CN110593098B - Bell type anchorage structure of suspension bridge and construction method thereof - Google Patents
Bell type anchorage structure of suspension bridge and construction method thereof Download PDFInfo
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- CN110593098B CN110593098B CN201910951925.7A CN201910951925A CN110593098B CN 110593098 B CN110593098 B CN 110593098B CN 201910951925 A CN201910951925 A CN 201910951925A CN 110593098 B CN110593098 B CN 110593098B
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- 238000010276 construction Methods 0.000 title claims abstract description 48
- 239000000725 suspension Substances 0.000 title claims abstract description 34
- 239000011435 rock Substances 0.000 claims abstract description 73
- 239000004567 concrete Substances 0.000 claims abstract description 33
- 238000005452 bending Methods 0.000 claims abstract description 13
- 238000004873 anchoring Methods 0.000 claims abstract description 7
- 238000013461 design Methods 0.000 claims description 25
- 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
- 239000011083 cement mortar Substances 0.000 claims description 7
- 238000009412 basement excavation Methods 0.000 claims description 6
- 238000005422 blasting Methods 0.000 claims description 4
- 238000005260 corrosion Methods 0.000 claims description 4
- 238000000034 method Methods 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 238000007789 sealing Methods 0.000 claims description 4
- 238000005507 spraying Methods 0.000 claims description 4
- 238000005553 drilling Methods 0.000 claims description 3
- 210000001503 joint Anatomy 0.000 claims description 3
- 239000010687 lubricating oil Substances 0.000 claims description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims 1
- 230000000149 penetrating effect Effects 0.000 claims 1
- 230000005484 gravity Effects 0.000 description 6
- 238000009792 diffusion process Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000002131 composite material Substances 0.000 description 2
- 238000011161 development Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000004904 shortening Methods 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 235000019738 Limestone Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000007797 corrosion Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 210000004907 gland Anatomy 0.000 description 1
- 239000003673 groundwater Substances 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
- 230000003014 reinforcing effect Effects 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000012360 testing method Methods 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
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/23—Dune restoration or creation; Cliff stabilisation
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The invention provides a bell-type anchorage structure of a suspension bridge and a construction method thereof. The bell-type anchorage structure comprises a rear anchor chamber, a bell-type anchor body, an anchor rope steering pipe, an anchor rope branch pipe, an anchor rope hole, a saddle chamber, a cable scattering saddle and a main cable; excavating a construction hole in a bridge site area, entering an anchoring area, excavating a rear anchor chamber and an anchor body chamber, embedding anchor cable steering pipes which are annularly symmetrical and uniformly layered from the central area of a curved surface body of the anchor body to the rear anchor surface, and installing annular stirrups around the bending section of the anchor cable steering pipe; an anchor rope hole is excavated between the anchor body curved surface body and the saddle room, and a plurality of anchor rope branch pipes connected with the anchor rope steering pipe are installed in the anchor rope hole; the main cable strand is connected with the anchor cable by an anchor connector after passing through the cable saddle in the saddle chamber, and the anchor cable passes through the anchor cable branch pipe and the anchor cable steering pipe to the rear anchor chamber and is anchored on the rear anchor surface. The invention increases the bearing area of the end part of the anchor body, enlarges the bearing range of the rock body, greatly improves the bearing capacity of the anchorage, reduces the hole digging amount and the concrete amount and reduces the engineering cost.
Description
Technical Field
The invention belongs to the technical field of bridge engineering, relates to a suspension bridge anchorage structure, and in particular relates to a suspension bridge bell-type anchorage structure and a construction method thereof.
Background
The existing suspension bridge anchorage structure types mainly comprise a gravity type anchorage, a tunnel type anchorage, a gravity type anchorage (tunnel type anchorage) +a composite type anchorage of an anchor rope, a rock mass and reinforced concrete slab type anchorage, a concrete beam type rock anchor and the like. Gravity type anchorage is used in soft rock foundation, and the friction between dead weight and foundation is used for resisting main cable pulling force, so that the excavation of earth and stone and the construction of concrete are large, and the influence on 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 rock through the anchor mass, earth and rock excavation, concrete construction amount and influence on ecological environment are smaller than those of gravity type anchorage, but tunnel type anchorage is required to excavate a cavity, most of the tensile force in the main cable is transmitted to the surrounding rock through the side surfaces around the anchor mass and the contacted rock mass, the front anchor surface is a temporary surface, the rock mass in front of the anchor mass cannot be utilized, and the integrity of the rock mass is destroyed; a drawing test of a tunnel type anchorage similar scale model shows that the main cable tension transmits load to surrounding rock in a shearing mode through the peripheral side walls of the middle and rear parts of the anchor body, the load is about 70% of the main cable tension, and the bearing capacity of the anchor body cannot be greatly improved by lengthening the anchor body. The gravity anchorage (tunnel anchorage) +the compound anchorage of the anchor rope is that the rear part of the gravity anchorage or tunnel anchorage transmits partial load to the rock mass through additionally arranging the anchor rope, the output of the anchor rope and the anchor body is not easy to coordinate, the durability of the anchor rope is difficult to ensure, and the stress is uneven.
