CN114922063B - Suspension bridge tunnel type anchorage - Google Patents
Suspension bridge tunnel type anchorage Download PDFInfo
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- CN114922063B CN114922063B CN202210548653.8A CN202210548653A CN114922063B CN 114922063 B CN114922063 B CN 114922063B CN 202210548653 A CN202210548653 A CN 202210548653A CN 114922063 B CN114922063 B CN 114922063B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/02—Suspension bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
The invention discloses a suspension bridge tunnel type anchorage, which comprises a front anchor chamber, an anchor plug body, a rear anchor chamber and a scattered cable saddle, wherein the bottom of the anchor plug body adopts a tooth-shaped variable cross section, the rear anchor chamber is built at the tail end of an anchorage beam, and the anchorage beam is anchored in a rock body through precast tubular piles with round table-shaped pile bodies at the root parts of two sides and in a cylindrical shape. According to the invention, the tooth-shaped variable cross section at the bottom of the anchor plug body increases the side friction resistance between the anchor structure and surrounding rock, and obtains larger bearing capacity; according to the invention, the left anchor plug body and the right anchor plug body are connected into a whole through the anchor cross beam and the transverse precast tubular pile, so that the integrity of the left anchor plug body and the right anchor plug body is increased, the whole stress of the left anchor plug body, the right anchor cross beam, the precast tubular pile and the surrounding rock is increased, the precast tubular pile shares the main cable drawing load with the tensile bending capacity, and the tensile pulling capacity of the tunnel type anchor is increased. Compared with the traditional tunnel type anchorage structure, the bearing capacity of the anchorage structure is increased, and the applicability of the tunnel type anchorage in surrounding rock with poor rock mass condition is improved.
Description
Technical Field
The invention belongs to the technical field of bridge engineering, and particularly relates to a suspension bridge tunnel type anchorage.
Background
Along with the great improvement of the construction level of the Chinese bridge, the bridge spanning capability is larger and larger, so that the traffic and transportation requirements are met, and the suspension bridge is taken as the bridge type with the strongest spanning capability, and the single-span maximum span is close to 2000m. The anchorage is used as one of four major parts of the suspension bridge, and the earthwork amount of the anchorage accounts for the major part of the total excavation amount of the suspension bridge, so that the anchorage is a key place for reducing environmental disturbance to the greatest extent. The tunnel type anchorage is an ideal anchorage type, such as Washington bridge in the United states, the ratio of the new jersey tunnel anchor to the New York bank gravity anchor concrete is 1:4.8, the ratio of the four-river extra bridge Yichang bank tunnel anchor to the Enshi bank gravity anchor concrete is 1:4, and the ratio of the earth and stone excavation is 1:5 when the surrounding rock is regarded as a part of the anchorage and the surrounding rock bear the tensile force of the cable jointly. Therefore, the use of the tunnel anchor has important significance in the aspects of effectively protecting natural environment, avoiding large-scale excavation and saving investment. However, the bearing capacity of the tunnel anchor is closely related to the strength of the rock mass, and when the bridge site area of the suspension bridge is located in an area with good geological conditions in the mountain canyon, the tunnel anchor becomes the best choice of the anchoring form of the main cable of the suspension bridge, but the tunnel anchor is mostly built in the bridge site area with good conditions of the rock mass due to the complicated force transmission form and safety consideration.
Disclosure of Invention
The invention provides a suspension bridge tunnel type anchorage and a construction method thereof, which aim at: the integrity of the left and right anchor plugs is improved, the stress performance of the anchor structure is optimized, the side friction resistance between the anchor plug structure and surrounding rock is increased, the tensile pulling bearing capacity of the tunnel anchor is improved, the performance is safe and reliable, and the tunnel anchor can be suitable for bridge site areas with poor rock mass conditions.
