Ballast deviation rectifying construction device for rectangular pipe gallery in soft soil stratum and design method of ballasting deviation rectifying construction device

Abstract

The invention discloses a ballasting deviation rectifying construction device for a rectangular pipe gallery in a soft soil stratum and a design method of the ballasting deviation rectifying construction device. The construction device comprises a ballasting device, a lifting device, a horizontal hole digging device and a sediment discharging device. The ballasting device lowers the high position of the pipe gallery through a counterweight measure, the lifting device limits the low position of a pipe joint, the horizontal hole digging device digs soil bodies on the inclined high position and the low side of the pipe gallery, and the silt discharging device transfers and discharges the soil bodies, squeezed into the pipe gallery, on the inclined high position and the low side of the pipe gallery in the ballasting process. The design method comprises correction work of the inclined pipe gallery, ground work arrangement and design checking calculation of a horizontal directional drilling scheme, and has the advantages that the excavation volume is reduced, the construction period is shortened, the water leakage risk is avoided, the construction effect can be ensured to reach an expected target through comprehensive evaluation and careful arrangement of construction devices, and the construction efficiency is improved through a horizontal directional drilling machine. And accurate drilling operation can be carried out according to actual construction requirements.

Description

Technical Field

[0001] This invention relates to the field of underground utility tunnel construction, specifically to a weighted and corrective construction device and its design method for rectangular utility tunnels in soft soil strata. Background Technology

[0002] As a vital "lifeline" project underground in cities, the stability of rectangular utility tunnels is closely linked to the safe operation of municipal pipelines. However, in reality, due to the combined effects of many factors, such as poor geological conditions of soft soil foundations, errors during construction, and dynamic changes in external loads (e.g., excavation work in the surrounding area, fluctuations in groundwater levels), rectangular utility tunnels are prone to uneven settlement or tilting.

[0003] Uneven settlement or tilting can cause a series of serious problems, such as cracks in the roof slab and misalignment of pipeline joints. More seriously, the resulting deflected pipe sections can reach tens of meters or even hundreds of meters in length, posing a significant threat to the normal function of urban underground pipelines.

[0004] Traditional deviation correction techniques largely rely on large-scale excavation and jacking operations based on manual experience. These methods have revealed numerous drawbacks in practical applications, such as difficulty in ensuring control precision, long construction cycles, potential risks of secondary damage, and limited monitoring methods that fail to comprehensively and accurately grasp the deformation of the utility tunnel.

[0005] With the rapid development of technology, some advanced technologies have emerged, such as the automatic correction device for pipe gallery settlement deformation based on structural intelligent sensing. This device utilizes miniature U-tube pressure sensors to achieve real-time settlement monitoring at multiple locations within the pipe gallery. Simultaneously, combined with an electric servo lifting device, it can achieve automated and precise correction, and possesses a solar-powered self-sufficient power supply, thus improving the efficiency and intelligence level of correction to a certain extent. However, this technology is not without its limitations. During long-term underground operation, the stability and accuracy of the sensors are susceptible to corrosion from the underground environment; the load-bearing capacity of the correction device has certain limitations; and the initial cost is relatively high. Furthermore, the system's high dependence on data transmission and power supply may trigger response risks under extreme operating conditions, affecting the normal operation of the correction work.

[0006] In view of the above, in order to effectively solve the key problem of settlement and deformation control of rectangular pipe gallery in soft soil strata, which is both economical and efficient, a rectangular pipe gallery counterweight correction construction device and its design method suitable for soft soil strata are proposed. Summary of the Invention

[0007] In order to effectively solve the key problem of controlling settlement and deformation of rectangular pipe corridors in soft soil strata in an economical and efficient manner, this invention provides a rectangular pipe corridor counterweight and correction construction device and its design method suitable for soft soil strata.

[0008] To solve the above problems, the technical solution of the present invention is as follows: a construction device for ballasting and correcting the deviation of a rectangular pipe gallery in soft soil strata, characterized in that it includes a fine-rolled threaded steel bar, a steel sleeve, a steel pipe column, and a deviated pipe gallery. The steel pipe pile is inserted into the top of the high side of the deviated pipe gallery. The steel pipe pile is exposed on the ground and a crushed stone cushion layer is laid. The crushed stone cushion layer is covered with two roadbed plates. Iron counterweights are stacked on one roadbed plate in sequence according to the stress requirements. An I-beam is erected on the upper end of the other roadbed plate. The fine-rolled threaded steel bar is inserted into the inside of the steel sleeve. The upper end of the fine-rolled threaded steel bar passes through the I-beam, and the lower end of the fine-rolled threaded steel bar passes through the I-beam. The I-beam is located at the top of the inside of the deviated pipe gallery. The fine-rolled threaded steel bar and the steel sleeve both pass through the crushed stone layer, the roadbed plate, the I-beam, the deviated pipe gallery, and the I-beam.

