Reinforcing construction method of water-rich quicksand stratum deep-buried pipeline inspection well system
Through segmented pouring and anchor reinforcement technology, combined with grouting and drainage and rotary spray piles, the problem of inspection of well floating or sinking in water-rich sand formations is solved, and the shear strength and stability of deep buried sewage pipes are improved. Reduces damage risk.
Patent Information
- Application Number
- CN202411567490.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2024-11-05
- Publication Date
- 2024-12-17
AI Technical Summary
In the water-rich sand formation, deep-buried rain and sewage pipeline inspection wells are prone to float or sink due to changes in lateral soil pressure and buoyancy, resulting in damage to the pipeline, and it is difficult to effectively reinforce the existing technology.
Using segmented pouring and anchor reinforcement technology, the shear strength and stability of the inspection well are enhanced by installing anchor rods on the outer wall and bottom plate of the inspection well and setting grouting drainage pipes on the bottom plate. sex.
It effectively improves the anti-settlement and floating ability of the inspection well, reduces the risk of damage to deep buried sewage pipes, and ensures the safety, reliability and stability of construction.
Smart Images
Figure CN119145510A_ABST
Abstract
Description
Technical Field
[0001] The invention relates to the technical field of building construction, in particular to a reinforcement construction method for a deep-buried pipeline inspection well system in a water-rich quicksand stratum. Background Art
[0002] Urban rainwater and sewage pipes are often designed to be buried at a deeper depth because they need to avoid underground buildings and underground obstacles, and pass through rivers. Deeply buried rainwater and sewage pipes are often constructed using long-distance jacking, and inspection wells are required. When the pipe is in a water-rich sand formation, the inspection well needs to bear a large lateral earth pressure and play a water-stopping role. The conventional hollow masonry structure with cast-in-place concrete cannot be used. An integral cast-in-place concrete structure must be used to meet the requirements of retaining soil and water and resisting lateral water and soil pressure.
[0003] At present, in the existing technology construction, the inspection well forms a closed box with its bottom plate in the soil layer after being poured with concrete. In the water-rich sand formation, when the groundwater level is high in the rainy season, the buoyancy of the inspection well increases, which may cause the inspection well to float as a whole and damage the deeply buried pipes at the intersection; and when the underground undercurrent is relatively abundant and erodes and hollows out the sand around and at the bottom of the inspection well, it may cause the inspection well to sink and crush the deeply buried pipes at the intersection.
[0004] Therefore, it is very necessary to urgently need a reinforcement construction method for a deep-buried pipeline inspection well system in a water-rich sand formation to solve the existing technical problems. Summary of the invention
[0005] The purpose of the present invention is to provide a reinforcement construction method for a deep-buried pipeline inspection well system in a water-rich and quicksand stratum to solve the above defects.
[0006] In order to achieve the above object, the present invention provides the following technical solutions:
[0007] A reinforcement construction method for a deep-buried pipeline inspection well system in a water-rich and flowing sand formation, which is applied to the installation and reinforcement of a deep-buried pipeline inspection well system in a water-rich and flowing sand formation, comprises the following steps:
[0008] S1. Planning and positioning:
[0009] Locate and mark the planned locations of deep-buried sewage pipes and inspection wells according to the design drawings;
[0010] S2. Sectional casting of inspection wells:
[0011] Carry out segmented construction from top to bottom at the planned location of the inspection well, including soil excavation, grouting and concrete pouring of well wall reinforcement anchor rods, until the concrete pouring of the well wall of the last segment of the inspection well;
[0012] S3, connection terminal installation:
[0013] Before pouring concrete on the wall of the inspection well of the last section, install the connection ends at the ends of the deep-buried sewage pipes on both sides of the inspection well, then pour concrete on the wall of the inspection well of the last section, and fix the poured concrete and the connection ends together;
[0014] S4, installation of bottom plate locking anchor rod:
[0015] At the bottom of the inspection well wall, several hollow bottom plate locking anchor rods are driven in a radially distributed manner, so that the end portions of the bottom plate locking anchor rods are exposed from the soil, and then grouting reinforcement is performed;
[0016] S5. Installation of bottom plate reinforcement anchor rods:
[0017] At the bottom of the inspection well, several hollow bottom plate reinforcement anchor rods are driven vertically, so that the end parts of the bottom plate reinforcement anchor rods are partially exposed from the soil, and then grouting reinforcement is performed;
[0018] S6. Grouting drainage pipe installation:
[0019] At the center of the bottom of the inspection well, a grouting drainage pipe made of a galvanized steel pipe is driven vertically, so that the end of the grouting drainage pipe leaks out of the preset bottom plate top elevation by a certain height, and finally a nut or an inner plug is installed at the end of the grouting drainage pipe through a threaded connection;
[0020] S7, bottom plate pouring:
[0021] At the bottom of the inspection well, tie the bottom plate steel bars according to the design and planning requirements, pour concrete, build the bottom plate, and anchor the bottom plate with the bottom plate locking anchor rods, bottom plate reinforcement anchor rods and grouting drainage pipes;
[0022] S8, Pipeline installation through the section:
[0023] After the bottom slab is poured and maintained, install the cross-section pipe at the two connecting ends inside the inspection well for connection;
[0024] S9, Jet Grouting Pile Construction:
[0025] Carry out water-tightness test on deep-buried sewage pipes, cross-section pipes and inspection wells. After the test is completed, several high-pressure jetting piles are evenly spaced around the inspection well from the ground to compact the soil, thus completing the installation and construction of the entire deep-buried pipeline inspection well.