In order to achieve the purpose, the invention provides a tunnel type anchorage of a suspension bridge, which comprises a front anchor chamber arranged in a mountain of an anchor site area, wherein the rear part of the front anchor chamber is connected with an anchor body, and the rear end of the anchor body is connected with an anchorage beam. In order to enlarge the contact area between the anchor plug body and the rock mass, increase the side friction resistance between the anchor plug body and surrounding rock, improve the participation of the surrounding rock in the anchorage working period, and repair the bottom of the anchor plug body into a tooth-shaped structure; a cable scattering saddle is arranged in the front anchor chamber, the main cable of the cable is dispersed into a plurality of cables through the cable scattering saddle, and the plurality of cables are anchored in the rear anchor chamber of the anchorage structure; the left and right rear anchor chambers are built at the tail ends of the anchorage cross beams, and the anchorage cross beams are anchored in the mountain through transverse precast tubular piles; the anchor plug body, the anchor cross beam and the transverse piles are combined together, so that the integrity of the left anchor and the right anchor is improved, and the integral stress performance of the anchor structure is improved. The anchor cross beam and the lateral precast tubular pile are arranged, so that more mountain surrounding rocks are stressed together with an anchor system, the tunnel anchor bearing capacity is converted from the single anchor plug body pulling resistance to the anchor plug body pulling resistance, and the anchor cross beam and the precast tubular pile bending resistance are combined, so that the stress performance of the anchor structure is optimized, the force transmission path is clearer, and the tunnel anchor integrity and bearing capacity are effectively improved; the rear anchor chamber is arranged at the tail end of the anchorage beam, so that the dosage of concrete of the anchorage beam is reduced, and the whole anchorage structure is more economical.
Preferably: the two anchor plug bodies are identical in size and shape and are wedge-shaped bodies with small front ends and large rear ends.
Preferably: the bottom shapes of the two anchor plugs are completely the same, the two anchor plugs are tooth-shaped structures with the depth of 0.5-1 m and the width of 1-1.5 m, the tooth-shaped structures enable the participation degree of surrounding rock stress to be improved, the side friction resistance between the anchor plugs and the surrounding rock is increased, the anti-drawing capacity of the anchor structure is improved, and the bearing capacity of the tunnel anchor is effectively improved.
Preferably: the cross section of the two anchor plugs is semicircular, the lower half is rectangular, and the whole cross section is in a gate shape.
Preferably: the included angle between the bottom of the front anchor chamber and the bottom of the anchor plug body and the horizontal plane is 35-45 degrees.
Preferably: the combined type anchorage comprises a maintenance hole, wherein the maintenance hole is excavated by the plane of the front anchorage chamber, enters the anchorage cross beam and is led to the left and right rear anchorage chambers.
Preferably: the suspension bridge tunnel type anchorage comprises an anchorage beam with the length of 2-5 m, the width of 20-25 m and the height of 10-15 m, and the anchorage beam is arranged at the rear end of the anchor plug body. The left anchor structure and the right anchor structure are connected into a whole through the anchor cross beam, so that the integrity of the left anchor plug body and the right anchor plug body is improved, the anchor cross beam and the anchor plug body work cooperatively, and the force transmission path of the anchor structure is further optimized. The anchorage beam shares the drawing load of the main cable by the gravity and the bending resistance of the anchorage beam, and provides a part of bearing capacity for the anchorage structure; the anchorage beam is arranged to enable more surrounding rocks to participate in stress, so that the anchor is more suitable for bridge site areas with poorer surrounding rock conditions.
Preferably: and when the rear anchor chamber is formed by building concrete of the anchorage beam, a template is pre-erected at the tail end of the beam. The geometrical size of the rear anchor chamber is 10-12 m, the width is 10-12 m, the length is 2m, the radius of the top arc is 5-6 m, and the inclination angle is consistent with the inclination angle of the bottom of the anchor plug body.
Preferably: the two ends of the composite anchorage beam are connected with precast tubular piles with the root parts being cylindrical pile bodies in a truncated cone shape, the steel tube concrete precast tubular piles are connected with the two sides of the anchorage beam, and the two sides of the precast tubular piles are filled with mountain bodies, so that the left anchor plug body, the right anchor plug body, the anchorage beam and the steel tube concrete precast tubular piles are combined into a whole; the precast steel pipe concrete precast pile drives rock soil bodies around the pile body to participate in stress, and the tensile bending capacity of the precast steel pipe concrete precast pile can share the drawing load born by the anchorage structure, so that the bearing capacity of the anchorage structure is greatly improved, and the precast steel pipe concrete precast pile is more suitable for bridge sites with poorer surrounding rock conditions.
Preferably: the front anchor chamber is internally provided with a cable scattering saddle, the main cable of the cable is dispersed into a plurality of cables through the cable scattering saddle, and the plurality of cables penetrate through the anchor cross beam to be anchored in the rear anchor chamber of the anchor structure.
