CN111705659A - Horizontal embedded anchorage foundation - Google Patents
Horizontal embedded anchorage foundation Download PDFInfo
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- CN111705659A CN111705659A CN202010535396.5A CN202010535396A CN111705659A CN 111705659 A CN111705659 A CN 111705659A CN 202010535396 A CN202010535396 A CN 202010535396A CN 111705659 A CN111705659 A CN 111705659A
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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
Abstract
The application relates to a horizontal embedded anchorage foundation, which relates to the technical field of bridge engineering and comprises an anchor body, an embedded wall, a buttress, an oblique tension beam and an anchor chamber, wherein the embedded wall is arranged below the bottom surface of the anchor body and is horizontally embedded in bedrock, so that a larger part of anti-sliding bearing capacity can be provided for the anchorage foundation; in addition, the bottom of the anchor body is provided with a boss to meet the requirement of an anchoring system on an anchoring space, so that the increase of the excavation amount of a foundation pit caused by the integral downward movement of the basal surface of the anchor body can be avoided; the bottom surface of the boss is arranged above the sea level or the underground water line, so that the underwater is prevented from immersing into the anchor body to influence the durability of the main cable anchoring system anchored in the boss of the anchor body. Therefore, the anchor foundation scale can be reduced, the material consumption is saved, the mountain excavation amount is reduced, and the durability of a main cable anchoring system can be ensured.
Description
Technical Field
The application relates to the technical field of bridge engineering, in particular to a horizontal embedded type anchorage foundation.
Background
A suspension cable system bridge is one of large-span bridge types, and is often used in a sea-crossing bridge project. The anchorage is used as a main stressed member of the suspension cable system bridge, and the selection of the structure type and the design of the structure size are limited by a plurality of factors, such as a coastal ecological red line, a coastal terrain, a coastal hydrology and geology, a port wharf and the like.
In the related art, under the geological conditions of coastal slope terrain and bedrock, a gravity anchor or a tunnel anchor is usually adopted as an anchor foundation of a main cable of a suspension bridge. The gravity type anchorage foundation resists the horizontal tension of a main cable through the friction force of a base and a foundation, the friction force is equal to the product of the anchorage dead weight after the vertical component of the main cable is deducted and the friction coefficient, and the friction coefficient is a constant, so that the anchorage dead weight needs to be greatly increased in order to resist the huge main cable tension, and the scale of the gravity type anchorage foundation is usually huge. Besides large consumption of structural materials, the gravity type anchorage foundation with huge scale also has the problems of large excavation amount of foundation pit construction mountain, high side slope protection cost, occupation of ecological red lines of the coast and the like when the coast slope terrain is adopted. The tunnel anchor resists the huge pulling force of the main cable through the cohesive force and the embedding action of the anchor body and the surface of the bedrock, although the foundation scale is relatively small and the excavation amount of the mountain is also small, the requirement on the quality of surrounding rocks is high, and due to condition limitation, the anchor plug body is generally required to be arranged below a water level line, and if the integrity of the surrounding rocks is poor and the water permeability is high, the problems of high construction difficulty, high risk, poor durability of a main cable anchoring system and the like exist.
Disclosure of Invention
The embodiment of the application provides a horizontal embedded type anchorage foundation, and aims to solve the problems that the foundation in the related art is large in scale, large in material consumption, large in mountain excavation amount, large in influence of bedrock quality on construction difficulty and risk, large in influence of underground water on the durability of a main cable anchoring system and the like.
The horizontal embedded type anchorage foundation comprises an anchor body, wherein the top surface of the front end of the anchor body is a horizontal plane, the tail part of the anchor body is an inclined plane, the slope of the inclined plane is equal to the mountain excavation slope rate, a boss is arranged at the bottom of the anchor body, and the bottom surface of the boss is higher than the sea level or the underground water level line;
the embedded wall is arranged at the bottom of the anchor body and is positioned below the main cable anchoring system, the top of the embedded wall is connected with the bottom of the anchor body, and the embedded wall is horizontally embedded in bedrock;
the buttress is arranged on the top surface of the front end of the anchor body;
one end of the diagonal beam is connected with the anchor body, and the other end of the diagonal beam is connected with the top of the buttress;
the anchor room is arranged on the anchor body, the buttress and the inclined pull beam and is of a hollow three-dimensional structure enclosed by a bottom plate and a protective cover, the rear end of the protective cover is connected with the anchor body, and the bottom plate is fixedly connected with the inclined pull beam.
