CN111663444B - A composite anchoring structure of suspension bridge tunnel anchor and rock anchor and construction method - Google Patents
A composite anchoring structure of suspension bridge tunnel anchor and rock anchor and construction method Download PDFInfo
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- CN111663444B CN111663444B CN202010599756.8A CN202010599756A CN111663444B CN 111663444 B CN111663444 B CN 111663444B CN 202010599756 A CN202010599756 A CN 202010599756A CN 111663444 B CN111663444 B CN 111663444B
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- 239000011435 rock Substances 0.000 title claims abstract description 109
- 239000000725 suspension Substances 0.000 title claims abstract description 34
- 238000010276 construction Methods 0.000 title claims abstract description 30
- 239000002131 composite material Substances 0.000 title claims abstract description 25
- 238000004873 anchoring Methods 0.000 title claims description 11
- 239000004567 concrete Substances 0.000 claims description 29
- 230000003014 reinforcing effect Effects 0.000 claims description 27
- 238000013461 design Methods 0.000 claims description 18
- 239000011150 reinforced concrete Substances 0.000 claims description 16
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 238000000034 method Methods 0.000 claims description 12
- 238000009412 basement excavation Methods 0.000 claims description 7
- 238000005553 drilling Methods 0.000 claims description 7
- 238000005507 spraying Methods 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 5
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 3
- 230000009471 action Effects 0.000 claims description 3
- 238000005422 blasting Methods 0.000 claims description 3
- 238000005260 corrosion Methods 0.000 claims description 3
- 239000010687 lubricating oil Substances 0.000 claims description 3
- 230000008569 process Effects 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 abstract description 3
- 230000005484 gravity Effects 0.000 description 6
- 239000004575 stone Substances 0.000 description 3
- JUJWROOIHBZHMG-UHFFFAOYSA-N Pyridine Chemical group C1=CC=NC=C1 JUJWROOIHBZHMG-UHFFFAOYSA-N 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007246 mechanism Effects 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
- 229920006395 saturated elastomer Polymers 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- 238000012876 topography Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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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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Abstract
The invention provides a suspension bridge tunnel anchor and rock mass anchor combined type anchorage structure and a construction method. The composite anchorage structure comprises a scattered cable saddle chamber, a front anchor chamber and a rear anchor chamber which are sequentially formed by constructing the main cable access hole, wherein a front anchor body, an anchor plug body, a rear anchor body and a plurality of anchor cables are arranged between the front anchor chamber and the rear anchor chamber, the front anchor body is arranged on the front anchor surface of the anchor plug body and is larger than the front anchor surface of the anchor plug body in area, the rear anchor body is arranged on the rear anchor surface of the anchor plug body and is larger than the rear anchor surface of the anchor plug body in area, the plurality of anchor cables are fixed on the rear anchor body through the anchor devices after penetrating through the anchor plug body and rock bodies around the anchor plug body from the front anchor body, and the main cable of the suspension bridge is connected with the corresponding anchor cables after being scattered through the scattered cable saddle after being pulled into the scattered cable saddle chamber from the main cable access hole. The invention increases the bearing range of the rock mass, improves the bearing capacity of the anchorage, can reduce the size of the anchor hole, and is applicable to the rock mass with poor engineering quality level.
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 tunnel anchor and rock mass anchor composite anchorage structure and a construction method.
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 anchorage, a rock mass and reinforced concrete slab type anchorage, a concrete beam type rock anchorage 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, the excavation of earth and stone, the construction amount of concrete and the influence on ecological environment are smaller than those of gravity type anchorage, but tunnel type anchorage required by a large-tonnage bearing bridge is still large, and the excavation and concrete pouring amount of a cavity are also large. A tunnel type anchorage similar scale model drawing test shows that the main cable tension transmits load to surrounding rock in a shearing mode only through the peripheral side walls of the middle and rear parts of the anchor body, the load-bearing capacity of the anchor body cannot be greatly improved by lengthening the anchor body, the surrounding rock cannot be fully borne, the safety and stability coefficient of the built tunnel type anchorage surrounding rock is more than 7, and some of the tunnel type anchorage surrounding rock is even 10-50. The combined anchorage of the tunnel anchorage and the anchor cable is characterized in that part of load is transmitted to the rock mass through additionally arranging the anchor cable at the rear part of the gravity anchorage or the tunnel anchorage, the output of the anchor cable and the anchor body is not easy to coordinate, the durability of the anchor cable 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 bulletin No. CN 105648921B discloses a method for constructing a rock mass and reinforced concrete slab composite anchorage of a suspension bridge. The rock mass anchor, the rock mass and reinforced concrete slab combined anchorage and the concrete beam type rock anchor need a large number of anchor rope perforations, so that the integrity of the rock mass is weakened, and the rock mass anchor is only suitable for the rock mass with higher engineering quality level I-III, and has the advantages of less application and insufficient experience.
