CN214993085U - Combined type tunnel anchorage structure - Google Patents
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- CN214993085U CN214993085U CN202120333864.0U CN202120333864U CN214993085U CN 214993085 U CN214993085 U CN 214993085U CN 202120333864 U CN202120333864 U CN 202120333864U CN 214993085 U CN214993085 U CN 214993085U
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Abstract
The utility model discloses a combined type tunnel anchor structure, insert the hole including the main push-towing rope, loose the cable room, the wedge room, install loose cable saddle in the main push-towing rope inserts the hole, the one end that loose cable room is close to the main push-towing rope and inserts the hole is equipped with the guide, the interface of loosing cable room and wedge room is equipped with the steering part, the basal plane of wedge room is equipped with the ground tackle, loose the indoor preceding anchor block that is equipped with of cable, the central axis coincidence that is equipped with back anchor block in wedge room and main push-towing rope access hole, the central axis of wedge room and the contained angle of horizontal plane are greater than the incident angle of main push-towing rope, the main push-towing rope inserts the hole and disperses into the steel strand wires through loosing the cable saddle from the main push-towing rope, all steel strand wires pass through guide average dispersion to loose in the cross-section of cable room and pass preceding anchor block, the rethread steering part turns to and average dispersion to the cross-section of wedge room in, pass the basal plane at last back anchor block after respectively fixed at the wedge room through the ground tackle. The utility model discloses effectively overcome the not enough anchorage design that leads to of country rock ground intensity and the construction degree of difficulty increases greatly, has reduced construction cost by a wide margin.
Description
Technical Field
The utility model belongs to the technical field of geotechnical engineering, more specifically relate to a combined type tunnel anchorage structure, be applicable to all kinds of extremely easily receive the not satisfied surrounding rock condition that bears the design requirement of engineering disturbance such as soft rock and loose accumulation body class side slope, need consider during the design geotechnical initial condition and warp and soften back physical mechanics parameter decline degree, aassessment tunnel anchor bears front and back side slope stability, moreover, takes combined type tunnel anchorage and can reduce engineering volume and engineering cost by a wide margin.
Background
Two thirds of the land of China is the mountain area. Due to the complex geological structure and variable lithology of the mountainous area, the bridge-tunnel proportion of most of highways/railways is higher, particularly the western mountainous area is up to 70-80%, and the bridge construction becomes the important part of traffic construction. Suspension bridges are often the first choice for mountain bridges due to their excellent spanning capabilities. The suspension bridge mainly comprises four structures, namely an anchorage, a stiffening beam, a main cable and a bridge tower, wherein the anchorage is the key for bearing the force of the main cable of the suspension bridge. Anchors are generally classified into gravity anchors (for short, gravity anchors) and tunnel anchors (for short, tunnel anchors), and their mechanical models and possible failure modes are shown in fig. 1.
The principle of the gravity anchor is that the horizontal component of the tension of a main cable is balanced by the friction force of the base surface of the gravity anchor and the base of the ground, so that the weight of the gravity anchor is huge, construction is generally performed in the modes of slope releasing, vertical enclosure, open caisson and the like on land, a large construction site is needed, when a bridge site is located in a mountain area and the ground slope is steep, a mountain needs to be excavated in a large scale, high slope protection is set, and in the situation, the engineering quantity and the engineering difficulty are large, and the ecological environment is damaged.
The tunnel anchor can well combine engineering geological conditions of an anchor site area, the wedge-shaped anchor is used for driving the surrounding rock masses to bear the load together, the engineering scale of the tunnel anchor is generally far smaller than that of a gravity anchor with the same bearing capacity, and the anchor is in an anchor structure form which is small in size, avoids large-scale excavation, saves investment and has small influence on the surrounding environment. However, the existing tunnel anchors are generally only suitable for being arranged in hard rock masses with good surrounding rock conditions, the rock masses of the tunnel anchors are good in integrity, and the huge uplift resistance provided by the clamping effect of the surrounding rock can be fully utilized. And when the rock mass joint structure development belongs to broken rocks, even clastic rocks, the surrounding rocks are difficult to provide effective clamping effect for the anchorage. If the surrounding rock conditions are poor, even if the tunnel anchor is adopted, the design length of the tunnel anchor is greatly increased, and the longest tunnel anchor in the world of a certain suspension bridge with the length of 159 meters is taken as an example. Because the overlength variable cross section anchor room undercut construction degree of difficulty is very big, construction safety is difficult to guarantee, and the efficiency of construction is extremely low, consequently should not adopt the tunnel anchor in this kind of condition.
