Anti-falling structure and construction method for sandbar socket-and-spigot type drainage pipe network

Abstract

The invention discloses an anti-falling structure for a sand bar socket type drainage pipe network, which comprises a water pipe joint and a socket pipe joint which are mutually sleeved together, and the bottoms of the connected water pipe joint and socket pipe joint are provided with a same bottom bearing system for bearing the water pipe joint and the socket pipe joint; and a socket reinforcing and sealing system for fixing the water pipe joint and the socket pipe joint on the bottom bearing system is circumferentially arranged on the pipe walls of the connected water pipe joint and socket pipe joint. The invention further discloses a construction method of the anti-falling structure of the sandbar socket and spigot type drainage pipe network. According to the method, effective repairing of the sand bar socket type drainage pipe network is achieved, the foundation bearing capacity and the pipe joint pressure resistance are improved, the anti-falling, sealing and reinforcing effects of the socket type pipe joint are improved, the influence of underground river quicksand on the pipe network is reduced, and the method can be widely applied to the technical field of municipal engineering.

Description

Technical Field

[0001] The invention relates to the technical field of municipal engineering, and in particular to a sandbar socket-and-spigot type drainage pipe network anti-slip structure and a construction method. Background Art

[0002] With the continuous development of urban construction, the original roadbed pipeline network is facing increasingly prominent problems such as insufficient bearing capacity of the foundation, frequent ballasting by heavy-loaded vehicles, and disconnection of pipelines and loss of pipe joints due to the old setting of socket-type pipelines, which causes damage to pipelines and roads.

[0003] At present, during the emergency renovation of the pipelines on the access roads to various old communities, it was found that: 1) When it rains heavily, the rainwater cannot seep through the sand quickly, the road is seriously flooded, and the rainwater in the pipelines bursts; 2) After dredging the pipelines, it was found that the pipelines as long as 280m could not be dredged, and the concrete pavement of the section that could not be dredged showed varying degrees of cracks; 3) After support excavation, it was found that some of the joints of the socket-type cement pipes were lost due to the influence of the underground quicksand layer, and some were seriously dislocated and disconnected due to the insufficient bearing capacity of the foundation.

[0004] Therefore, it is urgent to find an anti-detachment structure and construction method for the Shazhou socket-type drainage pipe network to solve the problems of underground silt loss, pipe network disconnection, pipe joint loss, etc. caused by heavy vehicle ballasting, underground river sand movement and poor pipe joint sealing in the Shazhou municipal road socket-type drainage main network; to make pipeline construction and repair more convenient, and to use it for a longer, more stable and safer time, and to solve the problem of poor drainage in the community during the rainy season at one time. Summary of the invention

[0005] The purpose of the present invention is to overcome the shortcomings of the above-mentioned background technology and to provide a sandbar socket-type drainage pipe network anti-detachment structure and construction method, so as to realize the effective repair of the sandbar socket-type drainage pipe network, increase the foundation bearing capacity and pipe joint compressive resistance, improve the anti-detachment, sealing and reinforcement effects of the socket-type pipe joints, and reduce the influence of underground river sand on the pipe network.

[0006] The present invention provides a sandbar socket-and-spigot drainage pipe network anti-detachment structure, comprising a water pipe section and a socket-and-spigot pipe section that are socketed together, the bottoms of the connected water pipe section and the socket-and-spigot pipe section are provided with the same bottom bearing system for bearing both, and the pipe walls of the connected water pipe section and the socket-and-spigot pipe section are circumferentially provided with a socket reinforcement sealing system for fixing both to the bottom bearing system.

[0007] In the above technical solution, the bottom bearing system includes a plurality of cement mixing piles respectively arranged at the bottom of both sides of the socket pipe joint and the water pipe joint, and a horizontally arranged seat plate is provided on the top of the plurality of cement mixing piles. U-shaped wedge stones with openings facing the water pipe joint or the socket pipe joint are symmetrically arranged on both sides of the seat plate, and the side of the U-shaped wedge stone in contact with the water pipe or the socket pipe wall cooperates with the pipe wall.

[0008] In the above technical solution, the side of the U-shaped wedge stone in contact with the wall of the water pipe or the socket pipe is divided into three dividing surfaces, each of which is an outwardly convex arc surface, and the slope of the first dividing surface at the highest point is 1% smaller than the slope of the second dividing surface in the middle, and the slope of the second dividing surface in the middle is 1% smaller than the slope of the third dividing surface at the lowest point.

[0009] In the above technical solution, each cement mixing pile is evenly distributed with a number of anchor rods whose top ends extend into the seat plate.

[0010] In the above technical scheme, the socket reinforcement sealing system includes a number of embedded screws with the bottom extending deep into the seat plate and being L-shaped as a whole, the embedded screws are distributed on both sides of the water pipe or the bell-and-spigot pipe, and the pipe walls of the water pipe joints and the bell-and-spigot pipe joints are respectively provided with annular grooves in the circumferential direction, and the annular grooves of the water pipe joints or the bell-and-spigot pipe joints are provided with drawing wires connected to the embedded screws to form a pre-tensioning force, and the pipe openings where the bell-and-spigot pipes and the water pipes are fitted with sealing mud rings, and the annular grooves of the water pipe joints or the bell-and-spigot pipe joints are provided with steel plate mesh covering the drawing wires, and the outer sides of the water pipe joints or the bell-and-spigot pipe joints, the steel plate mesh and the U-shaped wedge stone are provided with a self-compacting concrete structure.