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 the single main cable is respectively even approximately 10 ten thousand tons, so that higher requirements are put on the bearing capacity of the anchorage, and the anchorage body or the number of anchor cables are increased by adopting the anchorage. However, the suspension bridge is limited by lines and topography, tunnel type anchorage is often required to be built in IV-V rock mass with lower engineering quality level, large-span and large-tonnage bearing bridge is needed, the height of a large quantity of anchorage holes is more than 24m, at the moment, holes are extremely difficult to form, great potential safety hazards exist, the amount of holes to be dug and concrete is greatly increased, the investment is huge, the construction period is long, and the risk is high.
Disclosure of Invention
According to the defects of the prior art, the invention provides a composite anchorage structure of a suspension bridge tunnel anchor and a rock mass anchor and a construction method thereof, wherein the composite anchorage maintains the bearing characteristic of a traditional tunnel anchor body, effectively utilizes surrounding rock masses of an anchor plug body, reduces the cross section size of a chamber of the anchor plug body, reduces the amount of hole digging and concrete, correspondingly improves the bearing capacity of the anchorage, and reduces the construction cost.
In order to achieve the technical aim, the technical scheme is that the composite type anchorage structure of the suspension bridge tunnel anchor and the rock mass anchor comprises a main cable access hole arranged in a bridge position area of the suspension bridge, a scattered cable saddle chamber, a front anchor chamber and a rear anchor chamber which are formed by sequentially constructing the main cable access hole, wherein a front anchor body, an anchor plug body, a rear anchor body and a plurality of anchor cables are arranged between the front anchor chamber and the rear anchor chamber, the front anchor body is arranged on the front anchor surface of the anchor plug body, the area of the front anchor body is larger than that of the front anchor surface of the anchor plug body, the rear anchor body is arranged on the rear anchor surface of the anchor plug body, the plurality of anchor cables are fixed on the rear anchor body through the anchor after penetrating through the anchor plug body and the rock mass around the anchor plug body from the front anchor body, the main cable of the suspension bridge is pulled into the scattered cable saddle chamber from the main cable access hole, the main cable is dispersed into the main cable with the same in number as the anchor cables, and each main cable is connected with the corresponding anchor cable through an anchor connector.
The cross section of the anchor plug body is in a city gate shape or a horseshoe shape or a round shape, the cross section area of the anchor plug body is gradually increased from the front anchor surface to the rear anchor surface to form a wedge body with a small front part and a large rear part, the anchor plug body and the rear anchor body form a tunnel anchor, the front anchor body is separated from the anchor plug body, and the front anchor body, the rear anchor body and the rock mass around the anchor plug body form a rock mass anchor wrapped outside the tunnel anchor under the action of an anchor rope.
The cross section of the front anchoring body and the rear anchoring body is the same as the cross section of the anchor plug body, the anchor plug body and the rear anchoring body are of an integrated reinforced concrete structure, the front anchoring body is arranged around the front side of the front anchoring body of the anchor plug body, and the rear anchoring body is connected with the anchor plug body through an arc-shaped or hemispherical curved surface body.
The technical scheme of the invention is that concrete is backfilled in the area, corresponding to the front anchor chamber, of the front anchor body, which is larger than the front anchor surface of the anchor plug body to form a front anchor chamber reinforcing body, the anchor cables are uniformly distributed in the rock mass between the front anchor body and the connecting line of the outer periphery of the anchor plug body in a ring shape and form a rock mass anchor wrapped outside a tunnel anchor together with the rock mass between the outer periphery of the anchor plug body and the connecting line of the outer periphery of the front anchor body and the outer periphery of the rear anchor body, anchor cable pipes are embedded in the anchor plug body, anchor cable holes are formed in the rock mass, the rear anchor body and the front anchor chamber reinforcing body around the front anchor body, anchor cable pipes in the rock mass and the anchor cable pipes in the front anchor chamber reinforcing body are connected in a round angle or arc tangent mode, and the anchor cable pipes in the front anchor body and the front anchor chamber reinforcing body respectively penetrate through the anchor plug body and the rock mass around the front reinforcing body and the front anchor body and the anchor body and are fixed on the rear anchor body through the anchor.
