Anti-settling pipe network construction structure and construction method thereof

Abstract

The application discloses an anti-settling pipe network construction structure and a construction method thereof, and relates to the technical field of pipe network construction, aiming to solve the technical problem that current pipe network structures are mostly single rigid or flexible structures, which are difficult to balance anti-settling and structural stability, and comprises a bearing layer. The application is characterized by the following: the double anti-settling design of rigid support and flexible bearing, the staggered laying of the gravel layer and the geogrid to provide a support stress surface for the pipe network structure; the geogrid and the grouting anchor rod form a rigid support structure; the anti-pulling wing plate part is embedded in the gravel layer to enhance the anti-pulling force and the anti-settling capacity of the grouting anchor rod; the gravel layer, the anti-pulling wing plate part and the light-weight foam concrete layer form a flexible bearing structure. The application is characterized by the double anti-settling design of rigid support and flexible bearing, the rigid support resists the vertical and lateral displacement caused by the uneven settlement of the foundation, the flexible bearing buffers the external load impact, and can also adapt to the slight settlement of the foundation, so that the long-term stability of the pipe network structure arranged in the soft soil area is realized.

Description

Technical Field

[0001] This invention relates to the field of pipeline construction technology, and more specifically, to a settlement-resistant pipeline construction structure and its construction method. Background Technology

[0002] With the rapid advancement of urbanization, underground pipe networks, as a core component of urban infrastructure, undertake important functions such as water supply, drainage, gas supply, power supply, and communication. Their construction quality and long-term stability directly affect the normal operation of the city and the quality of life for residents. During urban construction, soft soil areas are widely distributed. These areas are characterized by high water content, large porosity, high compressibility, low bearing capacity, and large settlement deformation, posing severe challenges to pipe network construction and long-term stable operation.

[0003] However, existing pipeline structures mostly employ either a single rigid or a single flexible structure. Rigid structures are prone to cracking and misalignment due to uneven settlement of soft soil foundations, while flexible structures lack overall stiffness and have weak resistance to vertical and lateral displacements. Therefore, they struggle to balance settlement resistance with structural stability, effectively withstand complex loads and foundation deformation, and ensure long-term stable operation of the pipeline network. In light of this, we propose a settlement-resistant pipeline construction structure and its construction method. Summary of the Invention

[0004] The purpose of this invention is to overcome the shortcomings of the prior art, adapt to the needs of reality, and provide a settlement-resistant pipeline construction structure and its construction method to solve the technical problem that current pipeline structures mostly adopt a single rigid or flexible structure, which makes it difficult to take into account both settlement resistance and structural stability.

[0005] To solve the above-mentioned technical problems, the present invention provides the following technical solution: a settlement-resistant pipeline construction structure, including a load-bearing layer;

[0006] The bearing layer includes several crushed stone layers and several geogrids, which are laid alternately, with the crushed stone layers located between adjacent geogrids.

[0007] Several support structures are equidistantly arranged above the bearing layer. Each support structure includes a support saddle, a grouting anchor, and a pull-out wing plate. Several support saddles are arranged on the geogrid at the top of the bearing layer, and both sides of the support saddles are provided with arc-shaped support surfaces that are compatible with the pipeline. The grouting anchor is detachably connected to the support saddle and is inserted into the bottom of the bearing layer and engaged with the geogrid. Several pull-out wing plates are equidistantly installed on the sidewalls of the grouting anchor and are located in several gravel layers above the bearing layer.

[0008] When the pipeline is located on the arc-shaped support surface, the sides and top of the pipeline are filled with a lightweight foamed concrete layer, and the lightweight foamed concrete layer is covered with a waterproof geomembrane.

[0009] A rigid support structure is formed by several geogrids and several grouting anchors;

[0010] The aforementioned crushed stone layers, several tensile-resistant flanges, and lightweight foamed concrete layers constitute a flexible load-bearing structure.

[0011] Preferably, the bearing layer further includes a geotextile cushion layer disposed at the bottom layer. The geotextile cushion layer is a non-woven fabric specifically for thick soft soil, and the surface of the geotextile cushion layer is embossed with X-shaped anti-slip patterns.

[0012] Preferably, the bearing layer further includes a geogrid, which is installed at the bottom end of the geogrid at the bottom of the bearing layer. A gravel layer is also provided between the geogrid and the geotextile cushion layer. The geogrid has a plurality of locking cells arranged in an equidistant rectangular array. The locking cells are inverted conical structures that are narrow at the top and wide at the bottom, and the cross-section of the locking cells is a regular hexagon.

[0013] Preferably, the bottom end of the support saddle is provided with a concave pressure-bearing surface, the cross-section of the pressure-bearing surface is arched, and the longitudinal section of the pressure-bearing surface is arc-shaped. The pressure-bearing surface is used to increase the contact area and reduce the unit pressure.

[0014] Preferably, the bottom end of the grouting anchor is equipped with a snap-fit ​​seat, which snaps onto the geogrid. An expansion bladder is installed at the lower part of the grouting anchor, and the channel inside the grouting anchor communicates with the expansion bladder. The expansion bladder is located in several gravel layers below the bearing layer.

[0015] Preferably, the pull-out wing plate portion includes several pull-out wing plate groups arranged in a ring at equal intervals, and each pull-out wing plate group consists of two pull-out wing plates arranged in a vertical mirror image. The pull-out wing plates are configured with an obtuse-angle L-shaped bending structure, and the ends of the pull-out wing plates are configured with an arc plate structure.

[0016] Preferably, the upper and lower surfaces of the pull-out wing plate are respectively provided with a plurality of air bladder grooves, and the air bladder grooves are designed as dovetail grooves. An expansion bladder is provided in the air bladder groove, and the expansion surface of the expansion bladder faces the opening of the air bladder groove. The expansion bladder is connected to the channel inside the grouting anchor rod. An anti-scratch layer is provided at the opening of the air bladder groove, and a plurality of crushed stone nails are arranged on the anti-scratch layer, and the side of the crushed stone nails is designed as an inclined surface.

