CN115387208A - Protective structure of pier, protective bridge and installation method - Google Patents

Protective structure of pier, protective bridge and installation method Download PDF

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Publication number
CN115387208A
CN115387208A CN202211122449.6A CN202211122449A CN115387208A CN 115387208 A CN115387208 A CN 115387208A CN 202211122449 A CN202211122449 A CN 202211122449A CN 115387208 A CN115387208 A CN 115387208A
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Prior art keywords
slope
core metal
pier
metal cylinder
sleeve
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Inventor
袁李刚
任剑
梁瑶
彭友松
张靖
张菂
周晓夫
刘耀川
侯定均
陈汗
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Sichuan Communication Surveying and Design Institute Co Ltd
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Sichuan Communication Surveying and Design Institute Co Ltd
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Priority to CN202211122449.6A priority Critical patent/CN115387208A/en
Publication of CN115387208A publication Critical patent/CN115387208A/en
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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01F—ADDITIONAL WORK, SUCH AS EQUIPPING ROADS OR THE CONSTRUCTION OF PLATFORMS, HELICOPTER LANDING STAGES, SIGNS, SNOW FENCES, OR THE LIKE
    • E01F15/00—Safety arrangements for slowing, redirecting or stopping errant vehicles, e.g. guard posts or bollards; Arrangements for reducing damage to roadside structures due to vehicular impact
    • E01F15/14—Safety arrangements for slowing, redirecting or stopping errant vehicles, e.g. guard posts or bollards; Arrangements for reducing damage to roadside structures due to vehicular impact specially adapted for local protection, e.g. for bridge piers, for traffic islands
    • E01F15/141—Safety arrangements for slowing, redirecting or stopping errant vehicles, e.g. guard posts or bollards; Arrangements for reducing damage to roadside structures due to vehicular impact specially adapted for local protection, e.g. for bridge piers, for traffic islands for column or post protection
    • 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
    • E01D19/02—Piers; Abutments ; Protecting same against drifting ice
    • 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
    • F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
    • F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
    • F16F—SPRINGS; SHOCK-ABSORBERS; MEANS FOR DAMPING VIBRATION
    • F16F15/00—Suppression of vibrations in systems; Means or arrangements for avoiding or reducing out-of-balance forces, e.g. due to motion
    • F16F15/02—Suppression of vibrations of non-rotating, e.g. reciprocating systems; Suppression of vibrations of rotating systems by use of members not moving with the rotating systems
    • F16F15/04—Suppression of vibrations of non-rotating, e.g. reciprocating systems; Suppression of vibrations of rotating systems by use of members not moving with the rotating systems using elastic means
    • F16F15/08—Suppression of vibrations of non-rotating, e.g. reciprocating systems; Suppression of vibrations of rotating systems by use of members not moving with the rotating systems using elastic means with rubber springs ; with springs made of rubber and metal
    • 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
    • Y02A30/00—Adapting or protecting infrastructure or their operation
    • Y02A30/30—Adapting or protecting infrastructure or their operation in transportation, e.g. on roads, waterways or railways

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • General Engineering & Computer Science (AREA)
  • Chemical & Material Sciences (AREA)
  • Combustion & Propulsion (AREA)
  • Physics & Mathematics (AREA)
  • Acoustics & Sound (AREA)
  • Aviation & Aerospace Engineering (AREA)
  • Mechanical Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

In order to improve the safety of a pier under the impact of falling rocks or vehicles, the embodiment of the invention provides a protective structure, a protective bridge and an installation method of the pier, wherein the protective structure comprises: the cushion layer buffer sleeve is sleeved on the outer side surface of the bridge pier and is in contact with the outer side surface of the bridge pier; the core metal tube is concentrically sleeved outside the cushion layer buffer sleeve, and a gap is formed between the core metal tube and the outer side of the cushion layer buffer; the rotary buffering sleeve is concentrically sleeved outside the core metal cylinder and is used for rotating around the outside of the core metal cylinder by taking the center line of the core metal cylinder as a rotating shaft; and the cover plate is arranged at one ends of the cushion layer buffering sleeve, the core metal cylinder and the rotary buffering sleeve and used for sealing one ends of the cushion layer buffering sleeve, the core metal cylinder and the rotary buffering sleeve. According to the embodiment of the invention, the cushion buffer sleeve, the core metal cylinder and the rotary buffer sleeve greatly reduce the influence of impact on the pier structure and improve the safety of the bridge structure.

Description

Protective structure of pier, protective bridge and installation method
Technical Field
The invention relates to a protective structure of a pier, a protective bridge and an installation method.
Background
As traffic develops, more and more highway routes need to traverse the geologically bad sections of the mountainous area. The rockfall forms a huge threat to the construction and operation safety of the mountain expressway, particularly, the bridge piers of the mountain bridge are often positioned on a steep side slope, the bridge piers are extremely easy to damage under the impact of the rockfall, and vehicles can collide with the bridge piers under the condition of passing roads under the bridge to influence the safety of the bridge structure. The reinforced concrete column pier is widely adopted due to simple shape and convenient construction. And the bridge pier of the bridge in the mountainous area is high, so that the bridge is easy to damage under the impact of falling rocks. Therefore, the safety of the pier structure under the impact of falling rocks is of great importance.
Disclosure of Invention
The embodiment of the invention provides a protective structure of a pier, a protective bridge and an installation method, which are used for improving the safety of the pier under the impact of falling rocks or vehicles.