In some embodiments, the front end of the embedded wall is set to be of equal thickness, the rear end is set to be of variable thickness, and the cross section of the embedded wall is in a wedge shape with a narrow front part and a wide rear part; the sidewall spread angle at the thickness of the embedded wall is less than or equal to 30 °.
The embedded wall is provided with lateral bulges at equal intervals along the longitudinal direction, and the cross section of the embedded wall is in a string shape; the side wall spread angle of the side projection of the embedded wall is less than or equal to 45 degrees.
Two embedded walls are arranged below the single main cable anchoring system.
The buttress is vertically arranged on the top surface of the front end of the anchor body.
The two sides of the lower portion of the bottom plate are provided with the inclined tension beams, the inclined tension beams are internally provided with prestressed tendons, the tensioning mode of the prestressed tendons is single-end tensioning, the anchoring ends of the prestressed tendons are arranged in the anchor bodies, and the tensioning ends are arranged at the tops of the buttresses.
The center of gravity of the anchor foundation is arranged at the rear side of the center line of the bottom surface of the anchor foundation, and the distance L between the center of gravity of the anchor foundation and the center line1The following calculation formula needs to be satisfied:
L1＝(Qd+0.5QL)×(cosθ×H-sinθ×L2)/G
wherein: qdIs a suspension cable system bridge constant load total cable force, QLThe total cable force of the suspension cable system bridge live load is calculated, theta is the incident angle of the main cable at the cable scattering point, H is the vertical height of the cable scattering point from the bottom surface of the anchor foundation, and L2The longitudinal horizontal distance between the scattered cable point and the center line of the bottom surface of the anchor foundation is G, and the dead weight of the anchor foundation is G.
The formula for calculating the anti-skid stability coefficient K of the anchorage foundation is as follows:
wherein: k1As a safety factor for the substrate friction and skid resistance, K2Mu is the coefficient of friction of the substrate, G is the dead weight of the anchorage foundation, Q is the total cable force of the main cable of the suspension cable system bridge, theta is the incident angle of the main cable at the scattered cable point, c is the cohesive force of the bedrock, A is the anti-skidding safety coefficient of the embedded wall anchored in the bedrock1iFor area of wall embedding, αiTo be embedded in a wall side wall extension angle, A2Is the area embedded in the bottom surface of the wall.
The beneficial effect that technical scheme that this application provided brought includes: the anchor foundation scale can be reduced, the material consumption is saved, the mountain excavation amount is reduced, the construction difficulty and risk are reduced, and the influence of underground water on the durability of a main cable anchoring system is avoided.
The embodiment of the application provides a horizontal embedded type anchorage foundation, and as the embedded wall is arranged below the anchor body, the foundation pit construction can be directly performed by manual excavation or blasting to form a groove after the main foundation pit of the anchor body is formed, so that the construction is convenient and the risk is low; the anchor is embedded into bedrock to provide anchoring anti-skid bearing capacity, meanwhile, the self weight of the anchor body can provide base friction anti-skid bearing capacity, and the anchor and the bedrock work cooperatively, so that the scale of an anchor foundation can be effectively reduced, the material consumption of the structure is further saved, and the excavation amount of a mountain is reduced; in addition, the bottom of the anchor body is provided with a boss to meet the requirement of an anchoring system on an anchoring space, so that the increase of the excavation amount of a foundation pit caused by the integral downward movement of the basal surface of the anchor body can be avoided; the bottom surface of the boss is arranged above the sea level or the underground water line, so that the underwater is prevented from immersing into the anchor body to influence the durability of the main cable anchoring system anchored in the boss of the anchor body. Therefore, compared with a gravity type anchorage foundation, the scale of the anchorage foundation is reduced, the material consumption of the structure is saved, and the mountain excavation amount is reduced; compared with a tunnel anchor foundation, the construction difficulty and risk are reduced, and the durability of a main cable anchoring system can be ensured.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
Fig. 1 is a schematic side elevation structure view of a horizontal embedded type anchor foundation provided in an embodiment of the present application;
fig. 2 is a schematic view of a vertical structure of a horizontal embedded type anchor foundation provided in an embodiment of the present application;
fig. 3 is a schematic plan structure diagram of a horizontal embedded anchor foundation provided in the embodiment of the present application;
FIG. 4 is a schematic plan view of a wedge-shaped anchor plug-type embedded wall according to an embodiment of the present disclosure;
fig. 5 is a schematic plan view of a string-shaped anchor plug embedded wall according to an embodiment of the present application.