[0017] Preferably, the grouting anchor has a guide rod inside, and a number of limiting block groups are equidistantly arranged on the inner wall of the grouting anchor. Each limiting block group consists of a number of limiting blocks that are equidistantly and annularly installed on the inner wall of the grouting anchor. A sealing pressure plate is inserted into the limiting block group, and the limiting block group and the sealing pressure plate form a sealing structure. The sealing pressure plate is sleeved on the guide rod. The limiting block groups and the corresponding sealing pressure plates are located above the expansion bladder, and each limiting block group and the corresponding sealing pressure plate are alternately arranged with two pull-out wing plates.

[0018] A method for constructing a settlement-resistant pipeline network includes the following steps:

[0019] S1. Laying of the bottom structure of the bearing layer: The geotextile cushion layer is laid in the foundation pit, a layer of crushed stone is laid on top of it, and the geogrid is laid on the crushed stone layer.

[0020] S2. Laying of the main structure of the load-bearing layer:

[0021] S201. Grouting Anchor Insertion and Fixing: Connect the clamping seat of the grouting anchor to the geogrid above the geogrid.

[0022] S202, Layered laying of geogrid and crushed stone layer: The geogrid and crushed stone layer are laid in layers and cyclically along the grouting anchor;

[0023] S203. Secondary fixing of grouting anchors: After the laying is completed, grout is injected into the expansion bladder and expansion bladder in multiple times through the grouting anchors. After each grouting, the sealing pressure plate is put on. The sealing pressure plate and the limiting block press the grout into the expansion bladder and expansion bladder. After the expansion bladder expands, it fits into the surrounding gravel layer. After the expansion bladder expands, it bulges out of the air bladder groove and presses against the anti-scratch layer, so that the gravel nails are embedded in the surrounding gravel layer, which enhances the connection strength between the pull-out wing plate and the gravel layer.

[0024] S3. Installation and fixing of support structure: Place the support saddle on the top of the bearing layer, and then connect the support saddle to the top of the grouting anchor rod;

[0025] S4. Pipeline laying and fixing: Smoothly hoist the pipeline onto the arc-shaped support surface of the support saddle;

[0026] S5. Flexible load-bearing structure filling and protection: Lightweight foamed concrete is filled on both sides and top of the pipeline. After the lightweight foamed concrete reaches the design strength, a waterproof geomembrane is laid on its surface.

[0027] Compared with the prior art, the beneficial effects of the present invention are:

[0028] 1. This invention employs a dual anti-settlement design combining rigid support and flexible bearing. A staggered layer of crushed stone and geogrid provides a supporting surface for the pipeline structure. The geogrid and grouting anchors form a rigid support structure. The tensile strength flanges are embedded within the crushed stone layer, enhancing the tensile strength and anti-settlement capacity of the grouting anchors. The crushed stone layer, tensile strength flanges, and lightweight foamed concrete layer form a flexible bearing structure. This dual anti-settlement design, combining rigid support and flexible bearing, allows the rigid support to resist vertical and lateral displacements caused by uneven foundation settlement, while the flexible bearing buffers external load impacts and adapts to minor foundation settlements, achieving long-term stability of the pipeline structure in soft soil areas.

[0029] 2. This invention utilizes an expansion bladder design. After grout is injected into the expansion bladder, it expands and tightly adheres to the crushed stone layer. This increases the contact area between the grouting anchor and the bearing layer, enhancing pull-out resistance. Furthermore, the expanded bladder locks the crushed stone layer in place, preventing displacement and further strengthening the integrity of the bearing layer. Through this expansion bladder design, the expansion bladder locks the crushed stone layer, working in conjunction with geogrids and geocells to form a complete anti-settlement chain: bottom layer consolidation, middle layer support, and top layer protection.

[0030] 3. This invention, through the design of the pull-out wing plate section, forms a symmetrical force-bearing structure with vertically mirrored pull-out wing plates, effectively dispersing the vertical tension of the grouting anchor rod and preventing loosening caused by excessive local stress. The obtuse-angled L-shaped bending structure of the pull-out wing plate forms a tight interlock with the surrounding gravel layer, and the arc plate structure at the end further increases the contact area with the gravel layer, improving the pull-out resistance. After the grout is injected and expands in the expansion bladder, it further increases the contact area with the gravel layer and forms a mechanical interlock between the gravel nail and the gravel layer, further restricting the lateral movement of the gravel layer. This invention, through the design of the pull-out wing plate section, forms a symmetrical force-bearing structure with the mirrored L-shaped bending structure. Combined with the expansion effect of the expansion bladder, it significantly improves the pull-out resistance of the grouting anchor rod and effectively disperses the vertical tension of the grouting anchor rod, preventing loosening of the anchor rod caused by excessive local stress. The expansion effect of the expansion bladder makes the pull-out wing plate form a tight interlock with the gravel layer, strengthening the structural strength of the gravel near the pull-out wing plate section. Attached Figure Description

[0031] Figure 1 This is a schematic diagram of the structure of the present invention;

[0032] Figure 2 This is a schematic diagram of the structure for removing the lightweight foamed concrete layer according to the present invention;

[0033] Figure 3 This is a schematic diagram of the geogrid and support structure of the present invention;

[0034] Figure 4 This is a schematic diagram of the supporting structure of the present invention;

[0035] Figure 5 This is a schematic diagram of the structure supporting the saddle of the present invention;

[0036] Figure 6 This is a cross-sectional structural schematic diagram of the grouting anchor bolt of the present invention;

[0037] Figure 7 This is a schematic diagram of the structure of the anti-pull-out wing plate of the present invention;

[0038] Figure 8 This is a schematic diagram of the geotextile cushion layer and geogrid of the present invention.