Aiming at the defects of the two conventional anchor technologies, the patent proposes to construct a novel suspension bridge anchor, namely a gravity type tunnel anchor, and a mechanical model of the suspension bridge anchor is shown in the following figure 2. The gravity type tunnel anchor is structurally designed into two sections of anchors, wherein the upper anchor is a loose cable section, and the lower anchor is a wedge-shaped section. The scattered cable section is used for replacing the scattered cable saddle function of the original tunnel anchor, and the main cable steel cables are evenly scattered to the cross section of the anchor; the central axis of the wedge-shaped section is intersected with the horizontal line at a large angle, the gravity of the wedge-shaped section can resist the partial vertical component of the main cable force, the appearance of the wedge-shaped body can form a clamping effect on the surrounding rock to resist the residual vertical component of the main cable force, the horizontal component of the main cable force is resisted by the horizontal shearing bearing capacity of the surrounding rock at the bottom of the anchor, and the anti-skidding design can be carried out by taking the substrate friction slippage failure mode of the gravity anchor as reference; furthermore, if a breaking mode that the anchorage is pulled out along the main cable force direction is considered, the anchorage burial depth can be adjusted until the anti-pulling design requirement is met. The novel anchorage combines the advantages of a gravity anchor and a tunnel anchor at the same time, and is suitable for steep slope lands and sections with broken rock masses.
By referring to the research results of many scholars on the tunnel anchor failure mode, the potential failure plane of the tunnel anchor when the tunnel anchor is loaded to the limit is the direction represented by the dotted line (r) in fig. 1. Based on the above basic mechanical analysis on the gravity type tunnel anchor, when two possible failure modes of the tunnel anchor, namely, the whole overturning and the horizontal sliding, can be predicted, a fracture surface represented by a dotted line (II) in fig. 2 can be generated in the surrounding rock body.
Through Chinese patent network and related thesis website retrieval, no patent for bearing the main cable of the suspension bridge by adopting a composite tunnel anchor exists at present. For the poor surrounding rock conditions of crushing and strong weathering, a gravity anchor is usually adopted, or an ultra-long tunnel anchor form is adopted for design, the requirement of main cable bearing design cannot be met due to the limitation of the mechanical defect of an anchorage, so that the engineering design and construction difficulty are increased, the engineering quantity is greatly increased, and the risk of causing slope instability exists. Therefore, it is very urgent to design a new tunnel anchor that is economical, reliable and safe.
Disclosure of Invention
Aiming at the current situation of defects in the current gravity anchor and tunnel anchor engineering application, the combined tunnel anchor structure can effectively solve the problems that a main cable is not easy to bear on a chipped or broken soft slope and the slope is easy to destabilize after bearing, well improves the current situations that the current anchor design method is single and the engineering measures are conservative, practically improves the engineering structure design level in engineering practice, and can greatly reduce the engineering cost.
A composite tunnel anchorage structure is arranged in a rock stratum of a side slope sliding surface and comprises a main cable access hole parallel to the incident direction of a main cable, a cable scattering chamber and a wedge-shaped chamber which are formed by excavating the main cable access hole in sequence, wherein a cable scattering saddle is arranged in the main cable access hole, a guide piece is arranged at one end, close to the main cable access hole, of the cable scattering chamber, a steering piece is arranged at the interface of the cable scattering chamber and the wedge-shaped chamber, an anchorage device is arranged on the basal plane of the wedge-shaped chamber, a front anchor block is arranged in the cable scattering chamber, a rear anchor block is arranged in the wedge-shaped chamber, the cable scattering chamber and the central axis direction of the main cable access hole are overlapped, the included angle between one side of the central axis of the wedge-shaped chamber, close to the side slope sliding surface and the central axis of the main cable access hole is larger than the incident angle of the main cable, the main cable is scattered from the main cable access hole through the cable scattering saddle into steel stranded wires which are arranged side by side at intervals the same as the number of the main cable, all the steel stranded wires are scattered into sections of the cable scattering chamber through the guide piece and pass through the front anchor block, and finally, the rear anchor blocks penetrate through the rear anchor blocks and are fixed on the basal surface of the wedge-shaped chamber through anchorage devices.
