to be arranged and leveling;
102, completing anchor cable drilling, cable laying and grouting;
103, drilling and grouting anchor bars of the temporary steel bracket; installing a temporary steel corbel;
104, hoisting and placing the two steel beams subjected to zinc plating and corrosion prevention treatment below the temporary steel corbels; laying an isolation cushion block on the top of the steel beam below; two steel beams above the galvanized and anticorrosive steel beams are hoisted and placed on the isolation cushion block;
step 105, installing a steel anchor head and a connecting steel plate; tensioning and locking the anchor cable;
106, pouring a non-shrinkage material into a gap between the steel beam and the sprayed concrete layer; and covering the exposed steel structure with the re-sprayed concrete.
The invention also provides a design method of the prestressed anchor cable steel girder structure, which comprises the following steps:
202, during steel beam design, an anchor cable is generalized to be a hinged support, the structure of a prestressed anchor cable steel beam is simplified to be a continuous beam calculation model, the maximum nonuniform surrounding rock deformation obtained in the step 1 is applied along the steel beam, local anchor cable force is applied to the steel beam at the support part, the anchor cable force is the maximum value of the maximum anchor cable stress obtained in the step 1 and the designed tonnage of the anchor cable, the internal force of a single steel beam is calculated by the continuous beam calculation model on the assumption that all the steel beams are uniformly stressed, and the Von-Mises stress of the steel beam is checked to be not greater than the yield strength of the steel beam;
and step 204, the temporary steel corbels mainly bear the dead weight of the steel beams and other accessories, and the diameter, yield strength and anchoring length of the anchor bars are determined by verifying the bearing capacity of the rod body, the shearing force between the rod body and the grouting body and the shearing force between the grouting body and the drilled hole.
Therefore, the invention has the following beneficial effects: (1) the steel section beams with sufficient rigidity and strength are adopted to connect prestressed anchor cables with the same elevation, and the prestressed anchor cables share and coordinate the deformation of surrounding rocks, so that the stress of the anchor cables is balanced, and the risk that the force of the anchor cables exceeds the designed tonnage is reduced; (2) the prestressed anchor cable continuous steel beam structure is used for serially connecting the point supporting force provided by the anchor cable into a strip supporting force, so that the overall stability of the cavern is improved; (3) compared with a concrete structure, the anchor cable connected by the continuous steel beams has stronger adaptability to large deformation of surrounding rocks, and the strength of steel is higher than that of concrete, so that the required steel beams are small in height, and the occupied space can be reduced; (4) the steel member processing is mainly completed in a factory, and the construction in the hole is not influenced. The steel beam is convenient to mount, and the construction period is saved.
Drawings
FIG. 1 is a schematic structural view of a prestressed anchorage cable continuous steel beam suitable for reinforcing a soft surrounding rock underground cavern provided by the invention.
FIG. 2 is a sectional view of a prestressed anchorage cable continuous steel beam structure suitable for reinforcing a soft surrounding rock underground cavern provided by the invention.
The figure is marked with: 1. an anchor cable structure; 2. a steel anchor head; 201. a top backing plate; 202. a bottom surface base plate; 203. a middle steel pipe; 204. a rib plate; 3. temporary steel corbels; 4. a section steel girder; 5. no shrinkage material is poured; 6. spraying a concrete layer; 7. excavating a rock face; 8. isolating the cushion blocks; 9. and connecting the steel plates.
Detailed Description
The invention is further described with reference to the following figures and detailed description.
As shown in fig. 1 and 2, the prestressed anchor cable steel beam structure is suitable for reinforcing a soft surrounding rock underground cavern, and is characterized by comprising an anchor cable 1, steel anchor heads 2 and a steel beam 4, wherein the steel beam 4 comprises a plurality of section steels arranged along the surrounding rock, the steel anchor heads 2 are arranged on the side surface of the steel beam 4, one end of the anchor cable 1 is inserted into the surrounding rock, and the other end of the anchor cable 1 is fixed on the steel beam 4 through the steel anchor heads 2.
The steel beam 4 comprises four I-shaped section steels horizontally arranged along the surrounding rock, and two section steels arranged side by side are respectively arranged on the upper part and the lower part of the anchor cable 1. A gap for accommodating the anchor cable 1 to pass through is reserved between the section steel positioned above the anchor cable 1 and the section steel positioned below the anchor cable 1, and an isolation cushion block 8 is arranged in the gap. And a connecting steel plate 9 is arranged on the outer side of the steel beam 4, and the connecting steel plate 9 is simultaneously connected with the top surfaces of the flanges of all the section steels.
The steel anchor head 2 comprises a top base plate 201, a bottom base plate 202, a middle steel pipe 203 and a rib plate 204, wherein the two ends of the middle steel pipe 203 are respectively connected with the top base plate 201 and the bottom base plate 202, the included angle between the top base plate 201 and the bottom base plate 202 corresponds to the inclination angle of the anchor cable 1, the rib plate 204 is arranged around the middle steel pipe 203 in a radioactive mode, and the two ends of the rib plate 204 are respectively connected with the top base plate 201 and the bottom base plate 202. The bottom plate 202 is connected with the steel beam 4, and the boundary of the bottom plate 202 exceeds the web plates of the steel sections at the uppermost row and the lowermost row.
