CN110593098A - Suspension bridge bell-jar type anchorage structure and construction method thereof - Google Patents
Suspension bridge bell-jar type anchorage structure and construction method thereof Download PDFInfo
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- CN110593098A CN110593098A CN201910951925.7A CN201910951925A CN110593098A CN 110593098 A CN110593098 A CN 110593098A CN 201910951925 A CN201910951925 A CN 201910951925A CN 110593098 A CN110593098 A CN 110593098A
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- 238000010276 construction Methods 0.000 title claims abstract description 48
- 239000000725 suspension Substances 0.000 title claims abstract description 36
- 239000011435 rock Substances 0.000 claims abstract description 76
- 239000004567 concrete Substances 0.000 claims abstract description 33
- 238000004873 anchoring Methods 0.000 claims abstract description 13
- 238000013461 design Methods 0.000 claims description 20
- 238000005452 bending Methods 0.000 claims description 15
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 239000011150 reinforced concrete Substances 0.000 claims description 12
- 230000002787 reinforcement Effects 0.000 claims description 9
- 238000009412 basement excavation Methods 0.000 claims description 7
- 239000011083 cement mortar Substances 0.000 claims description 7
- 238000005422 blasting Methods 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 6
- 238000005553 drilling Methods 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- 239000011378 shotcrete Substances 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 3
- 210000001503 joint Anatomy 0.000 claims description 3
- 239000006185 dispersion Substances 0.000 claims description 2
- 239000010687 lubricating oil Substances 0.000 claims 1
- 230000000149 penetrating effect Effects 0.000 abstract 1
- 230000005484 gravity Effects 0.000 description 5
- 239000002131 composite material Substances 0.000 description 3
- 238000009792 diffusion process Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000005536 corrosion prevention Methods 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 238000005461 lubrication Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 239000007921 spray Substances 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 235000019738 Limestone Nutrition 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 238000005260 corrosion Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 239000006028 limestone Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 238000004080 punching Methods 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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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
- 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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
Abstract
The invention provides a suspension bridge bell-type anchorage structure and a construction method thereof. The bell-type anchorage structure comprises a rear anchor chamber, a bell-type anchor body, an anchor cable steering tube, an anchor cable branch tube, an anchor cable hole, a saddle chamber, a cable scattering saddle and a main cable; excavating a construction hole in a bridge location area to enter an anchoring area, excavating a rear anchor chamber and an anchor body chamber, embedding anchor cable steering pipes which are circumferentially symmetrical and uniformly arranged in layers from the center area of the curved surface body of the anchor body to the rear anchor surface, and installing annular stirrups around the bent section of each anchor cable steering pipe; excavating an anchor cable hole between the anchor body curved surface body and the saddle chamber, and installing a plurality of anchor cable branch pipes connected with the anchor cable steering pipes in the anchor cable hole; the main cable strand is connected with the anchor cable by the anchoring connector after penetrating through the cable scattering saddle in the saddle chamber, the anchor cable penetrates through the anchor cable branch pipe and the anchor cable steering pipe to the rear anchor chamber, and the anchor body is anchored on the rear anchor face. The invention increases the bearing area of the end part of the anchor body, enlarges the bearing range of the rock mass, greatly improves the bearing capacity of the anchor, reduces the hole digging amount and the concrete amount and reduces the construction cost.
Description
Technical Field
The invention belongs to the technical field of bridge engineering, and relates to a suspension bridge anchorage structure, in particular to a suspension bridge bell-type anchorage structure and a construction method thereof.
Background
The conventional suspension bridge anchorage structure mainly comprises a gravity type anchorage, a tunnel type anchorage, a gravity type anchorage (tunnel type anchorage) + a composite anchorage of an anchor cable, a rock mass and reinforced concrete plate type anchorage, a concrete beam type rock anchor and the like. The gravity type anchorage is used in a soft rock foundation, the tension of a main cable is resisted by the friction force between the dead weight and the foundation, the construction amount of earth and stone excavation and concrete is large, and the influence on the ecological environment is also large. Tunnel type anchorage is usually built in a harder or complete rock mass, most of the tensile force in a main cable is transmitted to surrounding rocks through an anchor body, the influence of earth and stone excavation, concrete construction amount and ecological environment on the force type anchorage is smaller, but tunnel type anchorage needs to excavate a cavern, most of the tensile force in the main cable is transmitted to the surrounding rocks through rock masses in contact with the peripheral side surfaces of the anchor body, a front anchor surface is an empty surface, the rock mass in front of the anchor body cannot be utilized, and the integrity of the rock mass is damaged; the similar scale model of tunnel type anchorage draws the experiment and shows that the load is transmitted to the country rock with the mode of shearing to the lateral wall all around through the middle rear portion of anchor body for the major part of main push-towing force, accounts for about 70% of main push-towing force, and extension anchor body can not improve anchor body bearing capacity by a wide margin. The combined type anchorage of the gravity type anchorage (tunnel type anchorage) + the anchor cable is that the anchor cable is additionally arranged at the rear part of the gravity type anchorage or the tunnel type anchorage to transmit partial load to a rock mass, the output force of the anchor cable and the anchor body is not easy to coordinate, the durability of the anchor cable is difficult to guarantee, and the stress is not uniform.