Furthermore, the cross sections of the front anchor block and the rear anchor block are circular, oval, rectangular, polygonal or a combination of the shapes, the cross section areas of the front anchor block and the rear anchor block are gradually increased from the front anchor face to the rear anchor face, the main cable access hole, the cable scattering chamber and the wedge-shaped chamber respectively comprise supporting layers attached to the surfaces of the front anchor block and the rear anchor block, and the front anchor block, the rear anchor block and the surrounding supporting layers form a tunnel/gravity anchor wrapped in the rock layer under the action of the main cable.
Preferably, the included angle is in the range of 90 ° to 175 °.
Preferably, the guide member comprises a honeycomb structure consisting of a plurality of sleeves or a rigid backing plate with holes densely distributed, and the steering member comprises a rigid backing plate with holes densely distributed.
Further, the anchorage device comprises a shear-resistant structure anchored into the basal plane of the wedge-shaped chamber and an anchoring connector connected with each steel strand.
Further, the shear-resistant structure comprises a uplift pile anchored below the base surface of the wedge chamber, and a shear-resistant pile or a shear-resistant wall arranged at the bottom of the wedge chamber or at a side of the bottom of the wedge chamber close to the slope sliding surface.
Further, the shear resistant structure further comprises a serrated rigid base plate, and the tooth grooves of the serrated rigid base plate are parallel to the slope sliding surface.
The utility model discloses an anchorage has integrateed multiple technical means such as gravity anchor, tunnel anchor, has considered the change of geotechnical physics mechanical parameters around the engineering excavation, is a novel combined type tunnel anchor structure of anchor suspension bridge main push-towing rope and construction method thereof. The method obtains basic geometric shape, initial state, deformed and softened rock-soil physical mechanical parameters and the like of the side slope through field investigation and indoor experiments, and adopts a novel anchorage structure integrating the advantages of a gravity anchor and a tunnel anchor to bear the main cable force of the suspension bridge.
The utility model discloses established a simple structure, clear novel anchorage structure of mechanics principle and born suspension bridge main cable power, compared its beneficial effect with prior art and be: the utility model discloses a tunnel/gravity anchor includes the tunnel anchor of preceding anchor block and the gravity anchor of back anchor block, both utilized the tensile horizontal component of the base frictional force balance main push-towing rope of gravity anchor basal plane and ground, utilized the huge withdrawal resistance that "grip effect" of surrounding rock around the tunnel anchor provided again, based on mechanical analysis, the potential fracture plane that takes place horizontal slip and wholly topple when predictable tunnel/gravity anchor bears to the limit is parallel with the basal plane of back anchor block, and insert the central axis symmetry in hole with the relative main push-towing rope of basal plane of back anchor block.
To make the tunnel/gravity anchor slide horizontally, three component forces need to be overcome: firstly, anchorage and the horizontal component of static friction force generated by the total weight of the anchorage, which is close to one side of the slope surface of the side and the rock mass area between the fracture surfaces; secondly, shearing force of the bottom shearing-resistant structure of the anchorage; and thirdly, the horizontal component force of the friction force between the surrounding rock and the surface of the front anchor block, thereby enabling the utility model discloses a horizontal destructive force required by the horizontal sliding of the tunnel/gravity anchor is greater than the destructive force required by the scheme that the gravity anchor is arranged at the side slope (without the friction force between the surrounding rock and the anchor).
To overturn the whole tunnel/gravity anchor, three component forces need to be overcome: the method comprises the following steps of firstly, anchorage and horizontal component of static friction force generated by the total weight of the anchorage in a rock mass area between one side of an edge slope surface and a fracture surface, and the total weight of the rock mass area on the upper surface of a front anchor block; secondly, pile pulling force of the bottom shear-resistant structure of the anchorage; thirdly, the extrusion force of surrounding rock and preceding anchor block upper surface, consequently make the utility model discloses a required destructive power of tunnel/gravity anchor whole toppling is greater than nearly required destructive power (total gravity of anchorage top rock mass and the gravity of anchorage) in the scheme that sets up gravity anchorage in the side slope.