The embodiment of the invention is realized by the following technical scheme:
in a first aspect, an embodiment of the present invention provides a protective structure for a bridge pier, including:
the cushion layer buffer sleeve is sleeved on the outer side surface of the bridge pier and is in contact with the outer side surface of the bridge pier;
the core metal cylinder is concentrically sleeved outside the cushion layer buffer sleeve, and a gap is formed between the core metal cylinder and the outside of the cushion layer buffer;
the rotary buffering sleeve is concentrically sleeved outside the core metal cylinder and is used for rotating around the outside of the core metal cylinder by taking the center line of the core metal cylinder as a rotating shaft; and
the cover plate is arranged at one end of the cushion layer buffering sleeve, the core metal cylinder and the rotary buffering sleeve and used for sealing one end of the cushion layer buffering sleeve, the core metal cylinder and the rotary buffering sleeve.
Further, the method also comprises the following steps: the base is arranged at the part, close to the ground, of the bridge pier and used for installing the cushion layer buffer sleeve, the core metal cylinder and the rotary buffer sleeve on the bridge pier; a drainage cross slope is arranged on the base; and a drain hole is formed in the core metal cylinder.
Furthermore, one end of the core metal cylinder is fixedly connected with the base; one end of the rotary buffering sleeve is rotatably connected with the base.
Furthermore, the cushion buffer sleeve and the rotary buffer sleeve are both made of rubber materials.
Furthermore, the core metal cylinder is made of steel.
In a second aspect, an embodiment of the present invention provides a protection bridge, including a plurality of piers; each pier is provided with a protective structure of the pier; the height of the protective structure of the pier from the bottom of the pier is 2m-3.5m.
In a third aspect, an embodiment of the present invention provides a method for installing a protective structure of a pier, including:
sleeving a cushion layer buffer sleeve on the outer side of the bridge pier;
the core metal cylinder is concentrically sleeved outside the cushion layer buffering sleeve, a gap is reserved between the cushion layer buffering sleeve and the core metal cylinder, and the core metal cylinder is connected to the ground through the base;
and sleeving the rotary buffering sleeve on the outer side of the core metal cylinder to finish installation.
Further, the installation method further comprises the following steps: determining parameters of a core metal cylinder and a gap according to the condition of a side slope around a pier; the slope condition comprises a slope type, a slope rockfall position, a rockfall motion state, a rockfall impact pier position, maximum impact energy, an impact angle and an impact speed; the core metal cylinder is made of a steel plate.
Further, parameters of the core metal cylinder and the gap are determined according to the condition of the side slope around the pier; the method comprises the following steps:
determining the movement speed of the side slope rockfall according to the type of the side slope;
determining horizontal radial impact energy of the falling rocks according to the movement speed of the falling rocks;
and setting the wall thickness, the height and the gap value of the gap of the core metal cylinder according to the horizontal radial impact energy and the contrast defense energy meter.
Further, determining the movement speed of the side slope rockfall according to the type of the side slope; the method comprises the following steps:
when the slope type is a single-slope, determining the movement speed V of the falling rocks according to the formulas (1) and (2);
Figure BDA0003847710360000021
Figure BDA0003847710360000022
wherein H is the rock falling height; g is the acceleration of gravity; alpha is a side slope angle; k is the characteristic coefficient of resistance borne by the movement of the stone;
when the type of the side slope is a slow-broken line-shaped hillside, determining the speed of the highest slope section slope toe of the slow-broken line-shaped hillside according to the formulas (1) and (2); the speeds of the other slope segment terminals are determined according to the formula (3);
Figure BDA0003847710360000023
Figure BDA0003847710360000024
wherein H is the rock falling height; g is the acceleration of gravity; alpha is a side slope angle; k is the characteristic coefficient of resistance borne by the movement of the stone;
Figure BDA0003847710360000025
in the formula, V j(i) The speed, V, of the terminal of the remaining slope section 0(i) The initial speed of the beginning of the slope section to be considered for the movement of the block is considered in the following different cases, if α i-1 ＞α i Then, V 0(i) ＝V j(i-1) cos(α i-1 -α i ) (ii) a If α is i-1 ＜α i Then, V 0(i) ＝V j(i-1) ；α i Is the slope angle of the slope segment under consideration; alpha is alpha i-1 The slope angle of the adjacent previous slope section; v j(i-1) The movement speed of the stone block at the end of the previous slope section; i is the ordinal number of the slope section, and i is a positive integer greater than 1; j represents a slope segment terminal;
when the type of the side slope is a steep fold line-shaped hill slope, determining the speed of the stone block moving to the tail end of a gentle slope section of the steep fold line-shaped hill slope according to the formulas (4) to (6);
Figure BDA0003847710360000031
V i(0) ＝(1-λ)V R cos(α 1 -α 2 ) (5)
Figure BDA0003847710360000032
in the formula, V R The reflection tangent speed of the forward movement of the stone from the toe is obtained; lambda is the instantaneous friction coefficient of the stone impacting on the gentle slope; v j The speed at which the stone moves to the end of the more gradual section; h i The height of the slope segment, i is the serial number of the slope segment, and j represents the terminal of the slope segment;
determining horizontal radial impact energy of the falling rocks according to the movement speed of the falling rocks; the method comprises the following steps:
determining horizontal radial impact energy according to formula (7);
E 0 ＝Ecosα i cosβ (7)
wherein alpha is i Is the last layer of slope angle of the side slope, and beta is the included angle between the falling rock impact horizontal direction and the radial direction of the bridge pier.
Compared with the prior art, the embodiment of the invention has the following advantages and beneficial effects:
according to the protective structure of the pier, the protective bridge and the installation method of the protective structure of the pier, disclosed by the embodiment of the invention, through the cushion layer buffer sleeve, the core metal cylinder and the rotary buffer sleeve, when falling rocks or a vehicle impacts the pier, the impact force of the protective structure of the pier is decomposed into the radial force and the tangential force through the rotary buffer sleeve, and the radial force is controlled through the cushion layer buffer sleeve and the core steel cylinder, so that the influence of the impact effect on the pier structure is greatly reduced, and the safety of a bridge structure is improved.