The invention also provides a suspension bridge tunnel type anchorage construction method, which comprises the following construction steps:
(1) Excavating a front anchor chamber for a slope mountain body at the bridge site of the suspension bridge, and performing secondary support construction after performing primary support on the front anchor chamber; the front anchor chamber excavation positions are symmetrically arranged along the axial direction of the suspension bridge, and the front anchor chamber excavation length is 10m. The relative distance between the centers of the two front anchor chamber tunnel faces is 15m.
(2) And (3) excavating the anchor plug body of the anchorage structure and the tooth-shaped structure at the bottom of the anchor plug body by taking the tail end of the front anchor chamber in the step (1) as an excavating point, and lining while excavating. The excavation depth of the anchor plug body is 15m, and the distance between the centers of the anchor plug bodies is 15m; the depth of the bottom tooth-shaped structure of the anchor plug body is 0.5-1 m, and the width of the bottom tooth-shaped structure is 1-1.5 m.
(3) And (3) excavating an anchorage cross beam of the anchorage structure by taking the tail end of the anchorage body in the step (2) as an excavation point, and supporting while excavating. The excavation size of the anchorage beam is 2-5 m long, 20-25 m wide and 10-15 m high.
(4) Digging a maintenance hole (6) at the symmetrical axis of the left and right front anchor chambers (1), wherein the maintenance hole (6) is opposite to the longitudinal axis of the suspension bridge;
(5) And (3) excavating transverse piles along the symmetrical two-side hole arms of the suspension bridge axis by using the anchor cross beam excavated in the step (3), wherein the diameter of the pile body of the transverse piles is larger than the diameter of the pre-hole by 100mm.
(6) And (3) conveying the prefabricated pipe pile into an anchorage beam cavity, loading the prefabricated pipe pile for multiple times by using a jack reaction frame, and penetrating the prefabricated pipe pile into the pre-hole in the step (5).
(7) And placing a reinforcement cage inside the precast tubular pile, arranging reinforcement used for being overlapped with the anchorage beam in the reinforcement cage, and carrying out core filling operation of the precast tubular pile.
(8) And after the anchorage beam cavity is built, the support templates of the anchor cavity and the maintenance hole are used, and the templates are required to ensure good sealing performance and prevent the infiltration of the anchor beam concrete.
(9) And installing an anchor system positioning frame in the rear anchor room template at the tail end of the anchorage beam according to the existing tunnel construction mode.
(10) And reserving prestressed pipelines in the two anchor plug body excavation chambers and the anchor plug body chamber according to the existing tunnel anchor construction mode, and pouring concrete of the anchor plug body and the anchor plug body after the prestressed pipelines are arranged.
(11) And a scattered cable saddle is arranged in the front anchor chamber and disperses the main cable into a plurality of strands of anchor cables, the plurality of strands of anchor cables are connected with corresponding anchor plugs and are anchored in corresponding rear anchor chambers.
The technical scheme provided by the invention is as follows: and (3) excavating the soil in the step (1), the step (2) and the step (3) by a short-step method. The upper steps are excavated firstly, the excavation is carried out once, the lower steps are excavated next to the upper steps, and the length of each step is 2-4 meters. After each section is excavated, an anchor rod is immediately applied, a reinforcing mesh is hung for primary spraying concrete, the surrounding rock section is sealed in time, collapse accidents of a cavity are prevented, a steel arch is installed, reinforcing bars are connected together, the anchor rod for locking feet is stable, the steel arch is connected into a whole to be stressed uniformly, and then secondary spraying of concrete is carried out. When the excavation is performed, the face of the left and right chambers is staggered for 4-5 m for excavation, so that mutual disturbance between surrounding rocks of the left and right chambers during excavation is prevented.
The technical scheme provided by the invention is as follows: the shape of the excavation cross section of the anchorage beam is rectangular, the excavation mode is short-step excavation, an upper step is excavated in advance, a lower step is excavated next to the upper step, and the length of each step is 2-4 meters. The excavation sequence is as follows: firstly, continuously excavating along the two anchor plug bodies, wherein the excavation depth is the width of the bottom surface of the anchor beam. Then, two anchorage beam chambers are excavated in opposite directions until the whole anchorage beam chamber is communicated. And finally, excavating along the direction of the precast tubular pile, wherein the excavation length is 1-2 m.