A plurality of temporary steel brackets 3 are arranged below the steel beam 4, and the temporary steel brackets 3 are fixed on surrounding rocks by anchor bars. A sprayed concrete layer 6 is paved on the surface of the surrounding rock 1, and a shrinkage-free material 5 is filled in a gap between the steel beam 4 and the sprayed concrete layer 6.
The embodiment of the application also provides a construction method for the prestressed anchor cable steel girder structure, which comprises the following steps:
step 101, spraying a concrete layer 6 on the surface of the area, excavated by the rock face 7, of the steel beam 4 to be arranged and leveling.
And 102, completing drilling, cable descending and grouting of the anchor cable 1.
103, drilling and grouting the anchor bars of the temporary steel bracket 3; and installing a temporary steel corbel 3.
104, hoisting and placing the two galvanized and anticorrosive lower steel beams 4 on the temporary steel corbels 3; laying an isolation cushion block 8 on the top of the steel beam 4 below; two steel beams 4 above the galvanized anticorrosive treatment are hoisted and placed on the isolation cushion block 8.
Step 105, installing a steel anchor head 2 and a connecting steel plate 9; and tensioning and locking the anchor cable 1.
106, pouring a non-shrinkage material 5 into a gap between the steel beam 4 and the sprayed concrete layer 6; and covering the exposed steel structure with the re-sprayed concrete.
The embodiment of the application also provides a design method for the prestressed anchor cable steel girder structure, which comprises the following steps:
And step 204, the temporary steel corbel 3 mainly bears the dead weight of the steel beam 4 and other accessories, and the diameter, yield strength and anchoring length of the anchor bars are determined by verifying the bearing capacity of the rod body, the shearing force between the rod body and the grouting body and the shearing force between the grouting body and the drilled hole.
The invention adopts the steel section beams with enough rigidity and strength to connect the prestressed anchor cables with the same elevation, and the steel section beams share and coordinate the deformation of surrounding rocks, thereby balancing the stress of the anchor cables and reducing the risk that the force of the anchor cables exceeds the designed tonnage; the prestressed anchor cable continuous steel beam structure is used for serially connecting the point supporting force provided by the anchor cable into a strip supporting force, so that the overall stability of the cavern is improved; compared with a concrete structure, the anchor cable connected by the continuous steel beams has stronger adaptability to large deformation of surrounding rocks, and the strength of steel is higher than that of concrete, so that the required steel beams are small in height, and the occupied space can be reduced; the steel member processing is mainly completed in a factory, and the construction in the hole is not influenced. The steel beam is convenient to mount, and the construction period is saved.
Claims (10)
1. The utility model provides a prestressed anchorage cable girder steel structure, the structure is applicable to and consolidates weak surrounding rock underground cavern, characterized by, including anchor rope (1), steel anchor head (2), girder steel (4) include a plurality of shaped steel of arranging along the surrounding rock, and a plurality of steel anchor heads (2) are arranged to girder steel (4) side, the surrounding rock is inserted to anchor rope (1) one end, and anchor rope (1) other end is fixed in through steel anchor head (2) girder steel (4).
2. The prestressed anchor cable steel girder structure of claim 1, wherein the steel girder (4) comprises four i-shaped sections horizontally arranged along the surrounding rock, and two sections arranged side by side are respectively arranged above and below the anchor cable (1).
3. The prestressed anchor cable steel girder structure of claim 2, wherein a gap for accommodating the anchor cable (1) is left between the section steel positioned above the anchor cable (1) and the section steel positioned below, and a spacer block (8) is provided in the gap.
4. The prestressed anchorage cable steel girder structure of claim 2, wherein a connection steel plate (9) is provided outside the steel girder (4), and the connection steel plate (9) is connected to the top surfaces of the flanges of all the sections at the same time.
5. The steel beam structure of the prestressed anchor cable according to claim 1, wherein the steel anchor head (2) comprises a top base plate (201), a bottom base plate (202), a middle steel tube (203) and a rib plate (204), two ends of the middle steel tube (203) are respectively connected with the top base plate (201) and the bottom base plate (202), an included angle between the top base plate (201) and the bottom base plate (202) corresponds to an inclined angle of the anchor cable (1), the rib plate (204) is radially arranged around the middle steel tube (203), and two ends of the rib plate (204) are respectively connected with the top base plate (201) and the bottom base plate (202).
6. The prestressed anchor cable steel girder structure of claim 5, wherein the bottom plate (202) is connected to the steel girder (4), and the bottom plate (202) is defined to extend over the webs of the uppermost and lowermost steel sections.
7. The prestressed anchorage cable steel beam structure of claim 1, wherein a plurality of temporary steel corbels (3) are arranged below the steel beam (4), and the temporary steel corbels (3) are fixed on surrounding rocks by anchor bars.
8. The prestressed anchorage cable steel girder structure of claim 1, wherein a shotcrete layer (6) is laid on the surface of the surrounding rock (1), and the non-shrinkable material (5) fills the gap between the steel girder (4) and the shotcrete layer (6).