Drawings
In order to more clearly illustrate the technical solutions of the exemplary embodiments of the present invention, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present invention and therefore should not be considered as limiting the scope, and that for those skilled in the art, other related drawings can be obtained from these drawings without inventive effort.
Fig. 1 is a schematic sectional structure view of a protective structure of a pier.
Fig. 2 is a side view structural diagram of a protective structure of a pier.
Fig. 3 is a schematic structural view of a conventional protective structure for a bridge pier.
Fig. 4 is a side view schematically illustrating a protective structure of a conventional pier.
Fig. 5 is a schematic structural diagram of a single-slope side slope.
Fig. 6 is a schematic view of a slow-broken line-shaped hill structure.
Fig. 7 is a schematic structural view of a steep dogleg hill.
FIG. 8 is a schematic view showing the relationship between the falling rock impact horizontal direction and the radial included angle of a pier.
Fig. 9 is a schematic view of a protective structure of an exemplary bridge pier.
FIG. 10 is an exemplary horizontal impact direction impact diagram.
Reference numbers and corresponding part names in the drawings:
the pier comprises a pier body 1, a cushion layer buffer sleeve 2, a core metal cylinder 3, a rotary buffer sleeve 4, a base 5, a wear-resistant layer 6, a recovery layer 7, an energy consumption layer 8 and an existing pier protection structure 9.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is further described in detail below with reference to examples and accompanying drawings, and the exemplary embodiments and descriptions thereof are only used for explaining the present invention and are not meant to limit the present invention.
In the following description, numerous specific details are set forth in order to provide a thorough understanding of the present invention. However, it will be apparent to one of ordinary skill in the art that: it is not necessary to employ these specific details to practice the present invention. In other instances, well-known structures, circuits, materials, or methods have not been described in detail so as not to obscure the present invention.
Throughout the specification, reference to "one embodiment," "an embodiment," "one example" or "an example" means: the particular features, structures, or characteristics described in connection with the embodiment or example are included in at least one embodiment of the invention. Thus, the appearances of the phrases "one embodiment," "an embodiment," "one example" or "an example" in various places throughout this specification are not necessarily all referring to the same embodiment or example. Furthermore, the particular features, structures, or characteristics may be combined in any suitable combination and/or sub-combination in one or more embodiments or examples. Further, those of ordinary skill in the art will appreciate that the illustrations provided herein are for illustrative purposes and are not necessarily drawn to scale. As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.
In the description of the present invention, the terms "front", "rear", "left", "right", "upper", "lower", "vertical", "horizontal", "upper", "lower", "inner", "outer", etc. indicate orientations or positional relationships based on those shown in the drawings, and are only for convenience of description and simplicity of description, but do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed in a particular orientation, and be operated, and therefore, should not be construed as limiting the scope of the present invention.
Example 1
The prior art is illustrated with reference to fig. 3 and 4. The protective measures for the pier in the prior art are generally to arrange a concrete anti-collision wall or a rubber cushion layer, as shown in fig. 3 and 4, a wear-resistant layer 6, a recovery layer 7 and an energy dissipation layer 8 are generally arranged on the outer side of the pier from outside to inside in sequence, and the protection principle is mainly a buffer impact effect. However, in this way, the force from the tangential direction cannot be buffered when falling rocks or a vehicle impacts, and the buffering effect on the force from the radial direction is relatively limited, so that the protection capability of the conventional protection structure on the pier is limited when the pier faces the impact.
In order to improve the safety of a bridge pier under the impact of falling rocks or vehicles, an embodiment of the present invention provides a protective structure for a bridge pier, a protective bridge, and an installation method, in a first aspect, an embodiment of the present invention provides a protective structure for a bridge pier, which is shown in fig. 1 to 2, and includes: the cushion buffer sleeve 2 is sleeved on the outer side surface of the bridge pier 1 and is in contact with the outer side surface of the bridge pier; the core metal cylinder 3 is concentrically sleeved outside the cushion layer buffer sleeve 2, and a gap is formed between the core metal cylinder and the outside of the cushion layer buffer; the rotary buffer sleeve 4 is concentrically sleeved on the outer side of the core metal tube, is used for rotating around the outer side of the core metal tube by taking the central line of the core metal tube as a rotating shaft, is arranged at one end of the cushion buffer sleeve, the core metal tube and the rotary buffer sleeve, and is used for sealing one end of the cushion buffer sleeve, the core metal tube and the rotary buffer sleeve.
The cushion layer buffer sleeve is sleeved on the outer side face of the bridge pier, the core metal sleeve is sleeved on the outer side face of the cushion layer buffer sleeve 2, and the cushion layer buffer sleeve is in contact with the outer side face of the bridge pier; a gap is formed between the core metal tube and the cushion layer buffer sleeve, and the core metal tube is concentrically sleeved outside the cushion layer buffer sleeve; a rotary buffering sleeve is sleeved outside the core metal cylinder; the rotating buffer sleeve is in sliding contact with the core metal cylinder. When falling rocks or a vehicle impacts the rotary buffering sleeve, the rotary buffering sleeve rotates under the impact effect to convert the impact into a radial acting force and a tangential acting force; the radial acting force is sequentially transmitted to the core metal cylinder and the gap between the core metal cylinder and the cushion buffer sleeve through the rotary buffer sleeve, then transmitted to the cushion buffer sleeve and finally transmitted to the bridge pier, so that the radial acting force is sequentially weakened, and the impact action of the radial acting force on the bridge pier is reduced to the maximum extent; wherein, the core metal cylinder has certain toughness to reduce the impact of radial acting force; and the tangential acting force can enable the rotary buffering sleeve to rotate by taking the central line of the core metal cylinder as a rotary center to be eliminated, so that the safety of the pier is ensured to the maximum extent.
