CN112853945A - Composite pier anti-scour construction method - Google Patents
Composite pier anti-scour construction method Download PDFInfo
- Publication number
- CN112853945A CN112853945A CN202110269493.9A CN202110269493A CN112853945A CN 112853945 A CN112853945 A CN 112853945A CN 202110269493 A CN202110269493 A CN 202110269493A CN 112853945 A CN112853945 A CN 112853945A
- Authority
- CN
- China
- Prior art keywords
- pier
- stilling
- water flow
- low
- ridges
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Images
Classifications
-
- 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
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
- E02B8/06—Spillways; Devices for dissipation of energy, e.g. for reducing eddies also for lock or dry-dock gates
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Mechanical Engineering (AREA)
- Architecture (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention discloses a composite pier scour prevention construction method. It adopts a composite pier scour prevention structure; the specific construction method comprises the following steps: constructing a high-low stilling ridge in front of a pier; pouring high and low stilling ridges by adopting underwater concrete; step two: constructing a special-shaped guide dam for water flow before the pier; the special-shaped guide dam for the water flow in front of the pier is divided into three branches, wherein the main branch is arranged along the water flow direction, the first branch and the second branch are symmetrically arranged along the two sides of the water flow, and the included angle between the branches is 120 degrees; step three: constructing a pier circumferential flow linear foot slot; the pier circumferential flow line-type foot grooves are symmetrically arranged along the axis of the pier, the type of the pier circumferential flow line-type foot grooves is octagonal, and a foundation and a bearing platform of the pier are wrapped in the octagonal foot grooves; and meanwhile, concrete is poured at the top of the streamline foot groove to seal and protect the periphery and the top of the pier. The invention has the advantages of suitability for large-flow and high-flow-rate water flow scouring, good protection effect and low maintenance cost.
Description
Technical Field
The invention relates to the field of pier protection engineering, in particular to a composite pier anti-scour construction method which is mainly suitable for pier protection of large-flow and high-flow-rate water flows for long-term scouring, such as flood, dam break of a dammed lake, flood discharge of a hydropower station and the like.
Background
With the rapid development of bridge construction technology in China, more and more highway bridges and railway bridges span large rivers. The pier standing in the river channel is narrowed to form a riverbed, so that the running flow speed of the water flow near the pier is increased, the large-flow-speed water flow and the pier interact to form pier forward downward water flow, pier peripheral horseshoe-shaped vortexes and pier rear wake vortexes, and the pier is scoured in different degrees.
In order to slow down the erosion damage of river course rivers to the pier, need to take certain safeguard procedures to the pier to improve the long-term stability of pier basis. Pier protection can be roughly divided into two categories: active protection and passive protection, wherein the active protection aims to reduce the motive power of scouring water flow, such as pre-pier sacrificial piles, guard rings, ring-wing piers, guard shells, pier slots, downstream stone slabs and the like; passive protection aims to improve the anti-scouring capability of the soil around the pier, such as stone throwing, partial stone throwing grouting, expansion of pier foundation, tetrahedral water permeable frame group and the like. For long-term scouring of large-flow and high-flow-rate water flows such as flood, dam break of barrage lake, flood discharge of hydropower station and the like, the conventional pier protection method has the following problems:
(1) the traditional pier has single protection measure, lacks of multiple protection measures of a system, and the single protection measure is easy to lose efficacy under the long-term flushing of large-flow and high-flow-rate water flow.
The energy carried by the large-flow and high-flow-rate water flow is large, the carrying and sediment transporting capacity is strong, and the water flow shows stronger scouring destructiveness near the bridge pier of the narrow river channel. Traditional pier safeguard measure is single, lacks the multiple safeguard measure of system, only adopts the protection of throwing the stone if in the engineering, under the effect of high-speed rivers and swirl, single safeguard measure loses efficacy easily, and silt around the pier constantly transports downstream under the carrying of high-speed rivers, swirl, forms and erodes the hole, causes the erosion damage of pier basis and cushion cap easily, threatens the long-term safe operation of bridge.
