CN112343081A - Pipeline protection method and structure - Google Patents

Pipeline protection method and structure Download PDF

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Publication number
CN112343081A
CN112343081A CN202011200237.6A CN202011200237A CN112343081A CN 112343081 A CN112343081 A CN 112343081A CN 202011200237 A CN202011200237 A CN 202011200237A CN 112343081 A CN112343081 A CN 112343081A
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CN
China
Prior art keywords
slope
pipeline
retaining wall
river
pile
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.)
Pending
Application number
CN202011200237.6A
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Chinese (zh)
Inventor
颜宇森
高姣姣
朱杰
肖秋平
韩超
尚掩库
李艳军
宗乐斌
刘志伟
胡耀锋
任路滨
曾秋雨
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Beijing Zhong Di Huaan Geological Exploration Co ltd
Original Assignee
Beijing Zhong Di Huaan Geological Exploration Co ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by Beijing Zhong Di Huaan Geological Exploration Co ltd filed Critical Beijing Zhong Di Huaan Geological Exploration Co ltd
Priority to CN202011200237.6A priority Critical patent/CN112343081A/en
Publication of CN112343081A publication Critical patent/CN112343081A/en
Pending legal-status Critical Current

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Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00Independent underground or underwater structures; Retaining walls
    • E02D29/02Retaining or protecting walls
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02BHYDRAULIC ENGINEERING
    • E02B7/00Barrages or weirs; Layout, construction, methods of, or devices for, making same
    • E02B7/02Fixed barrages
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/20Securing of slopes or inclines
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00Independent underground or underwater structures; Retaining walls
    • E02D29/02Retaining or protecting walls
    • E02D29/0258Retaining or protecting walls characterised by constructional features
    • E02D29/0266Retaining or protecting walls characterised by constructional features made up of preformed elements

Abstract

The utility model provides a pipeline protection method, which is used for protecting the pipeline passing through the river channel and the river channel side slope, and comprises the following steps: at the slope toe of the target area of side slope along the river course construction retaining wall, the target area is for containing the region that the pipeline set up the position, wherein, build the retaining wall and include: carrying out foundation reinforcement treatment by adopting a jet grouting pile, and building a retaining wall on the reinforced foundation; carrying out slope cutting and backfilling treatment on the slope surface of the target area to form a multi-level slope body; and constructing an submerged dam downstream of the position where the pipeline is disposed in the river along the extending direction of the pipeline. The present disclosure also provides a pipeline protection structure.

Description

Pipeline protection method and structure
Technical Field
The present disclosure relates to the field of geological disaster prevention and control engineering, and more particularly, to a method and structure for protecting a pipeline.
Background
In order to transport natural resources such as oil gas, water, etc., it is necessary to lay long distance pipelines, which may cross the plain, river, and hillside areas.
For the area where the pipeline transversely passes through the river channel and extends to the side slope of the river channel, the pipeline is easily exposed due to geological disasters, so that engineering facilities are damaged, and great economic loss is caused. The treatment mode in the related technology is single, and a good treatment effect is difficult to achieve.
Disclosure of Invention
In view of the above, the present disclosure provides a pipeline protection method and a pipeline protection structure for protecting a pipeline passing through a river channel and a river channel side slope.
One aspect of the present disclosure provides a method for protecting a pipeline, which is used for protecting a pipeline passing through a river channel and a river channel side slope, and includes: building a retaining wall along a river course at a toe of a target area of the side slope, the target area being an area containing a position where a pipeline is arranged, wherein the building of the retaining wall includes: carrying out foundation reinforcement treatment by adopting a jet grouting pile, and building a retaining wall on the reinforced foundation; carrying out slope cutting and backfilling treatment on the slope surface of the target area to form a multi-level slope body; and constructing an submerged dam downstream of a position where the pipeline is disposed in the river along an extending direction of the pipeline.
According to an embodiment of the present disclosure, the method further comprises: and constructing a drainage channel by the slope top area of the side slope so as to drain the rainwater received by the slope top area along the drainage channel.
According to an embodiment of the present disclosure, the constructing of the retaining wall further includes: arranging at least one row of drain holes penetrating through the wall body on the retaining wall so as to drain water in the slope soil; the back slope of the retaining wall is vertical, and the surface slope of the retaining wall has a certain slope rate, wherein the back slope is a side wall surface facing the side slope, and the surface slope is a side wall surface facing the river channel; and the slope bottom section of the target area of the side slope is abutted against the back slope of the retaining wall.
According to this disclosed embodiment, adopt jet grouting pile to carry out ground stabilization and handle including: forming a plurality of rows of rotary spraying piles, wherein the adjacent rotary spraying piles have certain circle thickness; paving a gravel cushion layer on the top of the jet grouting pile; and arranging a reinforced concrete pile cap on the broken stone cushion layer.
According to an embodiment of the present disclosure, the method further comprises: and a balance pressure bag is arranged at the bottom of each grade of slope body in the multistage slope bodies.
According to the embodiment of the disclosure, the submerged dam adopts a structure of the jet grouting piles and the bearing platform, at least two rows of jet grouting piles are arranged at the bottom of the submerged dam, and the bearing platform is arranged at the top of the jet grouting piles; the method further comprises the following steps: and arranging a row of gabions at the downstream of the submerged dam for reinforcement.
According to an embodiment of the present disclosure, the method further comprises: the revetment structure is built to the bank of recess in river course the protruding bank in river course carries out the desilting to prevent that river water from washing the bank and causing river diversion, wherein, the revetment structure includes ecological revetment structure of stake and/or stone retaining wall revetment structure of starching.