In order to solve the problems that the output of an anchor rope and an anchor body is not easy to coordinate and the engineering quantity of earth and stone and concrete is large, the patent of an authorized publication No. CN105648921B discloses a construction method of a rock mass and reinforced concrete slab composite anchorage of a suspension bridge. Rock mass and reinforced concrete slab combined anchorage and concrete beam type rock anchor only use rock mass right in front of the anchor body, the bearing rock mass range is narrow, the anchorage area must be increased if the bearing capacity of the anchor body is improved, and a large number of anchor rope perforations are needed.
With the requirements of national economy development and traffic engineering construction, double-layer, highway and railway dual-purpose, large-span and large-tonnage bearing suspension bridges are emerging, the pulling force of a single main cable reaches or exceeds 5 ten thousand tons, and is respectively even approximately 10 ten thousand tons, so that higher requirements are put on the bearing capacity of the anchorage, the anchorage body is required to be increased or the number of anchor cables is increased by adopting the anchorage, but the suspension bridges are limited by lines and terrains, tunnel type anchorage is required to be built in rock bodies with lower engineering quality level, and the anchorage of a large amount is difficult to form a tunnel, so that the potential safety hazard is large, the tunnel excavation and concrete weight are correspondingly increased, the investment is large, and the construction period is long.
Disclosure of Invention
According to the defects of the prior art, the invention provides a bell-type anchorage structure of a suspension bridge and a construction method thereof, wherein the middle part of an anchor body of the bell-type anchorage is a round table body, the bearing characteristics of a traditional tunnel type anchor body are reserved, the front end part is smaller than the diffusion effect of a hemispherical curved surface body bearing, the bearing area of the end part of the anchor body is increased, the compressive stress on surrounding rock is reduced, the limitation that a plate (beam) rock anchor only utilizes the rock body right in front to bear can be overcome, and the range of the rock body bearing at the front part is further expanded; an anchor rope hole is arranged between the curved surface of the front end of the anchor body and the saddle chamber, and the anchor rope passes through the anchor body from the rear anchor surface and then intensively passes through the anchor rope hole without a large number of anchor rope perforation; the round table body in the middle of the anchor body and the curved surface body in the front of the anchor body jointly transmit the main cable pulling force to surrounding rock, so that the self resistance of the rock body is utilized to the greatest extent, the anchorage bearing capacity can be greatly improved, the bell-type anchor body is shorter than the traditional tunnel-type anchor body in length under the same bearing level, the length of a cavity can be shortened, the cross section of the cavity is reduced, the hole digging amount and the concrete amount are reduced, the engineering cost is reduced, and the construction period is shortened.
The technical scheme provided by the invention is as follows: the bell-type anchorage structure of the suspension bridge is characterized in that: the bell-type anchorage structure comprises a construction hole, a rear anchor chamber, a bell-type reinforced concrete anchor body, a saddle chamber and an anchor cable hole, wherein the construction hole is arranged in a bridge position area of a suspension bridge, the rear anchor chamber is communicated with the construction hole, the bell-type reinforced concrete anchor body is arranged in front of the rear anchor chamber, the saddle chamber is arranged in a rock body right in front of the anchor body, the anchor cable hole is arranged between the anchor body and the saddle chamber, the central area of a curved surface body at the front end of the anchor body is connected with the bottom of the anchor cable hole, an inlet of the anchor cable hole is communicated with the saddle chamber, a plurality of anchor cable branch pipes which are parallel to each other are distributed in the anchor cable hole, and an anchor cable steering pipe extends straight to the middle area of the anchor body from the bottom of the curved surface body at the front end of the anchor body, is circularly symmetrical and layered uniformly arranged after being bent in a circular arc shape, and extends to the rear anchor surface in a radial straight line; the main cables of the suspension bridge are led into the saddle chamber from the inclined holes of the mountain slope, and then are dispersed into main cable strands with the same number as the anchor cables through the cable dispersing saddle, each main cable strand is connected with the corresponding anchor cable through the anchor connector,
the invention has the preferable technical scheme that: the anchor body comprises a tail truncated cone body, a middle truncated cone body and a front end curved surface body close to the anchor rope hole, the front edge of the middle truncated cone body is tangent to the rear edge of the front end curved surface body to form a bell-jar-type anchor body structure, the bottom surface diameter of the tail truncated cone body is smaller than that of the middle truncated cone body, the bottom surfaces of the two truncated cones are butted, and the upper bottom surface and the side surface of the tail truncated cone body form a part of rear anchor surface.