(2) In the pier protection project, in order to save the project investment, a single protection measure is often adopted, and the existing pier protection has low guarantee rate and high later-stage operation and maintenance cost for long-term scouring of large-flow and high-flow-rate water flow.
In order to save the engineering investment, the conventional pier protection usually adopts a single protection measure, and the single protection measure has low guarantee rate and high later operation and maintenance cost (which is usually required to be maintained) under the long-term flushing of large-flow and high-flow-rate water flow.
Therefore, it is necessary to develop an anti-scour construction method for piers, which is suitable for large-flow and high-flow-rate water flow scouring, has a good protection effect and is low in maintenance cost.
Disclosure of Invention
The invention aims to provide a composite pier scour prevention construction method, which adopts comprehensive protection measures of firstly dissipating energy, then guiding and then protecting, ensures the protection effect of the pier under multiple protection measures of a system, basically does not need maintenance in the later period, has lower cost of the multiple protection measures than single protection measures, is suitable for the long-term scouring of large-flow and high-flow-rate water flow to the pier, and has simple and convenient construction and good protection effect; the problems that the conventional pier protection mainly adopts single protection measures such as a pier front sacrificial pile and a riprap, but the single protection measures are easy to lose effectiveness and high in later-stage operation and maintenance cost under the long-term flushing of large-flow and high-flow-rate water flow are solved.
In order to achieve the purpose, the technical scheme of the invention is as follows: a composite pier scour prevention construction method is characterized by comprising the following steps: a composite pier scour prevention structure is adopted;
the specific construction method comprises the following steps of,
the method comprises the following steps: constructing a high-low stilling ridge in front of a pier;
pouring high and low stilling ridges by adopting underwater concrete; the length of the absorption sill along the water flow direction is 50cm, the length of the absorption sill perpendicular to the water flow direction is 30cm, the depth of the high absorption sill is 1.0m, and the depth of the low absorption sill is 0.5 m;
the high and low stilling ridges are arranged on the plane at intervals, three rows are arranged, two stilling ridges in the same row are spaced by 50cm, and two stilling ridges in the water flow direction are spaced by 20 cm;
step two: constructing a special-shaped guide dam for water flow before the pier;
the special-shaped guide dam for the water flow in front of the pier is divided into three branches, wherein the main branch is arranged along the water flow direction, the first branch and the second branch are symmetrically arranged along the two sides of the water flow, and the included angle between the branches is 120 degrees; the main branch is 3.0m long, the two branches are 2.0m long and 0.4m wide, the end is connected with the semi-cylindrical pier, and the foundation of the special-shaped guide dam is deep into the part and 2.0m below the flushing line;
step three: constructing a pier circumferential flow linear foot slot;
the pier circumferential flow line-type foot grooves are symmetrically arranged along the axis of the pier, the type of the pier circumferential flow line-type foot grooves is octagonal, and a foundation and a bearing platform of the pier are wrapped in the octagonal foot grooves; the length of the long side of the octagon at the inner side of the streamline foot slot along the water flow direction is 1.1m, the width of the wide side perpendicular to the water flow direction is 0.5m, and the adjacent long side and the wide side are connected through a bevel edge of 0.95 m;
the streamline foot grooves are poured by adopting underwater concrete, the pouring thickness is 0.4m, and the streamline foot grooves penetrate into the part of the brushing lines to be 2.0m below the brushing lines;
and simultaneously, concrete is poured on the top of the streamline foot groove, and the thickness is 0.4 m.
In the technical scheme, the composite pier anti-impact structure comprises high and low stilling ridges, a special-shaped guide dam and a streamline foot slot;
the high-low stilling ridges are arranged in front of the bridge piers; the special-shaped guide dam is arranged in the river channel; the streamline foot groove is arranged on the periphery of the pier.
In the technical scheme, the high-low stilling ridges are concrete rectangular piers;
the high and low absorption ridges are arranged at intervals on the plane; the high and low stilling ridges comprise three rows of stilling ridges which are respectively a first row of stilling ridges, a second row of stilling ridges and a third row of stilling ridges; the first and third rows of the stilling thresholds are high stilling thresholds, and the second row of the stilling thresholds are low stilling thresholds.