According to an embodiment of the present disclosure, the method further comprises: and greening and protecting the slope subjected to slope cutting and backfilling treatment.
Another aspect of the present disclosure provides a pipeline protection structure for protecting a pipeline passing through a river channel and a river channel side slope, including: the retaining wall is built at a toe of a target area of the side slope, extends for a certain distance along a river channel, and is built on a foundation reinforced by rotary jet grouting piles; the submerged dam is built downstream of the pipeline arrangement position in the river channel and arranged along the direction of the pipeline; and the slope surface of the target area of the side slope forms a multi-level slope body after slope cutting and backfilling treatment, and the slope bottom section of the side slope is abutted against the back slope of the retaining wall.
According to an embodiment of the present disclosure, the structure further comprises: the bank protection structure is built on the concave bank of the river channel to prevent river diversion caused by river water flushing the bank; the revetment structure comprises a wood pile ecological revetment structure and/or a stone masonry retaining wall revetment structure.
According to the embodiment of the disclosure, the retaining wall is built at the toe of the side slope of the river channel, the side slope is cut and backfilled to form a multi-level slope body, and the submerged dam is built in the river channel, so that bank slope treatment and river bed undercut treatment are combined, the side slope collapse can be effectively avoided, the pipeline is protected from being washed away by water flow, the pipeline on the river bottom and the side slope is greatly protected, and the safety level of pipeline operation is effectively improved.
Drawings
The above and other objects, features and advantages of the present disclosure will become more apparent from the following description of embodiments of the present disclosure with reference to the accompanying drawings, in which:
FIG. 1 schematically illustrates an exemplary application scenario in which a pipe protection method may be applied, according to an embodiment of the present disclosure;
FIG. 2 schematically illustrates a flow chart of a method of pipe guarding according to an embodiment of the present disclosure;
fig. 3A and 3B schematically show schematic views of a retaining wall setting position according to an embodiment of the present disclosure;
fig. 4 schematically illustrates a schematic view of a jet grouting pile foundation piling and pile platform according to an embodiment of the disclosure;
FIG. 5 schematically illustrates a schematic view of a retaining wall according to an embodiment of the disclosure;
FIG. 6 schematically illustrates a slope view before and after a cut slope backfill according to an embodiment of the present disclosure;
FIG. 7 schematically illustrates a schematic view of a waterway, a side slope, a retaining wall, a pipeline, and a submerged dam according to an embodiment of the present disclosure;
FIG. 8 schematically illustrates a schematic view of a submerged dam according to an embodiment of the present disclosure;
fig. 9 schematically illustrates a schematic view of a timber pile ecological bank protection structure according to an embodiment of the present disclosure; and
fig. 10 schematically illustrates a schematic view of a masonry retaining wall revetment structure according to an embodiment of the present disclosure.
Detailed Description
Hereinafter, embodiments of the present disclosure will be described with reference to the accompanying drawings. It should be understood that the description is illustrative only and is not intended to limit the scope of the present disclosure. In the following detailed description, for purposes of explanation, numerous specific details are set forth in order to provide a thorough understanding of the embodiments of the disclosure. It may be evident, however, that one or more embodiments may be practiced without these specific details. Moreover, in the following description, descriptions of well-known structures and techniques are omitted so as to not unnecessarily obscure the concepts of the present disclosure.
The terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the disclosure. The terms "comprises," "comprising," and the like, as used herein, specify the presence of stated features, steps, operations, and/or components, but do not preclude the presence or addition of one or more other features, steps, operations, or components.
All terms (including technical and scientific terms) used herein have the same meaning as commonly understood by one of ordinary skill in the art unless otherwise defined. It is noted that the terms used herein should be interpreted as having a meaning that is consistent with the context of this specification and should not be interpreted in an idealized or overly formal sense.
Where a convention analogous to "at least one of A, B and C, etc." is used, in general such a construction is intended in the sense one having skill in the art would understand the convention (e.g., "a system having at least one of A, B and C" would include but not be limited to systems that have a alone, B alone, C alone, a and B together, a and C together, B and C together, and/or A, B, C together, etc.). Where a convention analogous to "A, B or at least one of C, etc." is used, in general such a construction is intended in the sense one having skill in the art would understand the convention (e.g., "a system having at least one of A, B or C" would include but not be limited to systems that have a alone, B alone, C alone, a and B together, a and C together, B and C together, and/or A, B, C together, etc.).
The embodiment of the disclosure provides a pipeline protection method, which is used for protecting a pipeline passing through a river channel and a river channel side slope, and comprises the following steps: at the slope toe of the target area of side slope along the river course construction retaining wall, the target area is for containing the region that the pipeline set up the position, wherein, build the retaining wall and include: and (3) carrying out foundation reinforcement treatment by adopting the jet grouting piles, and building a retaining wall on the reinforced foundation. And (4) carrying out slope cutting and backfilling treatment on the slope surface of the target area to form a multi-level slope body. An submerged dam is constructed downstream of a position where a pipeline is disposed in a river along an extending direction of the pipeline.
Fig. 1 schematically illustrates an exemplary application scenario in which a pipe protection method may be applied according to an embodiment of the present disclosure. It should be noted that fig. 1 is only an example of an application scenario to which the embodiment of the present disclosure may be applied to help those skilled in the art understand the technical content of the present disclosure, but does not mean that the embodiment of the present disclosure may not be applied to other scenarios.
As shown in fig. 1, the pipeline protection method according to the embodiment of the present disclosure may be applied to a scenario where a river channel 101 has a slope 102 along a bank, and a pipeline 103 transversely crosses the river channel 101 and extends to the slope 102.