The invention has the preferable technical scheme that: the anchor cable steering pipes and the anchor cable branch pipes are steel pipes, the plurality of anchor cable steering pipes radially extend to the rear anchor surface of the anchor body from the central area of the front curved surface body of the anchor body after being bent in an arc manner, the plurality of anchor cable steering pipes are circularly symmetrical and uniformly layered, the bent sections are circular arcs with equal radius and angle, circumferential stirrups are arranged on the periphery of each anchor cable steering pipe, and sliding sleeves for protecting the anchor cables are arranged on the periphery of the anchor cable of the bent section of the anchor cable steering pipe; the anchor cable hole is connected with the central 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 preferable technical scheme that: each anchor cable passes through a corresponding anchor cable branch pipe in the anchor cable hole and a corresponding anchor cable steering pipe in the anchor body to the rear anchor chamber, the rear anchor surface of the anchor body is anchored on the anchor body by an anchor device, and after each anchor cable is anchored, the cement mortar is used for filling the sealing anchor cable hole to embed the anchor cable branch pipe in the anchor cable hole.
The invention provides a construction method of the bell-type anchorage structure of the suspension bridge, which is characterized by comprising the following steps:
(1) The shape and the size of the rear anchor chamber, the anchor body, the anchor rope hole and the saddle chamber are confirmed according to a design drawing and related parameters measured on a construction site, 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 diameters, the front side line of the middle circular truncated cone is inscribed on the surface of the curved surface body to form a bell-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 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 with the same number according to the number of the main cable strands;
(2) Determining the construction position of a rear anchor room according to a design drawing and a construction lofting, and excavating construction flat holes or inclined holes on the mountain slopes on one side or two sides of the suspension bridge to the preset position of the rear anchor room;
(3) According to the design parameters in the step (1), the construction cave or the inclined cave in the step (2) enters the preset position of the rear anchor chamber in the rock mass, the rear anchor chamber and the anchor chamber are drilled, exploded and excavated, the broken surrounding rock of the rear anchor chamber is subjected to two lining of shotcrete and reinforced concrete, the anchor chamber is subjected to initial shotcrete and support, the small guide pipe of the local broken surrounding rock is subjected to grouting reinforcement, and the surrounding rock of the anchor chamber is supported by the steel arch frame according to the requirement;
(4) Determining the position of a saddle chamber according to a design drawing, drilling, blasting and excavating the saddle chamber at the preset position of the mountain slope construction inclined hole in the step (2), performing primary support and concrete secondary lining, excavating a circular anchor cable hole downwards to the surface of the front curved surface of the anchor body in the step (3) opposite to the anchor body after the saddle chamber construction is completed, and installing an anchor cable branch pipe after the anchor cable hole is excavated;
(5) The method comprises the steps of clearing the bottom after the excavation of an anchor body chamber is completed, arranging an anchor cable pipe bracket, an anchor cable steering pipe, annular stirrups, longitudinal ribs and reinforcing ribs at other parts of the anchor body in the anchor body chamber, enabling the anchor cable steering pipe to extend straight from the anchor cable hole bottom at the front part of a curved surface body at the front end of the anchor body to the middle part of the anchor body, enabling the anchor cable steering pipe to extend to the rear anchor surface in a dispersed straight line after being bent in a circular arc shape, enabling the annular stirrups to be distributed around the bending section of the anchor cable steering pipe, and then pouring anchor body concrete in a layered mode, vibrating compactly, and curing the concrete;
(6) Digging a saddle room foundation in a saddle room, pouring a cable saddle reinforced concrete base, installing a cable saddle after reaching the design strength, then pulling and introducing a main cable of a suspension bridge, dispersing the main cable into main cable strands through the cable saddle, installing a sheath at a turning section of each anchor cable, connecting anchor cables with the main cable strands one by one in a one-to-one correspondence manner by using anchor connectors, enabling the anchor cables to pass through corresponding anchor cable branch pipes and anchor cable steering pipes to a rear anchor room, and then pouring cement mortar to seal anchor cable holes;
(7) After the concrete of the anchor body reaches the design strength, installing a P-type anchorage device on the rear anchor surface of the anchor body, starting from a central anchor rope, symmetrically stretching the anchor rope from the layer to the outer ring, and anchoring the single anchor rope to the anchor body by using the anchorage device after reaching the design load of the single anchor rope until all the anchor ropes are stretched and anchored, and finally filling the anti-corrosion and lubricating oil bodies of the anchor rope into the anchor rope branch pipe and the anchor rope steering pipe.