9. A construction method of a prestressed anchor cable steel girder structure is characterized by comprising the following steps:
step 101, spraying a concrete layer (6) on the surface of an excavated rock face (7) area of a steel beam (4) to be arranged and leveling;
102, drilling, rope descending and grouting of the anchor cable (1) are completed;
103, drilling and grouting the anchor bars of the temporary steel corbel (3); installing a temporary steel corbel (3);
104, hoisting and placing the two steel beams (4) which are subjected to zinc plating and corrosion prevention treatment and are arranged below the temporary steel corbels (3); paving an isolation cushion block (8) on the top of the steel beam (4) below; two steel beams (4) which are galvanized and anticorrosive treated and are arranged above the steel beams are hoisted and placed on the isolation cushion block (8);
step 105, installing a steel anchor head (2) and a connecting steel plate (9); tensioning and locking the anchor cable (1);
106, pouring a non-shrinkage material (5) into a gap between the steel beam (4) and the sprayed concrete layer (6); and covering the exposed steel structure with the re-sprayed concrete.
10. A design method of a prestressed anchor cable steel girder structure is characterized by comprising the following steps:
step 201, extracting surrounding rock deformation which the steel beam (4) needs to bear and stress of the anchor cables (1) from numerical calculation results of the underground cavern, and counting to obtain the maximum uneven deformation and the maximum stress of the anchor cables (1), wherein the surrounding rock deformation and the stress of the anchor cables (1) which are borne by the steel beam (4) refer to the deformation and the stress caused by further excavation of the cavern after the steel beam (4) and the anchor cables (1) are installed;
202, when designing a steel beam (4), generalizing an anchor cable (1) into a hinged support, simplifying a prestressed anchor cable steel beam structure into a continuous beam calculation model, applying the maximum nonuniform surrounding rock deformation obtained in the step 1 along the steel beam, applying a local anchor cable (1) force on the steel beam at the support part, wherein the anchor cable (1) force is the maximum anchor cable stress obtained in the step 1 and the maximum value of the designed tonnage of the anchor cable (1), assuming uniform stress of all the steel beams, calculating the internal force of a single steel beam by using the continuous beam calculation model, and checking that the Von-Mises stress of the steel beam is not greater than the yield strength of the steel beam;
203, when designing the steel anchor head (2), simulating the steel anchor head (2) and the steel beam (4) by using finite element software, wherein the bottom surface of the steel beam (4) at the bottom of the steel anchor head (2) is provided with spring constraint, the spring stiffness is solved by using a Barkan formula, the maximum nonuniform surrounding rock deformation obtained in the step 1 is applied along the steel beam (4) by considering the surrounding rock deformation modulus and the size effect of the contact surface of the steel beam and the surrounding rock, local anchor cable stress is applied to the steel beam (4) at the support part, the anchor cable stress is the maximum anchor cable stress obtained in the step 1 and the maximum value of the designed tonnage of the anchor cable (1), the surrounding rock deformation direction is opposite to the anchor cable stress direction, and the Von-Mises stress of the steel anchor head is not more than the yield strength of;
and 204, the temporary steel corbel (3) mainly bears the dead weight of the steel beam (4) and other accessories, and the diameter, yield strength and anchoring length of the anchor bar are determined by verifying the bearing capacity of the rod body, the shearing force between the rod body and the grouting body and the shearing force between the grouting body and the drilled hole.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011428771.2A CN112554923A (en) | 2020-12-09 | 2020-12-09 | Prestressed anchor cable continuous steel beam structure, design and construction method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011428771.2A CN112554923A (en) | 2020-12-09 | 2020-12-09 | Prestressed anchor cable continuous steel beam structure, design and construction method |
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| CN112554923A true CN112554923A (en) | 2021-03-26 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN202011428771.2A Pending CN112554923A (en) | 2020-12-09 | 2020-12-09 | Prestressed anchor cable continuous steel beam structure, design and construction method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113202530A (en) * | 2021-06-07 | 2021-08-03 | 河南理工大学 | Shear-resistant anchor cable supporting structure and method adopted by large-deformation roadway |
| CN114974478A (en) * | 2022-06-10 | 2022-08-30 | 山东大学 | Crystal metal material right-angle micro-cutting modeling method and system considering strain rate |
-
2020
- 2020-12-09 CN CN202011428771.2A patent/CN112554923A/en active Pending
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113202530A (en) * | 2021-06-07 | 2021-08-03 | 河南理工大学 | Shear-resistant anchor cable supporting structure and method adopted by large-deformation roadway |
| WO2022257864A1 (en) * | 2021-06-07 | 2022-12-15 | 河南理工大学 | Shear-resistant anchor cable support structure used for large-deformation roadway and support method |
| CN113202530B (en) * | 2021-06-07 | 2023-02-17 | 河南理工大学 | Shear-resistant anchor cable supporting structure and method adopted by large-deformation roadway |
| CN114974478A (en) * | 2022-06-10 | 2022-08-30 | 山东大学 | Crystal metal material right-angle micro-cutting modeling method and system considering strain rate |
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