In order to solve the problems that the output force of an anchor cable and an anchor body is not easy to coordinate, and the amount of earth-rock and concrete engineering is large, the patent of the publication No. CN105648921B discloses a construction method of a suspension bridge rock body and reinforced concrete slab composite anchorage, and the method specifically discloses a rock body and reinforced concrete slab composite anchorage, wherein the tension of a suspension bridge main cable is directly transmitted to the rock body through the anchor cable anchored on the reinforced concrete slab, so that the performance is safe and reliable, the manufacturing cost is saved, and the environment protection is facilitated. The rock mass and reinforced concrete slab combined type anchorage and the concrete beam type rock anchor only utilize the rock mass right ahead of the anchor body, the range of the borne rock mass is narrow, the anchorage area needs to be increased if the bearing capacity of the anchor body needs to be improved, and a large number of anchor cables need to be used for punching.
With the needs of national economic development and traffic engineering construction, a suspension bridge with double-layer, dual-purpose, large-span and large-tonnage bearing capacity for both public and railway will not only emerge, the tension of a single main cable reaches or exceeds 5 ten thousand ton level, and individually or even nearly 10 ten thousand ton level, which puts higher requirements on the bearing capacity of an anchorage, the anchorage volume is necessarily increased or the number of anchor cables is increased by adopting the anchorage, but the suspension bridge is limited by lines and terrain, tunnel type anchorages are often required to be built in rock masses with lower engineering quality level, large-volume anchorages are difficult to form holes, great potential safety hazards exist, the amount of hole excavation and concrete is correspondingly increased, the investment is large, and the construction period is long.
Disclosure of Invention
The invention provides a bell-type anchorage structure of a suspension bridge and a construction method thereof according to the defects of the prior art, wherein the middle part of an anchor body of the bell-type anchorage is a round table body, the bearing characteristic of the traditional tunnel-type anchor body is reserved, the front end part of the bell-type anchorage is smaller than the diffusion effect borne by a curved surface body of a hemisphere, the bearing area of the end part of the anchor body is increased, the compressive stress on surrounding rocks is reduced, the limitation that a plate (beam) type rock anchor only utilizes a front rock body to bear can be overcome, and the range of the front bearing rock body is further expanded; an anchor cable hole is formed between the front end curved surface of the anchor body and the saddle chamber, and the anchor cable passes through the anchor cable hole from the rear anchor surface through the anchor body in a concentrated mode without a large number of anchor cable through holes; the mode that the round platform body in the middle of the anchor body and the curved surface body in the front of the anchor body jointly transmit the tension of the main cable to the surrounding rock utilizes the self resistance of the rock body to the maximum extent, so that the bearing capacity of the anchorage can be greatly improved, and the bell-jar type anchor body under the same bearing level is shorter than the traditional tunnel type anchor body, so that the length of a cavern can be shortened, the section of the cavern can be reduced, the cavern digging amount and the concrete amount can be reduced, the construction cost can be reduced, and the construction period can be shortened.
The technical scheme provided by the invention is as follows: the suspension bridge bell-type anchorage structure is characterized in that: the bell-type anchorage structure comprises a construction hole arranged in a bridge site area of a suspension bridge, a rear anchor chamber communicated with the construction hole, a bell-type reinforced concrete anchor body arranged in front of the rear anchor chamber, a saddle chamber arranged in a rock body right in front of the anchor body and an anchor cable hole arranged between the anchor body and the saddle chamber, wherein the central area of a front end curved surface body of the anchor body is connected with the bottom of the anchor cable hole, the inlet of the anchor cable hole is communicated with the saddle chamber, a plurality of parallel anchor cable branch pipes are distributed in the anchor cable hole, an anchor cable steering pipe extends to the middle area of the anchor body from the bottom of the anchor cable hole in front of the curved surface body at the front end of the anchor body in a straight way, and is circularly symmetrical and uniformly arranged in layers after being bent in an arc shape and extends to a rear; the main cables of the suspension bridge are drawn into a saddle chamber from an inclined hole constructed on a mountain slope and then are dispersed into main cable strands with the same number as the anchor cables through a cable scattering saddle, each main cable strand is respectively connected with the corresponding anchor cable through an anchoring connector,
the invention has the following excellent technical scheme: the anchor body comprises a tail circular truncated cone body, a middle circular truncated cone body and a front end curved surface body close to the anchor cable hole, the front edge of the middle circular truncated cone body is tangent to the rear edge of the front end curved surface body to form a bell-type anchor body structure, the diameter of the bottom surface of the tail circular truncated cone body is smaller than that of the bottom surface of the middle circular truncated cone body, the bottom surfaces of the two circular truncated cones are in butt joint, and the upper bottom surface and the side surface of the tail circular truncated cone body form a part of rear anchor surface.