In the above technical solution, the radius of the semi-cylindrical pier is 0.2 m.
The novel pier protection structure is based on a novel protection concept of firstly dissipating energy, then guiding and then protecting, and is suitable for long-term scouring protection of piers by high-flow and high-flow-rate water flows such as flood, dam break of a dammed lake and flood discharge of a hydropower station; the novel pier protection structure has the following outstanding advantages:
(1) the novel pier protection structure adopts multiple protection measures of the high-low absorption sill in front of the pier, the special-shaped water flow guide dam in front of the pier and the pier peripheral flow linear foot grooves, so that the guarantee rate of pier protection is greatly improved.
The novel pier protection structure breaks through the traditional single protection measure, under the multiple protection measures of the system, namely the high-low stilling ridges in front of the pier reduce the energy of incoming flow, the water flow special-shaped guide dam in front of the pier guides the incoming flow to two sides of the pier, the pier peripheral flow line-type foot grooves seal and protect the top and the periphery of the pier, the guarantee rate of pier protection is greatly improved, and the maintenance is basically not needed in the operation period;
(2) under the long-term washing of large-traffic, high velocity of flow rivers, novel pier protective structure fundamentally has solved the unfavorable situation that traditional single protective structure pier washed repeatedly, was repaiied repeatedly, and the cost that generally is lower than single protective structure.
The existing single protection structure is low in guarantee rate, is easy to lose efficacy under long-term scouring of large-flow and high-flow-rate water flow, is frequently in a disadvantageous situation that a pier is repeatedly scoured and repaired, needs to invest in extra personnel and construction equipment for maintenance, and is high in later-stage operation and maintenance cost. The novel pier protection structure is generally lower in cost than a single protection structure, the protection of the pier can be guaranteed, maintenance is basically not needed in the operation period, and the pier can operate safely for a long time.
Drawings
Fig. 1 is a schematic structural view of the novel pier protection device.
Fig. 2 is a plan view of the front high and low sill dams of the present invention.
Fig. 3 is a sectional view taken along line a-a of fig. 2.
Fig. 4 is a plan view of the special-shaped guide dam for water flow before pier.
Fig. 5 is a sectional view taken along line B-B of fig. 4.
FIG. 6 is a plan view of the peripier streamline leg slots of the present invention.
Fig. 7 is a cross-sectional view taken along line C-C of fig. 6.
A in fig. 1 indicates the direction of water flow flowing into the high and low threshold; b represents the water flow direction divided by the special-shaped guide dam; c represents the direction of water flow through the streamlined foot slot.
D in fig. 5 denotes a partial flush line.
In fig. 7, E indicates a partial flush line.
In the figure, 1-high-low stilling ridges, 1.1-first row of stilling ridges, 1.2-second row of stilling ridges, 1.3-third row of stilling ridges, 2-special-shaped guide dams, 2.1-main branch, 2.2-first branch, 2.3-second branch, 3-streamline foot grooves, 4-piers and 5-semi-cylindrical piers are arranged.
Detailed Description
The embodiments of the present invention will be described in detail with reference to the accompanying drawings, which are not intended to limit the present invention, but are merely exemplary. While the advantages of the invention will be clear and readily understood by the description.