[0039] Explanation of the labels in the diagram:

[0040] 1. Load-bearing layer; 2. Supporting structure; 3. Lightweight foamed concrete layer; 4. Waterproof geomembrane;

[0041] 101. Crushed stone layer; 102. Geogrid; 103. Geotextile cushion layer; 104. Geogrid base; 105. Locking cell;

[0042] 201. Support saddle; 202. Grouting anchor bolt; 203. Pull-out wing plate; 204. Guide rod; 205. Limiting block; 206. Sealing pressure plate;

[0043] 2011, Curved support surface; 2012, Pressure-bearing surface;

[0044] 2021, Card holder; 2022, Dilatation capsule;

[0045] 2031, Anti-pull-out wing plate; 2032, Airbag groove; 2033, Inflation bladder; 2034, Anti-scratch layer. Detailed Implementation

[0046] Examples, such as Figures 1 to 3As shown, the present invention relates to a settlement-resistant pipeline construction structure and its construction method, comprising a bearing layer 1; the bearing layer 1 includes three layers of crushed stone 101 and three layers of geogrid 102, the three layers of crushed stone 101 and the three layers of geogrid 102 being laid alternately, and the crushed stone 101 being located between adjacent geogrids 102; four support structures 2 are equidistantly arranged above the bearing layer 1, the support structure 2 including support saddles 201, grouting anchors 202 and pull-out wing plates 203; the four support saddles 201 are all arranged on the uppermost geogrid 102 of the bearing layer 1, and both sides of the support saddles 201 are provided with arc-shaped support surfaces 2011, the arc-shaped support surfaces 2011 being adapted to the pipeline, and the grouting anchors... The 202 is detachably connected to the support saddle 201. The grouting anchor 202 is inserted into the bottom of the bearing layer 1 and engaged with the geogrid 102. Two tensile wing plates 203 are equidistantly installed on the side wall of the grouting anchor 202, and the two tensile wing plates 203 are respectively located in the two crushed stone layers 101 above the bearing layer 1. When the pipe is located on the arc-shaped support surface 2011, the sides and top of the pipe are filled with a lightweight foamed concrete layer 3, and the lightweight foamed concrete layer 3 is covered with a waterproof geomembrane 4. The three layers of geogrid 102 and four grouting anchors 202 form a rigid support structure. The three layers of crushed stone layer 101, two tensile wing plates 203 and lightweight foamed concrete layer 3 form a flexible bearing structure.

[0047] This invention addresses problems such as pipe damage, interface leakage, and pipe network displacement caused by uneven foundation settlement, soil creep, and external load impact during pipeline construction through a dual anti-settlement design of rigid support and flexible bearing.

[0048] By optimizing the structure of the bearing layer 1, a design of three layers of crushed stone 101 and three layers of geogrid 102 laid alternately is adopted to construct a stable underlying bearing foundation, providing a uniform support surface for the entire pipeline structure. The crushed stone layer 101 has good permeability and bearing capacity, which can disperse the vertical load transmitted by the pipeline and reduce local stress concentration. The geogrid 102 has high strength and tensile strength. When laid alternately between the crushed stone layers 101, it can effectively restrain the lateral displacement of the crushed stone layers 101, enhance the integrity and shear resistance of the bearing layer 1, prevent the bearing layer 1 from delamination and collapse due to settlement, and provide a stable installation benchmark for the upper support structure 2 and the pipeline.

[0049] By setting four equidistant support structures 2 above the bearing layer 1, the anti-settlement performance of the pipeline network is further enhanced. The support structure 2 consists of a support saddle 201, a grouting anchor 202, and an anti-pull-out wing plate 203, which realizes precise support and fixation of the pipeline. Four support saddles 201 are evenly distributed above the bearing layer 1. The arc-shaped support surfaces 2011 on both sides of the saddles are precisely adapted to the outer wall of the pipe, which can conform to the contour of the pipe and provide all-round support, avoiding damage caused by uneven local stress on the pipe. The grouting anchor rod 202 is detachably connected to the support saddle 201. The lower end is inserted into the bottom of the bearing layer 1 and snapped into the geogrid 102 to form a rigid anchor from top to bottom, which firmly connects the support saddle 201 and the bearing layer 1 into one, preventing the support saddle 201 from shifting or floating, and improving the stability of the support structure 2. Two pull-out wing plates 203 are equidistantly installed on the upper part of the grouting anchor rod 202 and are respectively embedded in the two crushed stone layers 101 on the upper part of the bearing layer 1. By increasing the contact area with the crushed stone layers 101, the pull-out force and settlement resistance of the grouting anchor rod 202 are enhanced, effectively resisting the vertical tensile force caused by foundation settlement and preventing the grouting anchor rod 202 from loosening or falling out.

[0050] This invention achieves dual synergistic anti-settlement by rationally arranging a rigid support structure and a flexible load-bearing structure: a rigid support structure is formed by three layers of geogrid 102 and four grouting anchors 202. The geogrid 102 constrains the lateral deformation of the load-bearing layer 1, and the grouting anchors 202 achieve rigid anchoring between the support saddle 201 and the load-bearing layer 1, jointly resisting the vertical and lateral displacement caused by uneven settlement of the foundation, and providing stable rigid support for the pipeline; a flexible load-bearing structure is formed by three layers of crushed stone 101, two tensile-resistant flanges 203, and a lightweight foamed concrete layer 3. The crushed stone layer 101 disperses the load, the tensile-resistant flanges 203 enhance the bonding between the grouting anchors 202 and the load-bearing layer 1, and the lightweight foamed concrete layer 3 fills the sides and top of the pipeline, combining lightweight, heat insulation, frost resistance, and a certain degree of flexible deformation capacity. It can buffer the impact of external loads and adapt to the slight settlement of the foundation, avoiding pipeline damage due to excessive rigid stress. At the same time, it can fill the gap between the pipeline and the support structure 2, achieving uniform stress distribution.

[0051] This invention effectively blocks groundwater infiltration by covering a lightweight foamed concrete layer 3 with a waterproof geomembrane 4, preventing the lightweight foamed concrete layer 3 from softening and the crushed stone layer 101 from being washed away. This further enhances the stability of the bearing layer 1 and avoids pipeline settlement and corrosion caused by groundwater erosion. The detachable design of the support saddle 201 facilitates pipeline installation, inspection, and replacement, reducing construction and maintenance costs. The entire anti-settlement pipeline construction structure, through the synergistic effect of rigid support and flexible bearing, balances structural stability and deformation adaptability. It can resist the influence of natural factors such as uneven foundation settlement and soil creep, and can withstand external load impacts, significantly improving the pipeline's anti-settlement capacity and service life. The construction process is simple and highly adaptable, suitable for pipeline construction under various complex geological conditions.