Therefore, the utility model discloses well anchorage is holistic volume is less than pure gravity anchorage, has reduced the excavation volume of anchor room and has avoided the problem of gravity anchorage dead weight to the structure unstability that piece or broken weak side slope caused.
And the total volume of surrounding rock extremely in the region of the destruction face that pure tunnel anchor will enlarge the dotted line and cover in (1), with the utility model discloses the total volume of surrounding rock equals in the region between the fracture face that middle toppling destroys and slide destruction and just can reach same antidumping and anti sliding ability, so the length of the tunnel that needs the excavation is extremely long, and the engineering volume is greater than the utility model discloses the broken line is broken in the time of the engineering volume.
Drawings
Fig. 1 is a schematic diagram of a failure mode of a pure gravity anchor;
FIG. 2 is a failure mode schematic diagram of a pure tunnel anchor;
FIG. 3 is a layout diagram of the composite tunnel anchor structure in example 1;
fig. 4 is a diagram showing an included angle between the central axis of the front anchor block and the central axis of the rear anchor block of the composite tunnel anchor structure in the embodiment 1 and a horizontal plane;
FIG. 5 is a schematic view showing a failure mode of the composite tunnel anchor structure according to example 1;
FIG. 6- (a) (b) is a graph of conventional tunnel anchor calculation results;
FIG. 7- (c) (d) is a diagram of the calculation result of the composite tunnel anchor structure.
The specific implementation mode is as follows:
the following detailed description of the method of the present invention is provided in connection with engineering examples to enable those skilled in the art to more fully understand and appreciate the method of the present invention, and the following examples should not be construed as limiting the scope of the claimed invention to any extent.
Example 1:
referring to fig. 3, the composite tunnel anchorage structure is arranged in a rock stratum 14 of a side slope sliding surface 1, comprises a main cable access hole 2 parallel to the incident direction of a main cable 11, and is connected with the main cable access hole through a main cableA cable-inserting hole 2 is sequentially excavated to form a cable-scattering chamber 3 and a wedge-shaped chamber 4, a main cable-inserting hole 2 and the cable-scattering chamber 3, a chamber surrounding rock supporting layer 13 is manufactured in anchor spraying and other modes after the excavation of the wedge-shaped chamber 4 is completed, a cable scattering saddle 5 is installed in the main cable access hole 2, a guide piece 6 is arranged at one end, close to the main cable access hole 2, of the cable scattering chamber 3, the guide piece 6 comprises a honeycomb structure formed by a plurality of sleeves or a rigid base plate with densely distributed holes, a steering piece 7 is arranged at an interface of the cable scattering chamber 3 and the wedge-shaped chamber 4, the steering piece 7 comprises the rigid base plate with densely distributed holes, an anchorage 8 is arranged on the base surface of the wedge-shaped chamber 4, a front anchor block 9 is arranged in the cable scattering chamber 3, a rear anchor block 10 is arranged in the wedge-shaped chamber 4, the cable scattering chamber 3 coincides with the direction of the central axis of the main cable access hole 2, the included angle beta is formed between the central axis of the main cable access hole 2 and the horizontal plane, and the included angle formed between one side, close to the side slope sliding surface 1, of the central axis of the wedge-shaped chamber 4 and the central axis of the main cable access hole 2 is formed.
The cross section of the front anchor block 9 and the rear anchor block 10 is circular, or elliptical, or rectangular, or polygonal, or a combination of the above shapes, the cross section area of the anchor block gradually increases from the front anchor face to the rear anchor face, the support layers 13 of the main cable access hole 2, the cable scattering chamber 3 and the wedge-shaped chamber 4 are attached to the surfaces of the front anchor block 9 and the rear anchor block 10, the front anchor block 9, the rear anchor block 10 and the surrounding support layers 13 form a tunnel/gravity anchor wrapped in a rock stratum 14 under the action of tensile stress of the main cable 11, the main cable 11 is dispersed into steel strands 12 which are arranged side by side at intervals and have the same number as that of the main cables 11 from the main cable access hole 2 through a cable scattering saddle 5, all the steel strands 12 are evenly dispersed into the cross section of the cable scattering chamber 3 through a guide piece 6, penetrate through the front anchor block 9, are turned and evenly dispersed into the cross section of the wedge-shaped chamber 4 through a turning piece 7, and finally penetrate through the rear anchor block 10 and are fixed on the basal plane of the wedge-shaped chamber 4 through an anchorage 8.