[0011] In the above technical solution, a tensioning member threadedly connected to the embedded screw is provided at the top of the tensioning member, and a conversion member is provided at the top of the tensioning member. The conversion members located on both sides of the same annular groove are connected by pre-tensioned wire drawing, and the wire drawing is threadedly connected to the connected conversion members.

[0012] The above technical solution also includes an upper protection system, which includes an arch-shaped cover plate on the outside of the self-compacting concrete structure.

[0013] In the above technical solution, a plurality of tension bars are provided on both sides of the cover plate, each of which passes through the self-compacting concrete structure, the U-shaped wedge stones on both sides and two corresponding embedded screws in sequence, and both ends of each tension bar are fixed to the base plate by steel nails.

[0014] In the above technical scheme, a rubber pad pressed by wire drawing is provided on the top of the annular groove; the center of the cement mixing pile is located at the vertical tangent point of the outer diameter of the water pipe or the socket pipe; the vertical section of the embedded screw is located at the center of the corresponding cement mixing pile; the distance between the bottom wall of the water pipe or the socket pipe and the seat plate is ≥2cm; three anchor rods are provided in each cement mixing pile, and the three anchor rods are symmetrically distributed with the center of the cement mixing pile as the axis of symmetry; the mesh of the steel plate mesh is larger than the maximum particle size of sand and gravel in the self-compacting concrete structure; the self-compacting concrete structure is provided with a micro-expansion agent and steel fiber; and a skylight is provided on the top of the cover plate.

[0015] The present invention also provides a construction method for a sandbar socket-type drainage pipe network anti-detachment structure, which comprises the following steps: step 1, construction preparation: according to the requirements of the sandbar socket-type drainage pipe network anti-detachment structure, the survey of geology and hydrology and surrounding survey, pipeline condition detection, pavement structure punching, U-shaped wedge stone and cover plate prefabrication and measurement and layout preparation work are carried out; step 2, support and dewatering structure construction: according to the needs of foundation pit excavation, the support and dewatering structure is measured and laid out, and construction is carried out, wherein the width of the support structure is not less than the installation construction width, and slopes of ≤30% are set on both sides of the two ports of the support structure, and the support structure extends to the slope section to the depth of the foundation trench of the slope section ≤1m, and the water level is lowered to the bottom of the pipeline one day in advance; step 3, trench excavation: the pipeline network construction adopts a water flow construction operation mode along one end of the support structure and the other end of the support structure, and backfills while constructing, excavates the pipeline to be repaired, and removes and cleans the disjointed and misplaced pipe sections, and excavates to 30 above the pipe bottom elevation cm, and then roughly level the base; Step 4, cement mixing pile and anchor construction: After the base is leveled, measure and set out the center line, side line, and cement mixing pile center point of the butt joint, measure the base elevation of the cement mixing pile center position and start the cement mixing pile construction. After the construction of four cement mixing piles at a pipe section is completed, the anchor rod is manually inserted and straightened before the cement mixing pile is initially solidified. At the edge of the foundation pit, use the excavator rock hammer to knock down the top hole of the anchor rod into the cement mixing pile body and temporarily block the upper opening. After the construction is completed, the bottom of the anchor rod is 10~20cm away from the bottom of the cement mixing pile, and the upper part protrudes 3~5cm from the upper surface of the cement mixing pile body after construction. Then, high-pressure grouting is sequentially aligned with the anchor rod, and the grouting pressure is ≥0.6MPa. The cement slurry should be mixed with ≥2% as an expansion agent. When the slurry fills the anchor rod pipeline and the cement mixing pile top, stop grouting and replenish grouting in time; Step 5, seat plate construction: wait for the cement slurry in the cement mixing pile and the anchor rod to solidify, and the strength is ≥2.5Mpa, stake out the seat slab position and use a small excavator to manually excavate the seat slab foundation pit and break the cement mixing pile head, cut off the excess part of the anchor rod and weld the bent anchor steel bar at the end of the anchor rod, tie the double-layer steel mesh of the seat slab, weld and fix the embedded bolts, pour concrete, measure and level the upper surface; Step 6, socket and spigot installation: After the concrete strength of the seat slab is ≥50%, manually cooperate with the small excavator to clean the pipe base, after the groove base is treated, install the socket and spigot pipe with anti-slip treatment at the end according to During the installation process, a U-shaped wedge is placed at the butt joint to ensure that the pipeline is suspended, stable and smooth, and the slope meets the design requirements. The outer side of the U-shaped wedge is flush with the outer edge of the cover plate. Step 7: Pipe joint fixation and plugging construction: After the pipeline is placed, put the rubber pad in the ring groove area, assemble the drawing and conversion parts, and then use the tensioning parts and conversion parts and embedded bolts to connect, and start to tighten the tensioning parts on both sides to fix the pipeline firmly on the seat plate, and then align the socket joint of the pipe joint. Use mortar to repair the gap and tie the steel mesh cut to size on the wire drawing; Step 8, cover plate construction: After tying the steel mesh, install the cover plate, align the groove position at the bottom of the cover plate to install the tension resistance bar, use nuts to lock the bottom of the cover plate, and align the ends of the resistance bar outside the bottom of the cover plate to nail the capped steel nails obliquely, and repair the mortar on the gap outside the bottom of the cover plate. Use the method of "stone plugging and repairing mortar" to block the gap between the two sides of the cover plate and the socket pipe; Step 9, self-compacting concrete pouring: wait for the two sides of the cover plate to be connected with After the plugging of the spigot and socket pipe is solidified, pour self-compacting concrete into the pipe joint through the skylight of the cover plate, and deal with leakage in time; after the initial setting, smooth the skylight window in time to ensure that the skylight and the cover plate have the same curvature and smooth connection; Step 10, pipe network backfill and road restoration construction: after the self-compacting concrete structure at the skylight is finally solidified, backfill and compact the two sides of the pipe network foundation symmetrically in layers according to the original soil and design requirements; after backfilling to the pavement structure, remove the support and dewatering structure, and carry out pavement structure restoration construction. .