In the figure: 1-anchor body, 11-boss, 2-embedded wall, 3-buttress, 4-diagonal beam, 41-prestressed tendon, 5-anchor chamber, 51-bottom plate, 52-shield, 6-main cable anchoring system, 7-loose cable point and 8-anchorage foundation center of gravity.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
The embodiment of the application provides a horizontal embedded type anchorage foundation, which can solve the problems that the foundation in the related technology is large in scale, large in material consumption, large in mountain excavation amount, large in construction difficulty and risk and influenced by the quality of bedrock, the durability of a main cable anchoring system is influenced by underground water and the like.
Referring to fig. 1 to 3, the horizontal embedded anchorage foundation provided by the embodiment of the present application includes an anchor body 1, an embedded wall 2, a buttress 3, a diagonal beam 4, and an anchor chamber 5, where the anchor body 1 is of a solid concrete structure, and a top surface of a front end of the anchor body is set as a horizontal plane, so as to facilitate construction operations of the buttress 3, the anchor chamber 5, and other parts; the tail part of the anchor body 1 is provided with an inclined plane, the slope of the inclined plane is consistent with the slope rate of mountain excavation, the tail part of the anchor body 1 can be supported on the slope surface of the excavation, the base stress generated by the dead weight of the anchor body 1 in the construction stage is reduced, meanwhile, the gravity center of an anchor foundation can be moved backwards, and a pre-applied reverse bending moment is generated on the base plane so as to balance the forward bending moment generated by the main cable force on the base plane in the bridge forming stage, so that the influence of the bending moment on the stress distribution of the front and rear sides of the base plane is reduced, and the base stress distribution is more uniform; the bottom of the anchor body 1 is provided with a boss 11 to meet the requirement of the main cable anchoring system 6 on the anchoring space, so that the increase of the excavation amount of a foundation pit caused by the integral downward movement of the base surface of the anchor body 1 can be avoided; the bottom surface of the boss 11 is arranged above the sea level or the underground water level line, so that the underwater is prevented from immersing into the anchor body 1 to influence the durability of the main cable anchoring system 6 anchored in the boss 11; the number of the bosses 11 arranged along the transverse bridge direction corresponds to the number of the main cables of the suspension cable system bridge, namely, one boss 11 is arranged below each main cable anchoring system 6, and the size of each boss 11 is determined according to the size of each main cable anchoring system 6, so that the main cable anchoring systems 6 can be completely arranged in the concrete of the anchor body 1 and have enough protective layer thickness.
The embedded wall 2 is of a reinforced concrete structure, is horizontally arranged at the bottom of the anchor body 1 along the longitudinal bridge direction, is positioned below the anchoring range of the main cable anchoring system 6, is connected with the bottom of the anchor body 1 at the top and is horizontally embedded in bedrock; the foundation pit construction embedded into the wall 2 can be directly carried out by adopting manual excavation or blasting to form a groove after the main foundation pit of the anchor body is formed, the construction is convenient and the risk is small; the depth of the embedded wall 2 embedded into the bedrock is 2-3 times of the wall thickness of the embedded wall, the horizontal section area of the embedded wall 2 is determined according to the horizontal shearing force transmitted by the anchor body 1, and the longitudinal length is determined according to the balance condition of the horizontal shearing force transmitted by the anchor body 1 and the horizontal bearing force provided by the bedrock; in addition, the number of the embedded walls 2 arranged on the bottom surface of the anchor body 1 along the transverse bridge direction corresponds to the number of the main cable anchoring systems 6 of the suspension cable system bridge, and preferably, two embedded walls 2 are arranged below the single main cable anchoring system 6, so that the force transmission of the horizontal shearing force is more direct and reliable.
The buttress 3 is of a hollow reinforced concrete structure and is arranged on the top surface of the front end of the anchor body 1; preferably, buttress 3 is vertical to be set up on the top surface of anchor body 1 front end, can effectively shorten the required length of anchor body 1 front end, avoids anchor foundation to encroach on marine ecology red line.
