CN214219647U - Large-tonnage cable-stayed bunched rock anchor system and suspension bridge - Google Patents
Large-tonnage cable-stayed bunched rock anchor system and suspension bridge Download PDFInfo
- Publication number
- CN214219647U CN214219647U CN202120014323.1U CN202120014323U CN214219647U CN 214219647 U CN214219647 U CN 214219647U CN 202120014323 U CN202120014323 U CN 202120014323U CN 214219647 U CN214219647 U CN 214219647U
- Authority
- CN
- China
- Prior art keywords
- anchor
- anchor rod
- slip ring
- rock
- bundling
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The utility model discloses a large-tonnage oblique-pulling bunched rock anchor system, which comprises an anchor hole, an anchor rod main body structure and high-strength steel fiber concrete; an anchor chamber is arranged in the anchor hole, and the anchor rod main body structure comprises a bundling anchor rod main rib assembly and a chain type slip ring assembly sleeved on the bundling anchor rod main rib assembly; the lowest end of the chain type slip ring component is fixedly connected to the bottom of the main bar component of the bundling anchor rod; the chain type slip ring component can freely slide along the main rib component of the bundling anchor rod, and can be unfolded under the action of gravity to form a corrugated string type structure after being installed and positioned in the anchor hole, and the corrugated string type structure is positioned in the anchor chamber; and high-strength steel fiber concrete is poured into the anchor hole and is bonded with the chain type slip ring component to bear pressure. The utility model also discloses a suspension bridge that contains above-mentioned rock anchor system. The utility model discloses a rock anchor system utilizes anchor rod owner muscle subassembly tied in a bundle to hold and draws, and chain slip ring subassembly, high-strength steel fiber concrete and rock mass carry out the pressure-bearing together, and the structure atress is clear and definite, and the atress performance is reliable.
Description
Technical Field
The utility model relates to a civil engineering field such as bridge engineering, building engineering, concretely relates to large-tonnage draws rock bolt tied in a bundle system and suspension bridge to one side.
Background
With the construction of a large number of suspension bridge in mountainous area and the characteristics of the bridge in mountainous area, the selection of suspension bridge type is concerned. The anchor is the main bearing component of suspension bridge, and the superstructure load of suspension bridge passes through the jib and transmits to the main push-towing rope, and then transmits to the anchor by the main push-towing rope, and the anchor is related to the success or failure of bridge construction. The common anchor ingots of the suspension bridge are a gravity anchor ingot and a tunnel anchor ingot, and the gravity anchor ingot resists huge main cable tension through self weight and frictional resistance and embedment force between the gravity anchor ingot and a foundation. The tunnel type anchor ingot transfers the main cable force to the rock mass and bears huge main cable tension by means of the frictional resistance and the clamping effect of the rock mass.
Due to the limitation of the construction environment of the mountainous area, the gravity type anchor ingot has large excavation amount and needs large concrete volume, so that the gravity type anchor ingot is difficult to construct, the material consumption is large, and the environment is damaged; the tunnel type anchor ingot needs to excavate a variable cross-section long and deep tunnel, the excavation difficulty is large, the construction period is long, the safety risk is high, and the force transmission mechanism is unclear. The design of anchor becomes the key problem of mountain area bridge design.
It is therefore evident that the above-mentioned conventional rock anchor systems still have inconveniences and drawbacks in structure, method and use, and further improvements are needed. How to create a large-tonnage diagonal tension bunched rock anchor system with simple site construction, definite structural stress and reliable stress performance becomes an object which is greatly required to be improved in the industry at present.
SUMMERY OF THE UTILITY MODEL
The to-be-solved technical problem of the utility model is to provide a large-tonnage draws rock anchor system tied in a bundle to one side, makes its site operation simple, the structure atress is clear and definite, the atress dependable performance to overcome the not enough of current rock anchor system.
In order to solve the technical problem, the utility model adopts the following technical scheme:
a large-tonnage diagonal tension bunched rock anchor system comprises an anchor hole, an anchor rod main body structure and high-strength steel fiber concrete; an anchor chamber is arranged in the anchor hole, and the anchor rod main body structure comprises a bundling anchor rod main rib assembly and a chain type slip ring assembly sleeved on the bundling anchor rod main rib assembly; the lowest end of the chain type slip ring component is fixedly connected to the bottom of the main rib component of the bundling anchor rod; the chain type slip ring component can freely slide along the main rib component of the bundling anchor rod, and can be unfolded under the action of gravity to form a corrugated string type structure after being installed and positioned in the anchor hole, and the corrugated string type structure is positioned in the anchor chamber; the high-strength steel fiber concrete is poured into the anchor hole, and the high-strength steel fiber concrete and the chain type slip ring assembly are bound together to bear pressure.