The theoretical principle of the embodiment of the invention is as follows: once impact is generated on the pier, the horizontal impact force of falling rocks or vehicle collision is converted into radial force and tangential force by the aid of the rotary buffering sleeve, and a part of energy consumption effect is achieved. Most the kinetic energy that turns into the rotary drum of tangential force dissipates, radial force is after the rubber diffusion, transmit for the core steel cylinder, the core steel cylinder produces and warp, if the core steel cylinder warp the back and does not contact pier bed course rubber, then strike this moment and do not produce the influence to the pier totally, when radial force is great, the steel cylinder will produce too big deformation, until steel cylinder contact bed course rubber, the impact force just can influence the pier, the diffusion effect of the section of thick bamboo deformation power consumption and rubber bed course is protected to the steel this moment, very big reduction the influence of falling rocks impact to the pier, protect the pier as far as possible.
Therefore, according to the embodiment of the invention, through the cushion buffer sleeve, the core metal cylinder and the rotary buffer sleeve, when falling rocks or a vehicle impacts the bridge pier, the impact force is decomposed into the radial force and the tangential force by the protective structure of the bridge pier through the rotary buffer sleeve, and the radial force is controlled through the cushion buffer sleeve and the core steel cylinder, so that the influence of the impact action on the bridge pier structure is greatly reduced, and the safety of the bridge structure is improved.
Further, the method also comprises the following steps: the base 5 is arranged at a part of the pier close to the ground and used for installing the cushion buffer sleeve, the core metal cylinder and the rotary buffer sleeve on the pier; a drainage cross slope is arranged on the base; and a drain hole is formed in the core metal cylinder.
In order to facilitate installation, the embodiment of the invention is also provided with a base for installing the cushion sleeve, the core metal cylinder and the rotary cushion sleeve; wherein, the base is fixedly connected with the lower end of the core metal cylinder; the base is rotationally connected with the rotary buffering sleeve. Optionally, an annular slide rail is arranged on the base, and the lower end of the rotary buffering sleeve is slidably arranged in the annular slide rail, so that the rotary buffering sleeve is rotatably connected with the base. Of course, other possible rotational connections between the base and the rotating damping sleeve may be used to better eliminate the tangential force of the rotating damping sleeve.
Furthermore, one end of the core metal cylinder is fixedly connected with the base; one end of the rotary buffering sleeve is rotatably connected with the base.
The actual materials and cross-sectional forms that may be employed for the protective structure may vary widely. For the designed protection grade, the detailed structure of the structure is determined after detailed calculation, and in addition, the bearing capacity of the base and the protection effect of the protection structure are determined by checking calculation aiming at long-term stability and durability.
Optionally, the cushion buffer sleeve and the rotary buffer sleeve are both made of rubber materials. The core metal cylinder is made of steel.
Optionally, an independent base is arranged at the lower part of the bridge pier, as shown in fig. 2, a cushion rubber cylinder is arranged at the outer side of the bridge pier, and the thickness of the cushion rubber cylinder is 5.0-10.0cm; the core steel cylinder is arranged outside the cushion layer buffer layer, the core steel cylinder is separated from the cushion layer buffer sleeve, and a gap is reserved between the core steel cylinder and the cushion layer buffer sleeve; optionally, the width of the gap is 5.0-20.0cm, a rotary rubber cylinder is arranged on the outer side of the core steel cylinder and can rotate around the core steel cylinder, the base is fixedly connected with the core steel cylinder, and the lower side of the rotary rubber cylinder is connected with the base in a rotary sliding or rotary rotating mode.
Further, the thickness of the core metal cylinder is 1.0-4.0cm. Further, the thickness of the rotary buffering sleeve is 12.0-16.0cm.
Example 2
In a second aspect, an embodiment of the present invention provides a protection bridge, including a plurality of piers; each pier is provided with a protective structure of the pier; the height of the protective structure of the pier from the bottom of the pier is 2m-3.5m.
Alternatively, the protective structure of the pier is installed in an area on the pier where collision easily occurs, and generally, the height of the protective structure of the pier from the bottom of the pier is 2m to 3.5m.
The protective structure of the bridge pier is shown in fig. 1-2, and comprises: the cushion buffer sleeve 2 is sleeved on the outer side surface of the bridge pier 1 and is in contact with the outer side surface of the bridge pier; the core metal cylinder 3 is concentrically sleeved outside the cushion layer buffer sleeve, and a gap is formed between the core metal cylinder and the outside of the cushion layer buffer; and a rotary buffering sleeve 4 concentrically sleeved outside the core metal tube and used for rotating around the outside of the core metal tube by taking the center line of the core metal tube as a rotating shaft.
The cushion layer buffer sleeve is sleeved on the outer side face of the bridge pier, the core metal sleeve is sleeved on the outer side face of the cushion layer buffer sleeve 2, and the cushion layer buffer sleeve is in contact with the outer side face of the bridge pier; a gap is formed between the core metal cylinder and the cushion layer buffer sleeve, and the core metal cylinder is concentrically sleeved outside the cushion layer buffer sleeve; a rotary buffering sleeve is sleeved outside the core metal cylinder; the rotating buffer sleeve is in sliding contact with the core metal cylinder. When falling rocks or a vehicle impacts the rotary buffering sleeve, the rotary buffering sleeve rotates under the impact effect to convert the impact into a radial acting force and a tangential acting force; the radial acting force is transmitted to the core metal cylinder and the gap between the core metal cylinder and the cushion buffer sleeve sequentially through the rotary buffer sleeve, then transmitted to the cushion buffer sleeve and finally transmitted to the bridge pier, so that the radial acting force is sequentially weakened, and the impact action of the radial acting force on the bridge pier is reduced to the maximum extent; wherein, the core metal cylinder has certain toughness to reduce the impact of radial acting force; and the tangential acting force can enable the rotary buffering sleeve to rotate by taking the central line of the core metal cylinder as a rotary center to be eliminated, so that the safety of the pier is ensured to the maximum extent.