[0016] The anti-slip structure and construction method of the sandbar socket-type drainage pipe network of the present invention have the following beneficial effects: The present invention has the characteristics of good pipe network stability, good sealing of pipe joints, good bearing capacity, little influence from the movement of underground river sand, simple construction operation and strong pertinence; the anti-detachment of the socket-and-spigot pipe network is only strengthened at the position of the pipe joint butt joint, and there is no need to reinforce the foundation of the entire pipe network line. The structure enhances the bearing capacity at the bottom of the pipe joint end position, enhances the connection sealing performance of the pipe joint butt end, and enhances the anti-destruction ability of the pipe joint under uneven force at the top. The triple technology is used to improve the anti-detachment, sealing and reinforcement effects of the socket-and-spigot pipe joints, and reduce the influence of the pipe network ground repair and reinforcement structure on underground river sand; the structure of the present invention is also suitable for other soil environments, and is specially designed for the repair and reinforcement of old socket-and-spigot pipe networks, filling the gap in socket-and-spigot pipe network repair construction technology, and providing a stable, safe and reliable system and construction method for the repair and reinforcement construction of old socket-and-spigot pipe networks. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 It is a top view of the overall structure of the anti-slip structure of the sandbar socket-type drainage pipe network of the present invention; Figure 2 It is an overall structural elevation view of the anti-slip structure of the sandbar socket-type drainage pipe network of the present invention; Figure 3 It is a cross-sectional view of the overall structure of the anti-detachment structure of the sandbar socket-type drainage pipe network of the present invention; Figure 4 It is a structural schematic diagram of the bottom bearing system in the anti-detachment structure of the sandbar socket-type drainage pipe network of the present invention; Figure 5 It is a structural schematic diagram of the bottom bearing system and the socket reinforcement sealing system in the anti-detachment structure of the sandbar socket-type drainage pipe network of the present invention; Figure 6 It is a schematic diagram of the process of the construction method of the anti-detachment structure of the sandbar socket-type drainage pipe network of the present invention. DETAILED DESCRIPTION

[0018] The present invention is further described in detail below in conjunction with the accompanying drawings and embodiments, but the embodiments should not be construed as limiting the present invention.

[0019] Example 1 See also Figures 1 to 3 The anti-detachment structure of the sandbar socket-and-spigot drainage network of the present invention comprises a water pipe section and a socket-and-spigot pipe section 7 which are socketed together. The bottoms of the connected water pipe section and the socket-and-spigot pipe section 7 are provided with the same bottom bearing system for bearing both of them. The pipe walls of the connected water pipe section and the socket-and-spigot pipe section 7 are circumferentially provided with a socket reinforcement sealing system for fixing both of them to the bottom bearing system.

[0020] See also Figure 4The bottom bearing system includes a plurality of cement mixing piles 1 respectively arranged at the bottom of both sides of the socket pipe 7 pipe section and the water pipe section. In one or more embodiments, the center of the cement mixing pile 1 is located at the vertical tangent point of the outer diameter of the water pipe or the socket pipe 7; a horizontally arranged seat plate 3 is arranged on the top of the plurality of cement mixing piles 1. In one or more embodiments, each cement mixing pile 1 is evenly distributed with a plurality of anchor rods 2 whose tops extend into the seat plate 3. In a further embodiment, each cement mixing pile 1 is provided with three anchor rods 2, and the three anchor rods 2 are symmetrically distributed with the center of the cement mixing pile 1 as the symmetry axis; the two sides of the seat plate 3 are respectively A U-shaped wedge stone 4 is provided with an opening toward the water pipe joint or the bell-and-spigot pipe 7 joint, and a side of the U-shaped wedge stone 4 in contact with the pipe wall of the water pipe or the bell-and-spigot pipe 7 cooperates with the pipe wall. In one or more embodiments, a side of the U-shaped wedge stone 4 in contact with the pipe wall of the water pipe or the bell-and-spigot pipe 7 is divided into three dividing surfaces, each of which is an outwardly convex arc surface, and a slope of the first dividing surface at the highest point is 1% less than a slope of the second dividing surface at the middle, and a slope of the second dividing surface at the middle is 1% less than a slope of the third dividing surface at the lowest point; in a further embodiment, the distance between the bottom wall of the water pipe or the bell-and-spigot pipe 7 and the seat plate 3 is ≥2cm.

[0021] See also Figure 5 The socket reinforcement sealing system includes a plurality of embedded screws 5 with the bottom extending deep into the seat plate 3 and being L-shaped as a whole. The embedded screws 5 are distributed on both sides of the water pipe or the socket pipe 7. In one or more embodiments, the vertical section of the embedded screw 5 is located at the center of the corresponding cement mixing pile 1; the pipe wall of the water pipe section and the socket pipe 7 section is provided with annular grooves in the circumferential direction, and the annular groove of the water pipe section or the socket pipe 7 section is provided with a drawing wire 9 connected to the embedded screw 5 to form a pre-tensioning force. In one or more embodiments, the top of the embedded screw 5 is provided with a tensioning member 12 connected to its thread, and the top of the tensioning member 12 is provided with a conversion member 11, and the conversion members 11 located on both sides of the same annular groove are pre-tensioned by The water pipe joint or the water pipe joint is provided with a steel plate mesh 13 covering the wire drawing 9 in the annular groove; the water pipe joint or the water pipe joint, the water pipe joint or the water pipe joint, the steel plate mesh 13 and the U-shaped wedge stone 4 are provided with a self-compacting concrete structure 16 on the outside; in one or more embodiments, the self-compacting concrete structure 16 is provided with a micro-expansion agent and steel fiber; in a further embodiment, the mesh of the steel plate mesh 13 is larger than the maximum particle size of sand and gravel in the self-compacting concrete structure 16.