[0026] S10, grouting and drainage construction:
[0027] During the later use of the entire deep-buried pipeline inspection well, according to the soil erosion and groundwater level around the inspection well, grouting reinforcement or drainage operations are carried out on the soil below the inspection well through grouting drainage pipes to ensure the stability of the deep-buried pipeline inspection well in the water-rich flowing sand formation, thereby completing the entire deep-buried pipeline inspection well reinforcement construction process in the water-rich flowing sand formation.
[0028] Preferably, in step S2, a plurality of the shaft wall reinforcement anchor rods are provided and evenly divided into at least two groups, and each group of shaft wall reinforcement anchor rods has at least two anchor rods and are evenly distributed radially on the outer wall of the inspection shaft.
[0029] Preferably, in step S2, the well wall reinforcement anchor rod is a hollow structure, whose length is the same as the diameter of the inspection well, and is installed at a downward inclination of ° along the radial side of the inspection well, with its inner upper end anchored to the outer wall of the inspection well and its outer lower end anchored in the soil outside the inspection well.
[0030] Preferably, in step S3, the pipe diameter of the crossing pipe is larger than the pipe diameter of the deep-buried sewage pipe, and the connecting end is a transition connection structure with one end expanding outward and the other end contracting, wherein the expanding end is connected to one end of the crossing pipe, and the contracting end is connected to one end of the deep-buried sewage pipe.
[0031] Preferably, in step S4, the bottom plate locking anchor rod is a hollow structure, whose length is half the depth of the inspection well, and is installed at an angle downward along the radial side of the inspection well, with its inner upper end anchored to the bottom plate of the inspection well and its outer lower end anchored in the soil outside the inspection well.
[0032] Preferably, in step S5, the bottom plate reinforcement anchor rod is a hollow structure, whose length is the same as the diameter of the inspection well and is vertically installed under the bottom plate, whose upper end is anchored to the bottom plate and whose lower end is anchored in the soil below the inspection well.
[0033] Preferably, in step S6, the lower end of the grouting drainage pipe is buried in the soil below the inspection well, and the upper end thereof passes through the center of the base plate. The outer wall or inner wall of the grouting drainage pipe located on the base plate is provided with an external thread or an internal thread and a nut or an inner plug is installed through the thread.
[0034] Preferably, in step S7, a lining steel support is installed in the crossing pipe, and the lining steel support is a structure with a circular outer surface and a square inner surface.
[0035] Preferably, in step S1, the shaft wall reinforcement anchor rod, the bottom plate locking anchor rod, the bottom plate reinforcement anchor rod and the grouting drainage pipe all have structures including a hollow pipe body, a front warhead end assembly, a tail steel bar anchor end assembly and a shielding grouting assembly;
[0036] The front warhead end assembly is composed of a bowl-shaped warhead shell and a grouting hole 1, wherein the bowl-shaped warhead shell is buckled on the front end of the hollow pipe body, and the grouting hole 1 is provided with a plurality of holes and is evenly distributed through the hollow pipe body inside the bowl-shaped warhead shell;
[0037] The tail steel bar anchor end assembly is composed of annular ribs 1, ribs 2, transverse connecting ribs, and longitudinal connecting ribs. The annular ribs 1 and 2 are parallel to each other and are sleeved on the outside of the tail end of the hollow pipe body, and are connected and fixed to the outer wall of the hollow pipe body through more than two evenly distributed transverse connecting ribs. More than two longitudinal connecting ribs are provided and are evenly connected between the annular ribs 1 and 2.