The invention has the following excellent technical scheme: the anchor cable steering pipes and the anchor cable branch pipes are made of steel pipes, a plurality of anchor cable steering pipes radially extend to the rear anchor surface of the anchor body from the center area of the front end curved surface body of the anchor body after being bent, the plurality of anchor cable steering pipes are circularly symmetrical and uniformly arranged in layers, the bending sections are circular arcs with equal radius and angle, a circular hoop reinforcement is arranged around each anchor cable steering pipe, and a sliding sleeve for protecting the anchor cable is arranged around the anchor cable at the bending section of each anchor cable steering pipe; the anchor cable hole is connected with the center area of the front end curved surface body of the anchor body, the anchor cable steering pipe in the anchor body is connected with the anchor cable branch pipe in the anchor cable hole, and the anchor cable branch pipe penetrates through the anchor cable hole to the lower side wall of the saddle chamber.
The invention has the following excellent technical scheme: each anchor cable penetrates through the corresponding anchor cable branch pipe in the anchor cable hole and the corresponding anchor cable steering pipe in the anchor body to the rear anchor chamber, the anchor is anchored on the anchor body on the rear anchor surface of the anchor body by using an anchorage device, and after each anchor cable is anchored, cement mortar is used for filling and sealing the anchor cable hole to embed the anchor cable branch pipe in the anchor cable hole.
The construction method of the suspension bridge bell-type anchorage structure is characterized by comprising the following steps:
(1) confirming the shape and size of a rear anchor chamber, an anchor body, an anchor cable hole and a saddle chamber according to a design drawing and relevant parameters measured on a construction site, wherein the front end of the anchor body is a curved body smaller than a hemisphere, the middle part and the tail part are two circular truncated cones with unequal diameters of bottom surfaces, the front end side line of the middle circular truncated cone is internally tangent to the surface of the curved body to form a bell-jar-shaped integral structure, the bottom surface of the tail circular truncated cone is butted with the bottom surface of the middle circular truncated cone, and the upper bottom surface and the side surface of the tail circular truncated cone form a part of rear anchor surface; determining the number of main cable strands according to the bearing capacity of a single main cable, and preparing anchor cable branch pipes, anchor cable steering pipes and anchor cables which are the same in number according to the number of the main cable strands;
(2) determining the construction position of the rear anchor chamber according to design drawings and construction lofting, and excavating a construction plain tunnel or inclined tunnel on the single-side or double-side mountain side slopes of the suspension bridge to a preset position of the rear anchor chamber;
(3) according to the design parameters in the step (1), entering a preset position of a rear anchor chamber in the rock body through the construction flat tunnel or inclined tunnel in the step (2), drilling and blasting to excavate the rear anchor chamber and an anchor body chamber, carrying out shotcrete and reinforced concrete lining on the broken surrounding rock of the rear anchor chamber, carrying out primary shotcrete support on the anchor body chamber, grouting and reinforcing small conduits for the local broken surrounding rock, and erecting a steel arch frame to support the surrounding rock of the anchor body chamber according to requirements;
(4) determining the position of a saddle chamber according to a design drawing, entering a slope hole in the mountain slope construction in the step (2) into a preset position of the saddle chamber, drilling and blasting to dig the saddle chamber, performing primary support and concrete secondary lining, after the construction of the saddle chamber is completed, downward digging a circular anchor cable hole to the surface of the front end curved surface of the anchor body in the step (3) over the anchor body, and installing an anchor cable branch pipe after the anchor cable hole is dug;
(5) cleaning the bottom after the excavation of the anchor body chamber is finished, flatly extending the anchor rope steering pipe from the bottom of the anchor rope hole in the front part of the curved surface body at the front end of the anchor body to the middle part of the anchor body, bending the anchor rope steering pipe in an arc shape, linearly extending the anchor rope steering pipe to the rear anchor surface in a dispersion shape, distributing the hoop reinforcement around the bent section of the anchor rope steering pipe, integrally pouring anchor body concrete in a layering manner, vibrating and compacting, and maintaining the concrete;
(6) excavating a saddle chamber foundation in a saddle chamber, pouring a scattered saddle reinforced concrete base, installing a scattered saddle after the designed strength is reached, then drawing in main cables of the suspension bridge, scattering the main cables into main cable strands through the scattered saddle, installing a sheath at the turning section of each anchor cable, connecting the anchor cables with the main cable strands in a one-to-one correspondence manner by anchoring connectors one by one, enabling the anchor cables to penetrate through corresponding anchor cable branch pipes and anchor cable turning pipes to a rear anchor chamber, and then pouring cement mortar into a sealed anchor cable hole;
(7) after the anchor body concrete reaches the design strength, a P-shaped anchor is arranged on the rear anchor surface of the anchor body, the anchor cables are symmetrically stretched outwards from the center anchor cable layer by layer, after a single anchor cable reaches the design load, the single anchor cable is anchored on the anchor body by the anchor until all the anchor cables are stretched and anchored, and oil bodies for corrosion prevention and lubrication of the anchor cables are poured into the anchor cable branch pipes and the anchor cable steering pipes.
The invention has the following excellent technical scheme: and (5) after the anchor cable steering pipe and the hoop reinforcement are installed in the step (5), grouting pipes are pre-buried among the arch crown of the anchor body chamber, the contact surface of the curved surface body and the rock body, and after the anchor body concrete reaches the design strength, backfilling and grouting among the arch crown, the contact surface of the curved surface body and the rock body through the pre-buried grouting pipes to ensure that the anchor body is in close contact with surrounding rocks and grouting and reinforcing the rock body with broken periphery and poor integrity.