The theoretical principle of the embodiment of the invention is as follows: once impact is generated on the pier, the horizontal impact force of falling rocks or vehicle collision is converted into radial force and tangential force by the aid of the rotary buffering sleeve, and a part of energy consumption effect is achieved. Most the kinetic energy that turns into the rotary drum of tangential force dissipates, radial force is after the rubber diffusion, transmit for the core steel cylinder, the core steel cylinder produces and warp, if the core steel cylinder warp the back and does not contact pier bed course rubber, then strike this moment and do not produce the influence to the pier totally, when radial force ratio is great, the steel cylinder will produce too big deformation, contact bed course rubber until the steel cylinder, the impact effort just can influence the pier, protect a diffusion of section of thick bamboo deformation power consumption and rubber bed course through the steel this moment, very big reduction the influence of rockfall impact to the pier, protect the pier as far as possible.
Therefore, according to the embodiment of the invention, through the cushion buffer sleeve, the core metal cylinder and the rotary buffer sleeve, when falling rocks or a vehicle impacts the bridge pier, the impact force is decomposed into the radial force and the tangential force by the protective structure of the bridge pier through the rotary buffer sleeve, and the radial force is controlled through the cushion buffer sleeve and the core steel cylinder, so that the influence of the impact action on the bridge pier structure is greatly reduced, and the safety of the bridge structure is improved.
Further, the method also comprises the following steps: the base 5 is arranged at a part of the bridge pier close to the ground and is used for installing the cushion buffer sleeve, the core metal cylinder and the rotary buffer sleeve on the bridge pier; a drainage cross slope is arranged on the base; and a drain hole is formed in the core metal cylinder.
In order to facilitate installation, the embodiment of the invention is also provided with a base for installing the cushion sleeve, the core metal cylinder and the rotary cushion sleeve; wherein, the base is fixedly connected with the lower end of the core metal cylinder; the base is rotationally connected with the rotary buffering sleeve. Optionally, an annular slide rail is arranged on the base, and the lower end of the rotary buffering sleeve is slidably arranged in the annular slide rail, so that the rotary buffering sleeve is rotatably connected with the base. Of course, other possible rotational connections between the base and the rotating damping sleeve may be used to better eliminate the tangential force of the rotating damping sleeve.
Furthermore, one end of the core metal cylinder is fixedly connected with the base; one end of the rotary buffering sleeve is rotatably connected with the base.
The actual materials and cross-sectional forms that may be employed for the protective structure may vary widely. For the designed protection grade, the detailed structure of the structure is determined after detailed calculation, and in addition, the bearing capacity of the base and the protection effect of the protection structure are determined by checking calculation aiming at long-term stability and durability.
Optionally, the cushion buffer sleeve and the rotary buffer sleeve are both made of rubber materials. The core metal cylinder is made of steel.
Optionally, an independent base is arranged at the lower part of the bridge pier, as shown in fig. 2, a cushion rubber cylinder is arranged at the outer side of the bridge pier, and the thickness of the cushion rubber cylinder is 5.0-10.0cm; a core steel cylinder is arranged outside the cushion rubber cylinder, the core steel cylinder is separated from the cushion buffer sleeve, and a gap is reserved between the core steel cylinder and the cushion buffer sleeve; optionally, the width of the gap is 5.0-20.0cm, a rotary rubber cylinder is arranged on the outer side of the core steel cylinder and can rotate around the core steel cylinder, the base is fixedly connected with the core steel cylinder, and the lower side of the rotary rubber cylinder is connected with the base in a rotary sliding or rotary rotating mode.
Further, the thickness of the core metal cylinder is 1.0-4.0cm. Furthermore, the thickness of the rotary buffering sleeve is 12.0-16.0cm.
In a third aspect, an embodiment of the present invention provides a method for installing a protective structure of a pier, including:
s1, sleeving a cushion layer buffer sleeve on the outer side of a pier;
s2, concentrically sleeving a core metal cylinder on the outer side of the cushion buffer sleeve, reserving a gap between the cushion buffer sleeve and the core metal cylinder, and connecting the core metal cylinder to the ground through a base;
and S3, sleeving the rotary buffering sleeve on the outer side of the core metal cylinder to finish installation.
Further, the installation method further comprises the following steps: determining parameters of a core metal cylinder and a gap according to the condition of a side slope around a pier; the side slope condition comprises a side slope type, a side slope rockfall position, a rockfall motion state, a rockfall impact pier position, maximum impact energy, an impact angle and an impact speed; the core metal cylinder is made of a steel plate.
Further, parameters of the core metal cylinder and the gap are determined according to the condition of a side slope around the bridge pier; the method comprises the following steps:
determining the movement speed of the side slope rockfall according to the type of the side slope;
determining horizontal radial impact energy of the falling rocks according to the movement speed of the falling rocks;
and setting the wall thickness, the height and the gap value of the gap of the core metal cylinder according to the horizontal radial impact energy and the contrast fortification energy meter.