The technical scheme is that the plurality of anchor cables penetrate through anchor cable tubes and anchor cable holes to a rear anchor chamber and are anchored on a rear anchor body through anchors, the front ends of the anchor cables in a tunnel anchor are fixed on the front anchor surface of the tunnel anchor through anchors, the anchor cables in a rock mass anchor are fixed on a front anchor chamber reinforcing body, each main cable strand is connected with the corresponding anchor through an anchor connector, and the front anchor chamber reinforcing body is a reinforcing structure formed by backfilling reinforced concrete after the main cable strands are connected with the front end surface of the front anchor body.
In the invention, the resultant force line of the anchor body is coincident with the resultant force line of the main cable, and the resultant force point of the section of the front anchor body and the resultant force point of the section of the rear anchor body are both on the resultant force line of the main cable.
The invention provides a construction method of a suspension bridge tunnel anchor and rock mass anchor composite anchorage structure, which is characterized by comprising the following specific steps:
(1) The method comprises the steps of determining the position of a front anchor chamber according to a design drawing and a construction lofting, excavating main cable access holes on mountain slopes on one side or two sides of a suspension bridge, excavating a scattered cable saddle chamber, a front anchor chamber, an anchor chamber and a rear anchor chamber which are in a city gate shape through smooth blasting, constructing the front anchor chamber according to the sizes of an anchor plug and the rear anchor, expanding the front anchor chamber from the bottom of the scattered cable saddle chamber to be consistent with the width of the front anchor chamber, and keeping the width of the rear anchor chamber corresponding to the rear anchor body in a city gate shape or a horseshoe shape or a round shape;
(2) The method comprises the steps of (1) starting to perform anchor spraying and grouting reinforcement on broken surrounding rocks of a front anchor chamber, performing primary anchor spraying support on a front anchor body chamber and an anchor body chamber, performing local small-conduit grouting, erecting a steel arch frame on a surrounding rock section to support the surrounding rocks, performing anchor spraying and grouting reinforcement on surrounding rocks of a rear anchor chamber, and performing concrete lining on a main cable access hole, a cable scattering saddle chamber, the front anchor chamber and the rear anchor chamber;
(3) After the excavation of the anchor body chamber and the rear anchor chamber is completed and the bottom is cleared, anchor cable pipes and reinforcing steel bars are accurately positioned and installed in the anchor body chamber, the anchor cable pipes radially extend to the front anchor surface in a straight line, and resultant force points are arranged in the center of a loose cable saddle;
(4) According to the design drawing and construction lofting, the steel bars are installed in the front anchor body chamber, the steel pipes are embedded in the drilling positions, then concrete is poured, after the concrete strength reaches the design strength, anchor rope holes are drilled from the embedded steel pipes to the rear anchor surface through a drilling machine, and rock mass is crushed and is reinforced by grouting in the process of rock mass breaking and poor in integrity, so that the integrity and bearing capacity of the rock mass are improved.
(5) Installing anchor cables in the anchor cable holes, installing anchor cable pipes outside the front anchor bodies in the rock mass to the front anchor chambers, and backfilling the areas of the front anchor chambers, corresponding to the front anchor bodies, larger than the front anchor surfaces of the anchor plug bodies with reinforced concrete to form front anchor chamber reinforcing bodies;
(6) Excavating a loose cable saddle foundation in a loose cable saddle chamber, pouring a reinforced concrete base of the loose cable saddle, installing the loose cable saddle after reaching the design strength, then, pulling and introducing main cables of a suspension bridge, dispersing the main cables into main cable strands with the same number as the anchor cables through the loose cable saddle, and connecting the anchor cables with the main cable strands in a one-to-one correspondence manner by using an anchor connector;
(7) After the concrete of the anchor plug body reaches the design strength, installing an anchor on the surface of the rear anchor body, starting from the central anchor rope, symmetrically stretching the anchor rope layer by layer towards the outer ring, anchoring the single anchor rope to the anchor plug body by using the anchor 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 body of the anchor rope into the anchor rope pipe to complete the construction of the composite anchor pyridine structure.