The invention has the following excellent technical scheme: and (4) before the anchor cable penetrates through the anchor cable branch pipe and the anchor cable steering pipe in the step (7), installing a sheath on the anchor cable corresponding to the turning section of the anchor cable steering pipe, and filling cement mortar into the anchor cable hole after the anchor cable penetrates through the anchor cable branch pipe and the anchor cable steering pipe from the saddle chamber to the rear anchor chamber.
The invention has the following excellent technical scheme: and (5) the plurality of anchor cable steering pipes extend to the central area of the anchor body from the bottom of the anchor cable hole in a straight mode, are circularly symmetrically and uniformly arranged in layers after passing through the arc bending section, extend to the rear anchor chamber in a radial straight mode, the bending section is an arc with the radius equal to the arc angle, and the top surface and the side surface of the tail circular truncated cone from the outermost circle of anchor cables to the central part form part of rear anchor surfaces.
The invention has the beneficial effects that:
(1) the curved surface body with the front end part smaller than the hemisphere in the invention increases the bearing area of the end part of the anchor body compared with the plate (beam) type anchor, and the diffusion effect of the bearing of the curved surface body overcomes the limitation that the concrete plate (beam) type anchor only utilizes the rock mass right ahead to bear, further expands the range of the bearing of the rock mass, correspondingly reduces the stress on the surrounding rock, and the curved surface body at the front end of the bell type anchor has larger pulling resistance than the plate (beam) type anchor under the condition that the bearing areas of the end parts of the anchor body are equal and the same rock mass engineering quality level;
(2) compared with the traditional tunnel type anchorage, the bell-type anchorage has the advantages that the self resistance of the surrounding rock is fully utilized in a mode that the curved surface body at the front part and the circular truncated cone body at the middle part of the traditional tunnel type anchorage jointly transmit the main cable tension to the surrounding rock, the anchorage withdrawal resistance can be greatly improved, and under the condition of the same main cable tension and rock mass engineering quality level, the length of a cavern can be effectively shortened, the section of the cavern is reduced, so that the cavern digging amount and the concrete amount are reduced, the engineering cost is reduced, and the construction period is shortened;
(3) the anchor cable is intensively penetrated through a rock body right in front of the anchor body to be connected with the main cable strand through the anchor cable steering pipe and the anchor cable branch pipe in the anchor cable hole which are arranged in the anchor body, and a large number of anchor cable holes of a concrete slab (beam) type anchorage are not needed;
(4) in order to solve the problem of concentrated anchoring component force of the vertical anchor body resultant force line on the rear anchor surface of the anchor body, the rear end of the anchor body is provided with the tail circular truncated cone, the anchor cable is anchored in a multi-step mode, so that the anchoring component force in the direction of the vertical anchor body resultant force line is dispersed, and the compressive stress of the tail anchor body concrete is reduced.
Drawings
Figure 1 is a vertical cross-sectional view of an anchor structure in an embodiment of the present invention;
figure 2 is a rear anchor face elevation view of an anchor structure in an embodiment of the present disclosure;
FIG. 3 is a front elevational view of the anchor body in an embodiment of the present invention;
FIG. 4 is an enlarged cross-sectional view of the anchor tunnels and anchor branch pipes according to an embodiment of the present invention.
Fig. 5 is an axial layout view of circumferential stirrups of an anchor cable steering tube in the embodiment of the invention.
FIG. 6 is a sectional view of an anchor cable steerer tube hoop stirrup arrangement A-A in an embodiment of the invention.
In the figure: the anchor cable comprises a construction hole 1, a rear anchor chamber 2, an anchor body 3, a front end curved body 4, a middle circular platform body 5, an anchor cable steering tube 6, a circumferential hoop 7, an anchor cable hole 8, an anchor cable branch tube 9, a main cable 10, a saddle chamber 11, a cable saddle 12, a main cable strand 13, an anchor connector 14, an anchor cable 15, an anchor cable 16, an anchor device 17, a rear anchor surface 18, an inclined hole 19 and a tail circular platform body.
Detailed Description
The following will clearly and completely describe the embodiments of the present invention with reference to the accompanying drawings.
Fig. 1 to 6 are diagrams of a bell-type anchor structure of a suspension bridge in the embodiment, which are drawn in a simplified manner and are only used for the purpose of clearly and concisely explaining the embodiment of the present invention. The following claims presented in the drawings are specific to embodiments of the invention and are not intended to limit the scope of the claimed invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it is to be understood that the terms "upper", "lower", "inside", "outside", "left", "right", and the like, indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, or the orientations or positional relationships that the products of the present invention are conventionally placed in use, or the orientations or positional relationships that are conventionally understood by those skilled in the art, and are used for convenience of describing the present invention and simplifying the description, but do not indicate or imply that the devices or elements referred to must have a specific orientation, be constructed in a specific orientation, and be operated, and thus, should not be construed as limiting the present invention.