The invention has the preferable technical scheme that: after the anchor rope steering tube and the circumferential stirrup are installed in the step (5), grouting tubes are pre-buried among the vault of the anchor body chamber, the curved surface body and the rock body contact surface, and after the anchor body concrete reaches the design strength, grouting is backfilled among the vault, the curved surface body and the rock body contact surface through the pre-buried grouting tubes, so that the tight contact of the anchor body and surrounding rock is ensured, and the rock body with broken periphery and poor integrity is grouting reinforced.
The invention has the preferable technical scheme that: and (3) before the anchor rope passes through the anchor rope branch pipe and the anchor rope steering pipe in the step (7), installing a sheath on the anchor rope corresponding to the turning section of the anchor rope steering pipe, and pouring cement mortar into the sealed anchor rope hole after the anchor rope passes through the anchor rope branch pipe and the anchor rope steering pipe from the saddle chamber to the rear anchor chamber.
The invention has the preferable technical scheme that: in the step (5), a 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 symmetrical and uniformly layered after being bent by an arc, extend to the rear anchor chamber in a radial straight line mode, the bent section is an arc with the same radius and arc angle, and the outermost anchor cable forms a part of rear anchor surface from the top surface and the side surface of the tail truncated cone body of the central part.
The invention has the beneficial effects that:
(1) The front end part of the bell-jar type anchor body is smaller than a curved surface body of a hemisphere, compared with a plate (beam) type anchor body, the bearing area of the end part of the anchor body is increased, the diffusion effect of bearing of the curved surface body is overcome, the limitation that a concrete plate (beam) type anchor body only uses rock bodies right in front of the anchor body to bear is overcome, the bearing range of the rock bodies is further expanded, the stress on surrounding rock is correspondingly reduced, and under the condition that the bearing area of the end part of the anchor body is equal and the engineering quality level of the same rock body, the curved surface body of the front end of the bell-jar type anchor body is larger than the pulling resistance of the plate (beam) type anchor body;
(2) Compared with the traditional tunnel type anchorage, the bell type anchorage fully utilizes the self resistance of surrounding rock in a mode of jointly transmitting the main cable tension to the surrounding rock by the curved surface body at the front part and the circular truncated cone body at the middle part of the tunnel type anchorage, can greatly improve the pull-out resistance of the anchorage, has a shorter length than the traditional tunnel type anchorage under the condition of the same main cable tension and rock mass engineering quality level, can effectively shorten the length of a cavity and reduce the cross section of the cavity, thereby reducing the hole digging amount and the concrete amount, reducing the engineering cost and shortening the construction period;
(3) According to the invention, the anchor cable is concentrated through the rock mass 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, and a large number of anchor cable holes of concrete slab (beam) anchorage are not needed;
(4) In order to solve the problem of concentrated anchoring component force of the vertical anchor body force line on the rear anchor surface of the anchor body, the rear end of the anchor body is provided with the tail truncated cone body, and the anchor cable is anchored in a multi-step mode so as to disperse the anchoring component force in the direction of the vertical anchor body force line, thereby reducing the compressive stress of the tail anchor body concrete.
Drawings
FIG. 1 is a perspective view of an anchorage in an embodiment of the present invention;
FIG. 2 is a rear anchor face elevation view of an anchorage in an embodiment of the present invention;
FIG. 3 is a front elevational view of an anchor according to an embodiment of the present invention;
fig. 4 is an enlarged view of a cross section of a cable cavity and cable bolt sub-pipes in an embodiment of the present invention.
Fig. 5 is a view showing the axial arrangement of the circumferential stirrup of the anchor cable steering tube in the embodiment of the invention.
Figure 6 is a cross-sectional view of a circumferential stirrup arrangement A-A of the cable gland in an embodiment of the present invention.
In the figure: 1-construction hole, 2-rear anchor chamber, 3-anchor body, 4-front end curved surface body, 5-middle round platform body, 6-anchor cable steering tube, 7-circumferential stirrup, 8-anchor cable hole, 9-anchor cable branch tube, 10-main cable, 11-saddle chamber, 12-scattered cable saddle, 13-main cable strand, 14-anchoring connector, 15-anchor cable, 16-anchor device, 17-rear anchor surface, 18-inclined hole and 19-tail round platform body.
Detailed Description
The following description of the embodiments of the technical solution of the present invention will be made clearly and completely with reference to the accompanying drawings.
Fig. 1 to 6 are diagrams of bell jar type anchorage structures of a suspension bridge in the embodiment, which are drawn in a simplified manner, and are only used for the purpose of clearly and briefly explaining the embodiment of the present invention. The following technical solutions presented in the drawings are specific to embodiments of the present invention and are not intended to limit the scope of the claimed invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
In the description of the present invention, it should be understood that the directions or positional relationships indicated by the terms "upper", "lower", "inner", "outer", "left", "right", etc. are based on the directions or positional relationships shown in the drawings, or the directions or positional relationships conventionally put in place when the inventive product is used, or the directions or positional relationships conventionally understood by those skilled in the art are merely for convenience of describing the present invention and simplifying the description, and do not indicate or imply that the apparatus or elements referred to must have a specific direction, be configured and operated in a specific direction, and therefore should not be construed as limiting the present invention.