As a further improvement of the utility model, the chain type slip ring component comprises a plurality of segment type lantern rings which are sleeved on the main bar component of the bundling anchor rod and are arranged discontinuously; the sectional lantern ring at the lowest end is fixedly connected to the bottom of the main rib component of the bundling anchor rod; be equipped with the structure that two segmental bearing ribs of a plurality of groups are constituteed between per two adjacent segmental lantern rings, all adopt articulated mode between two segmental bearing ribs of every group and between segmental bearing rib and the segmental lantern ring.
Furthermore, the end parts of each group of two segment pressure-bearing ribs are connected by adopting a half-open type movable hinge, and the other end parts of the two segment pressure-bearing ribs are respectively connected to two adjacent segment type lantern rings by adopting a half-open type movable hinge.
Furthermore, a circle of half-open movable hinges are discontinuously arranged at the end part of the lantern ring along the circumference of the sectional lantern ring at the two ends, and the turning directions are consistent; the segmental lantern ring positioned in the middle is provided with paired half-opened movable hinges at the end part of the lantern ring along a circle of circumference at intervals, and the rotation directions are opposite back to back.
Further, when the chain type slip ring assembly is unfolded under the action of gravity to form a corrugated string structure, the opening included angle between the segment pressure-bearing rib positioned at the upper section and the main rib assembly of the bundling anchor rod in each group of two segment pressure-bearing ribs is 30-60 degrees; and/or when the chain type slip ring assembly is unfolded under the action of gravity to form a corrugated string structure, the opening included angle between the segment bearing rib positioned at the lower section and the main rib assembly of the bundling anchor rod in each group of two segment bearing ribs is 90 degrees.
Furthermore, the sectional type lantern ring adopts a sectional type spiral ring rib.
Furthermore, the main rib assembly of the bundling anchor rod comprises a grouting corrugated pipe and a plurality of high-strength prestress steel rods, and is restrained and fixed by a fixing ring.
Furthermore, two fixing rings are arranged and are respectively positioned at the upper part and the bottom part of the main rib assembly of the bundling anchor rod, and the fixing ring positioned at the bottom part is used as an anchor head; the chain type slip ring component is fixedly connected to the bottom of the main rib component of the bundling anchor rod through an anchor head.
The utility model also discloses a suspension bridge, it contains foretell large-tonnage and draws rock bolt system tied in a bundle to one side.
By adopting the technical scheme, the utility model discloses following beneficial effect has at least:
1. the utility model discloses creatively invented a large-tonnage and drawn a bundle rock anchor system to one side, this system utilizes anchor rod owner muscle subassembly tied in a bundle to bear and draw, and chain slip ring subassembly, high-strength steel fiber concrete and rock mass bear the pressure together, and the structure atress is clear and definite, can bear great outer axial load, and application scope is wide, and the atress performance is reliable.
2. The utility model discloses a large-tonnage draws rock bolt system tied in a bundle to one side for stock major structure realizes whole factory production and assembly, need not to assemble at the job site, and the site operation step is simple clear and definite; meanwhile, the rock mass has small damage surface, reliable anchoring performance, high safety performance, material saving and environmental protection.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the description of the embodiments will be briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to these drawings without creative efforts;
FIG. 1 is a schematic elevation view of an anchor eye and an anchor chamber;
fig. 2 is a schematic view illustrating the installation of a large-tonnage diagonal tension rock cluster anchor system according to an embodiment of the present invention;
fig. 3 is a schematic view of a large-tonnage diagonal tension rock cluster anchor system according to an embodiment of the present invention;
fig. 4 is a schematic structural view (as-is) of the anchor rod main body;
fig. 5 is a schematic structural diagram (change state) of the anchor rod main body;
FIG. 6 is a schematic view of a main rib assembly of the bundling anchor rod;
FIG. 7 is a schematic illustration of a chain slip ring assembly in an undisturbed state;
in the figure, 1-a main bar component of a bundling anchor rod; 11-high-strength prestressed steel bars; 12-grouting corrugated pipe; 13-a fixed ring; 2-chain slip ring assembly; 21-a segmented collar; 22-segment bearing ribs; 23-half-open type movable hinge; 3-anchor hole; 31-anchor chamber.