In a terrain having a slope 102 along the bank of a river 101, geological disasters such as river channel water damage and landslide are likely to occur, which may cause exposure of a pipeline 103 buried under the surface of the river 101 and the slope 102, and more seriously, may cause problems such as pipeline breakage.
Therefore, the embodiment of the disclosure provides a pipeline protection method, which can achieve the purpose of protecting pipelines by avoiding geological disasters such as river channel water damage, mountain landslide and the like to a greater extent in the terrain.
Fig. 2 schematically illustrates a flow chart of a pipe guarding method according to an embodiment of the present disclosure.
As shown in fig. 2, the pipeline protection method is used for protecting a pipeline passing through a river channel and a river channel side slope, and the pipeline protection method may include operation S210 to operation S230.
In operation S210, a retaining wall is constructed at a toe of a target area of the side slope along a river course, the target area being an area including a pipe arrangement position, wherein constructing the retaining wall includes: and (3) carrying out foundation reinforcement treatment by adopting the jet grouting piles, and building a retaining wall on the reinforced foundation.
Fig. 3A and 3B schematically show schematic views of a retaining wall setting position according to an embodiment of the present disclosure.
As shown in fig. 3A and 3B, the pipeline 103 may be buried at a certain depth below the slope of the side slope 102. A region of the side slope 102 located within a certain distance L on both sides of the pipe 103 may be used as a target region, and a gravity type retaining wall 104 may be constructed at a toe of the target region to prevent the side slope from collapsing, and the length of the retaining wall 104 may be, for example, 2L. Wherein, the gravity type barricade is with retaining wall self gravity to maintain retaining wall stability under the soil pressure effect, and usable lump stone, piece stone, concrete prefabricated section regard as the brickwork, or adopt piece stone concrete, concrete to carry out the monolithic concreting, and the advantage is that materials are used on the spot, construction convenience, and economic effect is good.
Because the side slope is close to the river channel, the stratum at the toe of the side slope contains a large amount of silt, and the bearing capacity of the foundation can not meet the requirement for building the retaining wall on the side slope, the foundation can be reinforced before the retaining wall is constructed, the foundation can be reinforced by using the jet grouting piles, and the composite foundations such as wood piles, jet grouting piles and the like can also be used for treatment. The embodiment of the disclosure adopts the jet grouting pile composite foundation as the foundation of the gravity retaining wall, and the combination of the jet grouting pile composite foundation and the gravity retaining wall can better prevent and treat slope instability.
According to an embodiment of the present disclosure, the foundation stabilization treatment using the jet grouting pile may include: (1) forming a plurality of rows of rotary spraying piles, wherein the adjacent rotary spraying piles have certain circle thickness; (2) paving a gravel cushion layer on the top of the jet grouting pile; (3) and arranging a reinforced concrete pile cap on the broken stone cushion layer.
Fig. 4 schematically shows a schematic view of a jet grouting pile foundation piling and a pile platform according to an embodiment of the disclosure.
As shown in fig. 4, the foundation of the retaining wall is a silt and sandy soil layer, which cannot meet the bearing capacity requirement of the upper retaining wall foundation, and the foundation is reinforced by using the jet grouting piles. All the jet grouting piles 105 are made on the bedrock, the effective length of the jet grouting pile 105 can be 10m, the length of the jet grouting pile refers to the height of the pile in the vertical direction, and the length of the pile at each position can be adjusted according to the depth of the stratum on site. The pile diameter R can be 800mm, for example, and the pile spacing S can be 700mm, for example, where the pile spacing S refers to the distance between the centers of two adjacent jet grouting piles, and the intersection thickness of two adjacent piles is 100 mm. The top position of the jet grouting pile can be paved with a 30cm thick gravel cushion layer, a 0.5m thick reinforced concrete pile cap 106 can be arranged on the gravel cushion layer, and the pile cap 106 can be thickened at the position crossing the pipeline, for example, to 1.0 m.
After the foundation reinforcement is completed, a gravity masonry project can be performed on the reinforced foundation.
Fig. 5 schematically shows a schematic view of a retaining wall according to an embodiment of the present disclosure.
As shown in fig. 5, a grouted retaining wall 104 may be constructed along the toe, the wall height may be 5.5m, the top width may be 1.2m, the bottom width may be 2.3m, and the length may be 55m, for example, the length of the retaining wall being the length extending in the horizontal direction.
According to an embodiment of the present disclosure, the back slope of the retaining wall 104 may be vertical, and the face slope may have a certain slope rate, wherein the back slope is a side wall surface facing the side slope, and the face slope is a side wall surface facing the river.
For example, the retaining wall 104 may have a vertical back slope and a face slope rate of 1: 0.2, the trapezoidal wall body can further play a role in stability. The wall body can adopt an M10 masonry structure, the exposed masonry wall head and the wall body are sewn by M10 mortar, a latticed flat joint is adopted, the size of the latticed flat joint is 30 multiplied by 50cm, and the horizontal joint and the vertical joint are aligned to ensure that the whole body is standard, attractive and firm.
In operation S220, a slope surface of the target area is subjected to slope cutting and backfilling to form a multi-level slope body.
Fig. 6 schematically illustrates a slope view before and after a cut slope backfill according to an embodiment of the disclosure.