[0038] The shielding grouting components are provided with a plurality of them and are staggered and evenly distributed on the outer wall of the hollow pipe body along the direction of the hollow pipe body. The shielding grouting components are composed of an arc-shaped or semi-bowl-shaped shielding shell and two grouting holes. The shielding shell is installed on the outer wall of the hollow pipe body in a low front and high back shape. There is at least one two grouting holes and it penetrates the hollow pipe body on the inner side of the shielding shell.
[0039] Preferably, the grouting drainage pipe also includes a tubular closed end, which is connected in series to the rear side of the tail of the hollow pipe body, wherein the tail of the hollow pipe body and the tail steel bar anchor end assembly are cast together with the base plate, and the tubular closed end leaks out of the base plate and is threadedly installed with a nut or an inner plug.
[0040] The beneficial effects of the present invention are:
[0041] The present invention discloses a reinforcement construction method for a deep-buried pipeline inspection well system in a water-rich and flowing sand formation. The method comprises the following steps: providing a through-section pipeline connected by a connecting end on the deep-buried sewage pipe at the intersection with the inspection well, thereby enhancing the shear strength of the deep-buried sewage pipe; installing well wall reinforcement anchor rods on the outer wall of the inspection well, and installing bottom plate locking anchor rods and bottom plate reinforcement anchor rods on the bottom plate, thereby effectively improving the ability of the inspection well to resist settlement or floating; installing a grouting drainage pipe on the bottom plate of the inspection well, and grouting reinforcement or drainage can be performed on the surrounding area and the bottom of the well body through the grouting drainage pipe, thereby effectively enhancing the ability of the inspection well to resist settlement or floating.
[0042] The invention discloses a reinforcement construction method for a deep-buried pipeline inspection well system in a water-rich and quicksand stratum. The method is simple to operate and convenient to construct. The method can effectively improve the shear strength of the deep-buried sewage pipeline and the ability of the inspection well to resist settling or floating, thereby reducing the risk of damage to the deep-buried sewage pipeline and being safe and reliable. BRIEF DESCRIPTION OF THE DRAWINGS
[0043] Figure 1 : Schematic diagram of the process of the present invention;
[0044] Figure 2: A schematic structural diagram of a deep buried pipeline inspection well system of the present invention;
[0045] Figure 3 : A schematic diagram of the structure of the deep-buried sewage pipeline and the pipeline crossing the section of the present invention;
[0046] Figure 4 : A cross-sectional view of the inner lining steel support of the present invention;
[0047] Figure 5 : A schematic diagram of the structure of a well wall reinforcement anchor rod, a bottom plate locking anchor rod, a bottom plate reinforcement anchor rod or a grouting drainage pipe of the present invention;
[0048] Figure 6 : Figure 5 A magnified view of the structure at center;
[0049] Figure 7 : Figure 5 A magnified view of the structure at B in the middle;
[0050] Figure 8 : Figure 5 Enlarged view of the structure at point C in the middle. DETAILED DESCRIPTION
[0051] The present invention is further described below in conjunction with the embodiments. It should be noted that these are merely examples and illustrations of the concept of the present invention. Those skilled in the art may make various modifications or additions to the described specific embodiments or replace them in a similar manner. As long as they do not deviate from the concept of the invention or exceed the scope defined by the claims, they should be deemed to fall within the protection scope of the present invention.
[0052] Embodiment 1:
[0053] like Figure 1-8 As shown, a reinforcement construction method for a deep-buried pipeline inspection well system in a water-rich and flowing sand formation is applied to the installation and reinforcement operations of a deep-buried pipeline inspection well system in a water-rich and flowing sand formation.
[0054] Figure 2 This is a structural diagram of the deep buried pipeline inspection well system. Figure 3 This is a schematic diagram of the structure of the deep-buried sewage pipe and the cross-section pipe. Figure 2 , 3As shown, the deep-buried pipeline inspection well system includes: a deep-buried sewage pipeline 1 and an inspection well 2. A crossing section pipeline 9 is arranged on the deep-buried sewage pipeline 1 at the intersection with the inspection well 2. Both ends of the crossing section pipeline 9 are connected in series with the two deep-buried sewage pipelines 1 through connecting ends 91, and the two connecting ends 91 are both penetrated and fixed in the well wall of the inspection well 2. The pipe diameter of the crossing section pipeline 9 is larger than the pipe diameter of the deep-buried sewage pipeline 1. The connecting end 91 is a transition connection structure with one end expanding outward and the other end contracting. Its expanding end is connected to one end of the crossing section pipeline 9, and its contracting end is connected to one end of the deep-buried sewage pipeline 1. That is, the two connecting ends 91 are respectively penetrated and fixed in the two well walls of the inspection well 2, wherein the crossing section pipeline 9 is arranged in the inspection well 2 and connected between the two connecting ends 91, and the two sections of the deep-buried sewage pipeline 1 are respectively arranged on the two connecting ends 91 outside the inspection well 2. The connecting end 91 is a smoothly expanded and thickened pipe structure, which can effectively improve the shear strength of the connecting end 91, and the smoothly expanded structure reduces stress concentration.