The embodiment provides a bell-type anchorage structure of a suspension bridge, as shown in fig. 1 to 6, specifically, the bell-type anchorage structure comprises a construction hole 1, a rear anchor chamber 2, a bell-type reinforced concrete anchor body 3, a saddle chamber 11 and an anchor cable hole 8, wherein the construction hole 1 is arranged in a bridge position area of the suspension bridge, the rear anchor chamber 2 is communicated with the construction hole 1, the bell-type reinforced concrete anchor body 3 is arranged in front of the rear anchor chamber 2, the saddle chamber 11 is arranged in a rock body right in front of the anchor body 3, the anchor cable hole 8 is arranged between the anchor body 3 and the saddle chamber 11, the anchor body 3 comprises a front end curved surface body 4, a middle circular truncated cone body 5 and a tail circular truncated cone body 19, the middle circular truncated cone body 5 is a large circular truncated cone body, the front edge of the middle circular truncated cone body 5 and the rear edge of the front end curved surface body 4 form a bell-type anchor structure in a tangent mode, the bottom surface of the tail circular truncated cone body 19 is in butt joint with the bottom surface of the middle circular truncated cone body 5, and the upper bottom surface and the side surface of the tail circular truncated cone body 19 form a part of the rear anchor surface. As shown in fig. 1, the central area of the front curved surface body 4 of the anchor body 3 is connected with the bottom of the anchor rope hole 8, and the inlet of the anchor rope 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 respectively connected with each anchor cable branch pipe 9 are buried in the central area 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 tubes 6 are circularly symmetrical and uniformly layered, the bending sections are circular arcs with equal radius and arc angle, the anchor cable steering tubes 6 radially and linearly extend to the rear anchor surface 17 of the anchor body 3 after passing through the bending sections from the central area of the front end curved surface body of the anchor body 3, and the circumferential stirrups 7 are arranged around each anchor cable steering tube 6. The main cables 10 of the suspension bridge are pulled into the saddle chamber 11 from the inclined holes 18 of the mountain slope and then are dispersed into main cable strands 13 with the same number as the anchor cables 15 through the cable dispersing saddles 12, each main cable strand 13 is connected with one corresponding anchor cable 15 through an anchor connector 14, each anchor cable 15 passes through a corresponding anchor cable branch pipe 9 in the anchor cable hole 8 and a corresponding anchor cable steering pipe 6 in the anchor body 3 to the rear anchor chamber 2, sliding sleeves for reducing friction and protecting the anchor cables 15 are arranged around the anchor cables 15 of the circular arc bending section of the anchor cable steering pipe 6, the anchor cables are anchored on the anchor body 3 through anchor devices 16 on the rear anchor surface 17 of the anchor body 3, and after all the anchor cables 15 are anchored, the anchor cable branch pipes 9 are buried in the anchor cable hole 8 by cement mortar filling sealing the anchor cable holes 8.
The construction method of the bell-type anchorage structure of the suspension bridge in the present invention will be described in detail with reference to specific engineering examples including bell-type anchorage arranged on mountain bodies on one side or both sides of the suspension bridge. The engineering geological conditions and physical and mechanical parameters of the rock mass and the concrete are as follows: limestone, massive structure, weak weathering, local strong weathering, good multiple integrity of rock mass, local crushing-crushing, no development of groundwater, local weak corrosion, no control and unfavorable structural surface, the quality level of rock mass engineering is III level, and the local IV-V level; rock mass weight γ=2.45 g/cm 3 Rock mass saturated uniaxial compressive strength R c =20 to 65MPa, mean value E of deformation modulus of rock mass o Poisson ratio μ=0.275, =15 MPa, rock mass allowable bearing capacity [ f ] a ]=1.20 MPa; rock mass shear strength f' =1.10, c=0.70 MPa, shear strength f=0.65; rock mass and concrete shear strength f' =0.85, c=0.50 MPa, shear strength f=0.55.