Further, determining the movement speed of the side slope rockfall according to the type of the side slope; the method comprises the following steps:
when the type of the side slope is a single-slope side slope, determining the movement speed V of the falling rocks according to the formulas (1) and (2);
Figure BDA0003847710360000091
Figure BDA0003847710360000092
wherein H is the rock falling height; g is the acceleration of gravity; alpha is a side slope angle; k is the characteristic coefficient of resistance borne by the movement of the stone;
when the type of the side slope is a slow-broken line-shaped hillside, determining the speed of the highest slope section slope toe of the slow-broken line-shaped hillside according to the formulas (1) and (2); the speeds of the other slope segment terminals are determined according to the formula (3);
Figure BDA0003847710360000093
Figure BDA0003847710360000094
wherein H is the rock falling height; g is the acceleration of gravity; alpha is a slope angle; k is the characteristic coefficient of resistance borne by the movement of the stone blocks;
Figure BDA0003847710360000095
in the formula, V j(i) The speed, V, of the terminal of the remaining slope section 0(i) The initial speed of the beginning of the slope segment to be considered for the movement of the stone is considered in different cases if alpha i-1 ＞α i When it is, then V 0(i) ＝V j(i-1) cos(α i-1 -α i ) (ii) a If α is i-1 ＜α i Then, V 0(i) ＝V j(i-1) ；α i Is the slope angle of the slope segment under consideration; alpha is alpha i-1 The slope angle of the adjacent previous slope section; v j(i-1) The movement speed of the stone block at the end of the previous slope section; i is the ordinal number of the slope section, and i is a positive integer greater than 1; j represents a slope segment terminal;
when the type of the side slope is a steep fold line-shaped hill slope, determining the speed of the stone block moving to the tail end of a gentle slope section of the steep fold line-shaped hill slope according to the formulas (4) to (6);
Figure BDA0003847710360000096
V i(0) ＝(1-λ)V R cos(α 1 -α 2 ) (5)
Figure BDA0003847710360000097
in the formula, V R The reflection tangent speed of the forward movement of the stone from the toe is obtained; lambda is the instantaneous friction coefficient of the stone impacting on the gentle slope; v j Is the speed at which the stone moves to the end of the more gentle section; h i Is the height of the slope segment, i is the serial number of the slope segment, and j represents the terminal of the slope segment;
determining horizontal radial impact energy of the falling rocks according to the movement speed of the falling rocks; the method comprises the following steps:
determining horizontal radial impact energy according to formula (7);
E a ＝Ecosα i cosβ (7)
wherein alpha is i Is the last layer of slope angle of the side slope, and beta is the included angle between the falling rock impact horizontal direction and the radial direction of the bridge pier.
Examples of the invention
1. Analyzing the possible motion state of falling rocks according to the bridge site, the side slope condition, the geology, the slope surface, the possible falling rock position, the falling rock shape and size and the like, and determining the main position, the maximum impact energy, the impact angle, the speed and the like of the bridge pier which may be impacted by the falling rocks. The method for calculating the rockfall or other reasonable methods and numerical simulation results proposed by professor of Soviet Union Weiri are suggested.
(1) Calculating the falling rock movement speed
1.1 i-single slope side slope, as shown with reference to fig. 5, comprising a hill which is stepped but each step is less than 5m in height, and a hill which is a broken line but each section is less than 10m in length or the difference between adjacent slopes is within 5 °.
In the figure, H is the rock falling height, and alpha is the slope angle of the side slope;
adopting a calculation formula of rolling, sliding and jumping motion of an object with any shape;
Figure BDA0003847710360000101
Figure BDA0003847710360000102
wherein H is the rock falling height (m) and g is the acceleration of gravity (m/s) 2 ) (ii) a Alpha is the slope angle of the side slope; k is the coefficient of the resistance characteristics to stone motion as shown in Table 1 below.
FIG. 6 shows a 1.2 II-slow broken-line-shaped hill, in which the slope angle α of the slow hill is less than 30 degrees, the slope angle α of the steep hill section is less than or equal to 60 degrees, the length of the hill section exceeds 10m, and the difference between the slope angles of adjacent hill sections is more than 5 degrees.
The speed of the slope toe of the highest slope section is calculated according to a 1.1 correlation formula, and the speeds of the other slope section terminals are as follows:
Figure BDA0003847710360000103
in the formula V 0(i) The initial speed of the beginning of the slope section to be considered for the movement of the block is considered in the following different cases, if α i-1 ＞α i When it is, then V 0(i) ＝V j(i-1) cos(α i-1 -α i ) (ii) a If α is i-1 ＜α i Then, V 0(i) ＝V j(i-1) ；α i The slope angle (degree) of the slope segment under consideration; alpha is alpha i-1 The slope angle (degree) of the adjacent previous slope section; v j(i-1) The speed of movement (m/s) of the block at the end of the preceding slope segment;
1.3 III-steep dogleg hill: referring to fig. 7, the upper slope segment is a very steep slope a < 60 deg. with a height over 10m and the lower slope segment is more gradual.
Speed of falling stone from steep slope to slope toe
Figure BDA0003847710360000111
Reflection tangent speed of forward movement of stone from toe
V i(0) ＝(1-λ)V R cos(α 1 -α 2 )
Where λ is the instantaneous coefficient of friction of the stone impacting the gentle slope, as shown in table 2 below.