[0055] An inner lining steel support 92 is installed in the crossing section pipeline 9, and the inner lining steel support 92 is a structure with an outer circle and an inner square. Figure 4 is a cross-sectional view of the lining steel support, such as Figure 4 As shown, the lining steel support 92 can be a frame structure in which an outer round tube and an inner square tube are fixedly sleeved, or can be an integrated structure with a round outer wall and a square inner wall. The lining steel support 92 can effectively improve the shear strength of the through-section pipeline 9.
[0056] like Figure 2 As shown, a plurality of inclined well wall reinforcement anchor rods 4 are fixedly installed on the outer wall of the inspection well 2, and the plurality of well wall reinforcement anchor rods 4 are divided into at least two groups, and each group of well wall reinforcement anchor rods 4 has at least two well wall reinforcement anchor rods 4 and are radially distributed on the outer wall of the inspection well 2. The well wall reinforcement anchor rod 4 is a hollow structure, and its length is the same as the diameter of the inspection well 2, and it is installed along the radial side of the inspection well 2 at a downward inclination of 45 degrees, and its inner upper end is anchored to the outer wall of the inspection well 2, and its outer lower end is anchored in the soil outside the inspection well 2.
[0057] The wall of the inspection well 2 is cast in sections from top to bottom. Before casting each section, at least one set of inclined wall reinforcement anchor rods 4 is installed at the section, so that the length of the anchor rod end of the wall reinforcement anchor rod 4 protruding from the soil is not greater than the thickness of the wall of the inspection well 2; then the wall reinforcement anchor rod 4 is used to perform grouting reinforcement in the soil where it is buried; finally, the wall of the section is cast and fastened together with the anchor rod end of the wall reinforcement anchor rod 4 protruding from the soil; similarly, the casting of the wall of the inspection well 2 of all sections is realized, so that the wall reinforcement anchor rod 4 is anchored in the soil and cast with the wall of the inspection well 2 to form a whole, thereby enhancing the ability of the inspection well to resist settlement or floating.
[0058] like Figure 2As shown, a bottom plate 3 is provided at the inner bottom of the inspection well 2, and a plurality of inclined bottom plate locking anchor rods 5 are fixedly installed at the outer periphery of the bottom plate 3. The bottom plate locking anchor rod 5 is a hollow structure, and its length is half the depth of the inspection well 2, and it is installed at a 45° downward inclination along the radial side of the inspection well 2, and its inner upper end is anchored to the bottom plate 3, and its outer lower end is anchored in the soil outside the inspection well 2.
[0059] like Figure 2 As shown, a bottom plate reinforcement anchor rod 6 is vertically fixedly installed under the bottom plate 3. The bottom plate reinforcement anchor rod 6 is a hollow structure, whose length is the same as the diameter of the inspection well 2 and is vertically installed under the bottom plate 3. Its upper end is anchored to the bottom plate 3, and its lower end is anchored in the soil below the inspection well 2.
[0060] The bottom plate locking anchor rods 5 and the bottom plate reinforcing anchor rods 6 not only play the role of resisting pull-out and anti-settling, but also reinforce and compact the bottom soil of the inspection well 2, providing a foundation for the concrete pouring of the bottom plate 3 of the inspection well 2.
[0061] like Figure 2 As shown, a grouting drainage pipe 7 is vertically fixedly installed under the bottom plate 3. The lower end of the grouting drainage pipe 7 is buried in the soil below the inspection well 2, and the upper end thereof passes through the center of the bottom plate 3. The outer wall or inner wall of the grouting drainage pipe 7 on the bottom plate 3 is provided with an external thread or an internal thread, and a nut or an inner plug is installed through the thread.
[0062] like Figure 5-8 As shown, the well wall reinforcement anchor rod 4, the bottom plate locking anchor rod 5, the bottom plate reinforcement anchor rod 6 and the grouting drainage pipe 7, all of which have structures including a hollow pipe body 10, a front bullet end assembly 20, a tail steel bar anchor end assembly 30 and a shielding grouting assembly 40.