The technical scheme provided by the invention is as follows: in the step (6), prefabricated pipe piles customized to manufacturers are adopted. After the pre-hole is formed, the jack applies load in batches for a plurality of times, and the pile is driven into the rock stratum. After pile sinking of the tubular pile is completed, a reinforcement cage is arranged inside the tubular pile, and core filling of the prefabricated tubular pile is performed. The reinforcement cage for filling the core is provided with reinforcement bars which are used for being lapped with the anchorage beam, so that the reinforcement bars are lapped with the anchorage beam by concrete, and the pile body and the anchorage beam are combined more closely to resist the stretch bending load applied by the main cable.
The technical scheme provided by the invention is as follows: and (2) when the anchor plug body is excavated, excavating tooth-shaped structures at the bottom of the anchor plug body at intervals of 1-1.5 m on the bottom plane of the anchor plug body, and when the first tooth-shaped structure is excavated, immediately hammering anchor rods and erecting reinforcing steel meshes around and at the bottom of the tooth-shaped structure, and primarily spraying concrete, so that the periphery of the assembled structure is timely sealed, and collapse is prevented. And then, in the tooth-shaped structure, installing a steel arch, and carrying out concrete re-spraying.
The invention provides a tunnel type anchorage of a suspension bridge, wherein the bottom surface of an anchor plug body is of a tooth-shaped structure, so that more surrounding rock participates in stress, the friction resistance between the anchor plug body and the surrounding rock is increased, and the bearing capacity of the tunnel type anchorage is further increased; the left and right anchor plug bodies of the tunnel type anchorage are poured on the anchorage cross beam, and the anchorage cross beam is anchored in the rock mass through the precast tubular pile, so that the integrity of the left and right anchorage is improved; the anchorage cross beam and the precast tubular pile enlarge the contact effect of the anchorage structure and surrounding rock, so that more rock bodies can participate in stress, and the stress of the main body structure can be shared; the anchor crossbeam and the prefabricated pipe pile share the drawing force born by the anchor plug body by the tensile bending capacity of the anchor crossbeam and the prefabricated pipe pile, so that the bearing capacity of the tunnel anchor is greatly improved, and the tunnel anchor is more suitable for bridge site areas with poor surrounding rock conditions.
Drawings
The following is a further detailed description, taken in conjunction with the accompanying drawings and detailed description:
fig. 1 is a perspective view of a suspension bridge tunnel anchorage according to the present invention.
Fig. 2 is a plan view of a suspension bridge tunnel anchorage according to the present invention.
Fig. 3 is a side view of a suspension bridge tunnel anchorage of the present invention.
Fig. 4 is a schematic view of the rear end elevation of an anchorage beam of a suspension bridge tunnel anchorage of the invention.
Fig. 5 is a schematic view of a tunnel-type anchorage plane detail structure of a suspension bridge according to the present invention.
Fig. 6 is a schematic view of a rear end elevation detail of a tunnel-type anchorage beam of a suspension bridge.
In the figure: the anchor comprises a front anchor chamber, a 2-anchor plug body, a 3-tooth structure, a 4-rear anchor chamber, a 5-cable saddle, a 6-maintenance hole, a 7-transverse pile and an 8-anchorage beam.
Detailed Description
The invention discloses a suspension bridge tunnel type anchorage, which is shown in figures 1-6. The tunnel type anchorage of the suspension bridge comprises a front anchor chamber 1 of a rock mass in a bridge site area, wherein the front anchor chamber 1 is symmetrically arranged along the longitudinal axis of the suspension bridge, the cross section of the front anchor chamber 1 is arc-shaped at the upper part, rectangular at the lower part is in a city gate shape, and the bottom of the front anchor chamber 1 is inclined at an angle of 35-45 degrees relative to the horizontal plane. The scattered cable saddle 5 is symmetrically arranged in the front anchor chamber 1 along the longitudinal axis of the suspension bridge, the scattered cable saddle 5 disperses the left main cable and the right main cable into a plurality of anchor cables, and the plurality of anchor cables are anchored in the rear anchor chamber 4 of the anchorage structure. The anchor plug body 2 is symmetrically arranged behind the front anchor chamber 1 along the longitudinal axis of the suspension bridge, the cross section of the anchor plug body 2 is in the shape of a gate-shaped structure with a circular arc upper part and a rectangular lower part, the bottom of the anchor plug body is in the shape of a tooth-shaped structure 3 with concave-convex