The speed at which the stone moves to the end of the relatively gentle slope is
Figure BDA0003847710360000112
In the formula H 1 And alpha 1 The height and the angle of the slope section of the steep slope section; h 2 And alpha 2 The height and the angle of the slope section of the slower slope section;
TABLE 1 coefficient of resistance characteristics K
Numbering Slope angle alpha degree K
1 0°～30° 0.41+0.0043α
2 30°～60° 0.543-0.0048α+0.000162α 2
3 60°～90° 1.05-0.0125α+0.0000025α 2
Note: the K value calculation formula can be used in the following conditions that alpha is more than or equal to 45 degrees of the hillside with exposed bedrock; the bedrock with the angle of alpha = 35-45 degrees is exposed, and a hillside with grass and sparse shrubs is locally formed; the slope with grass and sparse shrubs is alpha = 30-35 degrees, and the slope with exposed local bedrock is formed; the alpha = 25-30 degrees is provided with grass and sparse shrubs.
TABLE 2 coefficients λ
Figure BDA0003847710360000113
Figure BDA0003847710360000121
(2) Calculating falling rock impact energy
According to the movement of the rock, the total kinetic energy = kinetic energy + rotational energy
Namely, it is
Figure BDA0003847710360000122
Simplified to
Figure BDA0003847710360000123
Where m rock mass (kg), V 0 Rock pre-impact velocity (m/s); i inertial force when the rock rolls.
Referring to FIG. 8, a i And beta is the included angle between the rockfall impact horizontal direction and the radial direction of the pier.
Radial impact energy is E 0 ＝Ecosα i cosβ
According to the magnitude of horizontal radial impact energy and the position contrast fortification energy meter, the wall thickness, the height and the clearance value of the steel casing are set in reference.
Defense energy scale (pier diameter D =1.4m, unit J)
Figure BDA0003847710360000124
Fortification energy meter (pier diameter D =1.6m, unit J)
Figure BDA0003847710360000125
Figure BDA0003847710360000131
Fortification energy meter (pier diameter D =1.8m, unit J)
Figure BDA0003847710360000132
Defense energy scale (pier diameter D =2.2m, unit J)
Figure BDA0003847710360000141
Note: the numerical value in the table is that the radial impact deformation reaches the structural total energy of the designed maximum clearance on the assumption that the impact position is 3m from the highest point of the steel casing, and the protection energy is gradually increased along with the reduction of the impact position.
Due to the fact that under the condition of a conventional design gap and the thickness of a steel plate, the steel casing structure is basically elastic. The relationship between the fortification energy and the design gap value and the thickness of the steel plate is a quadratic polynomial, and interpolation can be carried out within the range or slightly exceeding the range.
The fortification energy is gradually reduced along with the increase of the diameter of the pier. If the actual pier diameter is not listed in the table, the larger diameter of the adjacent pier can be safely used as a reference.
Theoretically, when the impact energy is lower than the protection energy, the bridge pier is not influenced, the method approximately considers the radial impact energy, does not consider the impact between the vertical direction and the tangential direction, considers that the impact is decomposed through the rotating cylinder, and considers that the vertical impact has small influence on the bridge pier and the protection structure.
1. And performing basic correlation checking calculation according to the form of the basis. Ensuring that the foundation is not damaged under the protection level. It should be further emphasized that the present invention is suitable for impact protection of scattered rock, the protection energy level is limited, if the horizontal radial impact energy calculated by the method is far greater than the value given by the protection energy meter, the protection method is not suitable, and other protection methods should be considered. If the impact height is much greater than 3m, the basic requirements for the structure are more strict due to the structural characteristics of the protective system, and this is not recommended.
Introduction to the examples:
referring to fig. 9 and 10, the schematic diagram of protection of a pier on a steep slope is shown, the diameter of the pier is 1.4m, the first-stage slope angle is 60 degrees, and the height H is 2 =10m, second grade slope angle is 30 degree height H 1 =5m, rockfall is sandstone, density is 2400kg/m 3 The rockfall has an approximate diameter of 0.5m.
(1) Calculating impact energy
Judging the type of the side slope, determining a calculation method and calculating the impact speed.
The example belongs to II-slow broken line type hillside.
Drag coefficient K =0.543-0.0048 alpha +0.000162 alpha 2 ＝0.5466
Figure BDA0003847710360000151
Figure BDA0003847710360000152
α 1 ＜α 2 Then V is 0(1) ＝V 1
Figure BDA0003847710360000153
(2) And calculating the radial impact energy.
Figure BDA0003847710360000154
E 0 ＝Ecosα 2 cosβ＝13123*cos(60°)*cos(45°)＝4639J
(3) And setting key protection specifications according to the protection energy level table.
Looking up a table to know that the steel plate with the thickness of 18mm is recommended to be selected, and the designed gap is 5cm; the thickness of the steel plate is 16mm, and the designed gap is 7cm; the thickness of the steel plate is 14mm, and the designed gap is 9cm; the thickness of the steel plate is 12mm, and the designed gap is 11cm; and selecting the protection specification according to the actual situation. And (4) carrying out protective structure foundation and other checking calculations.
Therefore, the protective structure of the embodiment of the invention decomposes the impact force of falling rocks or vehicles into radial force and tangential force through the structure of the rotary rubber cylinder. And the structure is reasonable, the radial force is controlled through a cushion buffer sleeve, a core steel cylinder and the like, the influence of impact on the pier structure is greatly reduced, and the safety of the bridge structure is improved.
The above-mentioned embodiments are intended to illustrate the objects, technical solutions and advantages of the present invention in further detail, and it should be understood that the above-mentioned embodiments are merely exemplary embodiments of the present invention, and are not intended to limit the scope of the present invention, and any modifications, equivalent substitutions, improvements and the like made within the spirit and principle of the present invention should be included in the scope of the present invention.