See fig. 4, angle
The range of the front anchor block 9 and the rear anchor block 10 is 90-175 degrees, and the front anchor block and the rear anchor block are both of reinforced concrete structures. The anchorage device 8 comprises a shear-resistant structure anchored into the basal surface of the wedge-shaped chamber 4 and an anchorage connected to each strand 12The connector, in particular as an alternative, the shear resistant structure comprises a uplift pile 15 anchored below the base surface of the wedge-shaped chamber 4, and a shear pile or shear wall 16, the shear pile or shear wall 16 being arranged at the bottom of the wedge-shaped chamber 4 or at the side of the bottom of the wedge-shaped chamber 4 that is adjacent to the ramp sliding surface 1.
Alternatively, the shear resistant structure further comprises a serrated rigid chassis having gullets parallel to the slope sliding surface 1.
(1) If anchor block 9 is plain concrete before the hypothesis with back anchor block 10, the utility model discloses a combined type tunnel anchor structure and pure tunnel anchor model's cross-section is semicircle and rectangle combination and area and equals, under the same condition of main design parameter such as country rock classification, main cable power, buried depth, other calculation parameters and computational result see table 1, contained angle
Set to 135 deg., the cloud of the calculated results is shown in fig. 6 below, and the destruction schematic is shown in fig. 5.
Table 1: numerical simulation calculation parameters and calculation results (dimension: meter; stress: MPa) of composite tunnel anchor structure and pure tunnel anchor
As fig. 5, the utility model discloses a tunnel/gravity anchor includes the tunnel anchor of preceding anchor block and the gravity anchor of back anchor block, both utilized the horizontal component of the base frictional force balance main push-towing force on gravity anchor basal plane and ground, utilized the huge withdrawal resistance that "clamping effect" of surrounding rock around the tunnel anchor provided again, based on mechanical analysis, the potential fracture plane that takes place horizontal slip when predictable tunnel/gravity anchor bears to the limit is parallel with the basal plane of back anchor block, the potential fracture plane that takes place whole toppling when tunnel/gravity anchor bears to the limit is symmetrical with the central axis that the relative main push-towing rope of basal plane of back anchor block inserted the hole.
To make the tunnel/gravity anchor slide horizontally, three component forces need to be overcome: firstly, anchorage and the horizontal component of static friction force generated by the total weight of the anchorage in the rock mass area between one side of the slope surface close to the side and the fracture surface II; secondly, shearing force of the bottom shearing-resistant structure of the anchorage; and thirdly, the horizontal component force of the friction force between the surrounding rock and the surface of the front anchor block, thereby enabling the utility model discloses a horizontal destructive force required by the horizontal sliding of the tunnel/gravity anchor is greater than the destructive force required by the scheme that the gravity anchor is arranged at the side slope (without the friction force between the surrounding rock and the anchor).
To overturn the whole tunnel/gravity anchor, three component forces need to be overcome: firstly, the anchorage and the horizontal component of static friction force generated by the total weight of the rock mass area between one side of the anchorage close to the slope surface and the fracture surface II and the total weight of the rock mass area on the upper surface of the front anchor block; secondly, pile pulling force of the bottom shear-resistant structure of the anchorage; thirdly, the extrusion force of surrounding rock and preceding anchor block upper surface, consequently make the utility model discloses a required destructive power of tunnel/gravity anchor whole toppling is greater than nearly required destructive power (total gravity of anchorage top rock mass and the gravity of anchorage) in the scheme that sets up gravity anchorage in the side slope.
Therefore, the utility model discloses well anchorage is holistic volume is less than pure gravity anchorage, has reduced the excavation volume of anchor room and has avoided the problem of gravity anchorage dead weight to the structure unstability that piece or broken weak side slope caused.