[0009] As a preferred embodiment, steel pads are provided at the upper end of I-beam 1 and the lower end of I-beam 2. A high-strength nut is provided at one end of the steel pad, and the two ends of the precision rolled threaded steel pass through the steel pads and are threadedly connected to the high-strength nut.

[0010] Preferably, a horizontal drilling device is also included, which includes a horizontal directional drilling machine, a standard section drill rod, a positioning drill bit, and a reaming drill bit. The horizontal directional drilling machine uses the standard section drill rod to insert the positioning drill bit from the ground and drill along a predetermined route. After completing the predetermined route, the drill bit exits from the other end. The positioning drill bit is then replaced with a reaming drill bit, and the drill bit is pulled back.

[0011] Preferably, a sediment discharge device is also included, which includes a sediment collection box and a sediment conveying pipe. The sediment collection box is placed on one side of the inclined pipe gallery at a higher position. Multiple pipe gallery pressure relief holes are opened inside the inclined pipe gallery. The sediment conveying pipe connects the pipe gallery pressure relief holes and the sediment collection box.

[0012] Furthermore, when operating on multiple pipe sections, considering the limiting effect of the pipe sections on both sides, the overall lifting force needs to be multiplied by a factor of 1.4.

[0013] Furthermore, each pipe section uses two precision-rolled threaded steel bars to provide the lifting force.

[0014] Furthermore, during the pipe section construction, to prevent localized damage to the tensioning holes, I-beams must be used as pads. The minimum area of ​​the I-beam pads must be 1.5 times the calculated value.

[0015] This invention also discloses a design method for a counterweight and correction construction device for rectangular pipe gallery in soft soil strata. Within the inclined pipe gallery, holes are drilled in the top slab on the lower side of the inclined pipe gallery, with a hole diameter of [missing information]. Drill a hole vertically upwards from the top plate. Stop drilling when the hole is 1-3 cm thick from the outer wall of the top plate. Use a jack to push the hollow steel pipe with an umbrella-shaped cap vertically upwards from the hole through the outer wall of the top plate. Lengthen the pipe by welding until it penetrates the ground and is 30 cm above the ground level. The steel sleeve inside the pipe is flush with the pipe wall. The outer diameter of the hollow steel pipe is λ and the inner diameter is λ'. On the ground, remove the umbrella-shaped cap from the steel pipe. Use a crane to pass a D1 diameter precision rolled threaded steel bar through the steel pipe until it passes through the pipe section. The pipe section is anchored inside by a type X I-beam, steel pad, and high-strength nut. During ground work: drive steel pipe piles with a diameter of N vertically above the top of the high side of the pipe section, with a spacing of d1 between the pipe piles. The pile heads of the steel pipe piles protrude 50 mm above the ground. Lay a 150 mm crushed stone cushion layer on the ground. Lay a roadbed plate on the crushed stone cushion layer. Install a Y-type I-beam on the roadbed plate. Pass the precision-rolled threaded steel bars through the I-beams and steel plates in sequence, and anchor the precision-rolled threaded steel bars with two high-strength nuts. The horizontal directional drilling machine uses a standard drill rod to insert a positioning drill bit from the ground and drill along a predetermined route. After completing the predetermined route, the drill bit exits from the other end. The positioning drill bit is then replaced with a reaming drill bit with a diameter of D2, and the drill bit is pulled back. The spacing between the holes formed along each predetermined route is D3.

[0016] During the ballast process, the pressure relief holes at the bottom and sides of the inclined pipe gallery are opened and connected to the sludge collection box via a sludge conveying pipe. This ensures that the sludge generated during the ballast process can be stored smoothly in the sludge collection box. The sludge collection box is placed on the higher side of the inclined pipe gallery to reduce the passive earth pressure around the pipe gallery while increasing the weight of the pipe gallery itself, which is beneficial for the ballast correction of the inclined pipe gallery. At the same time, the sludge collection box can be a box type that is easy to disassemble and transport. In addition to conveying the sludge to the collection box, the sludge conveying pipe also needs to be laid with a long pipe that can connect all pipe sections. When the sludge in the collection box reaches a certain amount and during subsequent disassembly, a vacuum pump is used to convey the sludge in the sludge collection box to the ground through the conveying pipe.

[0017] As a preferred option, this also includes the correction of the skewed pipe gallery, the ground work layout, and the design verification of the horizontal directional drilling scheme.