[0052] This invention employs a dual anti-settlement design combining rigid support and flexible bearing. The rigid support resists vertical and lateral displacement caused by uneven foundation settlement, while the flexible bearing buffers external load impacts and can adapt to minor foundation settlements, achieving long-term stability of the pipeline network structure, improving the pipeline network's anti-settlement capability and service life, and adapting to the construction needs of pipeline networks in various complex geological conditions.

[0053] Specifically, such as Figure 8 As shown, the bearing layer 1 of the present invention also includes a geotextile pad 103 disposed at the bottom layer. The geotextile pad 103 is a non-woven fabric for thick soft soil, and the surface of the geotextile pad 103 is embossed with an X-shaped anti-slip pattern.

[0054] The bearing layer 1 also includes a geogrid 104, which is installed at the bottom of the geogrid 102 at the bottom of the bearing layer 1. A gravel layer 101 is also provided between the geogrid 104 and the geotextile cushion layer 103. Fifty locking cells 105 are arranged in an equidistant rectangular array on the geogrid 104. The locking cells 105 are inverted conical structures that are narrow at the top and wide at the bottom, and the cross-section of the locking cells 105 is a regular hexagon.

[0055] This invention optimizes the multi-layer composite structure of the bearing layer 1 by introducing a design of geotextile cushion layer 103 + geogrid 104 + inverted conical locking cell 105, constructing a stepped anti-settlement system of "bottom layer isolation + cell locking + multi-layer reinforcement". This significantly enhances the integrity, lateral restraint and pull-out resistance of the bearing layer 1, and completely solves the core technical pain points of easy liquefaction of soft soil foundation, layered slippage of bearing layer 1, insufficient pull-out resistance of grouting anchor 202, and excessively rapid overall settlement, thereby greatly improving the long-term stability and reliability of pipeline construction structure.

[0056] This invention adds a geotextile cushion layer 103 at the bottom of the bearing layer 1. This cushion layer is made of non-woven fabric specifically for thick soft soil, with X-shaped anti-slip patterns embossed on its surface, serving as an isolation buffer layer between the bearing layer 1 and the original foundation. The geotextile cushion layer 103 can effectively prevent the upward seepage and loss of fine soil particles in the foundation, preventing a sudden drop in bearing capacity caused by piping in soft soil. The X-shaped anti-slip patterns significantly increase the friction with the upper and lower structures, preventing relative sliding between the bearing layer 1 and the foundation. At the same time, it can also evenly diffuse the bottom stress, buffering the uneven settlement of soft soil and providing a solid and stable foundation interface for the upper structure.

[0057] This invention forms a deep rigid constraint layer of "grid + gravel + geogrid 102" by installing a geogrid 104 at the bottom of the bearing layer 1 and adding a crushed stone layer 101 between the geogrid 104 and the geotextile cushion layer 103. Fifty rectangular locking cells 105 are evenly distributed on the geogrid 104. Each locking cell 105 is designed as an inverted cone shape, narrower at the top and wider at the bottom, with a regular hexagonal cross-section. This special cone-shaped structure forms a tight mechanical interlock with the surrounding crushed stone layer 101. Once the soil is compressed or settles, the inverted cone-shaped cells convert lateral pressure into inward locking force, effectively limiting the lateral expansion and displacement of the crushed stone layer 101 and the soil, firmly locking the entire bearing layer 1 into a single unit, preventing overall slippage caused by local settlement, and significantly improving the integrity and shear stability of the bearing layer 1.

[0058] This invention utilizes the geometric properties of a regular hexagon to design the locking cell 105 with a regular hexagonal cross-section, achieving efficient space filling and uniform force transfer. The regular hexagonal structure offers extremely high space utilization and structural strength, allowing for the arrangement of more locking cells 105 within a limited area. Simultaneously, the supporting forces between adjacent cells can be mutually transferred, forming a uniform grid-like support network, further enhancing the compressive and deformation resistance of the bearing layer 1. Combined with the inverted conical inward-curving structure, the locking cell 105 not only locks in the internal gravel but also forms a synergistic locking system with the deep soil, distributing the load of the upper pipeline and supporting structure 2 more evenly to the deep foundation, significantly reducing the risk of localized settlement.

[0059] The geotextile cushion layer 103, geogrid 104, together with the existing three-layer crushed stone layer 101 and three-layer geogrid 102, constitute a comprehensive anti-settlement bearing layer 1: the geotextile cushion layer 103 isolates and prevents water loss and slippage; the geogrid 104 and locking cells 105 provide deep cell locking and lateral restraint; the crushed stone layer 101 and geogrid 102 achieve multi-layer reinforcement and load distribution. With the support of the new underlying composite structure, the overall stiffness and deformation adaptability of the rigid support structure and flexible bearing structure are qualitatively improved, which can easily cope with harsh working conditions such as soft soil foundation and high groundwater level, and achieve long-term stability and low settlement of the pipeline network structure.

[0060] It is worth noting that, such as Figure 5 As shown, the bottom end of the support saddle 201 of the present invention is provided with a concave pressure bearing surface 2012. The cross-section of the pressure bearing surface 2012 is arched and the longitudinal section of the pressure bearing surface 2012 is arc-shaped. The pressure bearing surface 2012 is used to increase the contact area and reduce the unit pressure.

[0061] This invention further enhances the anti-settlement effect through the design of the support saddle 201. The core of this design lies in the structural optimization of the support saddle 201—the bottom of the support saddle 201 features a concave pressure-bearing surface 2012. This surface 2012 is specifically designed with an arched cross-section and an arc-shaped longitudinal section. This special structure significantly increases the contact area with the bearing layer 1, effectively dispersing the pressure exerted by the support saddle 201 on the bearing layer 1, reducing the pressure intensity per unit area, and preventing the support saddle 201 from sinking into the bearing layer 1 due to excessive local pressure. This reduces the risk of displacement and settlement of the support structure 2 from the outset. Simultaneously, the concave design of the pressure-bearing surface 2012 fits snugly against the overall structure of the support saddle 201, forming a tight fit with the bearing layer 1. Combined with the overall layout of the support structure 2, this further improves the stability of the support and contributes to the construction of the anti-settlement system.