Detailed Description
The technical solutions in the embodiments of the present invention will be described clearly and completely with reference to the accompanying drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only some embodiments of the present invention, not all embodiments.
As shown in fig. 1-3, a large-tonnage diagonal tension rock-concentrating anchor system comprises an anchor hole 3, an anchor rod main body structure and high-strength steel fiber concrete; an anchor chamber 31 is arranged in the anchor hole 3, and the anchor rod main body structure comprises a bundling anchor rod main rib component 1 and a chain type slip ring component 2 sleeved on the bundling anchor rod main rib component; the lowest end of the chain type slip ring component 2 is fixedly connected to the bottom of the bundling anchor rod main rib component 1; the upper end of the chain type slip ring component 2 is a free end, the chain type slip ring component 2 can freely slide along the main bar component 1 of the bundling anchor rod, and can be unfolded under the action of gravity to form a wave-fold string structure after being installed and positioned in the anchor hole 3, and the wave-fold string structure is positioned in the anchor chamber 31; high-strength steel fiber concrete is poured into the anchor hole 3, and the high-strength steel fiber concrete and the chain type slip ring component 2 are bonded together to bear pressure.
With reference to fig. 4, 5 and 6, the bundled anchor rod main rib assembly 1 includes a grouting corrugated pipe 12 and a plurality of high-strength prestressed steel bars 11, and is restrained and fixed by a fixing ring 13. Wherein, the high-strength prestressed steel bar 11 is a main stress component in a large-tonnage diagonal tension rock-clustering anchor system; the grouting corrugated pipe 12 is fixedly restrained with the high-strength prestressed steel bar 11 through a fixing ring 13 to form an integral structure, and the grouting corrugated pipe 12 is a grouting member in the anchor hole. The two fixing rings 13 are respectively positioned at the upper part and the bottom part of the main rib assembly 1 of the bundling anchor rod, and the fixing ring 13 positioned at the bottom part is used as an anchor head.
As shown in fig. 4, 5 and 7, the chain type slip ring assembly 2 comprises a plurality of sectional type lantern rings 21, and the sectional type lantern rings 21 are sleeved on the bundling anchor rod main rib assembly 1 and are arranged discontinuously; the sectional lantern ring 21 at the lowest end is fixedly connected to the bottom of the main rib component 1 of the bundling anchor rod through an anchor head; be equipped with the structure that two segmental bearing ribs 22 of a plurality of groups are constituteed between per two adjacent segmental lantern rings 21, all adopt articulated mode between two segmental bearing ribs 22 of every group and between segmental bearing rib 22 and the segmental lantern ring 21.
Preferably, the connecting ends of each two segment bearing ribs 22 are connected by a half-opened movable hinge 23, and the other ends of the two segment bearing ribs 22 are respectively connected to two adjacent segment type lantern rings 21 by a half-opened movable hinge 23. The segment type lantern rings 21 at the two ends are provided with a circle of half-opened movable hinges 23 at the end part of the lantern ring along the circumference at intervals, and the half-opened movable hinges 23 in the circle have the same turning direction; the segment type lantern ring 21 positioned in the middle is provided with paired half-opened movable hinges 23 at the end part of the lantern ring along a circle discontinuously, and the rotating directions of the paired half-opened movable hinges 23 are opposite back to back.
As shown in fig. 3 and 5, when the chain-type slip ring assembly 2 is unfolded under the action of gravity to form a corrugated string structure, the opening included angle between the segment bearing rib 22 at the upper section and the main rib assembly of the bundling anchor rod in each group of two segment bearing ribs 22 is 30-60 °. In each group of two segment bearing ribs 22, the opening included angle between the segment bearing rib 22 at the lower segment and the main rib assembly of the bundling anchor rod is 90 degrees.
Preferably, the segmented collar 21 is in the form of a segmented helical rib.