[0063] Among them, Figure 6 As shown, the front warhead end assembly 20 is composed of a bowl-shaped warhead shell 201 and a grouting hole 202. The bowl-shaped warhead shell 201 is buckled on the front end of the hollow pipe body 10. The grouting hole 202 is provided with a plurality of holes and penetrates the hollow pipe body 10 evenly distributed inside the bowl-shaped warhead shell 201. When the well wall reinforcement anchor rod 4, the bottom plate locking anchor rod 5, the bottom plate reinforcement anchor rod 6 and the grouting drainage pipe 7 are penetrated into the soil for grouting, the setting of the bowl-shaped warhead shell 201 of the front warhead end assembly 20 can facilitate the penetration of the anchor rod or pipe as a whole into the soil. At the same time, during the penetration process, the setting of the bowl-shaped warhead shell 201 also reduces the possibility of the soil entering the hollow pipe body 10 through the grouting hole 202, thereby improving the reliability of the operation of grouting through the hollow pipe body 10 in the later stage.
[0064] Among them, Figure 7As shown, the tail steel bar anchor end assembly 30 is composed of annular rib 1 301, annular rib 2 302, transverse connecting rib 303, and longitudinal connecting rib 304. The annular rib 1 301 and the annular rib 2 302 are parallel to each other and are sleeved on the outside of the tail end of the hollow pipe body 10, and are connected and fixed to the outer wall of the hollow pipe body 10 through more than two evenly distributed transverse connecting ribs 303. More than two longitudinal connecting ribs 304 are provided and evenly connected between the annular rib 1 301 and the annular rib 2 302. After the well wall reinforcement anchor rod 4, the bottom plate locking anchor rod 5, the bottom plate reinforcement anchor rod 6 and the grouting drainage pipe 7 are anchored in the soil, the structure of the tail steel bar anchor end assembly 30 can be better connected with the steel bar frame set in the inspection well 2 or the bottom plate 3, and it is also convenient for the stability of the concrete pouring anchorage of the two.
[0065] Among them, Figure 8 As shown, a plurality of shielding grouting components 40 are provided and are staggered and evenly distributed on the outer wall of the hollow pipe body 10 along the direction of the hollow pipe body 10. The shielding grouting components 40 are composed of an arc-shaped or semi-bowl-shaped shielding shell 401 and a second grouting hole 402. The shielding shell 401 is installed on the outer wall of the hollow pipe body 10 in a low front and high back shape. There is at least one second grouting hole 402 and it is arranged through the hollow pipe body 10 on the inner side of the shielding shell 401. When the well wall reinforcement anchor rod 4, the bottom plate locking anchor rod 5, the bottom plate reinforcement anchor rod 6 and the grouting drainage pipe 7 are penetrated into the soil for grouting, the setting of the shielding shell 401 of the shielding grouting assembly 40 can facilitate the penetration of the anchor rod or the pipe as a whole into the soil. At the same time, during the penetration process, the setting of the shielding shell 401 also reduces the possibility of soil entering the interior of the hollow pipe body 10 through the grouting hole 2 402, thereby improving the reliability of the subsequent grouting operation through the hollow pipe body 10.
[0066] At the same time, when the well wall reinforcement anchor rod 4, the bottom plate locking anchor rod 5, the bottom plate reinforcement anchor rod 6 and the grouting drainage pipe 7 are grouted in the soil, the distributed setting of the grouting hole 1 202 and the grouting hole 2 402 can improve the efficiency of grouting and facilitate the anchoring of the whole with the nearby soil.
[0067] like Figure 2 As shown, the structure of the grouting drainage pipe 7 includes not only a hollow pipe body 10, a front bullet end assembly 20, a tail steel bar anchor end assembly 30 and a shielding grouting assembly 40, but also a tubular closed end, which is connected in series to the rear side of the tail of the hollow pipe body 10, wherein the tail of the hollow pipe body 10 and the tail steel bar anchor end assembly 30 are cast together with the base plate 3, and the tubular closed end leaks out of the base plate 3 and is threadedly installed with a nut or an inner plug.
[0068] like Figure 2As shown, a plurality of evenly distributed annular high-pressure jet grouting piles 8 are vertically arranged in the soil outside the inspection well 2, and the length of the annular high-pressure jet grouting piles 8 is 150% of the depth of the inspection well 2. The annular high-pressure jet grouting piles 8 can further strengthen and compact the soil around the inspection well 2, and prevent the high-pressure jet grouting pile slurry from penetrating into the deep-buried sewage pipe 1 and the inspection well 2.