With reference to the accompanying drawings: a composite pier scour prevention construction method adopts a composite pier scour prevention structure;
the specific construction method comprises the following steps of,
the method comprises the following steps: constructing a high-low stilling ridge 1 in front of a pier;
the underwater concrete is adopted to pour the high-low absorption sill 1 without arranging temporary water retaining of a cofferdam, and the construction method (underwater concrete) of the high-low absorption sill 1 in front of the pier is the prior art; the length of the absorption threshold along the water flow direction is 50cm, the length of the absorption threshold perpendicular to the water flow direction is 30cm, the depth of the high absorption threshold is 1.0m, and the depth of the low absorption threshold is 0.5m (as shown in figures 2 and 3);
the high and low stilling ridges 1 are arranged on the plane at intervals, and three rows are arranged in total, wherein the first and third rows are high stilling ridges, the second row is low stilling ridges, the two stilling ridges in the same row are spaced by 50cm, and the two stilling ridges in the water flow direction are spaced by 20 cm;
step two: constructing a special-shaped guide dam 2 for water flow before the pier;
the construction method (underwater concrete) of the pier-front water flow special-shaped guide dam 2 is the prior art; the special-shaped guide dam for water flow before the pier is 2 divided into three branches, wherein the main branch 2.1 is arranged symmetrically along the two sides of the water flow along the direction of the water flow, and the included angles among the main branch 2.1, the first branch 2.2 and the second branch 2.3 are all 120 degrees (as shown in fig. 4 and 5); the main branch is 2.1 and 3.0m long, the two branches are 2.0m long and 0.4m wide, and the ends are connected with the semi-cylindrical piers 5 (as shown in figure 4) to smooth water flow; the foundation of the special-shaped guide dam 2 extends into 2.0m (shown in figure 5) below the local flushing line so as to ensure the stability of the guide dam;
step three: constructing a pier circumferential flow linear foot groove 3;
the construction method (underwater concrete) of the pier circumfluence linear foot groove 3 is the prior art; the pier circumferential flow linear foot grooves 3 are symmetrically arranged along the axis of a pier 4, are octagonal, and wrap the foundation and the bearing platform of the pier (shown in figures 6 and 7); the length of the octagon at the inner side of the streamline foot slot 3 along the water flow direction is 1.1m, the width of the octagon perpendicular to the water flow direction is 0.5m, and the octagon and the water flow direction are connected through a bevel edge of 0.95 m; the streamline foot grooves 3 are poured by adopting underwater concrete, have the thickness of 0.4m and penetrate into the part below the flushing lines by 2.0m (as shown in figure 7) so as to ensure the stability of the foot grooves; meanwhile, concrete is poured on the top of the streamline foot groove 3, the thickness of the concrete is 0.4m, and the periphery and the top of the pier 4 are protected in a sealing mode; in actual implementation, the sizes of the pier, the flow rate, the width of the river channel and the like are determined, and the sizes of the pier, the flow rate, the river channel and the like can be adjusted according to actual conditions.
Further, the composite pier anti-impact structure comprises a high-low absorption sill 1, a special-shaped guide dam 2 and a streamline foot groove 3;
the high-low stilling ridges 1 are arranged in front of the bridge piers; arranging a high-low stilling threshold 1 in front of the pier to fully reduce the energy of the incoming flow;
the special-shaped guide dam 2 is arranged in a river channel and guides the flow to two sides of a bridge pier;
the streamline foot grooves 3 are arranged around the bridge piers 4, and further prevent water flow from scouring the bridge piers; concrete is poured at the top of the streamline foot groove 3 (as shown in figure 1), the streamline foot groove 3 is poured by the concrete, and the bottom of the streamline foot groove extends into the position below a local brushing line of the pier, so that the top and the periphery of the pier are sealed and protected.
Furthermore, the appearance form of the streamline foot groove 3 is streamline, the interference to the water flow is small, and the flow state of the water flow cannot be deteriorated.
Further, the streamline foot grooves 3 are symmetrically arranged along the axis of the pier 4, and the type is octagonal; the streamline foot grooves 3 are arranged on the periphery of the foundation and the bearing platform of the pier 4 (as shown in figures 1 and 6), wrap the foundation and the bearing platform of the pier, and further prevent water flow passing through the high-low absorption threshold 1 and the special-shaped guide dam 2 in front of the pier from scouring the pier.