The large-tonnage cable-stayed bunched rock anchor system can be constructed according to the following construction method, which comprises the following steps:
the method comprises the following steps: a small-diameter inclined hole is formed at the designed anchor point position on the rock mass;
step two: after the hole is formed to the designed height, performing in-hole micro blasting, performing rotary reaming by adopting a drill rod until an anchor chamber is formed, and then performing indoor dust collection and slag removal;
step three: manufacturing an anchor rod main body structure in a factory, and carrying out positioning installation after detection on the anchor rod main body structure;
step four: the temporary anchoring of the chain type slip ring component is released, so that the chain type slip ring component slides downwards under the action of gravity or small external thrust to form a wave-fold string structure;
step five: and high-strength steel fiber concrete is poured in the hole, and after the high-strength steel fiber concrete reaches a certain strength, the high-strength steel fiber concrete and the chain type slip ring assembly are bonded together to bear pressure.
The large-tonnage cable-stayed bunched rock anchor system can be directly applied to a suspension bridge and used as an anchor ingot part of the suspension bridge.
The large-tonnage cable-stayed bunched rock anchor system utilizes the main bar component of the bunched anchor rod to carry out bearing and pulling, the chain type slip ring component, the high-strength steel fiber concrete and the rock mass carry out bearing together, the structure is stressed clearly, larger external axial load can be borne, the application range is wide, and the stress performance is reliable. When the large-tonnage cable-stayed bunched rock anchor system is constructed, the anchor rod main body structure can be manufactured and assembled in a whole factory, assembly on a construction site is not needed, and the site construction steps are simple and clear; meanwhile, the rock mass has small damage surface, reliable anchoring performance and high safety performance.
The above description is only for the preferred embodiment of the present invention, and not intended to limit the present invention in any way, and those skilled in the art can make various modifications, equivalent changes and modifications using the above-described technical content, all of which fall within the scope of the present invention.
Claims (9)
1. A large-tonnage oblique-pulling bunched rock anchor system is characterized by comprising an anchor hole, an anchor rod main body structure and high-strength steel fiber concrete;
an anchor chamber is arranged in the anchor hole, and the anchor rod main body structure comprises a bundling anchor rod main rib assembly and a chain type slip ring assembly sleeved on the bundling anchor rod main rib assembly; the lowest end of the chain type slip ring component is fixedly connected to the bottom of the main rib component of the bundling anchor rod; the chain type slip ring component can freely slide along the main rib component of the bundling anchor rod, and can be unfolded under the action of gravity to form a corrugated string type structure after being installed and positioned in the anchor hole, and the corrugated string type structure is positioned in the anchor chamber;
the high-strength steel fiber concrete is poured into the anchor hole, and the high-strength steel fiber concrete and the chain type slip ring assembly are bound together to bear pressure.
2. The large-tonnage cable-stayed bundled rock anchor system according to claim 1, wherein the chain type slip ring assembly comprises a plurality of segment type lantern rings which are sleeved on a main rib assembly of the bundled anchor rod and are arranged discontinuously;
the sectional lantern ring at the lowest end is fixedly connected to the bottom of the main rib component of the bundling anchor rod; be equipped with the structure that two segmental bearing ribs of a plurality of groups are constituteed between per two adjacent segmental lantern rings, all adopt articulated mode between two segmental bearing ribs of every group and between segmental bearing rib and the segmental lantern ring.
3. The large-tonnage diagonal tension bundled rock anchor system as claimed in claim 2, wherein the ends of the two segmental bearing ribs of each group are connected by a half-open type movable hinge, and the other ends of the two segmental bearing ribs are respectively connected to two adjacent segmental lantern rings by a half-open type movable hinge.
4. The large-tonnage cable-stayed rock cluster anchor system according to claim 3, characterized in that the segmental lantern rings at both ends are provided with a circle of half-opened movable hinges at the end part of the lantern ring along the circumference at intervals, and the turning directions are consistent; the segmental lantern ring positioned in the middle is provided with paired half-opened movable hinges at the end part of the lantern ring along a circle of circumference at intervals, and the rotation directions are opposite back to back.
5. The large-tonnage cable-stayed bundled rock anchor system according to claim 2, wherein when the chain-type slip ring assembly is unfolded under the action of gravity to form a corrugated string structure, the opening included angle between the segment pressure rib positioned at the upper section and the main rib assembly of the bundled anchor rod in each group of two segment pressure ribs is 30-60 degrees;
and/or when the chain type slip ring assembly is unfolded under the action of gravity to form a corrugated string structure, the opening included angle between the segment bearing rib positioned at the lower section and the main rib assembly of the bundling anchor rod in each group of two segment bearing ribs is 90 degrees.