The anchorage structure design main parameters are as follows: the length of the anchor body is 24m, the included angle between the anchor body joint line 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 spherical radius is 7.5m, the middle part is a circular truncated cone, the radius of the rear anchor surface is 8.0m, the radius of the upper bottom of the circular truncated cone at the tail part is 1.85m, the radius of the lower bottom is 7.25m, the height is 2.30m, and the width of the rear anchor chamber is 1.5-4 m; the radius of the anchor rope hole is 1.5m; the inclined hole and saddle chamber are gate-shaped, the clearance width is multiplied by the height=5mx5.5m, and the inclined hole and saddle chamber are gradually changed to the anchor cable branch pipe hole (section widthX height = 3.5m x 4 m); the front straight line sections of the anchor cable branch pipes and the anchor cable steering pipes are parallel to the anchor body combining force line, the rear straight line sections of the anchor cable steering pipes are radial, the angle between the anchor cable branch pipes and the anchor body combining force line is 20 degrees, the bending section of the anchor cable steering pipes is an arc, the length of the bending section is 3.49m, the radius of the arc is 10m, and the angle of the arc is 20 degrees. Single main cable bearing 3.5×10 5 kN, 141 main strands, 127 strands, galvanized high strength steel wire: diameter phi 5mm, standard strength R j b =1960mpa, ppws method construction. Anchor body concrete: design number C40, micro-expansion; the circumferential stirrup is a twisted steel bar with the diameter phi of 32mm; the anchor cable steering tube and the anchor cable branch tube are 141 seamless steel tubes, the inner diameter of the tubes is phi 12cm, the wall thickness of the turning section of the anchor cable steering tube is 2cm, the thicknesses of the straight line section of the anchor cable steering tube and the branch tube of the anchor cable are 1cm, the material of the turning section of the anchor cable steering tube is 45Mn2, and the material of the other sections of the anchor cable steering tube and the branch tube of the anchor cable are Q345.
The concrete construction steps are as follows:
(1) Determining the position of a rear anchor chamber according to a design drawing and a construction lofting, and excavating construction flat holes on single-side or double-side mountain slopes of a suspension bridge to the preset position of the rear anchor chamber; the construction flat hole is in a gate shape, and the width is multiplied by the height=3.5mx4m;
(2) According to the design parameters, the construction flat hole in the step (1) enters the preset position of the rear anchor chamber in the rock mass, the rear anchor chamber and the anchor body chamber are excavated by smooth blasting, the broken surrounding rock of the rear anchor chamber is subjected to anchor spraying and grouting reinforcement, the thickness of the concrete lining of the rear anchor chamber is 30cm, the anchor body chamber is subjected to primary anchor spraying and supporting, the local small guide pipe grouting is carried out, and the steel arch supporting surrounding rock is erected on the IV-V level surrounding rock section;
(3) After the bottom of the anchor body chamber is excavated, accurately positioning and installing an anchor cable steering pipe steel bracket, layering and installing 141 anchor cable steering pipes, wherein the anchor cable steering pipes extend to the central area of the anchor body from the bottom of an anchor cable hole in a straight mode, are circularly symmetrical and uniformly layered 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 same radius and arc angle; the circumferential stirrups and the longitudinal stirrups are arranged, the circumferential stirrups are distributed around the arc bending section of the anchor cable steering tube, 5 layers of steel bars are arranged at intervals of 10cm, the intervals of the longitudinal stirrups are 50-70 cm, and the anchor cable steering tube joint is sealed;
(4) Installing other steel bars of the anchor body, embedding grouting pipes between the vault of the anchor body chamber, the contact surface of the spherical body and the rock body, installing an anchor surface template, pouring micro-expansion concrete in a layered manner, vibrating compactly, and curing the concrete to form the anchor body; after the anchor body concrete reaches the design strength, backfilling and grouting are carried out on the vault, the spherical body and the rock body contact surface through a pre-buried grouting pipe, so that the tight contact between the anchor body and surrounding rock is ensured, and the rock body with broken periphery and poor integrity is grouting and reinforced, so that the integrity and bearing capacity of the rock body are improved;
(5) According to a design drawing and construction lofting, excavating an inclined hole on a mountain slope to enter a preset position of a saddle chamber, wherein the cross sections of the inclined hole and the saddle chamber are the same, drilling and blasting are performed to excavate and support the saddle chamber, after construction of the saddle chamber is completed, a circular anchor rope hole is excavated downwards to the surface of a central area of a spherical body at the front end of the anchor body in the step (2) opposite to the anchor body, the radius of the anchor rope hole is 1.5m, anchor rope branch pipes are installed after the anchor rope hole is excavated, the center is 1, 7 layers are arranged at the periphery, and 141 anchor rope branch pipes are connected with anchor rope steering pipes at the bottom of the anchor rope hole;
(6) Digging a saddle room foundation in a saddle room, pouring a cable-scattering saddle reinforced concrete base, installing a cable-scattering saddle after reaching the design strength, then pulling and introducing a main cable of a suspension bridge, dispersing the main cable into 141 main cable strands through the cable-scattering saddle, installing a sheath at a turning section of each anchor cable, connecting the anchor cables with the main cable strands one by using an anchor connector, enabling the anchor cables to pass through corresponding anchor cable branch pipes and anchor cable steering pipes to a rear anchor room, and then filling and sealing anchor cable holes with M20 cement mortar to embed the anchor cable branch pipes in the anchor cable holes;
(7) After the concrete of the anchor body reaches the design strength C40 mark, installing a P-type anchorage device on the rear anchor surface of the anchor body, starting from a central anchor rope, symmetrically tensioning the anchor rope from the central anchor rope layer to the outer circle, anchoring the single anchor rope to the anchor body by the anchorage device after reaching the design load of the single anchor rope until all the anchor ropes are tensioned and anchored, and finally filling the anti-corrosion and lubricating oil bodies of the anchor rope into the anchor rope branch pipes and the anchor rope steering pipes.