[0069] like Figure 1 As shown, a reinforcement construction method for a deep buried pipeline inspection well system in a water-rich sand formation is based on the above and Figure 2-8 The deep buried pipeline inspection well system of the structure shown in the figure specifically comprises the following steps:
[0070] S1. Planning and positioning:
[0071] According to the design drawings, locate and mark the planned locations of the deep-buried sewage pipe 1 and the inspection well 2;
[0072] S2. Sectional casting of inspection wells:
[0073] The planned location of the inspection well 2 is constructed in sections from top to bottom, including soil excavation, grouting and concrete pouring of the well wall reinforcement anchor rods 4, until the concrete pouring of the well wall of the inspection well 2 of the last section;
[0074] S3, connection terminal installation:
[0075] Before pouring concrete on the well wall of the inspection well 2 of the last section, the connecting ends 91 are installed at the ends of the deep-buried sewage pipes 1 on both sides of the inspection well 2, and then the well wall of the inspection well 2 of the last section is poured with concrete, and the poured concrete is fixed together with the connecting ends 91;
[0076] S4, installation of bottom plate locking anchor rod:
[0077] At the bottom of the well wall of the inspection well 2, several hollow bottom plate locking foot anchor rods 5 distributed radially are driven in at an angle, so that the end portions of the bottom plate locking foot anchor rods 5 are exposed from the soil, and then grouting reinforcement is performed;
[0078] S5. Installation of bottom plate reinforcement anchor rods:
[0079] At the bottom of the inspection well 2, a number of hollow bottom plate reinforcement anchor rods 6 are vertically driven in, so that the end portions of the bottom plate reinforcement anchor rods 6 are partially exposed from the soil, and then grouting reinforcement is performed;
[0080] S6. Grouting drainage pipe installation:
[0081] A grouting drainage pipe 7 made of a galvanized steel pipe is vertically driven into the center of the bottom of the inspection well 2, so that the end of the grouting drainage pipe 7 leaks out of the top of the preset bottom plate 3 by a certain height, and finally a nut or an inner plug is installed at the end of the grouting drainage pipe 7 through a threaded connection;
[0082] S7, bottom plate pouring:
[0083] At the bottom of the inspection well 2, tie the bottom plate steel bars according to the design and planning requirements, pour concrete, construct the bottom plate 3, and anchor the bottom plate 3 with the bottom plate locking anchor rod 5, the bottom plate reinforcement anchor rod 6 and the grouting drainage pipe 7;
[0084] S8, Pipeline installation through the section:
[0085] After the pouring and curing of the bottom plate 3 is completed, the through-section pipe 9 is installed at the two connecting ends 91 inside the inspection well 2 for connection;
[0086] S9, Jet Grouting Pile Construction:
[0087] A water-tightness test is performed on the deep-buried sewage pipe 1, the cross-section pipe 9 and the inspection well 2. After the test is completed, a number of high-pressure rotary jet piles 8 are evenly spaced around the inspection well 2 from the ground to compact the soil, thereby completing the installation construction of the entire deep-buried pipeline inspection well;
[0088] S10, grouting and drainage construction:
[0089] During the later use of the entire deep-buried pipeline inspection well, according to the soil erosion and groundwater level conditions around the inspection well 2, grouting reinforcement or drainage operations are performed on the soil below the inspection well 2 through the grouting drainage pipe 7 to ensure the stability of the deep-buried pipeline inspection well in the water-rich flowing sand formation, thereby completing the entire deep-buried pipeline inspection well reinforcement construction process in the water-rich flowing sand formation.
[0090] The present invention provides a reinforcement construction method for a deep-buried pipeline inspection well system in a water-rich sand formation. By setting a through-section pipe 9 connected by a connecting end 91 on the deep-buried sewage pipe 1 at the intersection with the inspection well 2, the shear strength of the deep-buried sewage pipe 1 is enhanced. By installing a well wall reinforcement anchor rod 4 on the outer wall of the inspection well 2, and by installing a bottom plate locking anchor rod 5 and a bottom plate reinforcement anchor rod 6 on the bottom plate 3, the ability of the inspection well 2 to resist subsidence or floating can be effectively improved. A grouting drainage pipe 7 is installed on the bottom plate 3 of the inspection well 2. The grouting drainage pipe 7 can be used to grout the surroundings and bottom of the well body for reinforcement or drainage, effectively enhancing the ability of the inspection well 2 to resist subsidence or floating.
[0091] The present invention discloses a reinforcement construction method for a deep-buried pipeline inspection well system in a water-rich and quicksand stratum. The method is simple to operate and convenient to construct. The method can effectively improve the shear strength of the deep-buried sewage pipeline 1 and the ability of the inspection well 2 to resist settling or floating, thereby reducing the risk of damage to the deep-buried sewage pipeline 1 and being safe and reliable.