[0022] Example 2 This embodiment is basically the same as Embodiment 1, except that: See also Figures 1 to 3The anti-detachment structure of the sandbar socket-type drainage pipe network of the present invention also includes an upper protection system, which includes an arch-shaped cover plate 14 on the outside of a self-compacting concrete structure 16. In one or more embodiments, a skylight 15 is provided on the top of the cover plate 14.

[0023] A plurality of tension bars 17 are respectively arranged on both sides of the cover plate 14, and each tension bar 17 passes through the self-compacting concrete structure 16, the U-shaped wedge stones 4 on both sides and two corresponding embedded screws 5 in sequence, and both ends of each tension bar 17 are fixed to the seat plate 3 by steel nails 6.

[0024] Example 3 See also Figure 6 A construction method for a sandbar socket-type drainage pipe network anti-slip structure comprises the following steps: Step 1, construction preparation: according to the requirements of the anti-slip structure of the socket-and-socket drainage network of the sandbar, the investigation of geology, hydrology and surrounding survey, the preparation work of pipeline condition detection, pavement structure punching, U-shaped wedge stone 4 and cover plate 14 prefabrication and measurement and layout is carried out; Step 2: Construction of support and dewatering structure: Measure and lay out the support and dewatering structure according to the needs of foundation pit excavation, and then construct it. The width of the support structure shall not be less than the installation construction width. A slope of ≤30% is set on both sides of the two ports of the support structure. The support structure extends to the slope section until the depth of the foundation trench of the slope section is ≤1m. The water level is lowered to the bottom of the pipeline one day in advance. Step 3, trench excavation: The pipeline network construction adopts the water flow construction method along one end of the support structure and the other end of the support structure. Backfill while constructing, excavate the pipelines that need to be repaired, remove and clean the disconnected and misplaced pipe sections, excavate to 30cm above the bottom elevation of the pipe, and then roughly level the base; Step 4, construction of cement mixing pile 1 and anchor rod 2: after the base is leveled, the center line, side line and the cement mixing pile 1 pile center point of the butt joint are measured and set out, the base elevation of the cement mixing pile 1 pile center position is measured and the construction of cement mixing pile 1 is started, and the construction of four cement mixing piles 1 at a pipe joint is completed. Before the initial setting of the cement mixing pile 1, the anchor rod 2 is manually inserted and straightened, and the rock hammer of the excavator is used at the edge of the foundation pit to knock downward into the cement mixing pile 1 body by aligning with the top hole of the anchor rod 2, and the upper opening is temporarily blocked. After the construction is completed, the bottom of the anchor rod 2 is 10-20cm away from the bottom of the cement mixing pile 1, and the upper part protrudes 3-5cm from the upper surface of the cement mixing pile 1 after construction. Then, high-pressure grouting is sequentially aligned with the anchor rod 2, and the grouting pressure is ≥0.6MPa. The cement slurry should be mixed with ≥2% as an expansion agent. When the slurry fills the anchor rod 2 pipeline and the cement mixing pile 1 pile top, the grouting is stopped and the grouting is supplemented in time; Step 5, construction of the platform 3: wait for the cement slurry in the cement mixing pile 1 and the anchor rod 2 to solidify, and the strength is ≥2.5Mpa, set out the platform 3 position and use a small excavator to cooperate with manual excavation of the platform 3 foundation pit and break the pile head of the cement mixing pile 1, cut off the excess part of the anchor rod 2 and weld the bent anchor steel bar at the end of the anchor rod 2, tie the double-layer steel mesh of the platform 3, weld and fix the embedded bolts 5, pour concrete, and measure and level the upper surface; Step 6, installation of the spigot and socket pipe 7: After the concrete strength of the table 3 is ≥50%, the pipe base is cleaned manually with a small excavator. After the groove base is treated, the spigot and socket pipes 7 with anti-slip treatment on the ends are placed in sequence. During the placement process, a U-shaped wedge stone 4 is placed at the butt joint to ensure that the pipe is installed suspended, stable and smooth, and the slope meets the design requirements. The outer side of the U-shaped wedge stone 4 is guaranteed to be flush with the outer edge of the cover plate 14; Step 7, pipe joint fixing and plugging construction: After placing the pipeline, put the rubber pad 10 in the ring groove area, assemble the wire drawing 9 and the conversion piece 11, and then use the tension piece 12 to connect the conversion piece 11 and the embedded bolts 5, and start to tighten the tension pieces 12 on both sides to fix the pipeline firmly on the seat plate 3, then use mortar to repair the gap of the socket interface of the pipe joint and tie the cut-to-size steel plate mesh 13 on the wire drawing 9; Step 8, construction of cover plate 14: After tying steel plate mesh 13, install cover plate 14, align with the groove position at the bottom of cover plate 14 to install tension resistance bar 17, use nuts to lock the bottom of cover plate 14, and align the two ends of resistance bar 17 outside the bottom of cover plate 14 to obliquely nail capped steel nails 6, repair mortar on the gap outside the bottom of cover plate 14, and seal the gap between both sides of cover plate 14 and socket pipe 7 by means of "stone plugging and repair mortar". Step 9, pouring self-compacting concrete: After the two sides of the cover plate 14 and the socket pipe 7 are sealed and solidified, pour self-compacting concrete into the pipe joint through the skylight 15 of the cover plate 14, and deal with leakage in time; after the initial setting, polish and apply the skylight 15 mouth in time to ensure that the skylight 15 is consistent with the curvature of the cover plate 14 and the connection is smooth; Step 10, backfilling of pipe network and road restoration: after the self-compacting concrete structure 16 at the skylight 15 is finally set, backfill and compact the original soil symmetrically on both sides of the pipe network foundation in layers according to the design requirements; after backfilling to the pavement structure, remove the supporting dewatering structure and carry out pavement structure restoration.