As shown in fig. 6, the slope 1022 after the slope cutting and backfilling is slower than the slope 1021 before the slope cutting and backfilling, so that the downward sliding force is reduced, and the stability of the slope is ensured. The slope cutting of the upper part can be carried out firstly, then soil is backfilled to the lower part of the side slope, and a multi-stage slope body is formed in the process, for example, a three-stage slope body can be formed, and the multi-stage slope body can have a higher stability coefficient. The slope bottom section of the target area of the side slope abuts against the back slope of the retaining wall, for example, in the slope cutting and backfilling process, the high slope foot is filled to form a vertical section, and the section abuts against the back of the retaining wall, so that the retaining wall can be utilized to maintain the stability of the slope body.
According to the embodiment of the present disclosure, a balanced pressure bag 107 may be provided at the bottom of each of the multi-stage slope bodies to play a role of slope protection. Wherein, balanced pressure bag has the on-the-spot advantage of filling, convenient and fast, construction speed is fast.
According to an embodiment of the present disclosure, the pipe protection method may further include: and greening and protecting the slope subjected to slope cutting and backfilling treatment.
For example, after the slope cutting and backfilling treatment, greening protection can be performed on the slope surface to keep water and soil, for example, the slope surface and the pavement can be planted with the cypress and sowed with grass seeds for greening.
According to the embodiment of the disclosure, at least one row of drain holes penetrating through the wall body can be arranged on the retaining wall to drain water in the slope soil.
For example, a row of drainage holes are respectively arranged at the positions 1.5m and 3.5m above the ground of the wall body, PVC pipes with the diameter of 110mm are arranged in the drainage holes, the upper row and the lower row of drainage holes are arranged at intervals, the adjacent drainage holes in the upper row and the lower row are arranged in a 'pin' shape, the horizontal distance between the drainage holes is 2.0m, and the PVC pipes can extend out of the wall by 5 cm. Longitudinal expansion joints can be arranged every 20m in the length direction of the wall body.
In operation S230, an submerged dam is constructed in an extending direction of a pipeline downstream of a pipeline installation position in a river.
The average buried depth of the pipeline penetrating through the river bottom is, for example, 2.5m below the river bottom, and when the river is drained, water flows scour and erode the river bottom, which may cause the pipeline to be exposed, thereby causing the pipeline to break. For this purpose, an submerged dam is arranged along the pipeline on the downstream side of the river to protect the pipeline from water currents.
According to the embodiment of the disclosure, the submerged dam adopts a structure of the jet grouting piles and the bearing platform, at least two rows of jet grouting piles are arranged at the bottom of the submerged dam, and the bearing platform is arranged at the top of the jet grouting piles. And arranging a row of gabions at the downstream of the submerged dam for reinforcement.
The submerged dam has the functions of adjusting the water surface gradient, limiting river bottom scouring and the like, is combined with the jet grouting piles to better protect pipelines passing through the river, and can better improve the river bottom scouring and undercutting by the combination of the jet grouting piles of the submerged dam.
Fig. 7 schematically shows a schematic view of a river 101, a slope 102, a retaining wall 104, a pipe 103 and a submerged dam 108 according to an embodiment of the disclosure.
Fig. 8 schematically illustrates a schematic view of a submerged dam 108 according to an embodiment of the disclosure.
As shown in fig. 7 and 8, the submerged dam 108 is formed by using a jet grouting pile 1081 and a concrete cap 1082. The jet grouting piles 1081 are bound outside the existing gabion bottom protection 109, two rows of jet grouting piles 1081 are arranged along the extending direction of the pipeline 103, the diameter of each pile is 800mm, the depth of each pile is 8m, the meshing of the rows of piles is 100mm, for example, a bearing platform 1082 with the thickness of 0.5m is arranged on the top of each pile, and the width of each bearing platform is 1.5 m. A row of gabions 110 is provided downstream of the jet grouting piles 1081, the gabions 110 being for example 1.0m thick. Wherein, two rows of rotary jet piles are arranged in an overlapping way to enhance the anti-scouring and anti-undercutting capabilities.
Because the river bottom is mainly silt, adopt the jet grouting stake to add the cushion cap structure as the submerged dam, settle the gabion below the submerged dam simultaneously and consolidate, can guarantee that the submerged dam is firm, and then protect the pipeline not washed away by rivers.
According to the embodiment of the disclosure, the retaining wall is built at the toe of the side slope of the river channel, the side slope is cut and backfilled to form a multi-level slope body, and the submerged dam is built in the river channel, so that bank slope treatment and river bed undercut treatment are combined, the side slope collapse can be effectively avoided, the pipeline is protected from being washed away by water flow, the pipeline on the river bottom and the side slope is greatly protected, and the safety level of pipeline operation is effectively improved.
It should be noted that, the execution order of each operation is not limited in the embodiment of the present disclosure, and each operation may be executed according to any reasonable order, for example, the operations may be executed according to the order of S210-S220-S230, or may be executed according to other orders such as S230-S210-S220. Alternatively, any two or more of the respective operations may be performed simultaneously, for example, S210 and S220 may be performed simultaneously, or S230, S210, and S220 may be performed simultaneously.
According to an embodiment of the present disclosure, the pipe protection method may further include: a drainage channel is built in the top area of the slope, so that rainwater received by the top area of the slope is drained along the drainage channel.
Rainfall is an important factor causing water damage disasters, and in order to prevent the erosion and corrosion of the gully where the pipeline is located by the slope catchment, a drainage channel can be arranged at the slope top of the bank slope, so that the rainwater on the slope top is led to other areas through the drainage channel, and the top rainwater is prevented from scouring the slope soil. The drainage channel can adopt M10 stone masonry structure, can set up the expansion joint every 20M and corner, and the expansion joint width is 2cm for example, chooses the asphalt flaxen sword to fill, and the asphalt cement caulking.