[0092] The above is an exemplary description of the invention. Obviously, the specific implementation of the present invention is not limited to the above-mentioned method. As long as such non-substantial improvements are made by adopting the method concept and technical solution of the present invention, or the concept and technical solution of the invention are directly applied to other occasions without improvement, they are all within the protection scope of the present invention.
Claims
1. A reinforcement construction method for a deep-buried pipeline inspection well system in a water-rich and flowing sand formation, which is applied to the installation and reinforcement of a deep-buried pipeline inspection well system in a water-rich and flowing sand formation, and is characterized in that: The steps include: S1. Planning and positioning: According to the design drawings, the planned locations of the deep-buried sewage pipe (1) and the inspection well (2) are located and marked; S2. Sectional casting of inspection wells: The planned location of the inspection well (2) is constructed in sections from top to bottom, including soil excavation, grouting and concrete pouring of well wall reinforcement anchor rods (4), until the concrete pouring of the well wall of the last section of the inspection well (2); S3, connection terminal installation: Before pouring concrete on the well wall of the inspection well (2) of the last section, the connecting ends (91) are installed at the ends of the deep-buried sewage pipes (1) on both sides of the inspection well (2), and then the well wall of the inspection well (2) of the last section is poured with concrete, and the poured concrete is fixed together with the connecting ends (91); S4, installation of bottom plate locking anchor rod: At the bottom of the well wall of the inspection well (2), a plurality of hollow bottom plate locking anchor rods (5) distributed radially are driven in an inclined manner, so that the end portions of the bottom plate locking anchor rods (5) are exposed from the soil, and then grouting reinforcement is performed; S5. Installation of bottom plate reinforcement anchor rods: A plurality of hollow bottom plate reinforcement anchor rods (6) are vertically driven into the bottom of the inspection well (2), so that the end portions of the bottom plate reinforcement anchor rods (6) are exposed out of the soil, and then grouting reinforcement is performed; S6. Grouting drainage pipe installation: A grouting drainage pipe (7) made of a galvanized steel pipe is vertically driven into the center of the bottom of the inspection well (2), so that the end of the grouting drainage pipe (7) leaks out of the top of the preset bottom plate (3) by a certain height, and finally a nut or an inner plug is installed at the end of the grouting drainage pipe (7) through a threaded connection; S7, bottom plate pouring: At the bottom of the inspection well (2), the bottom plate steel bars are tied according to the design and planning requirements, and concrete is poured to construct the bottom plate (3), and the bottom plate (3) is anchored together with the bottom plate locking anchor rod (5), the bottom plate reinforcement anchor rod (6) and the grouting drainage pipe (7); S8, Pipeline installation through the section: After the pouring and curing of the bottom plate (3) is completed, a through-section pipe (9) is installed at the two connecting ends (91) inside the inspection well (2) for connection; S9, Jet Grouting Pile Construction: A water-tightness test is performed on the deep-buried sewage pipe (1), the cross-section pipe (9) and the inspection well (2). After the test is completed, a number of high-pressure rotary jet piles (8) are evenly spaced around the inspection well (2) from the ground to compact the soil, thereby completing the installation construction of the entire deep-buried pipeline inspection well; S10, grouting and drainage construction: During the later use of the entire deep-buried pipeline inspection well, according to the soil erosion and groundwater level around the inspection well (2), grouting reinforcement or drainage operations are performed on the soil below the inspection well (2) through the grouting drainage pipe (7) to ensure the stability of the deep-buried pipeline inspection well in the water-rich flowing sand formation, thereby completing the entire deep-buried pipeline inspection well reinforcement construction process in the water-rich flowing sand formation.
2. The reinforcement construction method of a deep buried pipeline inspection well system in a water-rich quicksand stratum according to claim 1 is characterized in that: In step S2, a plurality of the shaft wall reinforcement anchor rods (4) are provided and divided into at least two groups, and each group of shaft wall reinforcement anchor rods (4) has at least two anchor rods (4) which are radially distributed on the outer wall of the inspection shaft (2).
3. A reinforcement construction method for a deep-buried pipeline inspection well system in a water-rich quicksand stratum according to claim 1 or 2, characterized in that: In step S2, the well wall reinforcement anchor rod (4) is a hollow structure, the length of which is the same as the diameter of the inspection well (2), and is installed at a 45° downward inclination along the radial side of the inspection well (2), the inner upper end of which is anchored to the outer wall of the inspection well (2), and the outer lower end of which is anchored in the soil outside the inspection well (2).