Compared with the traditional tunnel type anchorage, the anchorage in the embodiment has the advantages that the bearing area is larger, the front end part is smaller than the spherical surface body of the hemisphere, the bearing area of the end part of the anchorage is increased, and the diffusion effect of the bearing of the curved surface body is overcome, the limitation that the plate (beam) anchorage only utilizes the rock body right in front to bear is overcome, the bearing range of surrounding rocks is further expanded, and therefore the stress on the surrounding rocks is reduced; the anchor cables intensively pass through the anchor cable holes to the saddle chamber, so that a large number of anchor cable holes are not needed; the mode that the spherical surface body at the end part of the anchor body and the circular truncated cone body at the middle part are combined into a whole for bearing can utilize the self resistance of the rock body to the greatest extent, can greatly improve the bearing capacity of the anchorage, shorten the length of a cavity and reduce the cross section of the cavity, thereby reducing the excavation and concrete quantity, reducing the construction cost and shortening the construction period.
The foregoing description is of one embodiment of the invention and is thus not to be taken as limiting the scope of the invention. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the invention, which are all within the scope of the invention. Accordingly, the scope of the invention should be assessed as that of the appended claims.
Claims (6)
1. A suspension bridge bell jar type anchorage structure is characterized in that: the bell-type anchorage structure comprises a construction hole (1) arranged in a bridge location 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 curved surface body (4) of the anchor body (3) is connected with the bottom of the anchor cable hole (8), the inlet of the anchor cable hole (8) is communicated with the saddle chamber (11), a plurality of anchor cable branch pipes (9) which are mutually parallel are arranged in the anchor cable hole (8), and a plurality of anchor cable steering pipes (6) which are respectively connected with each anchor cable branch pipe (9) are buried in the central area of the anchor body (3); the main cables (10) of the suspension bridge are led into saddle chambers (11) from inclined holes (18) in mountain slope construction and then are dispersed into main cable strands (13) with the same number as the anchor cables (15) through scattered cable saddles (12), each main cable strand (13) is connected with the corresponding anchor cable (15) through an anchor connector (14), each anchor cable (15) passes through a corresponding anchor cable branch pipe (9) and an 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 anchor device (16) on a rear anchor surface (17);
the construction process of the bell jar type anchorage structure is as follows:
(1) Confirming the shape and the size of a rear anchor chamber, a bell-jar-shaped anchor body, an anchor rope hole and a saddle chamber according to related 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 diameters, the front edge of the middle circular truncated cone is inscribed on the rear edge of the curved surface body to form a bell-jar-shaped integral structure, the bottom surface of the tail circular truncated cone and the middle circular truncated cone are in butt joint with each other by taking an anchor body joint line as a symmetrical axis, and the side surface and the top surface of the tail circular truncated cone form 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 with the same number according to the number of the main cable strands;
(2) Determining the position of a rear anchor chamber and an anchor body chamber according to a design drawing and a construction lofting, and excavating a construction flat hole on a single-side or double-side mountain slope of a suspension bridge to the rear anchor chamber;
(3) According to the design parameters in the step (1), the construction cave in the step (2) enters the preset position of the rear anchor chamber in the mountain, the rear anchor chamber and the anchor chamber are drilled, exploded and excavated, the broken surrounding rock of the rear anchor chamber is subjected to anchor spraying, small-conduit grouting reinforcement and concrete secondary lining, the anchor chamber is subjected to initial anchor spraying support, the small-conduit grouting reinforcement of the local surrounding rock is carried out, or the surrounding rock of the anchor chamber is supported by a steel arch;
(4) According to a design drawing and construction lofting, excavating an inclined hole on a mountain slope to enter a preset position of a saddle chamber, drilling and blasting the saddle chamber, performing primary support and performing concrete secondary lining, excavating a circular anchor cable hole downwards to the front surface central area of the front end curved surface body of the anchor body in the step (3) right after the construction of the saddle chamber is completed, and installing an anchor cable branch pipe after the anchor cable hole is excavated;