The invention discloses a composite anchorage, which comprises an anchor plug body, wherein the middle part of the anchor plug body is small at the front and large at the rear, the section of the anchor plug body is in a gate shape or a round or horseshoe shape, a front anchor body with the area larger than the front end surface of the anchor plug body is arranged on the front end surface of the anchor plug body, a rear anchor body with the area larger than the rear end surface is arranged on the rear end surface of the anchor plug body, anchor ropes are distributed in the anchor plug body and rock mass around the anchor plug body, the front anchor body is separated from the anchor plug body, reinforced concrete is integrally poured into the anchor plug body and the front anchor chamber expansion part outside the front anchor surface of the anchor plug body is filled with reinforced concrete to form a front anchor chamber reinforcing body, and the front anchor body, the rear anchor body and the rock mass between the front anchor body and the outer edge of the anchor plug body form a ring-shaped rock anchor body. Compared with the traditional tunnel anchor body, the composite anchor has shorter length under the same surrounding rock grade and bearing capacity, and can shorten the length of a cavity and the section of the cavity, thereby reducing the excavation amount and the concrete amount of the cavity, lowering the construction cost and shortening the construction period.
Drawings
FIG. 1 is a perspective view of an anchorage in accordance with the present invention;
FIG. 2 is a cross-sectional view A-A of FIG. 1;
fig. 3 is a sectional view of B-B in fig. 1.
In the figure, the main cable is connected into a hole, a 2-scattered cable saddle chamber, a 3-front anchor chamber, a 4-front anchor body, a 5-anchor plug body, a 6-rear anchor body, a 7-rear anchor chamber, an 8-main cable, a 9-scattered cable saddle, a 10-anchor cable, an 11-main cable strand, a 12-anchor connector, a 13-rock mass, a 14-anchor device, a 15-anchor cable hole, a 16-anchor cable pipe and a 17-front anchor chamber reinforcing 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 3 are views of a composite anchorage structure of a suspension bridge tunnel anchor and a rock mass anchor in an embodiment, which are drawn in a simplified manner, for the purpose of clearly and concisely 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.
In the embodiment, as shown in fig. 1 to 3, the composite anchorage structure of the suspension bridge tunnel anchor and the rock mass anchor comprises a main cable access hole 1 arranged in a bridge position area of the suspension bridge, a cable saddle chamber 2, a front anchor chamber 3 and a rear anchor chamber 7 which are sequentially formed by construction of the main cable access hole 1, wherein a front anchor body 4, an anchor plug 5, a rear anchor body 6 and a plurality of anchor cables 10 are arranged between the front anchor chamber 3 and the rear anchor chamber 7, the cross section of the anchor plug 5 is in a portal shape or a horseshoe shape or a round shape, the cross section area of the anchor plug 5 is gradually increased from the front anchor surface to the rear anchor surface to form a wedge body with a small front part and a large rear part, the front anchor body 4 is arranged on the front anchor surface of the anchor plug 5, the area of the front anchor body is larger than that of the anchor plug 5, the rear anchor body 6 is arranged on the rear anchor surface of the anchor plug 5, the cross section of the front anchor body 4 and the rear anchor body 6 is in the same as that of the anchor plug 5, and the cross section of the anchor plug 6 is in a hemispherical shape or an arc shape. The anchor plug body 5 and the rear anchor body 6 are of an integrated reinforced concrete structure to form a tunnel anchor, the front anchor body 4 is arranged around the front side of the front anchor body of the anchor plug body 5, the front anchor chamber 3 is backfilled with concrete in the area, corresponding to the front anchor body 4, larger than the front anchor surface of the anchor plug body 5 to form a front anchor chamber reinforcing body 17, a plurality of anchor cables 10 penetrate through the front anchor surface and anchor cable pipes 16 of the front anchor chamber reinforcing body 17 respectively, and then are fixed on the rear anchor body 6 through the anchors 14 after penetrating through the anchor plug body 5, the front reinforcing body 4 and rock mass 13 around the anchor plug body 5, the front ends of the anchor cables 10 in the tunnel anchor are fixed on the front anchor surface of the tunnel anchor through the anchors, and the anchor cables 10 in the rock mass anchors are fixed on the front anchor chamber reinforcing body 17. The plurality of anchor cables 10 are uniformly distributed in the anchor plug body 5 in an annular shape and in the rock mass 13 between the front anchor body 4 and the connecting line of the outer edge of the rear anchor body 6 at the periphery of the anchor plug body 5, and form rock mass anchors with the rock mass 13 between the front anchor body 4 and the connecting line of the outer edge of the rear anchor body 6 at the periphery of the anchor plug body 5, the anchor cables distributed in the anchor plug body 5 pass through anchor cable tubes pre-installed in the anchor plug body 5, the anchor cables distributed in the rock mass 13 at the periphery of the anchor plug body 5 pass through anchor cable tubes 16 pre-drilled in anchor cable holes 15 in the rock mass 13, the front ends of the plurality of anchor cables 10 are respectively fixed on the front end face of the front anchor body 4 through anchor devices 14, the anchor cables 10 in the rock mass 13 pass through the anchor cable tubes 16 in the front anchor chamber reinforcing body 17, and the anchor cable tubes 16 in the front anchor chamber reinforcing body 17 are connected in a round angle or arc tangent mode in the front anchor chamber reinforcing body 17. The main cables 8 of the suspension bridge are led into the cable saddle chamber 2 from the main cable access hole 1 and then are dispersed into main cable strands 11 with the same number as the anchor cables 10 through the cable saddle 9, and each main cable strand 11 is connected with the corresponding anchor cable 10 through an anchor connector 12. The resultant force line of the anchor plug body 5 is overlapped with the resultant force line of the main cable 8, and the resultant force point of the section of the front anchor body 4 and the resultant force point of the section of the rear anchor body 6 are both on the resultant force line of the main cable 8.