Further, the high-low stilling threshold 1 is a concrete rectangular pier;
the high and low stilling ridges 1 are arranged at intervals on the plane; the high and low threshold 1 comprises three rows of thresholds, wherein the first row of thresholds 1.1 and the third row of thresholds 1.3 are high thresholds, and the second row of thresholds 1.2 are low thresholds (as shown in fig. 1, 2 and 3); the energy carried by the large-flow and high-flow-rate water flow is large, and the energy of the incoming flow can be fully reduced by arranging the high-low absorption ridges 1 in front of the pier; on one hand, the water flow collides with the high and low stilling ridges 1 violently (the water flow is changed from laminar flow to turbulent flow), so that the advancing flow speed of the incoming flow can be reduced; on the other hand, the stones, cobblestones and the like carried by the high-speed water flow are intercepted by the high-low absorption ridges 1 and cannot continuously move downstream, so that the stones, cobblestones and the like are prevented from directly impacting downstream piers, and a good filtering effect is achieved on solid matters.
Further, the water flow irregular guide dam 2 is divided into three branches, namely, the irregular guide dam 2 comprises a main branch 2.1, a first branch 2.2 and a second branch 2.3;
wherein the main branch 2.1 is arranged along the direction of water flow, the first branch 2.2 and the second branch 2.3 are respectively arranged symmetrically along the two sides of the water flow, and the included angle between the main branch 2.1 and the first branch 2.2 and the second branch 2.3 is 120 degrees (as shown in fig. 1 and fig. 4); after the high-flow and high-flow-rate water flow passes through the first protective measure, the energy is reduced, but the water flow still scours the bridge piers; set up the guide dam in the river course, adopt the special-shaped structure to smoothly guide the rivers to the pier both sides, through the flow direction that changes rivers, avoided rivers and pier direct action, can weaken the mound forward downstream, mound week horseshoe vortex and mound back wake vortex, and then can slow down the washing away of rivers to the pier and transport to mound week silt at to a great extent.
Further, the radius of the semi-cylindrical pier is 0.2 m.
In order to more clearly illustrate the advantages of the composite pier scour prevention construction method compared with the prior art, the two technical schemes are compared, and the comparison results are as follows:
as can be seen from the above table, compared with the prior art, the composite pier anti-impact construction method provided by the invention has the advantages that the guarantee rate of pier protection is high, the application range is wide, maintenance is basically not required in the operation period, and the total cost is lower.
Examples
The present invention will be described in detail with reference to the embodiment of the present invention applied to pier protection in a certain project, and the present invention also has a guiding function for pier protection in other projects.
This embodiment the pier protection set up height sill of eliminating power 1 before the mound to fully subdue the energy of incoming flow, then set up special-shaped guide dam in the river course, the future flows and leads to the pier both sides, sets up streamlined foot groove 3 at the mound week at last, further prevents rivers to the washing away of pier, adopts earlier the energy dissipation, guide again, the guard mode of back protection, can be suitable for large-traffic, high velocity of flow rivers to the long-term washing away of pier.
The pier protection construction method comprises the following steps:
(1) constructing a high-low stilling ridge in front of a pier: the high-low stilling ridges 1 in front of the pier are concrete rectangular piers, underwater concrete is adopted for pouring, and temporary cofferdam water retaining is not needed. The length of the absorption threshold along the water flow direction is 50cm, the length perpendicular to the water flow direction is 30cm, the high absorption threshold is 1.0m deep, and the low absorption threshold is 0.5m deep (as shown in fig. 2 and fig. 3). The high and low stilling ridges 1 are arranged on the plane at intervals, three rows are arranged in total, the total length among the three rows of high and low stilling ridges 1 is 1.9m, wherein the first and third rows are high stilling ridges, the second row is a low stilling ridge, two stilling ridges in the same row are spaced by 50cm, and two stilling ridges in the water flow direction are spaced by 20 cm;
(2) constructing a special-shaped guide dam for water flow before a pier: the special-shaped guide dam 2 for water flow before the pier is divided into three branches, wherein the main branch is symmetrically arranged along two sides of the water flow along the water flow direction, and the included angle between the two branches is 120 degrees (shown in figures 4 and 5). The main branch is 3.0m long, the two branches are 2.0m long and 0.4m wide, and the ends are connected with the semi-cylindrical piers 5 with the radius of 0.2m to smooth water flow; the foundation of the special-shaped guide dam extends into the position 2.0m below the local flushing line so as to ensure the stability of the guide dam;
(3) constructing a pier circumferential flow linear foot slot: the pier circumferential streamline foot grooves 3 are symmetrically arranged along the axis of the pier and are octagonal, and the foundation and the bearing platform of the pier are wrapped inside (as shown in figures 6 and 7). The length of the long edge of the octagon at the inner side of the foot slot along the water flow direction is 1.1m, the width of the wide edge perpendicular to the water flow direction is 0.5m, and the octagon and the wide edge are connected through a bevel edge of 0.95 m. The included angle between the oblique edge and the long edge is 150 degrees, and the included angle between the oblique edge and the wide edge is 120 degrees. The foot grooves are poured by adopting underwater concrete, have the thickness of 0.4m and penetrate into the positions 2.0m below the local flushing lines so as to ensure the stability of the foot grooves. And simultaneously, concrete is poured on the top of the foot groove, the thickness of the concrete is 0.4m, and the periphery and the top of the pier are protected in a sealing mode.