The suspension bridge bell-type anchorage structure provided in the embodiment comprises a construction hole 1 arranged in a suspension bridge site area, a rear anchor chamber 2 communicated with the construction hole 1, a bell-type reinforced concrete anchor body 3 arranged in front of the rear anchor chamber 2, a saddle chamber 11 arranged in a rock body right in front of the anchor body 3 and an anchor cable hole 8 arranged between the anchor body 3 and the saddle chamber 11, wherein the anchor body 3 comprises a front end curved surface body 4 close to the anchor cable hole 8, a middle circular platform body 5 and a tail circular platform body 19, the middle circular platform body 5 is a large circular platform body, the tail circular platform body 19 is a small circular platform body, the front edge of the middle circular platform body 5 is tangent to the rear edge of the front end curved surface body 4 to form a bell-type anchor body structure, the bottom surface of the tail circular platform body 19 is butted with the bottom surface of the middle circular platform body 5, and the upper bottom surface and the side surface of the tail circular platform body 19 form a part of a rear anchor surface. As shown in FIG. 1, the center area of the curved body 4 at the front end of the anchor body 3 is connected to the bottom of the anchor hole 8, and the inlet of the anchor hole 8 is communicated with the saddle chamber 11.
As shown in fig. 1 to 6, a plurality of steel anchor cable branch pipes 9 parallel to each other are arranged in the anchor cable hole 8, a plurality of steel anchor cable steering pipes 6 connected with each anchor cable branch pipe 9 are buried in the center region of the anchor body 3, the anchor cable steering pipes 6 are connected with the anchor cable branch pipes 9 at the bottom of the anchor cable hole 8, and the anchor cable branch pipes 9 penetrate through the anchor cable hole 8 to the lower side wall of the saddle chamber 11. The anchor cable steering pipes 6 are arranged in a circumferentially symmetrical and uniformly layered mode, the bending sections are circular arcs with the same radius and arc angles, the anchor cable steering pipes 6 extend to the rear anchor surface 17 of the anchor body 3 in a radial straight line from the center area of the front end curved surface body of the anchor body 3 after passing through the bending sections, and the circumferential stirrups 7 are arranged around each anchor cable steering pipe 6. The main cable 10 of the suspension bridge is pulled into a saddle chamber 11 from an inclined hole 18 of a mountain slope and then is dispersed into main cable strands 13 with the same quantity as that of the anchor cables 15 through a cable dispersing saddle 12, each main cable strand 13 is respectively connected with one corresponding anchor cable 15 through an anchoring connector 14, each anchor cable 15 penetrates through a corresponding anchor cable branch pipe 9 in an anchor cable hole 8 and a corresponding anchor cable steering pipe 6 in an anchor body 3 to a rear anchor chamber 2, sliding sleeves for reducing friction and protecting the anchor cables 15 are arranged around the anchor cables 15 at the arc bending section of the anchor cable steering pipe 6, an anchorage device 16 is used for anchoring on a rear anchor surface 17 of the anchor body 3 on the anchor body 3, and cement mortar is used for filling and sealing the anchor cable hole 8 to bury the anchor cable branch pipe 9 in the anchor cable hole 8 after all the anchor cables 15 are anchored.
The construction method of the suspension bridge bell-type anchor structure of the present invention is described in detail below with reference to specific engineering examples, which include bell-type anchors arranged on mountains on one or both sides of a suspension bridge. The engineering geological conditions and the physical and mechanical parameters of the rock mass and the concrete are as follows: limestone, blocky structure, weak weathering, local strong weathering, good rock mass integrity, local breakage-breakage, no development of underground water, local weak corrosion, no controllability, no adverse structural plane, most rock mass engineering quality grades are III grade, and local rock mass engineering quality grades are IV-V grade; the severe gamma of the rock mass is 2.45g/cm3Saturated uniaxial compressive strength R of rock massc20-65 MPa, average value of deformation modulus of rock massEo15MPa, Poisson's ratio mu is 0.275, rock mass allowable bearing capacity [ fa]1.20 MPa; the shear strength f' of the rock mass is 1.10, c is 0.70MPa, and the shear strength f is 0.65; the shear strength f' between the rock mass and the concrete is 0.85, c is 0.50MPa, and the shear strength f is 0.55.