Claims (10)

1. A protective structure for a bridge pier, comprising:
the cushion layer buffer sleeve is sleeved on the outer side surface of the bridge pier and is in contact with the outer side surface of the bridge pier;
the core metal tube is concentrically sleeved outside the cushion layer buffer sleeve, and a gap is formed between the core metal tube and the outer side of the cushion layer buffer;
the rotary buffering sleeve is concentrically sleeved outside the core metal cylinder and is used for rotating around the outside of the core metal cylinder by taking the center line of the core metal cylinder as a rotating shaft; and
the cover plate is arranged at one end of the cushion buffer sleeve, the core metal cylinder and the rotary buffer sleeve and used for sealing one end of the cushion buffer sleeve, the core metal cylinder and the rotary buffer sleeve.
2. The protective structure for a pier according to claim 1, further comprising:
the base is arranged at the part, close to the ground, of the bridge pier and used for installing the cushion layer buffer sleeve, the core metal cylinder and the rotary buffer sleeve on the bridge pier; a drainage cross slope is arranged on the base; and a drain hole is formed in the core metal cylinder.
3. The pier protection structure of claim 2, wherein one end of the core metal cylinder is fixedly connected to the base; one end of the rotary buffering sleeve is rotatably connected with the base.
4. The protective structure for bridge pier of any one of claims 1-3, wherein the cushion buffer sleeve and the rotary buffer sleeve are made of rubber materials.
5. The pier protective structure of claim 1, wherein the core metal cylinder is made of steel.
6. A protective bridge comprises a plurality of bridge piers; the bridge pier is characterized in that each bridge pier is provided with a protective structure of the bridge pier according to any one of claims 1 to 5; the height of the protective structure of the pier from the bottom of the pier is 2m-3.5m.
7. A method for installing a protective structure of a pier is characterized by comprising the following steps:
sleeving a cushion layer buffer sleeve on the outer side of the bridge pier;
the core metal cylinder is concentrically sleeved outside the cushion layer buffering sleeve, a gap is reserved between the cushion layer buffering sleeve and the core metal cylinder, and the core metal cylinder is connected to the ground through the base;
and sleeving the rotary buffering sleeve on the outer side of the core metal cylinder to finish installation.
8. The method for installing a protective structure for a pier according to claim 7, further comprising:
determining parameters of a core metal cylinder and a gap according to the condition of a side slope around a pier; the slope condition comprises a slope type, a slope rockfall position, a rockfall motion state, a rockfall impact pier position, maximum impact energy, an impact angle and an impact speed; the core metal cylinder is made of a steel plate.
9. The method for installing a protective structure for piers of claim 8, wherein parameters of the core metal cylinder and the gap are determined according to the condition of the side slope around the pier; the method comprises the following steps:
determining the movement speed of the side slope rockfall according to the type of the side slope;
determining horizontal radial impact energy of the falling rocks according to the movement speed of the falling rocks;
and setting the wall thickness, the height and the gap value of the gap of the core metal cylinder according to the horizontal radial impact energy and the contrast fortification energy meter.
10. The installing method of the protective structure of pier according to claim 8, wherein the moving speed of the side slope rockfall is determined according to the type of the side slope; the method comprises the following steps:
when the type of the side slope is a single-slope side slope, determining the movement speed V of the falling rocks according to the formulas (1) and (2);
Figure FDA0003847710350000021
Figure FDA0003847710350000022
wherein H is the rock falling height; g is the acceleration of gravity; alpha is a slope angle; k is the characteristic coefficient of resistance borne by the movement of the stone blocks;
when the type of the side slope is a slow-broken line-shaped hillside, determining the speed of the highest slope section slope toe of the slow-broken line-shaped hillside according to the formulas (1) and (2); the speeds of the other slope segment terminals are determined according to the formula (3);
Figure FDA0003847710350000023
Figure FDA0003847710350000024
wherein H is the rock falling height; g is the acceleration of gravity; alpha is a side slope angle; k is the characteristic coefficient of resistance borne by the movement of the stone;
Figure FDA0003847710350000025
in the formula, V j(i) The speed, V, of the terminal of the remaining slope section 0(i) The initial speed of the beginning of the slope segment to be considered for the movement of the stone is considered in different cases if alpha i-1 ＞α i Then, V 0(i) ＝V j(i-1) cos(α i-1 -α i ) (ii) a If α is i-1 ＜α i Then, V 0(i) ＝V j(i-1) ；α i Is the slope angle of the slope segment under consideration; alpha is alpha i-1 The slope angle of the adjacent previous slope section; v j(i-1) The movement speed of the stone block at the end of the previous slope section; i is the ordinal number of the slope section, and i is a positive integer greater than 1; j represents a slope segment terminal;
when the type of the side slope is a steep fold line-shaped hill slope, determining the speed of the stone block moving to the tail end of a gentle slope section of the steep fold line-shaped hill slope according to the formulas (4) to (6);
Figure FDA0003847710350000031
V i(0) ＝(1-λ)V R cos(α 1 -α 2 ) (5)
Figure FDA0003847710350000032
in the formula, V R The reflection tangent speed of the forward movement of the stone from the toe is obtained; lambda is the instantaneous friction coefficient of the stone impacting on the gentle slope; v j Move stone toSpeed at the end of the gentle slope section; h i Is the height of the slope segment, i is the serial number of the slope segment, and j represents the terminal of the slope segment;
determining horizontal radial impact energy of the falling rocks according to the movement speed of the falling rocks; the method comprises the following steps:
determining horizontal radial impact energy according to formula (7);
E 0 ＝Ecosα i cosβ (7)
wherein alpha is i Is the last layer of slope angle of the side slope, and beta is the included angle between the falling rock impact horizontal direction and the radial direction of the bridge pier.
CN202211122449.6A 2022-09-15 2022-09-15 Protective structure of pier, protective bridge and installation method Pending CN115387208A (en)

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