And (4) conclusion: the multiple protection measures of the high-low stilling threshold in front of the pier, the water flow special-shaped guide dam in front of the pier and the pier circumferential flow linear foot grooves are adopted in the embodiment, the guarantee rate of pier protection is greatly improved, the pier can run safely for a long time, maintenance is basically not needed in the running period, and the maintenance cost of later-period running is saved.
Other parts not described belong to the prior art.
Claims (4)
1. A composite pier scour prevention construction method is characterized by comprising the following steps: a composite pier scour prevention structure is adopted;
the specific construction method comprises the following steps of,
the method comprises the following steps: constructing a high-low stilling ridge (1) in front of the pier;
pouring high and low absorption sills (1) by adopting underwater concrete; the length of the absorption sill along the water flow direction is 50cm, the length of the absorption sill perpendicular to the water flow direction is 30cm, the depth of the high absorption sill is 1.0m, and the depth of the low absorption sill is 0.5 m;
the high and low stilling ridges (1) are arranged on the plane at intervals, and three rows are arranged in total, wherein two stilling ridges in the same row are spaced by 50cm, and two stilling ridges in the water flow direction are spaced by 20 cm;
step two: constructing a special-shaped guide dam (2) for water flow before the pier;
the special-shaped guide dam (2) for water flow before the pier is divided into three branches, wherein the main branch (2.1) is arranged symmetrically along the two sides of the water flow along the water flow direction, the first branch (2.2) and the second branch (2.3) are arranged symmetrically, and the included angle between the branches is 120 degrees; the main branch (2.1) is 3.0m long, the two branches are 2.0m long and 0.4m wide, and the end is connected with the semi-cylindrical pier (5); the special-shaped guide dam (2) is poured by adopting underwater concrete, and the foundation is deeply embedded into the part below the local brushing line by 2.0 m;
step three: constructing a pier circumferential flow linear foot groove (3);
the pier circumferential flow linear foot grooves (3) are symmetrically arranged along the axis of the pier, are octagonal and wrap the foundation and the bearing platform of the pier; the length of the long side of the octagon at the inner side of the streamline foot slot (3) along the water flow direction is 1.1m, the width of the wide side perpendicular to the water flow direction is 0.5m, and the adjacent long side and the wide side are connected through a bevel edge of 0.95 m;
the streamline foot grooves (3) are poured by adopting underwater concrete, the pouring thickness is 0.4m, and the streamline foot grooves penetrate into the position below a local flushing line by 2.0 m;
and simultaneously, concrete is poured on the top of the streamline foot groove (3) and the thickness is 0.4 m.
2. The composite pier anti-impact construction method according to claim 1, wherein: the composite pier scour prevention structure comprises a high-low stilling sill (1), a special-shaped guide dam (2) and a streamline foot groove (3);
the high-low stilling ridges (1) are arranged in front of the bridge piers; the special-shaped guide dam (2) is arranged in the river channel; the streamline foot groove (3) is arranged on the periphery of the pier;
the streamline foot groove (3) is arranged on the periphery of the foundation and the bearing platform of the pier.