The main parameters of the anchorage structure design are as follows: the length of the anchor body is 24m, the included angle between the resultant force line of the anchor body and the horizontal plane is 38 degrees, the curved surface body at the front end of the anchor body is a spherical surface body smaller than a hemisphere, the radius of the sphere is 7.5m, the middle part of the anchor body is a truncated cone, the radius of the rear anchor surface is 8.0m, the radius of the upper bottom of the tail truncated cone is 1.85m, the radius of the lower bottom is 7.25m, the height is 2.30m, and the width of a rear anchor chamber is 1.5-4 m; the radius of the anchor cable hole is 1.5 m; the inclined hole and the saddle chamber are in the shape of an urban portal, the clearance width multiplied by the height is 5m multiplied by 5.5m, and the clearance width multiplied by the height gradually changes to the anchor cable branch pipe hole (the section width multiplied by the height is 3.5m multiplied by 4 m); the front straight-line sections of the anchor cable branch pipe and the anchor cable steering pipe are parallel to an anchor body resultant force line, the rear straight-line sections of the anchor cable steering pipe are radial, the included angle between the rear straight-line sections and the anchor body resultant force line is 20 degrees, the bending section of the anchor cable steering pipe is an arc, the length is 3.49 meters, the arc radius is 10 meters, and the arc angle is 20 degrees. Single main cable bearing 3.5X 105kN, 141 main cable strands, 127 strands, galvanized high-strength steel wires: diameter phi 5mm, standard strength Rj bThe construction is carried out by the PPWS method under 1960 MPa. Anchor body concrete: design designation C40, micro-expanded; the hoop reinforcement is a twisted steel bar with the diameter phi of 32 mm; the anchor cable steering tube and the anchor cable branch tube are 141 steel tubes which are all seamless steel tubes, the inner diameter of each tube is phi 12cm, the wall thickness of a turning section of the anchor cable steering tube is 2cm, the thicknesses of a straight section of the anchor cable steering tube and the anchor cable branch tube are 1cm, the material quality of the turning section of the anchor cable steering tube is 45Mn2, and the material quality of other sections of the anchor cable steering tube and the anchor cable branch tube is Q345.
The concrete construction steps are as follows:
(1) determining the position of a rear anchor chamber according to design drawings and construction lofting, and excavating a construction flat tunnel on single-side or double-side mountain slopes of the suspension bridge to a preset position of the rear anchor chamber; the construction flat tunnel is in the shape of an urban portal, and the width multiplied by the height is 3.5m multiplied by 4 m;
(2) according to the design parameters, the construction cave in the step (1) enters a preset position of a rear anchor chamber in the rock body, smooth blasting is carried out to excavate the rear anchor chamber and an anchor body chamber, the broken surrounding rock of the rear anchor chamber is subjected to spray anchoring and grouting reinforcement, the thickness of a concrete lining of the rear anchor chamber is 30cm, initial spray anchoring support is carried out on the anchor body chamber, local small conduit grouting is carried out, and a steel arch frame is erected on IV-V level surrounding rock sections to support the surrounding rock;
(3) after bottom cleaning is completed in an anchor body chamber, steel supports of anchor cable steering pipes are accurately positioned and installed, 141 anchor cable steering pipes are installed in a layered mode, the anchor cable steering pipes extend from the bottom of an anchor cable hole to the center area of an anchor body in a straight mode, are arranged in a circular symmetrical and uniform layered mode after passing through an arc bending section, extend to the rear anchor surface of the anchor body in a radial straight mode, and the bending section is an arc with the radius equal to the arc angle; manufacturing an annular stirrup and a longitudinal bar, wherein the annular stirrup is distributed around the arc bending section of the anchor cable steering pipe, the distance between the stirrups of 5 layers of steel bars is 10cm, the distance between the longitudinal bars is 50-70 cm, and sealing of the anchor cable steering pipe joint is well performed;
(4) installing other reinforcing steel bars of the anchor body, embedding grouting pipes among contact surfaces of the vault and the spherical body of the anchor body chamber and the rock body, installing a rear anchor face template, integrally pouring micro-expansion concrete in a layered mode, vibrating and compacting, and maintaining the concrete to form the anchor body; after the anchor body concrete reaches the design strength, backfilling and grouting between contact surfaces of the vault, the spherical body and the rock body through the embedded grouting pipes to ensure that the anchor body is in close contact with surrounding rocks, and grouting and reinforcing the rock body with broken periphery and poor integrity so as to improve the integrity and bearing capacity of the rock body;
(5) according to design drawings and construction lofting, excavating inclined holes in a mountain slope to enter preset positions of a saddle chamber, wherein the sections of the inclined holes are the same as those of the saddle chamber, excavating and supporting the saddle chamber by drilling and blasting, after the construction of the saddle chamber is finished, excavating circular anchor cable holes downwards over the anchor body to reach the surface of the central area of the front spherical surface of the anchor body in the step (2), wherein the radius of each anchor cable hole is 1.5m, after the excavation of the anchor cable holes is finished, installing anchor cable branch pipes, wherein the number of the anchor cable branch pipes is 1 in the center, 7 layers are arranged around the anchor cable holes, and the number of the anchor cable branch pipes is 141;
(6) excavating a saddle chamber foundation in a saddle chamber, pouring a scattered saddle reinforced concrete base, installing a scattered saddle after the designed strength is reached, then drawing in main cables of a suspension bridge, scattering the main cables into 141 main cable strands through the scattered saddle, installing a sheath at the turning section of each anchor cable, connecting the anchor cables with the main cable strands one by using an anchoring connector, enabling the anchor cables to penetrate through corresponding anchor cable branch pipes and anchor cable turning pipes to a rear anchor chamber, then filling and sealing anchor cable holes with M20 cement mortar, and burying the anchor cable branch pipes in the anchor cable holes;
(7) after the anchor body concrete reaches the designed strength C40 grade, a P-shaped anchor is arranged on the rear anchor surface of the anchor body, the anchor cables are symmetrically stretched towards the outer ring layer by layer from the center anchor cable, a single anchor cable reaches the designed load and then is anchored on the anchor body by the anchor until all the anchor cables are stretched and anchored, and finally, oil bodies for corrosion prevention and lubrication of the anchor cables are poured into the anchor cable branch pipes and the anchor cable steering pipes.