The inclined tension beam 4 is arranged below a bottom plate 51 of the anchor chamber 5 and is of a prestressed concrete structure, namely, a prestressed tendon 41 is arranged in the inclined tension beam 4, the prestressed tendon 41 is tensioned in a single-end tensioning mode, an anchoring end of the prestressed tendon 41 is embedded into the anchor body 1, the tensioning end is arranged at the top of the buttress 3, and the prestressed inclined tension beam 4 is arranged between the anchor body 1 and the buttress 3, so that horizontal component force of the action of a loose cable saddle on the buttress 3 can be directly transmitted to the anchor body 1, the bending moment at the bottom of the buttress 3 is reduced, and the buttress 3 is mainly stressed. Preferably, a diagonal tension beam 4 is disposed on each of the left and right sides below the bottom plate 51 of the anchor chamber 5 to provide vertical support for the bottom plate 51 and the cover 52 of the anchor chamber 5.
The anchor chamber 5 is arranged on the anchor body 1, the buttress 3 and the inclined pull beam 4, and comprises a hollow three-dimensional structure surrounded by a protective cover 52 and a bottom plate 51 fixed at the bottom of the protective cover 52, wherein the rear end of the protective cover 52 is connected with the anchor body 1, and the bottom plate 51 is fixedly connected with the inclined pull beam 4.
The center of gravity 8 of the whole anchor foundation is arranged at the rear side of the central line of the bottom surface of the anchor foundation in the longitudinal direction of the longitudinal bridge, and the distance L between the center of gravity 8 of the anchor foundation and the central line is ensured1The following formula is satisfied, so that the bending moment borne by the foundation of the anchorage foundation in the bridge forming stage is basically zero, the foundation is pressed close to the center, the stress of the foundation is uniformly distributed, and the stress peak value is small; l is1The calculation formula of (a) is as follows:
L1＝(Qd+0.5QL)×(cosθ×H-sinθ×L2)/G
wherein: qdIs a suspension cable system bridge constant load total cable force, QLThe total cable force of the suspension cable system bridge live load is calculated, theta is the incident angle of the main cable at a cable scattering point 7, H is the vertical height of the cable scattering point 7 from the bottom surface of the anchor foundation, and L2The longitudinal horizontal distance from the rope scattering point 7 to the center line of the bottom surface of the anchor foundation is shown, and G is the dead weight of the anchor foundation.
The formula for calculating the anti-skid stability coefficient K of the whole anchorage foundation is as follows:
wherein: k1As a safety factor for the substrate friction and skid resistance, K2Mu is a base friction coefficient, G is an anchorage base dead weight, Q is a main cable force of a suspension cable system bridge, theta is an incident angle of a main cable at a scattered cable point 7, c is a cohesive force of the bedrock, A is an anti-sliding safety coefficient of an embedded wall 2 anchored in the bedrock1iFor embedding in the side wall area of the wall 2, αiTo be embedded in the wall 2 sidewall extension angle, A2Is embedded in the bottom surface area of the wall 2.
Preferably, as shown in fig. 4 and 5, the front end of the embedded wall 2 is set to be equal in thickness, the rear end is set to be variable in thickness, a wedge-shaped anchor body with a narrow front part and a wide rear part is formed on a plane, and a side wall spread angle α of the wedge-shaped anchor body1Less than or equal to 30 °; or will be embedded in the wall2, arranging lateral protrusions at equal intervals along the longitudinal direction to form a string-shaped anchor plug body on a plane, wherein the lateral protrusions have side wall spread angles α2The angle is less than or equal to 45 degrees, the embedded wall 2 is designed into a wedge-shaped anchor plug body or a string-shaped anchor plug body, so that the anchor body 1 and the bedrock are firmly combined into a whole, and the anchoring anti-skid bearing capacity of the embedded wall 2 in the bedrock is greatly improved.