3. The composite pier anti-impact construction method according to claim 2, wherein: the high-low stilling ridges (1) are concrete rectangular piers;
the high and low absorption ridges (1) are arranged at intervals on the plane; the high-low stilling threshold (1) comprises three rows of stilling thresholds, namely a first row of stilling thresholds (1.1), a second row of stilling thresholds (1.2) and a third row of stilling thresholds (1.3); wherein the first row of stilling threshold (1.1) and the third row of stilling threshold (1.3) are high stilling thresholds, and the second row of stilling threshold (1.2) is low stilling threshold.
4. The composite pier anti-impact construction method according to claim 3, wherein: the radius of the semi-cylindrical pier (5) is 0.2 m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110269493.9A CN112853945B (en) | 2021-03-12 | 2021-03-12 | Composite pier scour prevention construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110269493.9A CN112853945B (en) | 2021-03-12 | 2021-03-12 | Composite pier scour prevention construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112853945A true CN112853945A (en) | 2021-05-28 |
| CN112853945B CN112853945B (en) | 2022-08-19 |
Family
ID=75994268
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110269493.9A Active CN112853945B (en) | 2021-03-12 | 2021-03-12 | Composite pier scour prevention construction method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112853945B (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114351568A (en) * | 2022-01-07 | 2022-04-15 | 重庆交通大学 | A ecological water conservancy diversion protects mound structure for long-span bridge of wading |
| CN114991068A (en) * | 2022-06-14 | 2022-09-02 | 广西建工第五建筑工程集团有限公司 | Triangular built-in flood drainage and drainage triangular structure system and construction method thereof |
| CN115233744A (en) * | 2022-06-13 | 2022-10-25 | 郑州大学 | Sacrificial folded plate group for reducing scouring of pier bearing platform |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1108378A (en) * | 1965-11-17 | 1968-04-03 | Alexandre John Staempeli | Method for building dikes, moles and dams |
| RU2200790C2 (en) * | 2000-08-01 | 2003-03-20 | Кабардино-Балкарская государственная сельскохозяйственная академия | Process of erection of gabion fixing |
| CN202369916U (en) * | 2011-11-10 | 2012-08-08 | 宁波大学 | Pouring jacket-combined flexible ship collision preventing device for bridge pier |
| CN105421305A (en) * | 2015-12-09 | 2016-03-23 | 武汉大学 | Pile plate plane and vertical face intersecting combination auxiliary energy dissipater |
| CN207659939U (en) * | 2017-11-14 | 2018-07-27 | 洛阳水利勘测设计有限责任公司 | A kind of dissipation and scouring dam |
| CN110468749A (en) * | 2019-08-30 | 2019-11-19 | 四川轻化工大学 | A kind of protective device of mountain area bridge pier anti-Rolling Stone and mud-rock-flow-impact |
-
2021
- 2021-03-12 CN CN202110269493.9A patent/CN112853945B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB1108378A (en) * | 1965-11-17 | 1968-04-03 | Alexandre John Staempeli | Method for building dikes, moles and dams |
| RU2200790C2 (en) * | 2000-08-01 | 2003-03-20 | Кабардино-Балкарская государственная сельскохозяйственная академия | Process of erection of gabion fixing |
| CN202369916U (en) * | 2011-11-10 | 2012-08-08 | 宁波大学 | Pouring jacket-combined flexible ship collision preventing device for bridge pier |
| CN105421305A (en) * | 2015-12-09 | 2016-03-23 | 武汉大学 | Pile plate plane and vertical face intersecting combination auxiliary energy dissipater |
| CN207659939U (en) * | 2017-11-14 | 2018-07-27 | 洛阳水利勘测设计有限责任公司 | A kind of dissipation and scouring dam |
| CN110468749A (en) * | 2019-08-30 | 2019-11-19 | 四川轻化工大学 | A kind of protective device of mountain area bridge pier anti-Rolling Stone and mud-rock-flow-impact |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114351568A (en) * | 2022-01-07 | 2022-04-15 | 重庆交通大学 | A ecological water conservancy diversion protects mound structure for long-span bridge of wading |