The construction method of the suspension bridge tunnel anchor and rock mass anchor composite anchorage structure in the invention is described in detail below with reference to specific engineering examples, which include composite anchorage arranged on mountain bodies on one side or both sides of the suspension bridge. The engineering geological conditions and physical mechanical parameters of rock mass and concrete are as follows, wherein the rock mass is of a lamellar structure, weak weathering is to strong weathering is carried out, the integrity of the rock mass is poor, compared with crushing, underground water does not develop, a structure surface with uncontrollable adverse structure is formed, the quality level of the rock mass engineering is as level IV, the part is level V, the rock mass gravity gamma=2.48 g/cm 3, the rock mass saturated uniaxial compressive strength R c =15-30 MPa, the rock mass deformation modulus average value E o =7.5 MPa, the Poisson ratio mu=0.27, the rock mass allowable bearing capacity [ f a ] =0.75 MPa, the shear strength f '=0.85, c=0.55 MPa, the shear strength f=0.45, the shear strength f' =0.75, c=0.50 MPa and the shear strength f=0.40. The single main cable bears 2.7X10 5 kN, 109 main cable strands, 127 cable strands and galvanized high-strength steel wires with the diameter phi of 5mm, the standard strength R j b =1960MPa and the PPWS method construction. The anchor body concrete is designed with the reference number of C40 and micro-expansion, 109 anchor cable pipes are seamless steel pipes, the inner diameter phi of each pipe is 12cm, and the quality of the anchor cable pipe is Q345.
The anchorage structure is in the form and size that the length of the main cable access section is 25m, the length of the cable saddle chamber is 5m, and the city gate shape is wide x high=7mx 8m; the anchor plug body is in a gate shape, the length of the anchor plug body is 45m (the length of the anchor plug body comprises 5 m), the front anchor chamber is in a gate shape, the length of the gate shape is 10m, the front anchor surface is in a gate shape, the width of the front anchor chamber is multiplied by the height of the anchor plug body=6mx8m (the corresponding rear anchor surface of the tunnel anchor is in a gate shape, the width of the rear anchor chamber is multiplied by the height of the anchor plug body=7mx9.8m), the length of the rear anchor chamber is 2.5m, the rear anchor body is in a gate shape, the thickness of the curved surface body is 8.71m, the width of the curved surface body is multiplied by 16.24mx18.24m, the radius of the curved surface body is 9.12m, the radius of an arc tangent to the side surface and the curved surface of the anchor plug body is 2.00m, the front anchor body is 3m, the gate shape, the width of the front anchor body is multiplied by the gate shape, the width of the anchor plug body is multiplied by the height=14mx16m, and the included angle between a main cable and a horizontal plane is 37 degrees.