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
It should be noted that, in the present application, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (8)
1. A horizontal embedded anchorage foundation is characterized by comprising:
the top surface of the front end of the anchor body (1) is a horizontal plane, the tail part of the anchor body is an inclined plane, the slope of the inclined plane is equal to the mountain excavation slope rate, a boss (11) is arranged at the bottom of the anchor body (1), and the bottom surface of the boss (11) is higher than the sea level or the underground water level line;
the embedded wall (2) is arranged at the bottom of the anchor body (1) and is positioned below the main cable anchoring system (6), the top of the embedded wall (2) is connected with the bottom of the anchor body (1), and the embedded wall (2) is horizontally embedded in bedrock;
the buttress (3) is arranged on the top surface of the front end of the anchor body (1);
one end of the inclined straining beam (4) is connected with the anchor body (1), and the other end of the inclined straining beam (4) is connected with the top of the buttress (3);
anchor room (5), anchor room (5) are located on anchor body (1), buttress (3) and oblique straining beam (4), be the hollow spatial structure who encloses by bottom plate (51) and guard shield (52), guard shield (52) rear end with anchor body (1) is connected, bottom plate (51) with oblique straining beam (4) fixed connection.
2. A horizontal embedded tie foundation as recited in claim 1, wherein: the front end of the embedded wall (2) is set to be of equal thickness, the rear end is set to be of variable thickness, and the cross section of the embedded wall is of a wedge shape with a narrow front part and a wide rear part; the sidewall spread angle at the thickness of the embedded wall (2) is less than or equal to 30 degrees.
3. A horizontal embedded tie foundation as recited in claim 1, wherein: the embedded wall (2) is provided with lateral bulges at equal intervals along the longitudinal direction, and the cross section of the embedded wall is in a string shape; the side wall spread angle of the lateral projection of the embedded wall (2) is less than or equal to 45 degrees.
4. A horizontal embedded tie foundation as recited in claim 1, wherein: two embedded walls (2) are arranged below the single main cable anchoring system (6).
5. A horizontal embedded tie foundation as recited in claim 1, wherein: the buttress (3) is vertically arranged on the top surface of the front end of the anchor body (1).
6. A horizontal embedded tie foundation as recited in claim 1, wherein: both sides of bottom plate (51) below all are equipped with one oblique straining beam (4), be equipped with prestressing tendons (41) in oblique straining beam (4), the stretch-draw mode of prestressing tendons (41) is single-ended stretch-draw, and its anchor end is located in anchor body (1), the stretch-draw end is located buttress (3) top.
7. A horizontal embedded tie foundation as recited in claim 1, wherein: the anchor foundation gravity center (8) is arranged at the rear side of the center line of the bottom surface of the anchor foundation, and the distance L between the anchor foundation gravity center (8) and the center line1The following calculation formula needs to be satisfied:
L1＝(Qd+0.5QL)×(cosθ×H-sinθ×L2)/G
wherein: qdIs a suspension cable system bridge constant load total cable force, QLThe total cable force of the live load of the suspension cable system bridge is calculated, theta is the incident angle of the main cable at the cable scattering point (7), H is the vertical height of the cable scattering point (7) from the bottom surface of the anchor foundation, and L2The longitudinal horizontal distance from the rope scattering point (7) to the center line of the bottom surface of the anchorage foundation is shown, and G is the dead weight of the anchorage foundation.
8. A horizontal embedded tie foundation as recited in claim 1, wherein: the formula for calculating the anti-skid stability coefficient K of the anchorage foundation is as follows:
wherein: k1As a safety factor for the substrate friction and skid resistance, K2Mu is the friction coefficient of the substrate, G is the dead weight of the anchorage foundation, Q is the total cable force of the main cable of the suspension cable system bridge, theta is the incident angle of the main cable at the cable scattering point (7), c is the cohesive force of the bedrock, A is the anti-sliding safety coefficient anchored in the bedrock for the embedded wall (2)1iFor embedding in the wall (2) side wall area, αiFor embedding into the wall (2) side wall extension angle, A2Is embedded in the bottom surface area of the wall (2).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010535396.5A CN111705659A (en) | 2020-06-12 | 2020-06-12 | Horizontal embedded anchorage foundation |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010535396.5A CN111705659A (en) | 2020-06-12 | 2020-06-12 | Horizontal embedded anchorage foundation |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112627030A (en) * | 2020-11-18 | 2021-04-09 | 中交一公局集团有限公司 | Gravity type anchorage structure of cable saddle buttress foundation and approach bridge foundation and construction method |
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2020
- 2020-06-12 CN CN202010535396.5A patent/CN111705659A/en active Pending
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112627030A (en) * | 2020-11-18 | 2021-04-09 | 中交一公局集团有限公司 | Gravity type anchorage structure of cable saddle buttress foundation and approach bridge foundation and construction method |
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