According to an embodiment of the present disclosure, the pipe protection method may further include: a bank protection structure is built on the concave bank of the river channel, and dredging treatment is carried out on the convex bank of the river channel to prevent river diversion caused by river water flushing the bank.
The convex bank refers to a convex part of a curved riverbed, the riverbed is curved due to the influence of factors such as local riverbed topography, the concave bank refers to a bank on one concave side of a curved river section, the concave bank is eroded, and the convex bank is easy to deposit sediment.
According to an embodiment of the present disclosure, referring to fig. 7, a bank protection structure may be constructed for a concave bank region and a dredging process may be performed for a convex bank region within a certain distance range of the upstream and downstream of the pipeline 103 in a river except for a retaining wall region. Wherein, the bank protection structure includes ecological bank protection structure of stake and/or stone retaining wall bank protection structure of grout. Can adopt different revetment structures according to the topography of coastal, for example, can adopt the ecological revetment structure of stake to the comparatively gentle region of bank relief, adopt the more firm stone retaining wall revetment structure of starching to the region that the bank has the side slope.
Fig. 9 schematically illustrates a schematic view of a timber pile ecological bank protection structure according to an embodiment of the present disclosure.
As shown in fig. 9, when constructing the timber pile ecological bank protection structure, the corresponding bank may be backfilled first, and the original soil layer 111 is filled with backfill 112. Then, a plurality of wooden piles 115 are inserted at intervals along the river bank, the wooden piles can be fir wooden piles, the length of the wooden piles can be 3.0m for example, the distance between the wooden piles can be 0.5m for example, the geotextile 114 is arranged after the wooden piles are inserted, and the geotextile 114 is used for preventing soil mass behind the piles from losing through gaps of the round wooden piles after the piles are inserted.
The wood pile ecological bank protection not only meets the requirements of ecological environment, but also has the protection function and has good drainage function. The system can be used as a temporary emergency measure, and can be combined with other materials to construct a permanent bank protection facility.
Fig. 10 schematically illustrates a schematic view of a masonry retaining wall revetment structure according to an embodiment of the present disclosure.
As shown in fig. 10, the masonry retaining wall revetment 116 has a wall height of, for example, 3.0m, a foundation depth of, for example, 0.5m, and a gravel cushion layer with a thickness of 0.5m may be provided below the foundation. Compared with the ecological bank protection of a wood pile, the stone masonry retaining wall bank protection has higher manufacturing cost but is firmer.
According to the embodiment of the disclosure, by constructing a bank protection project on the concave bank of the river and taking a dredging measure on the convex bank, river diversion and pipeline exposure caused by river water scouring the bank can be prevented.
The pipeline protection method disclosed by the embodiment of the disclosure can be used for the comprehensive prevention and control engineering of the gas pipeline crossing the river channel in the loess area, and can prevent and control the threat and damage of the channel water damage geological disaster to the pipeline from the three systems of bank slope treatment, river bed undercut treatment and river diversion treatment, and the comprehensive prevention and control engineering technology can also be popularized and used for river bank protection and river undercut prevention technology.
Construction requirement examples of the respective operations are described below. However, the present disclosure is not limited thereto, and the electricity may be constructed in other manners according to actual situations.
1. And (5) the construction technical requirements of the retaining wall.
The construction process comprises the following steps: safety protection → measurement and paying-off → earth excavation → foundation treatment → (PVC pipe installation) retaining wall masonry → cleaning site.
(1) Before construction, firstly, paying-off positioning is carried out, construction is carried out according to a drawing, and elevation is strictly controlled.
(2) The masonry retaining wall adopts masonry mortar with the strength of M10. The mixing proportion of the mortar is that cement, fine aggregate and water is 330: 1550: 330. The mortar is evenly mixed, and the primary mixing is finished before the mortar is coagulated. The mortar is mixed by a mortar mixer for 3 minutes.
(3) The masonry stone material should be solid and fresh, without weathering spalling layer or crack, and without impurities such as dirt, water rust and the like on the stone surface. Except a small amount of stones for caulking, the stone blocks are required to be parallel and approximately flat on the upper and lower surfaces, no sharp corners and thin edges exist, the thickness of the stone blocks is more than 20cm, and exposed surfaces of the stone blocks need to be polished and processed.
(4) The mortar masonry stone body is built by mortar, during building, mortar is firstly paved and then built, the stone is built by layers, the upper staggered joint, the lower staggered joint and the inner and outer building are stable, the building height difference of adjacent working sections is not more than 1.2mm, each layer is generally leveled, and the segmented position is arranged at the settlement joint or the expansion joint as far as possible.
(5) Before mortar spreading, the stone should be wetted by water so that the surface of the stone can fully absorb water, but residual water cannot be accumulated. The thickness of the mortar joint is generally 20-35 mm, and larger gaps are filled with broken stones.
(6) All stones are placed on the newly mixed mortar, the mortar is full, stone gaps cannot be directly abutted, and the method of erecting stones on the outside and filling the middle is not allowed to be adopted for building. Natural pointing, uniform and beautiful appearance, prominent shape of stone block and smooth surface. And cleaning the mortar splashed on the surface of the masonry body.
(7) 1 row of drain holes are respectively arranged at positions 1.5m and 3.5m above the ground in the wall body design, 2 rows of drain holes are formed in the wall body design, the wall body design is in a shape like a Chinese character 'pin', PVC pipes with the diameters of 110mm are arranged in the wall body design, the pipe thicknesses are 6.5mm, the pipe horizontal intervals are 2m, the PVC pipes extend out of the wall body by 5cm, and water flow is prevented from flowing out of the wall body along the wall body to cause wall body washing.