The concrete construction steps are as follows:
(1) According to a design drawing and construction lofting, determining the position of a front anchor chamber, excavating a main cable access hole 1 on a mountain slope at one side or two sides of a suspension bridge, excavating a scattered cable saddle chamber 2, a front anchor chamber 3, a front anchor chamber, an anchor chamber and a rear anchor chamber 7 in a city gate shape through smooth blasting, constructing the front anchor chamber according to the sizes of an anchor plug body and the rear anchor body, expanding the front anchor chamber from the bottom of the scattered cable saddle chamber to be consistent with the width of the front anchor chamber, and expanding the rear anchor chamber to be consistent with the width of the rear anchor body corresponding to the anchor chamber, wherein the section of the anchor chamber is in a city gate shape or a horseshoe shape or a circle shape;
(2) After the anchor body chamber 5 and the rear anchor body 5 are excavated and cleaned, 27 anchor cable pipes 16 and reinforcing steel bars are accurately positioned and installed in the rear anchor body 5 and the anchor plug chamber 5, the anchor cable pipes 16 radially and linearly extend to the front anchor surface, and resultant force points are arranged at the center of the cable scattering saddle 9. Grouting pipes are pre-buried between the contact surfaces of the anchor plug body 5 and the rock body 13, a rear anchor face template is installed, micro-expansion concrete is integrally poured in layers, vibration is compact, and the concrete is maintained to form an integrated anchor plug body consisting of the anchor plug body 5 and the rear anchor body 6.
(3) According to the design drawing and construction lofting, steel bars are arranged in the front anchoring body 4, steel pipes with the inner diameter phi 15cm of the drilling position are embedded, the holes are 82 holes, then concrete is poured, after the concrete strength reaches the design strength, anchor rope holes 13 are drilled from the embedded steel pipes to the rear anchoring surface through a drilling machine, and rock mass is crushed and the rock mass with poor integrity is grouting and reinforced during the process, so that the integrity and bearing capacity of the rock mass are improved.
(4) And installing the anchor cable 10 in the anchor cable hole 13, installing an anchor cable pipe outside the front anchor body 4 to the front anchor chamber 3 by the anchor cable 10 in the rock mass, and then filling the enlarged part of the front anchor chamber 3 with reinforced concrete to form a front anchor chamber reinforcement 17.
(5) Digging a scattered cable saddle 9 foundation in the scattered cable saddle chamber 2, pouring a reinforced concrete base of the scattered cable saddle 9, installing the scattered cable saddle 9 after reaching the design strength, then leading in a main cable 8 of a suspension bridge, dispersing the main cable into 109 main cable strands 11 through the scattered cable saddle 9, and connecting anchor cables 10 with the main cable strands 11 in a one-to-one correspondence manner by using anchor connectors;
(6) After the concrete of the anchor plug body 5 reaches the design strength, P-shaped anchorage devices are arranged on the surface of the rear anchorage body 6, the anchorage cables are symmetrically tensioned from the central anchorage cable layer by layer outwards, the single anchorage cable is anchored to the anchor plug body by the anchorage devices 14 after reaching the design load of the single anchorage cable until all the anchorage cables are tensioned and anchored, and finally, the anti-corrosion and lubricating oil bodies of the anchorage cables are filled into the anchorage cable pipes 16.
The anchor plug body with smaller section size in the anchorage in the embodiment is wrapped by the rock body, the anchor plug body is separated from the front anchor body, the bearing mechanism of the traditional tunnel anchor is reserved, meanwhile, under the action of the rear anchor body which is of an arc-shaped body with larger area, the tunnel anchor and the rock body anchor can bear cooperatively, the bearing area of the anchorage is enlarged by the outer edge part of the rear anchor body, the stress diffusion effect of the arc-shaped body is overcome, the limitation that the plate (beam) anchorage only utilizes the rock body in front to bear is overcome, the stress concentration of surrounding rock is reduced, and the bearing range of the surrounding rock is further expanded. The composite anchorage can be built in surrounding rock with poor lithology, and has the advantages of less excavation and concrete quantity of anchor holes of a tunnel compared with the traditional tunnel although a large number of anchor cable holes are drilled, low engineering cost, short construction period and small construction risk.