alternately, the friction resistance between the anchor plug body and the rock mass is enhanced by the arrangement of the tooth-shaped structure, and the anti-drawing capacity of the anchorage is greatly enhanced. The left anchor plug body and the right anchor plug body are connected into a whole through the anchor cross beam 8, and the cross section of the anchor cross beam is rectangular. The anchor cross beam 8 is arranged to enable the whole anchor structure to bear the whole force, the tensile bending capacity of the anchor cross beam is used for sharing the drawing load transmitted from the main cable to the anchor plug body, and the anchor cross beam 8 is equivalent to the foundation of the whole anchor structure, so that the bearing capacity of the tunnel anchor is greatly improved. The transverse pile 7 is connected with the anchorage cross beam 8 and the bridge site area rock mass, so that the rock mass around the pile body is driven to participate in the stress of the anchorage system, the transverse pile 7 is matched with the tensile bending capacity of the anchorage cross beam 8 by the tensile bending capacity of the transverse pile 7, and the tensile load born by the anchor plug body 2 is shared together, so that the tensile pulling capacity of the anchorage structure is greatly improved, and the anchorage structure is better in mechanical property and higher in safety under the action of the tensile load, so that the invention is more suitable for being used under the condition of poor quality of the bridge site area rock mass. The rear anchor room 4 is built at the tail end of the anchorage beam 8, so that the large space of the anchorage beam 8 cavity can be fully utilized, the consumption of casting materials of the anchorage beam 8 is saved, and the structure is more economical. The overhaul hole 6 is formed by an overhaul channel positioned at the longitudinal center line of the suspension bridge and an overhaul channel inside the anchorage cross beam 8; the overhaul channel is arranged in the anchorage beam 8, so that materials required by pouring of the anchorage beam 8 are further saved, and the structure is more economical.
A tunnel anchorage of a suspension bridge comprises the following construction steps:
(1) And excavating a front anchor chamber 1 of a rock mass in a bridge site area of the suspension bridge, wherein the excavation depth is 10m, the width of the cross section is 5-6 m, the height is 5-6 m, the radius of a top arc is 2.5-3 m, the excavation inclination angle is 35-45 degrees, and the relative distance between the centers of the face surfaces of the left and right front anchor chambers is 15m. The excavation method is short-step excavation, the upper steps are excavated in advance, the lower steps are followed closely, and the length of each step is 2-4 meters. After each section is excavated, an anchor rod is immediately applied, a reinforcing mesh is hung for primary spraying concrete, the surrounding rock section is sealed in time, collapse accidents of a cavity are prevented, a steel arch is installed, reinforcing bars are connected together, the anchor rod for locking feet is stable, the steel arch is connected into a whole to be stressed uniformly, and then secondary spraying of concrete is carried out. When the excavation is performed, the face surfaces of the left and right front anchor chambers are staggered for 4-5 m for excavation, so that the mutual disturbance of surrounding rocks with left and right sections is prevented.
(2) After the front anchor room 1 is excavated and supported stably, the excavation construction of the anchor plug body 2 is carried out by taking the bottom end of the front anchor room 1 as an excavation point. The excavation depth of the anchor plug body 2 is 15m, the excavation inclination angle is 35-45 degrees, the relative distance between the centers of the face surfaces of the left anchor plug body and the right anchor plug body is 15m, and the excavation construction method is the same as that of the step (1).
(3) And (3) excavating tooth-shaped structures 3 on the bottom surfaces of the left and right anchor plug bodies after the upper part of the anchor plug body 2 is excavated and supported in the step (2). The tooth-shaped structure 3 has the excavation depth of 0.5-1 m, the excavation width of 1-1.5 m and the length of transverse penetrating anchor plug body. After each tooth-shaped structure is excavated, a reinforcing mesh is arranged on the tooth-shaped structure in time, an anchor rod is applied, concrete is sprayed initially, and a rock surface is sealed in time. Then, installing a steel arch frame and Shi Zuosuo foot anchor rods, and carrying out concrete re-spraying.
(4) After the left and right anchor plugs 2 and the toothed structure 3 in the step (3) are excavated and supported, excavating a plane to excavate a maintenance hole 6 at the symmetrical axis of the left and right front anchor chambers 1, wherein the maintenance hole is arranged opposite to the longitudinal axis of the suspension bridge as shown in figure 1.