(8) The back side of the drain hole wall is provided with a reverse filtering layer, and a clay water-resisting layer of 20cm is arranged below the reverse filtering layer of the lowest drain hole and is tamped.
(9) The mortar masonry is immediately maintained after the mortar reaches initial setting. The curing period is not less than 7 days, and the curing method comprises the steps of paving gunny bags and straw bags on the grouted body, watering for 2-3 times a day, and keeping the gunny bags, the straw bags and the mortar body moist.
(10) Setting expansion joints at intervals of 20m or at corners, wherein the expansion joints are 2cm wide, filling with asphalt hemp knives, and caulking with asphalt ointment.
2. And (5) the construction technical requirements of the foundation of the jet grouting pile.
The construction process comprises the following steps: pipeline identification → original ground processing → measurement line of defense → pile foundation in place → pile formation.
(1) The jet grouting method of the jet grouting pile suggests adopting a single-pipe method for grouting. The position of the pipeline is determined before construction. The position and the buried depth of the pipeline are determined by adopting a method of driving a timber pile for probing, and the distance between every two tests is 20 cm. And after the position and the burial depth of the pipeline are determined, embedding a wood pile for identification. The distance between the hole center of the jet grouting pile and the pipeline is not less than 60 cm.
(2) Treating the original ground: filling the river channel, cleaning and leveling the original ground, building a cement and gypsum storage material platform, and rolling and compacting by using a small-sized road roller. The construction is to pay attention to making a cross slope so as to be beneficial to drainage.
(3) And (3) measurement and paying-off: and (4) releasing the range of the jet grouting pile by using a total station according to a construction drawing, and releasing the construction pile position according to a side pile line and a pile spacing steel drawing ruler.
(4) The pile driver is in place: the jet grouting machine reaches the designated pile position, the verticality of the pile machine is centered and well integrated, and the inclination is ensured not to be more than 1 percent (line weight control is used in construction).
(5) Drilling: during the drilling process of the single-pipe pile machine, the engineering condition of the drilling machine is observed at any time, and the drilling verticality is controlled within 1%.
(6) And (3) injection lifting: and (3) when the jet pipe is lowered to the designed depth, feeding the cement slurry meeting the requirements, after the slurry overflows from the orifice, starting jetting, rotating and lifting from bottom to top according to the designed lifting speed and rotating speed until the jet pipe stops jetting at the designed rotary jetting height, and lifting the jet pipe.
Parameters are as follows: drilling speed of a rotary drilling machine: 20 r/min; lifting speed of a grouting pipe: 20-25 cm/min; ③ the outer diameter of the grouting pipe: ψ 42 or ψ 50; fourthly, the aperture of the nozzle: 2-3 mm; fifthly, using a high-pressure slurry pump at 20-30 Mpa; sixthly, slurry materials: 32.5 grade of composite portland cement; water-cement ratio: 1.0; 450kg/m of cement dosage3
(7) The construction sequence of the jet grouting piles adopts a jump driving type construction, namely, every two piles are driven, and the interval time between the adjacent piles is more than 12 hours.
(8) Pile testing is carried out firstly, and then pile forming is carried out.
(9) And paving a 30 cm-thick gravel cushion layer at the pile top position. A reinforced concrete pile cap with the thickness of 0.5m is arranged on the steel bar concrete pile cap. The piles are connected with the bearing platform through dowel bars, the jet grouting piles are inserted for 1.0m, and the bearing platform is inserted for 0.4 m. The bearing platform is thickened above the position of the pipeline, and the thickness of the bearing platform is 1.0 m.
3. And carrying out slope cutting and backfilling construction technical requirements.
The construction process comprises the following steps: pipeline identification → construction preparation → measurement and line laying → field cleaning → earth excavation → backfill compaction → balance pressure bag → project acceptance.
(1) The position of the pipeline is determined before construction. The position and the buried depth of the pipeline are determined by adopting a method of driving a timber pile for probing, and the distance between every two tests is 20 cm. And after the position and the burial depth of the pipeline are determined, embedding a wood pile for identification.
(2) And measuring and setting out the slope according to the designed excavation range, depth, gradient and layering condition. Mechanical excavation is adopted to backfill the whole body, manual excavation can be adopted for the important positions, particularly the periphery of the pipeline position, and the pipeline safety is strictly ensured.
(3) The slope cutting is mainly carried out by adopting a backhoe layering method, and the excavation sequence is from top to bottom. And strictly controlling the excavation depth during excavation, and reserving a 20cm protective layer.
(4) Two rows of balanced pressure bags are arranged at the position where the pipeline enters the soil, reinforcing steel bars are added to the balanced pressure bags, and the length of the reinforcing steel bars is embedded into the original soil layer of the side slope.
(5) Backfilling the excavated soil to the back of the retaining wall, and compacting.
5. The technical requirements of biological greening construction.
The construction process comprises the following steps: construction preparation → artificial slope construction → line laying and positioning → tree planting, grass planting → project acceptance → post maintenance.
(1) And (3) manual slope repairing: and (4) manually finishing the slope surface to achieve the design slope ratio. The slope surface should be trimmed, leveled and tamped without slippery, creeping and loose rocks.
(2) Paying off and positioning: after finishing the slope earthwork finishing, the tree pits are measured and positioned according to the design requirements, and fine white gray lines are scattered to be marked.