[0025] Principle description of the present invention: The present invention discloses a sandbar spigot-and-socket drainage pipe network anti-detachment structure, which consists of a bottom bearing system, a spigot reinforcement and sealing system, and an upper protection system. The bottom bearing system consists of a cement mixing pile 1, an anchor rod 2, a seat plate 3, a U-shaped wedge stone 4, etc. at the end of the pipe segment, the spigot reinforcement and sealing system consists of a wire drawing 9, a rubber pad 10, a spigot-and-socket pipe 7, a steel plate mesh 13, a plugging mud ring 8, a self-compacting concrete structure 16, etc., and the upper protection system consists of a cover plate 14, a steel nail 6, a tension resistance bar 17, etc. The bottom bearing system is provided with two cement mixing piles 1 on both sides of the pipe segment butt joint, and an anchor rod 2 is inserted into the pile body to enhance the bearing capacity of the foundation; the bottom of the seat plate 3 is connected with the cement mixing pile 1 and the anchor rod 2 to enhance the integrity, bearing capacity and anti-overturning ability; the end of the spigot-and-socket pipe 7 is centrally connected at the seat plate 3, and the height and straightness of the pipe segment are adjusted by adjusting the U-shaped wedge stone 4. The socket reinforcement sealing system is connected to the pipe end of the socket pipe 7 through the wire drawing 9, the conversion piece 11, and the tension piece 12 with the pre-buried screw 5 on the seat plate 3, so that the pipe is firmly fixed on the seat plate 3; a rubber pad 10 is set between the wire drawing 9 and the pipe wall to enhance the anti-slip ability and the protection ability of the pipe, and a steel plate mesh 13 is bound on it to enhance the overall performance and tensile resistance of the self-compacting concrete structure 16 cast on the pipe section. The upper protection system has a skylight 15 on the cover plate 14 for casting the self-compacting concrete structure 16, and a tension resistance rib 17 is set at the bottom to enhance the ability of the cover plate 14 to resist deformation and damage at the root. Its arch shape can enhance the anti-destruction ability of the pipe section under uneven stress. This structure enhances the bearing capacity at the bottom of the end position of the pipe section, the sealing performance of the pipe section at the pipe end, and the anti-destruction ability of the pipe section under uneven stress at the top. Through the joint effect of the three technologies, the anti-slip, sealing and reinforcement effects of the socket-type pipe section are improved, and the impact of underground river sand on the pipe network is reduced.

[0026] At the same time, the present invention also discloses the construction method of the structure, which includes the following specific steps: a. construction preparation; b. support and precipitation structure construction; c. trench excavation; d. cement mixing pile 1 and anchor rod 2 construction; e. platform 3 construction; f. socket pipe 7 installation; g. pipe joint fixing and plugging construction; h. cover 14 construction; i. self-compacting concrete structure 16 pouring; j. pipe network backfilling and road restoration construction. The application of the structure, through the three technologies of bottom foundation strengthening, self-connectivity strengthening and upper protection strengthening, solves the problems of underground silt loss, pipe network disconnection, pipe joint loss caused by heavy vehicle ballast, underground river sand movement and poor pipe joint sealing in the socket-type drainage main network of Shazhou municipal roads; achieves the purpose of more convenient pipeline construction and repair, longer-term, more stable and safe use, and one-time solution to the poor drainage in the rainy season in the community. The entire structural system effectively solves the relevant problems of the socket-and-spigot pipe network under the roadbed. It has the characteristics of good pipe network stability, good sealing of pipe joints, good bearing capacity, little influence from underground river sand movement, simple construction operation and strong targeting. It is specially designed for the repair and reinforcement of old socket-and-spigot pipe networks.

[0027] The main technical features are analyzed below: (1) The cement mixing pile 1 has a pile diameter of 200 mm to 800 mm and a pile length of ≥5 m. The cement selected is 42.5 grade or above silicate cement. The cement content of the pile body is 18% to 25%. The water-cement ratio of the cement slurry is preferably between 0.45 and 0.5. The unconfined compressive strength of the pile body at 28 days is greater than 1.0 MPa, and the unconfined compressive strength of the pile body at 90 days is greater than 1.5 MPa. The pile core is located at the vertical tangent point of the outer diameter of the pipe end of the socket and the spigot, and the deviation error value to the outside of the pipe diameter is ≤5 cm.

[0028] (2) The anchor rod 2 is made of waste scaffolding steel pipe with a wall thickness of ≥3.2mm after rust removal and painting. The pipe wall is provided with grouting holes and the positioning ribs are welded. The positioning ribs are made of Φ6 threaded steel bars and arranged in a plum blossom pattern with a spacing of 150~300mm. The bottom is sealed with a prefabricated guide head of ≥C30 high-strength concrete. The upper part is later welded with ≥2 Φ8 threaded bent anchor steel bars at the end. The anchor rod 2 is inserted into the cement mixing pile 1 before it solidifies. ≥1 anchor rod 2 (preferably an odd number) is arranged in each pile body, and the net distance between the anchor rods 2 in each pile body is ≥8cm.