[0062] Furthermore, such as Figure 4 As shown, the bottom end of the grouting anchor 202 of the present invention is equipped with a snap-fit ​​seat 2021, and the snap-fit ​​seat 2021 is snapped onto the geogrid 102. An expansion bladder 2022 is installed at the lower part of the grouting anchor 202, and the channel inside the grouting anchor 202 communicates with the expansion bladder 2022. The expansion bladder 2022 is located in a layer of crushed stone 101 below the bearing layer 1.

[0063] This invention utilizes the design of an expansion bladder 2022. A locking seat 2021 is installed at the bottom of the grouting anchor 202, which is then locked onto the geogrid 102, achieving initial fixation between the grouting anchor 202 and the bearing layer 1. The internal channel of the grouting anchor 202 communicates with the expansion bladder 2022. After grout is injected into the expansion bladder 2022, it expands and tightly adheres to the crushed stone layer 101. This increases the contact area between the grouting anchor 202 and the bearing layer 1, improving pull-out resistance. Furthermore, the expanded expansion bladder 2022 locks the crushed stone layer 101 in place, preventing displacement and further strengthening the integrity of the bearing layer 1. This structural design effectively solves the problems of insufficient pull-out resistance and easy loosening of traditional grouting anchor rods 202. Combined with the functions of geogrid 102 and geogrid base 104, it forms an all-round anti-settlement structure of "bottom layer locking + middle layer support + top layer protection", which significantly improves the stability and anti-settlement capacity of pipeline construction structure.

[0064] The present invention, through the design of the expansion bladder 2022, ensures a firm connection between the grouting anchor 202 and the bearing layer 1 by the snap-fit ​​seat 2021. The expansion bladder 2022 locks the crushed stone layer 101 by expansion, and works in conjunction with the geogrid 102 and the geogrid base 104 to form a complete anti-settlement chain of "bottom layer locking, middle layer support, and top layer protection", which effectively resists the effects of uneven foundation settlement and soil creep, ensures the long-term stability of the pipeline construction structure, and is suitable for pipeline laying requirements under various complex geological conditions.

[0065] Furthermore, such as Figures 4 to 7 As shown, the pull-out wing plate portion 203 of the present invention includes four groups of pull-out wing plates 2031 arranged in a ring at equal intervals, and each group of pull-out wing plates 2031 consists of two pull-out wing plates 2031 arranged in a vertical mirror image. The pull-out wing plates 2031 are configured with an obtuse-angle L-shaped bending structure, and the ends of the pull-out wing plates 2031 are configured with an arc plate structure.

[0066] The upper and lower surfaces of the anti-pull-out wing plate 2031 are respectively provided with two adjacent airbag grooves 2032, and the airbag grooves 2032 are designed as dovetail grooves. An expansion bladder 2033 is provided inside the airbag groove 2032, and the expansion surface of the expansion bladder 2033 faces the opening of the airbag groove 2032. The expansion bladder 2033 is connected to the channel inside the grouting anchor rod 202. An anti-scratch layer 2034 is provided at the opening of the airbag groove 2032. Fifty crushed stone nails are arranged on the anti-scratch layer 2034, and the sides of the crushed stone nails are designed as inclined surfaces.

[0067] This invention, through the design of the anti-pull-out wing plate section 203, further enhances the connection stability between the bearing layer 1 and the grouting anchor 202, thereby improving the anti-settlement capability. The anti-pull-out wing plate section 203 includes four groups of anti-pull-out wing plates 2031 arranged in a ring at equal intervals. Each group of anti-pull-out wing plates 2031 consists of two anti-pull-out wing plates 2031 arranged in a vertical mirror image, forming a symmetrical force-bearing structure. This effectively disperses the vertical tensile force of the grouting anchor 202, preventing loosening caused by excessive local stress. The pull-out wing plate 2031 adopts an obtuse-angle L-shaped bending structure. This structure can form a tight engagement with the surrounding gravel layer 101. At the same time, the obtuse angle design avoids cutting damage to the gravel layer 101. The arc plate structure at the end further increases the contact area with the gravel layer 101 and improves the pull-out resistance. Four dovetail groove-type airbag grooves 2032 are provided on its surface and lower surface respectively. The dovetail groove structure can firmly lock the expansion bladder 2033 and prevent it from shifting. The groove design, which is narrow at the top and wide at the bottom, allows the expansion bladder 2033 to fit more closely to the groove wall when it expands, enhancing the locking effect.

[0068] An expansion bladder 2033 is provided in the air bladder groove 2032 of the pull-out wing plate 2031, and the expansion bladder 2033 is connected to the channel inside the grouting anchor rod 202. During grouting, grout can be injected into the expansion bladder 2033 through the channel, causing it to expand and tightly adhere to the inner wall of the air bladder groove 2032. Utilizing the locking effect of the dovetail groove and the expansion force of the expansion bladder 2033, the contact area with the crushed stone layer 101 is further increased, enhancing the pull-out resistance. The anti-scratch layer 2034 at the opening of the air bladder groove 2032 can effectively protect the expansion bladder 2033 from being scratched or damaged by the crushed stone. At the same time, the fifty crushed stone nails on the surface of the anti-scratch layer 2034 are set at an angle, and their inclined surfaces form a mechanical interlock with the crushed stone layer 101, further restricting the lateral movement of the crushed stone layer 101 and improving the overall stability of the bearing layer 1. The hexagonal locking cell 105, together with the obtuse-angled L-shaped structure of the pull-out wing plate 2031 and the expansion effect of the expansion bladder 2033, forms a multi-layered locking system, which effectively resists the vertical tensile force caused by foundation settlement and greatly improves the settlement resistance of the bearing layer 1.

[0069] The present invention, through the design of the pull-out wing plate 203, forms a symmetrical force distribution with the mirrored L-shaped bending structure of the pull-out wing plate 2031. Combined with the expansion effect of the expansion bladder 2033, it greatly improves the pull-out resistance of the grouting anchor 202 and can effectively disperse the vertical tension of the grouting anchor 202, avoiding the anchor loosening caused by excessive local stress. The expansion effect of the expansion bladder 2033 makes the pull-out wing plate 2031 and the crushed stone layer 101 form a tight engagement.