(3) Planting trees and grass: and planting trees in round pits on the packway platform, and planting trees in scale pits on the slope. The tree species is herba Selaginellae Doederleinii. And sweeping grass seeds among trees after the trees are planted.
(4) And (4) after greening, performing later maintenance on the vegetation, wherein the maintenance period needs three years.
5. The construction technical requirements of the drainage channel.
The construction process comprises the following steps: construction preparation → surveying and laying → foundation excavation → base treatment → drainage channel masonry → mortar plastering → cleaning site.
(1) Foundation excavation: the excavation depth is 1.5m, the excavation bottom width is 1.5m, and the excavation slope rate is 1: and 0.25, tamping the foundation trench after excavation.
(2) The material requirements are as follows: the drainage channel is built by M10 cement mortar stone. The stone is required to be firm in texture, free from weathering and peeling, free from impurities such as dirt, water rust and the like on the surface and not less than MU30 in strength.
(3) Substrate treatment: setting a lime soil cushion layer with the thickness of 100mm, and tamping the lime soil with the thickness of 3: 7, wherein the compaction coefficient is not less than 0.93.
(4) The expansion joint is arranged: setting an expansion joint at intervals of 20m or meeting the corner, wherein the width of the joint is 20mm, filling by using an asphalt hemp knife, and caulking by using asphalt ointment.
(5) Smearing: the surface of the drainage channel is coated and hardened by cement mortar.
6. The construction technical requirements of the retaining wall and the bank protection of the stone masonry retaining wall.
The construction process comprises the following steps: construction preparation → measurement and line laying → field backfilling → earth excavation → foundation treatment → (installation of PVC pipes) retaining wall masonry → cleaning of the field.
(1) The technical requirements of the revetment mortar masonry engineering can be mostly referred to the technical requirements of the construction of the retaining wall of the first part.
(2) If the ground has large fluctuation and part of the position elevation is lower than the foundation elevation of the designed retaining wall, site backfilling and leveling can be carried out before construction, and the backfilling height reaches 50cm of the retaining wall foundation.
(3) Before the mortar masonry retaining wall revetment is constructed, the foundation needs to be subjected to gravel replacement, and the gravel width is 1.5m and the thickness is 0.5 m.
7. The technical requirements of the construction of the wood pile revetment.
The construction process comprises the following steps: on-site lofting and positioning → artificial leveling of a bank slope → selection of high-quality wood piles → driving of an excavator → close-packed arrangement → filling soil behind the piles.
(1) The wood pile bank protection material can adopt fir wood piles. The lower end of the pile is sharpened, and is generally sharpened into a regular triangular or four-cone according to the soil condition, wherein the length of the cone is 1.5-2.0 times of the diameter. The tip of the pile is slightly bald so as to prevent the tip of the pile from being damaged during driving.
(2) Pile position measurement: pile position lofting is carried out according to a design drawing, the positions of the fir piles are marked out on site by using a lime line, and the deviation of the pile positions is not more than 3 cm.
(3) Pile pressing: when the pile is driven, the pile is supported in place, the bucket is reversely buckled on the top of the pile, the fir pile can be self-stabilized after the wooden pile is pressed into the foundation for a certain depth, and the fir pile is pressed to a designed height by an excavator.
(4) Placing geotextile and backfill soil: the effect of geotechnique's cloth is that the soil body runs off through log stake gap after preventing the stake from the stake, and geotechnique's cloth overlap joint adopts horizontal overlap joint, and the overlap joint width is 1 m.
(5) Reinforcing the horizontal bars: the material of the rail is the same as that of the log pile, the diameter of the rail is 100mm, the rail and the log pile are bound and connected through lead wires, stability and reliability are guaranteed, and the log pile and the rail supporting system form a whole.
8. The construction technical requirements of the construction access.
The construction process comprises the following steps: on-site lofting and positioning → road bed cleaning → road surface filling → maintenance of the pavement.
(1) And (4) construction lofting, namely lofting the position width of the all-line access way, and determining the plane position and width of the access way.
(2) Before surface cleaning and filling treatment, the tree, garbage and organic residue in the sidewalk are removed, then a side ditch is dug at the right side of the sidewalk, the original ground is rolled, and a water retaining bank is arranged at the outer side of the ditch. And (5) carrying out ash mixing, tedding and rolling in a special area.
(3) When filling earth, the gravel soil with a water content close to the normal water content should be uniformly spread over the entire width of the roadbed and be substantially leveled, so as to ensure uniform compaction of the embankment.
(4) When the pavement is maintained, the low concave area is filled with earth, and the filler with water content close to normal water content is spread on the roadbed and compacted uniformly.
Another aspect of the disclosed embodiments further provides a pipeline protection structure for protecting a pipeline passing through a river channel and a river channel side slope, including a retaining wall and a submerged dam, wherein the retaining wall is built at a toe of a target area of the side slope, the retaining wall extends for a certain distance along the river channel, and the retaining wall is built on a foundation reinforced by using a jet grouting pile; the submerged dam is built downstream of the pipeline arrangement position in the river channel and arranged along the direction of the pipeline; the slope surface of the target area of the side slope forms a multi-level slope body after slope cutting and backfilling treatment, and the slope bottom section of the side slope abuts against the back slope of the retaining wall.
According to the embodiment of the disclosure, the pipeline protection structure can further comprise a bank protection structure, and the bank protection structure is built on a concave bank of a river channel to prevent river diversion caused by flushing the bank with river water; the revetment structure comprises a wood pile ecological revetment structure and/or a stone masonry retaining wall revetment structure.