Compared with the traditional tunnel type anchorage, the anchorage in the embodiment has larger bearing area, the front end part of the anchorage is smaller than the hemispherical spherical surface body, the bearing area of the end part of the anchorage body is increased, and the diffusion effect of the bearing of the curved surface body overcomes the limitation that the plate (beam) type anchorage only utilizes the rock body right in front to bear, the bearing range of the surrounding rock is further expanded, and the stress to the surrounding rock is reduced; the anchor cables penetrate through the anchor cable holes to the saddle chamber in a centralized manner without a large number of anchor cable holes; the mode that anchor body tip sphere and middle part round platform body combine integrative bearing can furthest utilize rock mass self resistance, can improve anchorage bearing capacity by a wide margin, shortens cavern length, dwindles the cavern section to reduce the hole and dig and the concrete volume, reduce engineering cost, shorten the time limit for a project.
The above description is only one embodiment of the present invention, and the description is specific and detailed, but not construed as limiting the scope of the present invention. It should be noted that, for a person skilled in the art, several variations and modifications can be made without departing from the inventive concept, which falls within the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the appended claims.
Claims (7)
1. The utility model provides a suspension bridge bell jar formula anchorage structure which characterized in that: the bell-type anchorage structure comprises a construction hole (1) arranged in a bridge position area of a suspension bridge, a rear anchor chamber (2) communicated with the construction hole (1), a bell-type reinforced concrete anchor body (3) arranged in front of the rear anchor chamber (2), a saddle chamber (11) arranged in a rock body right in front of the anchor body (3) and an anchor cable hole (8) arranged between the anchor body (3) and the saddle chamber (11), wherein the central area of a front-end curved surface body (4) of the anchor body (3) is connected with the hole bottom of the anchor cable hole (8), an inlet of the anchor cable hole (8) is formed in the lower side wall of the saddle chamber (11), a plurality of parallel anchor cable branch pipes (9) are arranged in the anchor cable hole (8), and a plurality of anchor cable steering pipes (6) respectively connected with each anchor cable branch pipe (9) are embedded in the central area of the anchor body (3); main cables (10) of the suspension bridge are drawn into a saddle chamber (11) from an inclined hole (18) of mountain slope construction and then are dispersed into main cable strands (13) with the same quantity as anchor cables (15) through a cable dispersing saddle (12), each main cable strand (13) is connected with the corresponding anchor cable (15) through an anchoring connector (14), each anchor cable (15) penetrates through the corresponding anchor cable branch pipe (9) and the anchor cable steering pipe (6) to a rear anchor chamber (2), and the rear end of each anchor cable (15) is anchored on an anchor body (3) through an anchorage device (16) on a rear anchor surface (17).
2. The suspension bridge bell type anchorage structure of claim 1, characterized in that: the anchor body (3) comprises a tail circular truncated cone body (19), a middle circular truncated cone body (5) and a front end curved surface body (4) close to the anchor cable hole (8), the front edge of the middle circular truncated cone body (5) is tangent to the rear edge of the front end curved surface body (4), the tail circular truncated cone body (19) and the middle circular truncated cone body (5) are in coaxial butt joint with each other through an anchor body resultant force line and the bottom surfaces of the two, the diameter of the bottom surface of the tail circular truncated cone body (19) is smaller than that of the bottom surface of the middle circular truncated cone body (5), the upper bottom surface and the side surface of the tail circular truncated cone body (19) are part of a rear anchor surface (17), and the front end curved surface body (4), the middle circular truncated cone body (5) and the tail circular truncated cone body (19) form.
3. The suspension bridge bell type anchorage structure of claim 1, characterized in that: the anchor cable steering pipes (6) and the anchor cable branch pipes (9) are both made of steel pipes, the anchor cable steering pipes (6) linearly extend to the central area of the anchor body (3) from the central area of the curved surface body of the anchor body (3), the arc is bent and then linearly extends to the rear anchor surface (17) of the anchor body (3) in a diffused shape, the anchor cable steering pipes (6) are annularly symmetrical and are uniformly arranged in layers, the bending sections of the anchor cable steering pipes are arcs with equal radius and arc angle, annular stirrups (7) are arranged around each anchor cable steering pipe (6), and sliding sleeves for protecting the anchor cables (15) are arranged around the anchor cables (15) at the bending sections of the anchor cable steering pipes (6); the anchor cable hole (8) is connected with the curved surface body central area of the anchor body (3), an anchor cable steering pipe (6) in the anchor body (1) is connected with an anchor cable branch pipe (9) in the anchor cable hole (8), and the anchor cable branch pipe (9) penetrates through the anchor cable hole (8) to reach the saddle chamber (11).