6. The large-tonnage cable-stayed cluster rock anchor system according to any one of claims 2 to 5, wherein the segmented lantern ring adopts segmented spiral ring ribs.
7. The large-tonnage diagonal tension rock assembly according to any one of claims 1 to 5, wherein the main bar assembly of the anchor rod comprises a grouting corrugated pipe and a plurality of high-strength prestressed steel bars, and is restrained and fixed by a fixing ring.
8. The large-tonnage cable-stayed bundled rock anchor system according to claim 7, wherein two fixing rings are arranged and respectively positioned at the upper part and the bottom part of a main rib assembly of the bundled anchor rod, and the fixing ring positioned at the bottom part is used as an anchor head; the chain type slip ring component is fixedly connected to the bottom of the main rib component of the bundling anchor rod through an anchor head.
9. A suspension bridge comprising a large tonnage cable stayed bunched rock anchor system according to any of claims 1-8.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120014323.1U CN214219647U (en) | 2021-01-05 | 2021-01-05 | Large-tonnage cable-stayed bunched rock anchor system and suspension bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202120014323.1U CN214219647U (en) | 2021-01-05 | 2021-01-05 | Large-tonnage cable-stayed bunched rock anchor system and suspension bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN214219647U true CN214219647U (en) | 2021-09-17 |
Family
ID=77708857
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202120014323.1U Active CN214219647U (en) | 2021-01-05 | 2021-01-05 | Large-tonnage cable-stayed bunched rock anchor system and suspension bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN214219647U (en) |
-
2021
- 2021-01-05 CN CN202120014323.1U patent/CN214219647U/en active Active
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN204982864U (en) | Insert steel reinforcement cage behind long spiral pore -forming guncreting | |
| CN109778851B (en) | Construction method for multistage expandable supporting body bag grouting prestressed anchor rod | |
| WO2007091285A1 (en) | Single span suspended deck arch bridge | |
| EA038513B1 (en) | Variable-diameter reinforcing cage for anchor rod or pile foundation and use thereof | |
| CN109723481B (en) | Stock tray and end thick liquid stopper integral type structure | |
| CN109914242B (en) | Method for anchoring main cable of combined tunnel anchor type large-span suspension cable pipeline bridge | |
| CN214219647U (en) | Large-tonnage cable-stayed bunched rock anchor system and suspension bridge | |
| CN107605510B (en) | Dragline type steel grid arch frame and construction method thereof | |
| CN214143681U (en) | Large-tonnage prestress cluster anchor rod assembly used in rock anchor | |
| CN212200490U (en) | Anti-overturning large-rigidity pile integrated component | |
| CN112695755A (en) | Large-tonnage cable-stayed bunched rock anchor system, construction method thereof and suspension bridge | |
| CN103806373B (en) | Oblique pull assembly type steel bridge on highway suspension cable anchor system | |
| CN111088805B (en) | Integrated assembly type supporting device and supporting method thereof | |
| CN112695756A (en) | Large-tonnage prestress cluster anchor rod assembly used in rock anchor | |
| CN201250449Y (en) | Cast steel joint suitable for double-cable tension of truss string strut | |
| CN214005670U (en) | Anti-pulling and anti-compression intelligent anchor rod | |
| CN215860202U (en) | Anti-fault structure crossing active fault tunnel | |
| CN101319519B (en) | Cast steel node suitable for truss string structure double-cable stretching | |
| CN112160782A (en) | Multi-stage retractable anti-falling anchor rod structure and using method | |
| CN112196585B (en) | Anchor-shotcreting latticed shell supporting system for coal mine tunnel | |
| CN108560564A (en) | A kind of band tilts the deep foundation pit support prestressing force fish belly sill of strut | |
| CN114635419A (en) | Negative Poisson's ratio rotation expands large-scale square perforated plate array anchor rod device | |
| CN111733808A (en) | Umbrella-shaped anchoring device capable of realizing rapid tensioning of anchor cable and reinforcement engineering construction method | |
| CN210317367U (en) | Novel high-anchoring-force extensible anchor cable device | |
| CN107165186A (en) | A kind of power transmission tower single anchor cable mat foundation and construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| GR01 | Patent grant | ||
| GR01 | Patent grant |