[0029] (3) The seat board 3 is composed of two layers 8@200 tied steel mesh, poured with 20cm thick underwater concrete with strength ≥C20; embedded screw 5 is embedded in the base plate 3 at the center of cement mixing pile 1, connected with the bottom steel bar, and the upper wire drawing length is ≥5cm.

[0030] (4) The U-shaped wedge stone 4 is set to be "U" shaped, and the U-shaped opening is provided with graded wave platform teeth. The platform teeth are set with a 1% slope from the outside to the inside to facilitate clamping of the pipe. The built-in high-strength steel plate mesh 13 without brushing layer and rust is prefabricated with concrete, and the strength grade is not less than C30; after leveling with the U-shaped wedge stone 4, the gap between the pipe and the seat plate 3 is ≥2cm.

[0031] (5) The bell-and-spigot pipe 7 described above is of the same type as the one used to repair the original pipe network. The bell-and-spigot pipe end portion of the pipe mouth is centered on the center of the cement mixing piles 1 on both sides of the pipe. An angle grinder is used to cut and grind an anti-skid strip with a width of ≥ 12 cm and a depth of 3 to 5 mm. Anti-skid strips are provided in the upper half of the pipe at both ends.

[0032] (6) The conversion member 11 is made of a bar of square steel, and is provided with ≥2 (even number) wire drawing 9 anchor bolt holes on the upper part to avoid the position of the tension screw rod set in the center of the bottom. The thread size of the bottom tension screw rod should be the same as that of the embedded screw rod 5.

[0033] (7) The wire drawing 9 is made of a steel wire rope without a protective layer, and the outer diameter of each wire rope shall not exceed 1 / 2 of the outer diameter of the tension screw. Threaded anchor bolt heads are provided at both ends for anchoring in the anchor bolt holes on the upper part of the conversion member 11. There is a fixed hole for the wire drawing 9 in the center of the bolt head. One end is the bolt head for easy adjustment and tightening, and the other end is the threaded end with the same direction as the winding direction of the wire drawing 9.

[0034] (8) The rubber pad 10 is a rubber cloth belt containing inner reinforcement and has a thickness of 3 to 7 mm.

[0035] (9) The steel plate mesh 13 is a high-strength steel plate mesh 13 without a coating layer and rust, and the mesh size is ≥ the maximum particle size of sand and gravel in the self-compacting concrete structure 16. It is tied and fixed with the wire drawing 9, and the bottom is made of tension-resisting bars 17 to penetrate the pressure foot.

[0036] (10) The self-compacting concrete structure 16 is a self-compacting impermeable concrete of ≥P6C25, the slump should be ≥160mm, and additives such as micro-expansion agent and steel fiber need to be added.

[0037] (11) The cover plate 14 is shaped like an arch, with a rough surface inside, and a minimum gap of ≥5cm between the cover plate 14 and the socket of the socket pipe 7. The wall thickness is ≥8cm, and the cover plate 14 is built with a high-strength steel wire mesh without a brushing layer and rust. The concrete is prefabricated, and the strength grade is not less than C30. The width of the foot bottom can be covered with a U-shaped wedge stone 4, and a layer is set at every 10~20cm at the bottom. 6 The grooves for the tension-resistance bars 17 are convenient for setting the tension-resistance bars 17 to enhance the load-bearing capacity of the arch.

[0038] (12) The tension-resisting bar 17 is composed of 6 steel bars are made, with threads at both ends, so that nuts can be used to lock the cover plate 14 feet at both ends later. After installation, the excess threads do not exceed 6 feet after the two ends are fixed.

[0039] Innovation: (1) Strengthening the butt joint of the bell-and-spigot pipe 7 eliminates the need for foundation reinforcement for the entire pipe network, reduces the need to deal with the problem of disconnection at the pipe joints, enhances the load-bearing capacity of the pipe joints, and reduces the damage of quicksand movement to the pipe network.

[0040] (2) Cement mixing piles 1, anchor rods 2, and seat plates 3 are arranged at the bottom of the socket-and-spigot joint structure 7 to form a stable bearing foundation, so that the pipe section can be supported at both ends like a bridge, which can reduce the impact of quicksand movement on the middle part of the pipe section and reduce the probability of disconnection and dislocation of the pipe network due to insufficient foundation bearing capacity, uneven settlement, etc.

[0041] (3) In addition to conventional sealing at the butt joint of the bell-and-spigot pipe 7, wire drawing 9, tensioning member 12, conversion member 11, and U-shaped wedge stone 4 are used to butt the two pipe sections and firmly fix them on the seat plate 3; and by tying a steel mesh 13 on the wire drawing 9 and pouring self-compacting concrete to cover it, the reinforced section of the pipe section joint is sealed again to improve the sealing and structural stability of the bell-and-spigot pipe joint; the U-shaped wedge stone 4 can serve as the sealing surface of the cover plate 14 on the one hand, and on the other hand, the notch of the U-shaped wedge stone 4 can ensure that the self-compacting concrete structure 16 fills the bottom of the pipe.

[0042] (4) A cover plate 14 is added to the upper part of the socket 7 pipe butt joint. It can not only serve as an external formwork for self-compacting concrete, but its arch shape can also enhance the resistance of the pipe joint to damage caused by uneven stress. It can also reduce the amount of materials required for concrete encapsulation. In addition, the foundation trench backfilling operation is not affected by the concrete solidification time.