4. The suspension bridge bell type anchorage structure of claim 1, characterized in that: each anchor cable (15) penetrates through the corresponding anchor cable branch pipe (9) in the anchor cable hole (8) and the corresponding anchor cable steering pipe (6) in the anchor body (3) to the rear anchor chamber (2), the rear anchor surface (17) of the anchor body (3) is anchored on the anchor body (3) through an anchor (16), and after each anchor cable (15) is anchored, cement mortar is used for filling and sealing the anchor cable hole (8) to bury the anchor cable branch pipe (9) in the anchor cable hole (8).
5. A construction method of a suspension bridge bell type anchorage structure according to any one of claims 1 to 4, characterized by specifically comprising the steps of:
(1) determining the shape and size of a rear anchor chamber, a bell-type anchor body, an anchor cable hole and a saddle chamber according to relevant parameters of a design drawing, wherein the front end of the anchor body is a curved surface body smaller than a hemisphere, the middle part and the tail part are two circular truncated cones with unequal bottom surface diameters, the front edge of the middle circular truncated cone is internally tangent to the rear edge of the curved surface body to form a bell-shaped integral structure, the bottom surface of the tail circular truncated cone is in butt joint with the middle circular truncated cone by taking the anchor body resultant force line as a symmetry axis, and the side surface and the top surface of the tail circular truncated cone form part of a rear anchor surface; determining the number of main cable strands according to the bearing capacity of a single main cable, and preparing anchor cable branch pipes, anchor cable steering pipes and anchor cables which are the same in number according to the number of the main cable strands;
(2) determining the positions of a rear anchor chamber and an anchor body chamber according to design drawings and construction lofting, and excavating a construction flat hole or inclined hole on single-side or double-side mountain slopes of the suspension bridge to a preset position of the rear anchor chamber and a saddle chamber;
(3) according to the design parameters in the step (1), entering a preset position of a rear anchor chamber in the mountain body through the construction flat tunnel or inclined tunnel in the step (2), drilling and blasting to excavate the rear anchor chamber and an anchor body chamber, carrying out shotcrete and small duct grouting reinforcement and concrete secondary lining on the broken surrounding rock of the rear anchor chamber, carrying out primary shotcrete support on the anchor body chamber, carrying out grouting reinforcement on the small duct of the local surrounding rock, or additionally arranging a steel arch frame to support the surrounding rock of the anchor body chamber;
(4) according to design drawings and construction lofting, excavating inclined holes in a mountain slope to enter preset positions of a saddle chamber, drilling and blasting the saddle chamber, performing primary support and performing concrete secondary lining, excavating circular anchor cable holes downwards over the anchor body to the central area of the front surface of the front end part curved surface body of the anchor body in the step (3) after the construction of the saddle chamber is completed, and installing anchor cable branch pipes after the excavation of the anchor cable holes is completed;
(5) cleaning the bottom after the excavation of the anchor body chamber is finished, flatly extending the anchor rope steering pipe from the bottom of the anchor rope hole in the front part of the curved surface body at the front end of the anchor body to the middle part of the anchor body, bending the anchor rope steering pipe in an arc shape, linearly extending the anchor rope steering pipe to the rear anchor surface in a dispersion shape, distributing the hoop reinforcement around the bent section of the anchor rope steering pipe, integrally pouring anchor body concrete in a layering manner, vibrating and compacting, and maintaining the concrete;
(6) excavating a saddle chamber foundation in a saddle chamber, pouring a scattered cable saddle reinforced concrete base, installing a scattered cable saddle after the designed strength is reached, drawing main cables of a suspension bridge into the saddle chamber, dispersing the main cables into main cable strands through the scattered cable saddle, installing a sheath at the turning section of each anchor cable, connecting the anchor cables with the main cable strands one by one in a one-to-one correspondence manner by using anchoring connectors, enabling the anchor cables to penetrate through corresponding anchor cable branch pipes and anchor cable turning pipes to a rear anchor chamber, and filling cement mortar into and sealing anchor cable holes;
(7) after the anchor body concrete reaches the design strength, a P-shaped anchor is arranged on the rear anchor surface of the anchor body, the anchor cables are symmetrically stretched outwards layer by layer from the center anchor cable, after a single anchor cable reaches the design load, the anchor is anchored on the anchor body by the anchor until all the anchor cables are stretched and anchored, and finally, anticorrosive and lubricating oil is poured into the anchor cables in a branch pipe manner.
6. The construction method of the suspension bridge bell-type anchorage structure according to claim 5, characterized in that: and (5) after the anchor cable steering pipe and the hoop reinforcement are installed in the step (5), grouting pipes are pre-buried among the arch crown of the anchor body chamber, the front end part curved body and the rock body contact surface, and after the anchor body concrete reaches the design strength, backfilling and grouting among the arch crown, the curved body and the rock body contact surface through the pre-buried grouting pipes to ensure that the arch crown of the anchor body, the front end surface of the curved body and surrounding rocks are in close contact, and reinforcing the grouting rock body with broken periphery and poor integrity of the anchor body.
7. The construction method of the suspension bridge bell-type anchorage structure according to claim 5, characterized in that: and (5) before the anchor cable penetrates through the anchor cable branch pipe and the anchor cable steering pipe in the step (7), installing a sheath on the anchor cable corresponding to the turning section of the anchor cable steering pipe.
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