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 (5)
1. A construction method of a suspension bridge tunnel anchor and rock mass anchor composite anchor structure is characterized in that the composite anchor structure comprises a main cable access hole (1) arranged in a bridge location area of a suspension bridge, a scattered cable saddle chamber (2), a front anchor chamber (3) and a rear anchor chamber (7) which are formed by sequentially constructing the main cable access hole (1), a front anchor body (4), an anchor plug body (5), a rear anchor body (6) and a plurality of anchor cables (10) which are arranged between the front anchor chamber (3) and the rear anchor chamber (7), wherein the front anchor body (4) is arranged on the front anchor surface of the anchor plug body (5) and has an area larger than the front anchor surface of the anchor plug body (5), the rear anchor body (6) is arranged on the rear anchor surface of the anchor plug body (5), and the plurality of anchor cables (10) penetrate through the front anchor body (5) and the rock saddle (13) around the anchor plug body (5) in sequence, and are connected with the same number of the main cable (2) through the anchor cable (11) in a scattered cable (1) by the same number of the scattered cable saddle body (14) which is connected with the main cable (2) respectively;
The construction method of the suspension bridge tunnel anchor and rock mass anchor composite anchorage structure comprises the following specific steps:
(1) The method comprises the steps of determining the position of a front anchor chamber according to a design drawing and a construction lofting, excavating a main cable access hole on a mountain slope at one side or two sides of a suspension bridge, excavating a scattered cable saddle chamber, a front anchor chamber, an anchor chamber and a rear anchor chamber which are in a city gate shape through smooth blasting, constructing the front anchor chamber according to the sizes of an anchor plug body and a rear anchor body, expanding the front anchor chamber from the bottom of the scattered cable saddle chamber to be consistent with the width of the front anchor chamber, and keeping the width of the rear anchor chamber corresponding to the rear anchor body in a city gate shape or a horseshoe shape or a round shape;
(2) The method comprises the steps of (1) starting to perform anchor spraying and grouting reinforcement on broken surrounding rocks of a front anchor chamber, performing primary anchor spraying support on a front anchor body chamber and an anchor body chamber, performing local small-conduit grouting, erecting a steel arch frame on a surrounding rock section to support the surrounding rocks, performing anchor spraying and grouting reinforcement on surrounding rocks of a rear anchor chamber, and performing concrete lining on a main cable access hole, a cable scattering saddle chamber, the front anchor chamber and the rear anchor chamber;
(3) After the excavation of the anchor body chamber and the rear anchor chamber is completed and the bottom is cleared, anchor cable pipes and reinforcing steel bars are accurately positioned and installed in the anchor body chamber, the anchor cable pipes radially extend to the front anchor surface in a straight line, and resultant force points are arranged in the center of a loose cable saddle;
(4) According to a design drawing and construction lofting, making and installing the steel bars in the front anchor body chamber, embedding steel pipes in the drilling positions, pouring concrete, drilling anchor rope holes from the embedded steel pipes to the rear anchor surface through a drilling machine after the concrete strength reaches the design strength, and grouting and reinforcing the rock mass with broken rock mass and poor integrity during the process so as to improve the integrity and bearing capacity of the rock mass;
(5) Installing anchor cables in the anchor cable holes, installing anchor cable pipes outside the front anchor bodies in the rock mass to the front anchor chambers, and backfilling the areas of the front anchor chambers, corresponding to the front anchor bodies, larger than the front anchor surfaces of the anchor plug bodies with reinforced concrete to form front anchor chamber reinforcing bodies;
(6) Excavating a loose cable saddle foundation in a loose cable saddle chamber, pouring a reinforced concrete base of the loose cable saddle, installing the loose cable saddle after reaching the design strength, then, pulling and introducing main cables of a suspension bridge, dispersing the main cables into main cable strands with the same number as the anchor cables through the loose cable saddle, and connecting the anchor cables with the main cable strands in a one-to-one correspondence manner by using an anchor connector;
(7) After the concrete of the anchor plug body reaches the design strength, installing an anchor on the surface of the rear anchor body, starting from the central anchor rope, symmetrically stretching the anchor rope layer by layer outwards, anchoring the single anchor rope to the anchor plug body by using the anchor after reaching the design load of the single anchor rope until all the anchor ropes are stretched and anchored, and finally pouring the anti-corrosion and lubricating oil of the anchor rope into the anchor rope pipe to complete the construction of the composite anchor structure.
2. The method for constructing the composite anchorage structure of the suspension bridge tunnel anchor and the rock mass anchor, as set forth in claim 1, is characterized in that the section of the anchor plug body (5) is in a portal shape, a horseshoe shape or a round shape, the section area of the anchor plug body is gradually increased from the front anchor surface to the rear anchor surface to form a wedge-shaped body with a small front part and a large rear part, the anchor plug body (5) and the rear anchor body (6) form a tunnel anchor, the front anchor body (4) is separated from the anchor plug body (5), and the rock mass (13) surrounding the rear anchor body (6) and the anchor plug body (5) form a rock mass anchor wrapped outside the tunnel anchor under the action of the anchor cable (10).