(5) After the maintenance hole 6 in the step (4) is excavated and supported, the left and right anchor plugs are used as the excavation starting points, the anchor beam 8 is excavated, and the cavity of the anchor beam is of a cube structure with the length of 2-5 m, the width of 20-25 m and the height of 10-15 m. When the reinforcement net is erected on the anchorage beam, the preformed hole position of the precast tubular pile 7 needs to be marked in advance in the cavity, and the reinforcement net used for supporting the anchorage beam cavity needs to be left with enough space at the preformed hole position so as to facilitate the excavation of the preformed hole of the precast tubular pile. The supporting mode of the anchorage beam 8 is consistent with that of the step (1).
(6) And (3) after the anchorage beam 8 in the step (5) is excavated and supported, pre-pore forming of the prefabricated pipe pile is carried out on the two sides of the anchorage beam. During hole forming, the diameter of the pile body needs to be 100mm larger than that of the pre-formed hole. And when the pile is excavated, the support type transverse drilling machine is used for drilling, and the support type drilling machine is used for preventing the pre-hole from inclining, so that pile driving construction is facilitated.
(7) After the step (6) is completed, conveying the prefabricated pipe piles into a cavity, driving the prefabricated pipe piles into a pre-hole by using a jack, and placing a reinforcement cage inside the pipe piles after the pile driving work of all the pipe piles is completed, so as to perform the core filling work of the prefabricated pipe piles. The steel bars used for being lapped with the anchorage cross beam are arranged in the steel bar cage, so that the anchorage cross beam is more tightly connected with the prefabricated pipe pile, and the integrity is stronger.
(8) And (3) after piling and core filling construction of the prefabricated pipe pile in the step (7) are completed, constructing the support and the template required by the rear anchor chamber 4 and the maintenance hole 6.
(9) After the anchor room and the support template of the maintenance hole 6 are built in the step (8), placing a reinforcing mesh inside the tooth-shaped structure 3 of the anchor plug body, arranging a lap joint connected with the anchor plug body 2 at the upper part of the reinforcing mesh, and optimizing the cooperative stress performance between the tooth-shaped structure 3 and the anchor plug body 2; and pouring the concrete with the tooth-shaped structure after the reinforcement mesh with the tooth-shaped structure is arranged.
(10) And (3) after the concrete pouring of the tooth-shaped structure 3 in the step (9) is completed, carrying out positioning bracket construction. Before the positioning bracket is installed, firstly stacking angle steel outside the hole according to the installation sequence from bottom to top so as to conveniently seat according to the needs during installation, and hanging and sliding the angle steel on a working surface; and then, adjusting each row of vertical angle steel to a designed position by using a vertical line, wherein the upper end of each row of vertical angle steel is fixed on an anchor bar with phi of 32mm, and the lower end of each row of vertical angle steel is welded on the anchor bar at the bottom. After each row of vertical angle steel is installed, horizontal angle steel is installed, and the horizontal angle steel is welded on the vertical angle steel from bottom to top. And finally, setting the bottom of the anchor hole and diagonal braces of each row of angle steel brackets.
(11) And (3) after the positioning bracket is arranged in the step (10), installing the prestress steel beam. And blanking according to the design length and the working length of the prestress steel bundles in the anchor plug body, extruding the anchoring end to forge the head, and forming a finished product by using the anchor backing plate, the under-anchor reinforcing ribs and the steel sleeve. And measuring and placing the installation position of the prestress steel beam on the positioning bracket, and then installing and fixing.
(12) And (3) after the prestress steel beam is installed in the step (11), adopting pumping concrete to perform pouring construction of the anchorage beam 8 and the anchor plug body 2.
(13) A loose cable saddle is arranged in the front anchor chamber 1, divides a main cable into a plurality of anchor cables, is connected with the anchor plug body 2 and is anchored in the rear anchor chamber 4.