[0070] Furthermore, such as Figure 6 As shown, the grouting anchor 202 of the present invention has a guide rod 204 inside. Three sets of limiting blocks 205 are equidistantly arranged on the inner wall of the grouting anchor 202. Each set of limiting blocks 205 consists of four equidistantly annularly installed limiting blocks 205 on the inner wall of the grouting anchor 202. A sealing pressure plate 206 is inserted into the set of limiting blocks 205. The set of limiting blocks 205 and the sealing pressure plate 206 form a sealing structure. The sealing pressure plate 206 is sleeved on the guide rod 204. The three sets of limiting blocks 205 and the corresponding sealing pressure plate 206 are located above the expansion bladder 2022. Each set of limiting blocks 205 and the corresponding sealing pressure plate 206 are alternately arranged with two pull-out wing plates 203.

[0071] The design of the sealing pressure plate 206 and the limiting block 205 of the present invention enables adaptive adjustment of the grouting pressure. Its core function is to ensure that the grout has sufficient pressure to be injected into the expansion bladder 2033 and the expansion bladder 2022, so that the expansion bladder 2033 and the expansion bladder 2022 can be fully expanded. When the pressure of a certain grouting chamber reaches a preset value, the sealing pressure plate 206 will slide slightly along the guide rod 204 to balance the pressure of each chamber, avoid damage to the inner wall of the grouting anchor rod 202 and rupture of the expansion bladder 2033 caused by excessive local pressure, and at the same time prevent insufficient expansion and poor anchoring effect caused by insufficient pressure. The integrated design of guide rod 204, limiting block 205, and sealing pressure plate 206 achieves precise zoning and sealing isolation of the grouting area, while ensuring the uniformity of pressure transmission and the stability of the grouting process. It further ensures that the expansion bladder 2022 and the expansion bladder 2033 of the pull-out wing plate 203 can expand synchronously and uniformly and fully extend, closely adhering to the crushed stone layer 101 of the bearing layer 1. This maximizes the pull-out force and anchoring stability of the grouting anchor rod 202. In conjunction with the geogrid 102, geogrid 104, and other structures of the bearing layer 1, it further strengthens the anti-settlement capability of the entire pipeline construction structure, adapting to the long-term use requirements under complex geological conditions such as soft soil foundations.

[0072] like Figures 1 to 8 As shown, the present invention relates to a method for constructing a settlement-resistant pipeline network, comprising the following steps:

[0073] S1. Construction preparation and foundation pit excavation:

[0074] 1. Site survey and layout: Conduct geological surveys of the construction area to determine the distribution range of thick soft soil, soil bearing capacity and other parameters. Combined with design drawings, use equipment such as total stations to lay out the excavation boundary line and elevation control line of the foundation pit, mark the preset positions of the support structure and pipeline laying, and set up warning signs and protective fences.

[0075] 2. Excavation of the foundation pit: Excavate the foundation pit in layers according to the layout range. Control the excavation slope during the excavation process and monitor the settlement of the foundation pit and the stability of the slope in real time. After excavating to the design elevation, level and compact the bottom of the foundation pit, remove the loose soil and debris at the bottom, and ensure that the bottom of the foundation pit is flat and solid to meet the requirements of laying the bearing layer 1.

[0076] 3. Material preparation: In advance, inventory all construction materials, including geotextile cushion layer 103, geogrid 104, geogrid 102, crushed stone, support saddle 201, grouting anchor 202, pull-out wing plate 203, lightweight foamed concrete, waterproof geomembrane 4, expansion bladder 2022, expansion bladder 2033, guide rod 204, sealing pressure plate 206, etc. Check whether the specifications and performance of the materials meet the design requirements. Unqualified materials are strictly prohibited from being used.

[0077] S2, Laying of the bottom structure of load-bearing layer 1:

[0078] 1. Geotextile cushion layer 103 laying: The geotextile cushion layer 103, made of special non-woven fabric for thick soft soil, is laid on the compacted base surface at the bottom of the foundation pit. During laying, ensure that the cushion layer is flat, without wrinkles or damage, and that the overlap width of adjacent cushion layers meets the design requirements. The overlap is compacted. The X-shaped anti-slip texture on the surface of the geotextile cushion layer 103 is used to enhance the friction with the upper structure and prevent sliding later.

[0079] 2. Installation of the bottom layer of crushed stone 101 and geogrid 104: A layer of crushed stone 101 is laid on top of the geotextile pad 103. The thickness of the crushed stone is uniform. After laying, it is leveled and compacted to ensure that the crushed stone layer 101 is dense. The geogrid 104 is installed on top of the crushed stone layer 101. The position of the geogrid 104 is adjusted so that the locking cells 105 on the geogrid 104 are distributed in an equidistant rectangular shape. Another layer of crushed stone 101 is laid on top of the geogrid 104 to cover the locking cells 105. After compaction, it is ensured that the geogrid 104 and the crushed stone layer 101 are tightly attached and the interior of the locking cells 105 is densely filled to form the bottom anti-settlement support.

[0080] S3, Laying of the main structure of load-bearing layer 1:

[0081] 1. Insertion and fixing of grouting anchor 202: Securely fasten the snap-fit ​​seat 2021 at the bottom of the grouting anchor 202 to the geogrid 102 connected above the bottom geogrid 104, adjust the verticality of the grouting anchor 202 to ensure that the grouting anchor 202 is perpendicular to the bottom surface of the bearing layer 1, and reserve the length at the top for connection with the support saddle 201 to temporarily fix the grouting anchor 202 and prevent it from shifting.

[0082] 2. Layered laying of geogrid 102 and crushed stone layer 101: Based on the fixed grouting anchor 202, geogrid 102 and crushed stone layer 101 are laid in layers according to the design requirements. The laying sequence is “crushed stone layer 101 → geogrid 102 → crushed stone layer 101” in a cycle. Each layer of crushed stone layer 101 must be leveled and compacted to ensure the density of crushed stone layer 101, and the crushed stone layer 101 must wrap the expansion bladder 2022 at the bottom of the grouting anchor 202. Each layer of geogrid 102 must be straightened and tightened, passed through the grouting anchor 202 and firmly overlapped with the adjacent geogrid 102. The overlap is fixed with special connectors to prevent displacement, ensuring that the pull-out wing plate 203 is located in several crushed stone layers 101 on the upper part of the bearing layer 1. After laying to the design elevation, the main structure of the bearing layer 1 is completed.