3. The method for constructing the composite anchorage structure of the suspension bridge tunnel anchor and the rock mass anchor, which is disclosed in claim 1 or 2, is characterized in that the cross sections of the front anchor body (4) and the rear anchor body (6) are the same as the cross section of the anchor plug body (5), the anchor plug body (5) and the rear anchor body (6) are of an integrated reinforced concrete structure, the front anchor body (4) is arranged around the front anchor surface side of the anchor plug body (5), and the rear anchor body (6) is connected with the anchor plug body (5) through an arc-shaped or hemispherical curved surface.
4. A construction method of a suspension bridge tunnel anchor and rock mass anchor composite anchor structure according to claim 2 is characterized in that a front anchor chamber reinforcing body (17) is formed by backfilling concrete in a region of a front anchor chamber (3) corresponding to a front anchor body (4) larger than a front anchor surface of an anchor plug body (5), a plurality of anchor ropes (10) are uniformly distributed in a ring shape in a rock mass (13) between the anchor plug body (5) and a connecting line between the front anchor body (4) and the outer edge of the rear anchor body (6) at the periphery of the anchor plug body (5), and the rock mass (13) between the periphery of the anchor plug body (5), the front anchor body (4) and the outer edge connecting line of the rear anchor body (6) form a rock mass anchor wrapped outside the tunnel anchor, anchor ropes are embedded in anchor rope pipes (16) in the anchor plug body (5), anchor ropes (15) are arranged in anchor rope holes (17) in the front anchor body (4), the rock mass (13) around the anchor plug body (5), the rear anchor body (6) and the front anchor chamber reinforcing body (17), and the anchor ropes (17) are arranged in a manner of tangent to the front anchor pipe (16) in the rock mass (17) at the front anchor chamber reinforcing body (16) and the front anchor body (16) by adopting a mode of circular arc connecting the rock mass connecting line (17) between the front anchor body (6) and the rock mass The anchor cable tube (16) of the front anchor chamber reinforcing body (17) respectively penetrates through the anchor plug body (5) and the front anchor body (4) and the rock mass (13) around the anchor plug body (5) and then is fixed on the rear anchor body (6) through the anchor device (14).
5. The method for constructing the composite anchorage structure of the tunnel anchor and the rock mass anchor of the suspension bridge, which is disclosed in claim 2, is characterized in that the plurality of anchor cables (10) penetrate through anchor cable pipes and anchor cable holes to the rear anchor chamber (7) and are anchored on the rear anchor body (6) by anchors, the front ends of the anchor cables (10) in the tunnel anchors are fixed on the front anchor surface of the tunnel anchors by anchors (14), the anchor cables (10) in the rock mass anchors are fixed on front anchor chamber reinforcing bodies (17), each main cable strand (11) is respectively connected with the corresponding anchor device (14) through anchor connectors (12), and the front anchor chamber reinforcing bodies (17) are reinforcing structures formed by backfilling reinforced concrete after the main cable strands (11) are connected with the front end surfaces of the front anchor bodies (4).
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| CN112681132A (en) * | 2020-11-18 | 2021-04-20 | 中交一公局集团有限公司 | Positioning support of suspension bridge prestressed anchoring system and construction method |
| CN113700513B (en) * | 2021-08-03 | 2024-05-24 | 武汉科技大学 | Combined tunnel anchorage structure |
| CN114922085B (en) * | 2022-06-09 | 2024-06-25 | 湖南科技大学 | A prefabricated tunnel anchor system and construction method |
| CN116427268A (en) * | 2023-03-22 | 2023-07-14 | 四川公路桥梁建设集团有限公司 | Gently deep anchoring system for the main cable bridge head of a super-long-span suspension bridge |
| CN116877155A (en) * | 2023-07-10 | 2023-10-13 | 兰州理工大学 | Novel tunnel type anchor ingot of horn-shaped suspension bridge |
| CN116657506B (en) * | 2023-07-27 | 2023-11-14 | 中国建筑第六工程局有限公司 | Method for arranging cable crane gravity anchors of highway and rail dual-purpose suspension bridge in deep soil layer |
| CN119962152B (en) * | 2024-07-19 | 2025-09-30 | 武汉工程大学 | Tunnel anchor security performance assessment method, system and storage medium based on cloud computing |
| CN119777258B (en) * | 2025-01-03 | 2025-10-17 | 长江水利委员会长江科学院 | Tension-dispersed tunnel anchorage and construction method |
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| JP4329212B2 (en) * | 2000-03-14 | 2009-09-09 | 鹿島建設株式会社 | Anchoring structure of main cable of suspension bridge to anchorage |
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