And the total volume of surrounding rock extremely in the region of the destruction face that pure tunnel anchor will enlarge the dotted line and cover in (1), with the utility model discloses the total volume of surrounding rock equals in the region between the fracture face that well topples destruction and slide destruction and just can reach same antidumping and anti sliding ability, so the length of the tunnel that needs the excavation is extremely long, and the engineering volume is greater than the utility model discloses the broken line is broken the face and is broken the surface between (two). As the result of resolving of table 1, the utility model discloses a length, the volume of combined type tunnel anchor structure all are less than length, the volume of pure tunnel anchor model.
Claims (7)
1. The composite tunnel anchorage structure is arranged in a rock stratum (14) of a side slope sliding surface (1), and is characterized by comprising a main cable access hole (2) parallel to the incident direction of a main cable (11), a cable scattering chamber (3) and a wedge chamber (4) which are formed by sequentially excavating the main cable access hole (2), wherein a cable scattering saddle (5) is installed in the main cable access hole (2), a guide piece (6) is arranged at one end, close to the main cable access hole (2), of the cable scattering chamber (3), a steering piece (7) is arranged at the interface of the cable scattering chamber (3) and the wedge chamber (4), an anchorage device (8) is arranged on the basal plane of the wedge chamber (4), a front anchor block (9) is arranged in the cable scattering chamber (3), a rear anchor block (10) is arranged in the wedge chamber (4), the direction of the central axes of the cable scattering chamber (3) and the main cable access hole (2) is coincident, and the included angle between the side, close to the central axis of the side slope sliding surface (1) of the wedge chamber (4) and the central axis of the main cable access hole (2) is larger than the included angle of the main cable access hole (2) The main cable (11) is connected into the hole (2) from the main cable and is dispersed into steel strands (12) which are arranged side by side at intervals and have the same number as the main cable (11) through the cable dispersing saddle (5) by the main cable (11), all the steel strands (12) are evenly dispersed into the section of the cable dispersing chamber (3) through the guide piece (6) and penetrate through the front anchor block (9), then are turned by the turning piece (7) and are evenly dispersed into the section of the wedge-shaped chamber (4), and finally penetrate through the rear anchor block (10) and are respectively fixed on the basal plane of the wedge-shaped chamber (4) through the anchorage device (8).
2. The composite tunnel anchorage structure according to claim 1, wherein the cross section of the front anchor block (9) and the rear anchor block (10) is circular, or elliptical, or rectangular, or polygonal, or a combination of the above shapes, the cross section area of the front anchor block is gradually increased from the front anchor face to the rear anchor face, the main cable access hole (2), the cable dispersion chamber (3) and the wedge chamber (4) respectively comprise a support layer (13) attached to the surfaces of the front anchor block (9) and the rear anchor block (10), and the front anchor block (9), the rear anchor block (10) and the surrounding support layer (13) form a tunnel/gravity anchor wrapped in a rock stratum (14) under the action of the main cable (11).
3. The composite tunnel anchorage structure of claim 1, wherein the included angle ranges from 90 ° to 175 °.
4. The composite tunnel anchorage structure of claim 1, wherein the guide member (6) comprises a honeycomb structure consisting of a plurality of sleeves or a rigid backing plate with densely-distributed holes, and the steering member (7) comprises a rigid backing plate with densely-distributed holes.
5. The composite tunnel anchorage structure of claim 1, wherein the anchorage (8) comprises a shear-resistant structure anchored into the basal surface of the wedge chamber (4) and an anchoring connector connected to each steel strand (12).
6. A composite tunnel anchorage structure according to claim 5, characterized in that the shear-resistant structure comprises a shear-resistant pile anchored below the basal surface of the wedge-shaped chamber (4), and a shear-resistant pile or wall arranged at the bottom of the wedge-shaped chamber (4) or at the side of the bottom of the wedge-shaped chamber (4) that is close to the slide surface (1).
7. The composite tunnel anchorage structure of claim 5, wherein the shear resistant structure further comprises a serrated rigid bottom plate, and the tooth grooves of the serrated rigid bottom plate are parallel to the slope sliding surface (1).
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| CN202120333864.0U CN214993085U (en) | 2021-02-05 | 2021-02-05 | Combined type tunnel anchorage structure |
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