[0083] 3. Secondary fixing of grouting anchor 202: After the laying is completed, grout is injected into the expansion bladder 2022 and expansion bladder 2033 in multiple times through the grouting anchor 202. After each grouting, the sealing pressure plate 206 is put in. The sealing pressure plate 206 and the limiting block 205 press the grout into the expansion bladder 2022 and expansion bladder 2033. After the expansion bladder 2022 expands, it fits into the surrounding crushed stone layer 101. After the expansion bladder 2033 expands, it bulges out of the air bladder groove 2032 and presses against the anti-scratch layer 2034, so that the crushed stone nail is embedded in the surrounding crushed stone layer 101, which enhances the connection strength between the pull-out wing plate part 203 and the crushed stone layer 101.

[0084] S4. Installation and fixing of support structure 2:

[0085] Several support saddles 201 are equidistantly arranged above the uppermost crushed stone layer 101 of the bearing layer 1. The position of the support saddles 201 is adjusted so that the bearing surface 2012 of the support saddles 201 is in close contact with the bearing layer 1, and the unit bearing pressure is reduced by using the arc structure. Ensure that the arc-shaped support surfaces 2011 on both sides of the support saddles 201 face the same direction and are compatible with the subsequent pipeline laying direction. Then, the support saddles 201 are detachably connected to the top of the grouting anchor rod 202 to complete the fixing of the support saddles 201.

[0086] S5. Pipeline laying and fixing:

[0087] 1. Pipe hoisting and placement: Use hoisting equipment to smoothly hoist the pipe onto the arc-shaped support surface 2011 of the support saddle 201. Adjust the position of the pipe to ensure that the pipe is in close contact with the arc-shaped support surface 2011, the pipe axis is consistent with the design requirements, adjacent pipe interfaces are aligned, and space is reserved for interface processing. Protect the pipe during hoisting to avoid collision damage.

[0088] 2. Pipe joint treatment: In accordance with the pipeline construction specifications, seal the joints of adjacent pipes to ensure that the joints are tightly sealed and leak-free. After the treatment is completed, the joints are tested, and only after passing the test can the next step of construction be carried out.

[0089] S6. Flexible load-bearing structure filling and protection:

[0090] 1. Lightweight foamed concrete filling: Lightweight foamed concrete is filled on both sides and top of the pipeline. During the filling process, the filling speed and thickness are controlled to ensure that the lightweight foamed concrete is filled densely, without gaps or honeycomb pits, and the filling height meets the design requirements. This makes several crushed stone layers 101, several anti-tension wing plates 203 and lightweight foamed concrete layers 3 form a flexible load-bearing structure, realizing the synergistic anti-settlement of rigid support and flexible load-bearing.

[0091] 2. Waterproof geomembrane 4 laying: After the lightweight foamed concrete reaches the design strength, the waterproof geomembrane 4 is laid on its surface. During laying, ensure that the waterproof geomembrane 4 is flat, undamaged, and wrinkle-free. The overlap width of adjacent waterproof geomembranes 4 meets the design requirements. The overlap is sealed with hot welding or special adhesive to ensure the waterproof effect and prevent groundwater from seeping into the bearing layer 1 and around the pipes, affecting the structural stability.

[0092] S7. Backfilling and subsequent curing of the foundation pit:

[0093] 1. Foundation Pit Backfilling: After the waterproof geomembrane 4 is laid and passes inspection, the foundation pit is backfilled in layers. The backfill material is selected to meet the design requirements, and the thickness of each layer is controlled within a reasonable range. After backfilling, each layer is compacted to ensure that the backfill soil is dense and to avoid squeezing or damaging the upper structure during the backfilling process. After backfilling to the design ground elevation, the ground is leveled and construction waste is cleaned up.

[0094] 2. Post-construction maintenance: The completed pipeline structure shall be maintained. During the maintenance period, heavy vehicles shall be prohibited from running over or colliding with the pipeline area. The settlement of the pipeline, the sealing of the pipe joints and the stability of the bearing layer 1 shall be monitored regularly. Any abnormal settlement or leakage shall be dealt with in a timely manner. After the maintenance period reaches the design period, an overall inspection shall be carried out to ensure that the pipeline structure meets the anti-settlement design requirements before it can be put into use.

[0095] S8. Acceptance:

[0096] Organize professional acceptance personnel to conduct a comprehensive acceptance inspection of the installation of each component of the pipeline construction structure, material specifications, construction quality, waterproofing effect, and anti-settlement performance, in accordance with the design drawings and construction specifications. After the inspection is passed, an acceptance report is issued, and the entire pipeline construction process is completed.

[0097] The embodiments disclosed in this invention are preferred embodiments, but are not limited thereto. Those skilled in the art can easily understand the spirit of this invention based on the above embodiments and make different extensions and variations, but as long as they do not depart from the spirit of this invention, they are all within the protection scope of this invention.

Claims

1. A settlement-resistant pipeline construction structure, characterized in that, Including the load-bearing layer (1); The bearing layer (1) includes several crushed stone layers (101) and several geogrids (102), the crushed stone layers (101) and several geogrids (102) are laid alternately, and the crushed stone layers (101) are located between adjacent geogrids (102); Several support structures (2) are provided at equal intervals above the bearing layer (1). The support structure (2) includes a support saddle (201), a grouting anchor (202), and a pull-out wing plate (203). Several support saddles (201) are arranged on the geogrid (102) at the top of the bearing layer (1), and arc-shaped support surfaces (2011) are provided on both sides of the support saddle (201). The arc-shaped support surfaces (2011) are adapted to the pipeline. The grouting anchor (202) is detachably connected to the support saddle (201). The grouting anchor (202) is inserted into the bottom end of the bearing layer (1) and snapped into the geogrid (102). Several pull-out wing plates (203) are installed at equal intervals on the side wall of the grouting anchor (202), and several pull-out wing plates (203) are respectively located in several crushed stone layers (101) above the bearing layer (1). When the pipe is located on the arc-shaped support surface (2011), the sides and top of the pipe are filled with a lightweight foamed concrete layer (3), and the lightweight foamed concrete layer (3) is covered with a waterproof geomembrane (4). A number of the geogrids (102) and a number of grouting anchors (202) constitute a rigid support structure; The aforementioned crushed stone layer (101), several pull-out wing plate sections (203), and lightweight foamed concrete layer (3) constitute a flexible load-bearing structure.