(5) The method comprises the steps of clearing the bottom after the excavation of an anchor body chamber is completed, installing an anchor cable pipe bracket, an anchor cable steering pipe, annular stirrups, longitudinal ribs and reinforcing steel bars at other parts of the anchor body in the anchor body chamber, enabling the anchor cable steering pipe to extend straight from the anchor cable hole bottom at the front part of a curved surface body at the front end of the anchor body to the middle part of the anchor body, enabling the anchor cable steering pipe to extend straight to the rear anchor surface in a dispersed straight line after being bent in a circular arc shape, enabling the annular stirrups to be distributed around the bending section of the anchor cable steering pipe, and then pouring anchor body concrete in a layered and integrated manner, vibrating and compacting, and curing the concrete;
(6) Digging a saddle room foundation in a saddle room, pouring a cable-scattering saddle reinforced concrete base, installing a cable-scattering saddle after the foundation reaches the design strength, pulling a main cable of a suspension bridge into the saddle room, dispersing the main cable into main cable strands through the cable-scattering saddle, installing a sheath at a turning section of each anchor cable, connecting the anchor cables with the main cable strands one by using an anchor connector, penetrating the anchor cables into a corresponding anchor cable branch pipe and an anchor cable steering pipe to a rear anchor room, and pouring cement mortar to seal anchor cable holes;
(7) After the concrete of the anchor body reaches the design strength, installing a P-type anchorage device on the rear anchor surface of the anchor body, starting from a central anchor cable, stretching the anchor cable outwards symmetrically layer by layer, anchoring the single anchor cable to the anchor body by using the anchorage device after reaching the design load of the single anchor cable until all the anchor cables are stretched and anchored, and finally pouring anti-corrosion and lubricating oil into the branch pipes of the anchor cable.
2. The bell jar type anchorage structure of the suspension bridge according to claim 1, wherein: the anchor body (3) comprises a tail truncated cone body (19), a middle truncated cone body (5) and a front end curved surface body (4) close to an anchor rope hole (8), the front edge of the middle truncated cone body (5) is tangent to the rear edge of the front end curved surface body (4), the tail truncated cone body (19) and the middle truncated cone body (5) are in butt joint with each other with the bottom surface of the anchor body and the force line, the diameter of the bottom surface of the tail truncated cone body (19) is smaller than that of the bottom surface of the middle truncated cone body (5), the upper bottom surface and the side surface of the tail truncated cone body (19) are part of a rear anchor surface (17), and the front end curved surface body (4), the middle truncated cone body (5) and the tail truncated cone body (19) form a bell-type anchor body structure.
3. The bell jar type anchorage structure of the suspension bridge according to claim 1, wherein: the anchor cable steering pipes (6) and the anchor cable branch pipes (9) are 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 of the anchor body (3), the curved surfaces are bent and then linearly extend to the rear anchor surface (17) of the anchor body (3) in a diffuse shape, the anchor cable steering pipes (6) are circularly symmetrical and uniformly layered, the bending sections of the anchor cable steering pipes are circular arcs with equal radius and arc angle, circular stirrups (7) are arranged around each anchor cable steering pipe (6), and jackets for protecting the anchor cables (15) are arranged around the anchor cables (15) of the bending sections of the anchor cable steering pipes (6); the anchor cable hole (8) is connected with the curved surface body center area of the anchor body (3), the anchor cable steering pipe (6) in the anchor body (1) is connected with the anchor cable branch pipe (9) in the anchor cable hole (8), and the anchor cable branch pipe (9) passes through the anchor cable hole (8) to the saddle chamber (11).
4. The bell jar type anchorage structure of the suspension bridge according to claim 1, wherein: each anchor cable (15) passes 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), and is anchored on the anchor body (3) by an anchorage device (16) on the rear anchor surface (17) of the anchor body (3), and after each anchor cable (15) is anchored, the cement mortar is used for filling and sealing the anchor cable hole (8) to embed the anchor cable branch pipe (9) in the anchor cable hole (8).
5. The bell-type anchorage structure of a suspension bridge according to claim 1, wherein after the anchor rope steering pipe and the circumferential stirrup are installed in the step (5), grouting pipes are pre-embedded between the vault of the anchor body chamber and the contact surface of the curved surface body at the front end part and the rock body, and after the anchor body concrete reaches the design strength, grouting is backfilled between the vault and the contact surface of the curved surface body and the rock body through the pre-embedded grouting pipes, so that the tight contact of the vault of the anchor body and the front end surface of the curved surface body with surrounding rock is ensured, and the rock body with broken periphery and poor integrity is grouting and reinforced.
6. The bell-type anchorage structure of a suspension bridge according to claim 1, wherein a sheath is arranged on the anchor cable corresponding to the turning section of the anchor cable turning pipe before the anchor cable passes through the anchor cable branch pipe and the anchor cable turning pipe in the step (7).
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