According to an embodiment of the present disclosure, the pipe protective structure may further include a drainage channel, a revetment structure, and the like, which are specifically described with reference to fig. 1 to 10 and the above description related to the corresponding contents, and are not described again here.
Those skilled in the art will appreciate that various combinations and/or combinations of features recited in the various embodiments and/or claims of the present disclosure can be made, even if such combinations or combinations are not expressly recited in the present disclosure. In particular, various combinations and/or combinations of the features recited in the various embodiments and/or claims of the present disclosure may be made without departing from the spirit or teaching of the present disclosure. All such combinations and/or associations are within the scope of the present disclosure.
The embodiments of the present disclosure have been described above. However, these examples are for illustrative purposes only and are not intended to limit the scope of the present disclosure. Although the embodiments are described separately above, this does not mean that the measures in the embodiments cannot be used in advantageous combination. The scope of the disclosure is defined by the appended claims and equivalents thereof. Various alternatives and modifications can be devised by those skilled in the art without departing from the scope of the present disclosure, and such alternatives and modifications are intended to be within the scope of the present disclosure.

Claims (10)

1. A pipeline protection method is used for protecting a pipeline passing through a river channel and a river channel side slope, and comprises the following steps:
building a retaining wall along a river course at a toe of a target area of the side slope, the target area being an area containing a position where a pipeline is arranged, wherein the building of the retaining wall includes: carrying out foundation reinforcement treatment by adopting a jet grouting pile, and building a retaining wall on the reinforced foundation;
carrying out slope cutting and backfilling treatment on the slope surface of the target area to form a multi-level slope body; and
and constructing an submerged dam along the extending direction of the pipeline at the downstream of the pipeline arrangement position in the river channel.
2. The method of claim 1, further comprising:
and constructing a drainage channel by the slope top area of the side slope so as to drain the rainwater received by the slope top area along the drainage channel.
3. The method of claim 1, wherein,
the construction of the retaining wall further comprises: arranging at least one row of drain holes penetrating through the wall body on the retaining wall so as to drain water in the slope soil;
the back slope of the retaining wall is vertical, and the surface slope of the retaining wall has a certain slope rate, wherein the back slope is a side wall surface facing the side slope, and the surface slope is a side wall surface facing the river channel;
and the slope bottom section of the target area of the side slope is abutted against the back slope of the retaining wall.
4. The method of claim 1, wherein the foundation stabilization treatment using a jet grouting pile comprises:
forming a plurality of rows of rotary spraying piles, wherein the adjacent rotary spraying piles have certain circle thickness;
paving a gravel cushion layer on the top of the jet grouting pile;
and arranging a reinforced concrete pile cap on the broken stone cushion layer.
5. The method of claim 1, further comprising: and a balance pressure bag is arranged at the bottom of each grade of slope body in the multistage slope bodies.
6. The method of claim 1, wherein,
the submerged dam adopts a structure of a jet grouting pile and a bearing platform, at least two rows of jet grouting piles are arranged at the bottom of the submerged dam, and the bearing platform is arranged at the top of the jet grouting pile;
the method further comprises the following steps: and arranging a row of gabions at the downstream of the submerged dam for reinforcement.
7. The method of any of claims 1 to 6, further comprising:
building a bank protection structure on the concave bank of the river channel, and carrying out dredging treatment on the convex bank of the river channel to prevent river diversion caused by river water rushing to the bank;
wherein, the bank protection structure includes ecological bank protection structure of stake and/or stone retaining wall bank protection structure of grout.
8. The method of claim 1 or 2, further comprising: and greening and protecting the slope subjected to slope cutting and backfilling treatment.
9. The utility model provides a pipeline protective structure for protect crossing the pipeline of river course and river course side slope, include:
the retaining wall is built at a toe of a target area of the side slope, extends for a certain distance along a river channel, and is built on a foundation reinforced by rotary jet grouting piles;
the submerged dam is built downstream of the pipeline arrangement position in the river channel and arranged along the direction of the pipeline;
and the slope surface of the target area of the side slope forms a multi-level slope body after slope cutting and backfilling treatment, and the slope bottom section of the side slope is abutted against the back slope of the retaining wall.
10. The structure of claim 9, further comprising:
the bank protection structure is built on the concave bank of the river channel to prevent river diversion caused by river water flushing the bank;
the revetment structure comprises a wood pile ecological revetment structure and/or a stone masonry retaining wall revetment structure.
CN202011200237.6A 2020-10-30 2020-10-30 Pipeline protection method and structure Pending CN112343081A (en)

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Citations (3)

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Publication number Priority date Publication date Assignee Title
JP2001159140A (en) * 1999-12-03 2001-06-12 Sumitomo Metal Ind Ltd Landslide-countermeasure structure
CN107503362A (en) * 2017-09-21 2017-12-22 武汉市政工程设计研究院有限责任公司 A kind of compound antiskid piling wall retaining structure and construction method suitable for reservoir stability
CN108411856A (en) * 2018-03-16 2018-08-17 四川省水利科学研究院 A kind of river waste bank slope restoration of the ecosystem structure and method

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Publication number Priority date Publication date Assignee Title
JP2001159140A (en) * 1999-12-03 2001-06-12 Sumitomo Metal Ind Ltd Landslide-countermeasure structure
CN107503362A (en) * 2017-09-21 2017-12-22 武汉市政工程设计研究院有限责任公司 A kind of compound antiskid piling wall retaining structure and construction method suitable for reservoir stability
CN108411856A (en) * 2018-03-16 2018-08-17 四川省水利科学研究院 A kind of river waste bank slope restoration of the ecosystem structure and method

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Title
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