The invention discloses a suspension bridge tunnel type anchorage, which comprises a cable saddle, a front anchor chamber, an anchor plug body and a rear anchor chamber. The structure is characterized in that the cross sections of the front anchor chamber, the anchor plug body and the rear anchor chamber are in a gate shape, the bottom of the anchor plug body adopts a tooth-shaped variable cross section, the rear anchor chamber is built at the tail end of an anchorage beam, and the anchorage beam is anchored in a rock body through precast tubular piles with cylindrical pile bodies with truncated cone-shaped root parts at two sides. According to the invention, the tooth-shaped variable cross section at the bottom of the anchor plug body increases the side friction resistance between the anchor structure and the surrounding rock, so that the participation degree of the surrounding rock in the operation stress stage of the anchor structure is improved, and the larger bearing capacity is obtained; the rear anchor room is built at the tail end of the anchorage beam, so that the material consumption of the anchorage beam is reduced, and the economical efficiency of the invention is improved. According to the invention, the left anchor plug body and the right anchor plug body are connected into a whole through the anchor cross beam and the transverse piles, so that the integrity of the left anchor plug body and the right anchor plug body is increased, the anchor cross beam, the transverse piles and the surrounding rock are stressed integrally, the force transmission path of the tunnel type anchor is optimized, the prefabricated pipe pile shares the main cable drawing load with the tensile bending capacity, and the tensile pulling capacity of the tunnel type anchor is increased. Compared with the traditional tunnel type anchorage structure, the bearing capacity of the anchorage structure is increased, so that the force transmission path of the tunnel type anchorage is more optimized, and the applicability of the tunnel type anchorage in surrounding rock with poor rock mass condition is improved.
The above embodiments do not limit the scope of the present invention. It will be apparent to those skilled in the art that various modifications, combinations, sub-combinations and alternatives can occur depending upon design requirements and other factors. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the scope of the present invention.
Claims (5)
1. The tunnel type anchorage of the suspension bridge is characterized by comprising a front anchor chamber (1), an anchor plug body (2), a rear anchor chamber (4), a cable saddle (5), an anchorage cross beam (8), a transverse pile (7) and a maintenance hole (6) which are obliquely arranged in a mountain; the rear part of the front anchor chamber (1) is connected with an anchor plug body (2), and the rear end of the anchor plug body (2) is connected with an anchor beam (8); the bottom of the anchor plug body (2) is provided with a tooth-shaped structure (3); the front anchor chamber (1), the anchor plug body (2) and the cable scattering saddle (5) are axially and symmetrically arranged along the longitudinal center of the suspension bridge; a cable scattering saddle (5) is arranged in the front anchor chamber (1), the main cable of the cable is scattered into a plurality of cables through the cable scattering saddle (5), and the plurality of cables are anchored in the rear anchor chamber (4); the anchorage cross beam (8) is anchored in the mountain through transverse piles (7) at two sides in the direction perpendicular to the pulling force direction of the main cable; the transverse piles (7) are symmetrically arranged at two sides of the anchorage cross beam (8) along the longitudinal axis of the suspension bridge, and anchor the anchorage cross beam (8) in a rock mass; the rear anchor chamber (4) is positioned at the tail end of the anchorage cross beam (8) and is symmetrically arranged along the longitudinal axis of the suspension bridge;
the cross section of the front anchor chamber (1) is in a gate shape with a rectangular bottom and a semicircular upper part; the front anchor chamber (1) is 5-6 m in height, 5-6 m in width, 10m in length and 2.5-3 m in top arc radius;
the cross section of the anchor plug body (2) is in a gate shape; the front anchor surface is 7-8 m in height, 7-8 m in width and 3.5-4 m in top arc radius; the height of the rear anchor surface is 10-12 m, the width is 10-12 m, and the radius of the top arc is 5-6 m; the overall length of the anchor plug body (2) is 15m, the depth of the tooth-shaped structure (3) is 0.5-1 m, and the width is 1-1.5 m;
the rear anchor chamber (4) is arranged in a constant section, the height is 10-12 m, the width is 10-12 m, the length is 2m, and the radius of the top arc is 5-6 m;
the section of the anchorage beam (8) is rectangular, the length of the anchorage beam (8) is 2-5 m, the width of the anchorage beam is 20-25 m, and the height of the anchorage beam is 10-15 m;
the construction method of the suspension bridge tunnel type anchorage is characterized by comprising the following steps of:
(1) Excavating a front anchor chamber (1) for a slope mountain body at the position of a bridge site of a suspension bridge, wherein the excavation positions of the front anchor chamber (1) are symmetrically arranged along the axial direction of the suspension bridge, and the excavation length of the front anchor chamber (1) is 10m; the distance between the centers of the face surfaces of the two front anchor chambers (1) is 15m;
(2) Taking the tail end of the front anchor chamber (1) as a digging point, digging an anchor plug body (2) and a tooth-shaped structure (3) at the bottom of the anchor plug body (2), and lining while digging; the excavation length of the anchor plug body (2) is 15m, and the distance between the centers of the anchor plug body (2) is 15m; the bottom tooth-shaped structure (3) of the anchor plug body (2) has an excavation depth of 0.5-1 m and an excavation width of 1-1.5 m;
(3) The tail end of the anchor plug body (2) is used as a digging point, the anchor beam (8) is dug, and the anchor plug body is supported while being dug; the excavation size of the anchorage beam (8) is 2-5 m long, 20-25 m wide and 10-15 m high;
(4) Digging a maintenance hole (6) at the symmetrical axis of the left and right front anchor chambers (1), wherein the maintenance hole (6) is arranged opposite to the longitudinal axis of the suspension bridge;
(5) Pre-perforating holes of transverse piles (7) along two symmetrical hole arms of the suspension bridge axis by using an anchorage cross beam (8), wherein the diameter of a pile body is 100mm larger than that of the pre-perforating holes;
(6) Conveying the precast pile into a cavity of an anchorage beam (8), and loading the precast pile into a preformed pile hole by a jack reaction frame for multiple times;
(7) Placing a reinforcement cage in the prefabricated pipe pile, arranging reinforcement used for being overlapped with the anchorage cross beam (8) in the reinforcement cage, and carrying out core filling operation of the prefabricated pipe pile;
(8) Setting up a support template of the rear anchor room (4) and the overhaul hole (6) for the anchor cross beam (8) cavity;
(9) An anchor system positioning frame is arranged in the template of the rear anchor chamber (4);
(10) Reserving prestressed pipelines in the two anchor plug bodies (2) excavation chambers and the anchor cross beam (8) chambers, and pouring concrete of the anchor cross beam (8) and the anchor plug bodies (2) after the prestressed pipelines are arranged;
(11) And a cable scattering saddle (5) is arranged in the front anchor chamber (1), the main cable is scattered into a plurality of strands of anchor cables by the cable scattering saddle (5), the plurality of strands of anchor cables are connected with the corresponding anchor plug bodies (2), and the cable scattering saddle is anchored in the corresponding rear anchor chamber (4).
2. Suspension bridge tunnel anchorage according to claim 1, characterized in that the manhole (6) extends from the mountain surrounding rock along the longitudinal centre line of the suspension bridge into the anchorage cross beam (8) leading to the left and right rear anchorage chambers (4).
3. The tunnel type anchorage of the suspension bridge according to claim 1, wherein the connection root parts at two sides of the anchorage cross beam (8) are transverse piles (7) with round platform-shaped pile bodies and cylindrical shapes, and the transverse piles (7) are prefabricated pipe piles with the outer diameter of 300mm and the length of 13 m.
4. Suspension bridge tunnel anchorage according to claim 1, characterized in that the angle between the bottom of the front anchor chamber (1) and the anchor plug body (2) and the horizontal plane is 35-45 °.
5. The suspension bridge tunnel type anchorage according to claim 4, wherein the inclination angles of the anchorage beam (8), the overhaul hole (6), the rear anchorage chamber (4) and the bottom of the anchorage plug body (2) are consistent.
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Family Cites Families (8)
| Publication number | Priority date | Publication date | Assignee | Title |
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| FR2982890B1 (en) * | 2011-11-18 | 2014-01-03 | Soletanche Freyssinet | STRUCTURE CABLE AND METHOD FOR ANCHORING A STRUCTURE CABLE |
| CN103590332A (en) * | 2013-11-25 | 2014-02-19 | 中铁第四勘察设计院集团有限公司 | Tunnel type anchorage suitable for soft rock area |
| CN107724236B (en) * | 2017-10-24 | 2022-05-03 | 长江水利委员会长江科学院 | Suspension bridge tunnel anchor combined anchorage and construction method |
| CN108867378B (en) * | 2018-09-17 | 2020-04-21 | 四川省铁路产业投资集团有限责任公司 | Suspension bridge tunnel type anchorage and construction method |
| CN111172876A (en) * | 2019-11-14 | 2020-05-19 | 四川省公路规划勘察设计研究院有限公司 | Plate type anchorage structure and construction method thereof |
| CN111350530A (en) * | 2020-03-25 | 2020-06-30 | 中国电建集团中南勘测设计研究院有限公司 | Tunnel anchor anchorage |
| CN111705658A (en) * | 2020-06-05 | 2020-09-25 | 中铁大桥勘测设计院集团有限公司 | Combined type tunnel anchor |
| CN112281658A (en) * | 2020-10-20 | 2021-01-29 | 中铁大桥勘测设计院集团有限公司 | Pile tooth type anchorage and construction method thereof |
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