4. The reinforcement construction method of a deep buried pipeline inspection well system in a water-rich quicksand stratum according to claim 1 is characterized in that: In step S3, the pipe diameter of the crossing pipe (9) is greater than the pipe diameter of the deep-buried sewage pipe (1), and the connecting end (91) is a transition connection structure with one end expanding outward and the other end contracting, wherein the expanding end is connected to one end of the crossing pipe (9) and the contracting end is connected to one end of the deep-buried sewage pipe (1).
5. The reinforcement construction method for a deep buried pipeline inspection well system in a water-rich quicksand stratum according to claim 1 is characterized in that: In step S4, the bottom plate locking anchor rod (5) is a hollow structure, whose length is half the depth of the inspection well (2), and is installed along the radial side of the inspection well (2) at a 45° downward inclination, with its inner upper end anchored to the bottom plate (3) of the inspection well (2), and its outer lower end anchored in the soil outside the inspection well (2).
6. The reinforcement construction method for a deep buried pipeline inspection well system in a water-rich quicksand stratum according to claim 1 is characterized in that: In step S5, the bottom plate reinforcement anchor rod (6) is a hollow structure, the length of which is the same as the diameter of the inspection well (2) and is vertically installed under the bottom plate (3), the upper end of which is anchored to the bottom plate (3) and the lower end of which is anchored in the soil below the inspection well (2).
7. The reinforcement construction method for a deep buried pipeline inspection well system in a water-rich quicksand stratum according to claim 1 is characterized in that: In step S6, the lower end of the grouting drainage pipe (7) is buried in the soil below the inspection well (2), and the upper end thereof passes through the center of the base plate (3). The outer wall or inner wall of the grouting drainage pipe (7) located on the base plate (3) is provided with an external thread or an internal thread and a nut or an inner plug is installed through the thread.
8. The reinforcement construction method for a deep buried pipeline inspection well system in a water-rich quicksand stratum according to claim 1 is characterized in that: In step S8, a lining steel support (92) is installed in the crossing pipe (9), and the lining steel support (92) is a structure with a circular outer surface and a square inner surface.
9. The reinforcement construction method for a deep buried pipeline inspection well system in a water-rich quicksand stratum according to claim 1 is characterized in that: In step S1, the shaft wall reinforcement anchor rod (4), the bottom plate locking anchor rod (5), the bottom plate reinforcement anchor rod (6) and the grouting drainage pipe (7) all have structures including a hollow pipe body (10), a front bullet end assembly (20), a tail steel bar anchor end assembly (30) and a shielding grouting assembly (40); The front warhead end assembly (20) is composed of a bowl-shaped warhead shell (201) and a grouting hole one (202); the bowl-shaped warhead shell (201) is buckled on the front end of the hollow pipe body (10); a plurality of grouting holes one (202) are provided and penetrate the hollow pipe body (10) evenly distributed on the inner side of the bowl-shaped warhead shell (201); The tail steel bar anchor end assembly (30) is composed of annular rib one (301), annular rib two (302), transverse connecting ribs (303), and longitudinal connecting ribs (304); the annular rib one (301) and annular rib two (302) are parallel to each other and are sleeved on the outer side of the tail end of the hollow pipe body (10), and are both connected and fixed to the outer wall of the hollow pipe body (10) through more than two evenly distributed transverse connecting ribs (303); more than two longitudinal connecting ribs (304) are provided and are evenly distributed and connected between the annular rib one (301) and the annular rib two (302); The shielding grouting components (40) are provided with a plurality of them and are staggered and evenly distributed on the outer wall of the hollow pipe body (10) along the direction of the hollow pipe body (10). The shielding grouting components (40) are composed of an arc-shaped or semi-bowl-shaped shielding shell (401) and a second grouting hole (402). The shielding shell (401) is installed on the outer wall of the hollow pipe body (10) in a shape of low front and high rear. The second grouting hole (402) is provided with at least one and is arranged on the hollow pipe body (10) on the inner side of the shielding shell (401).
10. The reinforcement construction method of a deep buried pipeline inspection well system in a water-rich quicksand stratum according to claim 9 is characterized in that: The grouting drainage pipe (7) also includes a tubular closed end, which is connected in series to the rear side of the tail of the hollow pipe body (10), wherein the tail of the hollow pipe body (10) and the tail steel bar anchor end assembly (30) are cast together with the bottom plate (3), and the tubular closed end leaks out of the bottom plate (3) and is threadedly installed with a nut or an inner plug.