| CN115233744A (en) * | 2022-06-13 | 2022-10-25 | 郑州大学 | Sacrificial folded plate group for reducing scouring of pier bearing platform |
| CN115233744B (en) * | 2022-06-13 | 2024-01-19 | 郑州大学 | Sacrificial folded plate group for reducing scour of pier bearing platform |
| CN114991068A (en) * | 2022-06-14 | 2022-09-02 | 广西建工第五建筑工程集团有限公司 | Triangular built-in flood drainage and drainage triangular structure system and construction method thereof |
| CN114991068B (en) * | 2022-06-14 | 2023-10-24 | 广西建工第五建筑工程集团有限公司 | Triangular built-in flood drainage triangular structure system and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112853945B (en) | 2022-08-19 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112853945B (en) | Composite pier scour prevention construction method | |
| CN108824364B (en) | Protection structure and protection method for preventing and treating river channel concave bank erosion | |
| CN111648299B (en) | Wave-retaining high-pile wharf and breakwater structure based on densely-arranged inclined piles and construction method thereof | |
| CN205591208U (en) | Take linear type steel sheet pile of guard plate | |
| CN215052700U (en) | Compound pier scour protection structure | |
| CN206706699U (en) | Ramp type sand surfing structure | |
| CN203021973U (en) | Sand intercepting groove | |
| JP7385943B2 (en) | How to prevent repeated disasters (tsunamis, storm surges, rivers) using the power of nature | |
| CN204919467U (en) | A separate and flow dyke that is used for approach channel on offshore lock | |
| CN218667374U (en) | Protective slope | |
| CN214738637U (en) | Water outlet structure of power plant | |
| CN207553030U (en) | It is a kind of to reinforce permeable water conservancy diversion groynes | |
| JP2012241320A (en) | Tsunami protection breakwater | |
| CN112391998B (en) | Scour prevention energy dissipation wall of hydraulic engineering overflow dam | |
| CN204570599U (en) | A kind of Novel breakwater | |
| CN212294570U (en) | Energy dissipation pool with inverted triangular wedge tail pier | |
| CN212506341U (en) | Cofferdam group structure with broken line type earth-rock cofferdam | |
| CN211690220U (en) | Water conservancy protection high strength dyke | |
| CN211773508U (en) | Formula of permeating water diversion mound barricade | |
| CN211773296U (en) | Double-layer water conservancy breakwater for port | |
| CN209798653U (en) | facility for protecting shoreline | |
| CN209353304U (en) | A kind of energy-dissipating structure | |
| CN208717869U (en) | The diversion canal to sluice for big gradient, high flow rate | |
| CN216973685U (en) | Water and soil conservation protection device for preventing ditch head from tracing to source and corroding | |
| CN210002353U (en) | Slope submergence formula for intercepting flows blocks rock-fill bank |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB03 | Change of inventor or designer information | ||
| CB03 | Change of inventor or designer information |
Inventor after: Pan Yingjie Inventor after: Wu Guocheng Inventor after: Ma Honglong Inventor after: Liu Zhifeng Inventor after: Chen Li Inventor after: Su Changgen Inventor before: Pan Yingjie Inventor before: Wu Guocheng Inventor before: Liu Zhifeng Inventor before: Ma Honglong Inventor before: Chen Li Inventor before: Su Changgen |
|
| CB02 | Change of applicant information | ||
| CB02 | Change of applicant information |
Address after: 518036 Shuiyuan building, 1098 Lianhua Road, Futian District, Shenzhen City, Guangdong Province Applicant after: Pan Yingjie Applicant after: Wu Guocheng Applicant after: Ma Honglong Applicant after: Liu Zhifeng Applicant after: Chen Li Applicant after: Su Changgen Address before: 518036 Shuiyuan building, 1098 Lianhua Road, Futian District, Shenzhen City, Guangdong Province Applicant before: Pan Yingjie Applicant before: Wu Guocheng Applicant before: Liu Zhifeng Applicant before: Ma Honglong Applicant before: Chen Li Applicant before: Su Changgen |
|
| GR01 | Patent grant | ||
| GR01 | Patent grant |