2. The anti-settlement pipeline construction structure according to claim 1, characterized in that, The bearing layer (1) also includes a geotextile cushion layer (103) set at the bottom layer. The geotextile cushion layer (103) is a non-woven fabric for thick soft soil. The surface of the geotextile cushion layer (103) is embossed with an X-shaped anti-slip pattern.

3. The anti-settlement pipeline construction structure according to claim 2, characterized in that, The bearing layer (1) also includes a geogrid (104), which is installed at the bottom end of the geogrid (102) at the bottom end of the bearing layer (1). A gravel layer (101) is also provided between the geogrid (104) and the geotextile cushion layer (103). A number of locking cells (105) are arranged in a rectangular array at equal intervals on the geogrid (104). The locking cells (105) are inverted conical structures that are narrow at the top and wide at the bottom, and the cross-section of the locking cells (105) is a regular hexagon.

4. The anti-settlement pipeline construction structure according to claim 3, characterized in that, The bottom end of the support saddle (201) is provided with a concave bearing surface (2012), the cross-section of the bearing surface (2012) is arched, and the longitudinal section of the bearing surface (2012) is arc-shaped.

5. The anti-settlement pipeline construction structure according to claim 4, characterized in that, The bottom end of the grouting anchor (202) is equipped with a snap-fit ​​seat (2021), and the snap-fit ​​seat (2021) is snapped onto the geogrid (102). The lower part of the grouting anchor (202) is equipped with an expansion bladder (2022), and the channel inside the grouting anchor (202) is connected to the expansion bladder (2022). The expansion bladder (2022) is located in several gravel layers (101) below the bearing layer (1).

6. The anti-settlement pipeline construction structure according to claim 5, characterized in that, The pull-out wing plate part (203) includes a plurality of pull-out wing plate (2031) groups arranged in an equidistant ring, and each pull-out wing plate (2031) group consists of two pull-out wing plates (2031) arranged in a vertical mirror image. The pull-out wing plate (2031) is configured as an obtuse-angle L-shaped bending structure, and the end of the pull-out wing plate (2031) is configured as an arc plate structure.

7. The anti-settlement pipeline construction structure according to claim 6, characterized in that, The upper and lower surfaces of the anti-pull-out wing plate (2031) are respectively provided with a plurality of air bladder grooves (2032), and the air bladder grooves (2032) are designed as dovetail grooves. An expansion bladder (2033) is provided in the air bladder groove (2032), and the expansion surface of the expansion bladder (2033) faces the opening of the air bladder groove (2032). The expansion bladder (2033) is connected to the channel inside the grouting anchor rod (202). An anti-scratch layer (2034) is provided at the opening of the air bladder groove (2032). A plurality of crushed stone nails are arranged on the anti-scratch layer (2034), and the side of the crushed stone nails is designed as an inclined surface.

8. The anti-settlement pipeline construction structure according to claim 7, characterized in that, The grouting anchor (202) is provided with a guide rod (204) inside. The inner wall of the grouting anchor (202) is provided with a number of limiting blocks (205) groups arranged at equal intervals. Each group of limiting blocks (205) consists of a number of limiting blocks (205) installed in a ring at equal intervals on the inner wall of the grouting anchor (202). A sealing pressure plate (206) is inserted into the limiting block (205) group. The limiting block (205) group and the sealing pressure plate (206) form a sealing structure. The sealing pressure plate (206) is sleeved on the guide rod (204). The limiting block (205) groups and the corresponding sealing pressure plates (206) are located above the expansion bladder (2022). Each group of limiting blocks (205) and the corresponding sealing pressure plates (206) are alternately arranged with two pull-out wing plates (203).

9. A method for constructing a settlement-resistant pipeline network, applicable to the settlement-resistant pipeline network construction structure described in claims 1-8, characterized in that, Includes the following steps: S1, Bearing layer (1) Laying of the bottom structure: The geotextile cushion layer (103) is laid in the foundation pit, and a layer of crushed stone (101) is laid on top of it. The geogrid (104) is laid on the crushed stone layer (101). S2, Load-bearing layer (1) Main structure laying: S201, Insertion and fixing of grouting anchor (202): Connect the snap-fit ​​seat (2021) of the grouting anchor (202) to the geogrid (102) above the geogrid (104); S202, Geogrid (102) and crushed stone layer (101) are laid in layers: Geogrid (102) and crushed stone layer (101) are laid in layers along the grouting anchor (202). S203, secondary fixing of grouting anchor (202): After the laying is completed, grout is injected into the expansion bladder (2022) and expansion bladder (2033) in multiple times through grouting anchor (202). After each grouting, the sealing pressure plate (206) is put in. The sealing pressure plate (206) and the limiting block (205) press the grout into the expansion bladder (2022) and expansion bladder (2033). After the expansion bladder (2022) expands, it fits with the surrounding gravel layer (101). After the expansion bladder (2033) expands, it bulges out of the air bladder groove (2032) and presses against the anti-scratch layer (2034), so that the gravel nail is embedded in the surrounding gravel layer (101), which enhances the connection strength between the pull-out wing plate (203) and the gravel layer (101). S3, Installation and fixing of support structure (2): Place the support saddle (201) on the top of the bearing layer (1), and then connect the support saddle (201) to the top of the grouting anchor (202); S4. Pipeline laying and fixing: The pipeline is smoothly hoisted onto the arc-shaped support surface (2011) of the support saddle (201); S5. Flexible load-bearing structure filling and protection: Lightweight foamed concrete is filled on both sides and top of the pipeline. After the lightweight foamed concrete reaches the design strength, a waterproof geomembrane is laid on its surface (4).

Images