[0043] (5) The repair and reinforcement structure mostly uses prefabricated parts, which effectively solves the relevant problems of the socket-and-spigot pipe network under the roadbed and saves the use of formwork. It has the characteristics of good pipe network stability, good sealing of pipe joints, good bearing capacity, little impact from underground river sand movement, simple construction operation, strong targeting, and short construction period, which provides a constructive idea for the repair of old socket-and-spigot pipe networks.

[0044] Obviously, those skilled in the art can make various changes and modifications to the present invention without departing from the spirit and scope of the present invention. Thus, if these modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include these modifications and variations.

[0045] The contents not described in detail in this specification belong to the prior art known to professional and technical personnel in this field.

Claims

1. A sandbar spigot-and-socket drainage pipe network anti-detachment structure, comprising a water pipe section and a spigot-and-socket pipe (7) section which are sleeved together, characterized in that: The bottom of the connected water pipe section and the bell-and-spigot pipe (7) section is provided with a bottom bearing system for bearing both of them, and the pipe wall of the connected water pipe section and the bell-and-spigot pipe (7) section is circumferentially provided with a bell-and-spigot reinforcement sealing system for fixing both of them to the bottom bearing system.

2. The anti-slip structure of the sandbar spigot-and-socket drainage network according to claim 1 is characterized by: The bottom bearing system comprises a plurality of cement mixing piles (1) respectively arranged at the bottom of both sides of the bell-and-spigot pipe (7) joint and the water pipe joint, the tops of the plurality of cement mixing piles (1) are provided with a horizontally arranged seat plate (3), and U-shaped wedge stones (4) with openings facing the water pipe joint or the bell-and-spigot pipe (7) joint are symmetrically arranged on both sides of the seat plate (3), and the side of the U-shaped wedge stone (4) in contact with the pipe wall of the water pipe or the bell-and-spigot pipe (7) is matched with the pipe wall.

3. The anti-drop structure of the sandbar spigot-and-socket drainage network according to claim 2 is characterized by: The side of the U-shaped wedge stone (4) in contact with the wall of the water pipe or the bell-and-spigot pipe (7) is divided into three dividing surfaces, each dividing surface is an outwardly convex arc surface, the slope of the first dividing surface at the highest point is 1% smaller than the slope of the second dividing surface at the middle, and the slope of the second dividing surface at the middle is 1% smaller than the slope of the third dividing surface at the lowest point.

4. The anti-detachment structure of the sandbar spigot-and-socket drainage pipe network according to claim 3 is characterized by: Each cement mixing pile (1) is evenly distributed with a plurality of anchor rods (2) whose top ends extend into the seat plate (3).

5. The anti-drop structure of the sandbar spigot-and-socket drainage network according to claim 4 is characterized by: The socket reinforcement sealing system comprises a plurality of pre-buried screws (5) whose bottoms penetrate into the seat plate (3) and are L-shaped as a whole. The pre-buried screws (5) are distributed on both sides of the water pipe or the socket pipe (7). The pipe walls of the water pipe joint and the socket pipe (7) joint are respectively provided with annular grooves in the circumferential direction. A drawing wire (9) connected to the pre-buried screws (5) to form a pre-tensioning force is provided in the annular groove of the water pipe joint or the socket pipe (7) joint. A sealing mud ring (8) is provided at the pipe opening where the socket pipe (7) and the water pipe are sleeved. A steel plate mesh (13) covering the drawing wire (9) is provided in the annular groove of the water pipe joint or the socket pipe (7) joint. A self-compacting concrete structure (16) is provided on the outer side of the water pipe joint or the socket pipe (7) joint, the steel plate mesh (13) and the U-shaped wedge stone (4).

6. The anti-drop structure of the sandbar spigot-and-socket drainage network according to claim 5 is characterized by: A tensioning member (12) threadably connected to the embedded screw rod (5) is provided at the top of the tensioning member (12), a conversion member (11) is provided at the top of the tensioning member (12), and the conversion members (11) located on both sides of the same annular groove are connected via a pre-tensioned wire drawing (9), and the wire drawing (9) is threadably connected to the connected conversion member (11).

7. The anti-drop structure of the sandbar spigot-and-socket drainage network according to claim 6 is characterized by: It also includes an upper protection system, which includes an arch-shaped cover plate (14) outside a self-compacting concrete structure (16).

8. The anti-drop structure of the sandbar spigot-and-socket drainage network according to claim 7 is characterized by: A plurality of tension-resistance bars (17) are respectively provided on both sides of the cover plate (14), each tension-resistance bar (17) sequentially passes through the self-compacting concrete structure (16), the U-shaped wedge stones (4) on both sides opposite to each other, and two corresponding embedded screws (5), and both ends of each tension-resistance bar (17) are respectively fixed to the seat plate (3) by steel nails (6).

9. The anti-drop structure of the sandbar spigot-and-socket drainage network according to claim 8 is characterized by: A rubber pad (10) pressed by a wire drawing (9) is provided at the top of the annular groove; the center of the cement mixing pile (1) is located at the vertical tangent point of the outer diameter of the water pipe or the socket pipe (7); the vertical section of the embedded screw (5) is located at the center of the corresponding cement mixing pile (1); the distance between the bottom wall of the water pipe or the socket pipe (7) and the seat plate (3) is ≥2 cm; three anchor rods (2) are provided in each cement mixing pile (1), and the three anchor rods (2) are symmetrically distributed with the center of the cement mixing pile (1) as the symmetry axis; the mesh of the steel plate mesh (13) is larger than the maximum particle size of sand and gravel in the self-compacting concrete structure (16); the self-compacting concrete structure (16) is provided with a micro-expansion agent and steel fiber; and a skylight (15) is provided on the top of the cover plate (14).

10. A construction method for preventing the detachment of a sandbar socket-type drainage network, characterized in that: The following steps are involved: Step 1, construction preparation: according to the requirements of the anti-slip structure of the socket-and-socket drainage network of the sandbar, the investigation of geology, hydrology and surrounding survey, the preparation work of pipeline condition detection, road surface structure punching, U-shaped wedge stone (4) and cover plate (14) prefabrication and measurement and layout is carried out; Step 2: Construction of support and dewatering structure: Measure and lay out the support and dewatering structure according to the needs of foundation pit excavation, and then construct it. The width of the support structure shall not be less than the installation construction width. A slope of ≤30% is set on both sides of the two ports of the support structure. The support structure extends to the slope section until the depth of the foundation trench of the slope section is ≤1m. The water level is lowered to the bottom of the pipeline one day in advance. Step 3, trench excavation: The pipeline network construction adopts the water flow construction method along one end of the support structure and the other end of the support structure. Backfill while constructing, excavate the pipelines that need to be repaired, remove and clean the disconnected and misplaced pipe sections, excavate to 30cm above the bottom elevation of the pipe, and then roughly level the base; Step 4, construction of cement mixing piles (1) and anchor rods (2): after the base is leveled, the center line, side line, and center point of the cement mixing pile (1) of the butt joint are measured and set out, the base elevation of the center position of the cement mixing pile (1) is measured and the construction of the cement mixing pile (1) is started. After the construction of four cement mixing piles (1) at a pipe joint is completed, the anchor rods (2) are manually inserted and straightened before the cement mixing piles (1) are initially set. At the edge of the foundation pit, a rock hammer of an excavator is used to drill downwards in alignment with the top hole of the anchor rod (2). The anchor rod (2) is hammered into the cement mixing pile (1) and the upper opening is temporarily blocked. After the construction is completed, the bottom of the anchor rod (2) is 10 to 20 cm away from the bottom of the cement mixing pile (1) and the upper part protrudes 3 to 5 cm above the upper surface of the cement mixing pile (1) after construction. Then, high-pressure grouting is performed in sequence on the anchor rod (2). The grouting pressure is ≥ 0.6 MPa. The cement slurry should be mixed with ≥ 2% of an expansion agent. When the slurry fills the anchor rod (2) pipe and the top of the cement mixing pile (1), grouting is stopped and grouting is supplemented in time. Step 5, construction of the platform (3): wait for the cement slurry in the cement mixing pile (1) and the anchor rod (2) to solidify and have a strength of ≥2.5Mpa, then stake out the platform (3) and use a small excavator to manually excavate the platform (3) foundation pit and remove the cement mixing pile (1) pile head, cut off the excess part of the anchor rod (2) and weld the bent anchor steel bar at the end of the anchor rod (2), tie the double-layer steel mesh of the platform (3), weld and fix the embedded bolts (5), pour concrete, and measure and level the upper surface; Step 6, installation of the bell-and-spigot pipe (7): after the concrete strength of the base plate (3) is ≥50%, the pipe base is cleaned manually with the help of a small excavator. After the groove base is treated, the bell-and-spigot pipe (7) with anti-slip treatment on the end is placed in sequence. During the placement process, a U-shaped wedge stone (4) is placed at the butt joint to ensure that the pipe is installed in the air, stable and smooth, and the slope meets the design requirements. The outer side of the U-shaped wedge stone (4) is guaranteed to be flush with the outer edge of the cover plate (14); Step 7, pipe joint fixing and plugging construction: After the pipe is placed, place the rubber pad (10) in the annular groove area, assemble the wire drawing (9) and the conversion piece (11), and then use the tension piece (12) to connect the conversion piece (11) and the embedded bolts (5), and start to tighten the tension pieces (12) on both sides to firmly fix the pipe on the seat plate (3), then use mortar to repair the gap of the pipe joint socket interface and tie the cut-to-size steel plate mesh (13) on the wire drawing (9); Step 8, construction of the cover plate (14): after tying the steel plate mesh (13), the cover plate (14) is installed, and the tension resistance bar (17) is installed through the steel plate mesh (13) in alignment with the groove position at the bottom of the cover plate (14), and the bottom of the cover plate (14) is locked with a nut, and the two ends of the resistance bar (17) outside the bottom foot of the cover plate (14) are respectively line-nailed with a capped steel nail (6) in an oblique manner, and the gap outside the bottom foot of the cover plate (14) is repaired with mortar, and the gap between the two sides of the cover plate (14) and the socket pipe (7) is sealed by means of "stone plugging and repairing with mortar"; Step 9, pouring self-compacting concrete: after the two sides of the cover plate (14) and the socket pipe (7) are sealed and solidified, pour the self-compacting concrete into the pipe joint through the skylight (15) of the cover plate (14), and deal with leakage in time; after the initial setting, the skylight (15) mouth is promptly polished and coated to ensure that the skylight (15) and the cover plate (14) have the same curvature and are connected smoothly; Step 10, backfilling of the pipe network and road restoration: after the self-compacting concrete structure (16) at the skylight (15) is finally set, the original soil is backfilled and compacted symmetrically in layers on both sides of the pipe network foundation according to the design requirements; after backfilling to the road surface structure, the supporting dewatering structure is removed, and the road surface structure restoration construction is carried out.

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