[0018] As a preferred embodiment, let the magnitude of the upward force on the inclined pipe gallery be... The formula for determining the value is: ,in The passive earth pressure on the top slab of the inclined pipe gallery. The vertical component of the passive earth pressure on the side plate. For the frictional resistance of the pipe gallery sidewall, For the gravity of the utility tunnel, The buoyancy force on a single skewed pipe gallery is N, and the diameter of the steel pipe pile driven vertically above the top of the high side of the skewed pipe gallery is not limited. The diameter D1 of the precision-rolled threaded steel bar is determined based on the lifting force of the inclined pipe gallery; Compression height ,in The minor axis of the elliptical hole after compression is formed. ,Right now , The radius of the horizontally excavated hole. Let be the soil friction angle, where the compression height is denoted by . The main compression part, To determine the soil compression height, during calculation, to ensure that the compression height is met, we can... Considered To calculate the diameter of the horizontal cut hole; The diameter of the borehole of the horizontal boring device is The formula for determining the value is: , This refers to the horizontal deflection angle of the skewed utility tunnel; Horizontal cut-out spacing is The formula for determining the value is: ,in The major axis of the elliptical hole after compression is defined. ; The skewed utility tunnel (11) requires a downward pressure height of , ,in The width of the skewed pipe gallery section. The required compression amount is determined by the horizontal inclination angle of the skewed utility tunnel. It needs to be greater than ; The I-beams within the skewed pipe gallery are not affected by bending moment, but only by vertical stress. This stress is determined by selecting the I-beams based on allowable compressive stress. The formula for determining the required cross-sectional area A of the I-beam is as follows: ,in The tension value in the tensioning system. To allowable compressive stress; In a counterweight system, the I-beam is affected by bending moment. The section modulus is selected based on its value. The formula for determining the value of is: Where M is the maximum bending moment at mid-span of the simply supported beam; During the ballast process of the inclined pipe gallery, to avoid local damage to the tensioning holes, I-beams need to be installed as pads. The minimum area of ​​the I-beam pads is... The formula for determining the value of is: ,in This refers to the design value of the tensile strength of concrete that needs to be used in actual engineering projects.

[0019] The advantages of this invention compared to existing technologies are: The rectangular pipe gallery counterweight correction construction device and its design method for soft soil strata proposed in this invention have significant advantages. Traditional methods often require a large amount of excavation work, while this invention effectively shortens the construction period by reducing the amount of excavation. At the same time, compared with solutions relying on intelligent sensing technology, this invention performs better in cost control and construction efficiency, achieving the goal of economic efficiency.

[0020] In this invention, a meticulously designed drilling operation was implemented for the inclined pipe gallery. Specifically, a drilling method perpendicular to the top slab and upwards was adopted. Drilling was stopped immediately when the pipe reached a thickness of only 1-3 cm from the outer wall of the top slab. Subsequently, a jack was used to vertically push a hollow steel pipe with an umbrella-shaped cap out of the hole until it broke through the outer wall of the top slab. This innovative design effectively avoids the risk of water leakage and ensures the safety and reliability of construction.

[0021] The proposed construction device and design method for balancing and correcting rectangular pipe gallery tracks in soft soil layers fully consider various verification requirements during construction. Through comprehensive evaluation and careful layout of the construction device, this method can ensure that the construction effect achieves the expected goal, providing a scientific and reliable solution for balancing and correcting rectangular pipe gallery tracks in soft soil layers.

[0022] The newly introduced horizontal directional drilling machine boasts high flexibility and adaptability, enabling precise drilling operations tailored to specific construction needs. The adoption of this innovative equipment significantly improves the efficiency of the entire construction system, providing strong support for the successful implementation of the rectangular pipe gallery weighting and correction project in soft soil strata. Attached Figure Description

[0023] Figure 1 This is a cross-sectional schematic diagram of the entire invention; Figure 2 This is a three-dimensional schematic diagram of the entire invention; Figure 3 For the three-dimensional partial details of this invention Figure 1 ; Figure 4 For the three-dimensional partial details of this invention Figure 2 ; Figure 5 This is a schematic diagram of the umbrella-shaped cap steel pipe in this invention.

[0024] As shown in the figure: 1. Precision rolled threaded steel bar; 2. High-strength nut; 3. Steel pad; 4. I-beam one; 5. Iron counterweight; 6. Roadbed plate; 7. Crushed stone cushion layer; 8. Steel sleeve; 9. Steel pipe pile; 10. Horizontal perforation; 11. Inclined pipe gallery (A, B, C, D, E, F, G, H are pressure relief valves for the pipe gallery); 12. Sediment collection box; 13. Sediment conveying pipe; 14. I-beam two. Detailed Implementation

[0025] The specific embodiments of the present invention will be further described below with reference to the accompanying drawings. Identical components are indicated by the same reference numerals.

[0026] It should be noted that the terms “front,” “back,” “left,” “right,” “up,” and “down” used in the following description refer to the directions shown in the attached diagram, while the terms “inside” and “outside” refer to the directions toward or away from the geometric center of a specific component, respectively.

[0027] To make the content of this invention easier to understand, the technical solutions in the embodiments of this invention will be clearly and completely described below with reference to the accompanying drawings.

[0028] like Figures 1 to 5 As shown, a device for ballasting and correcting the deviation of a rectangular pipe gallery in soft soil includes a precision-rolled threaded steel bar 1, a steel sleeve 8, a steel pipe column 9, and a deviated pipe gallery 11. The steel pipe column 9 is inserted into the top of the high side of the deviated pipe gallery 11. The steel pipe column 9 is exposed on the ground and a crushed stone cushion layer 7 is laid. The crushed stone cushion layer 7 is covered with two roadbed plates 6. Iron counterweights 5 are stacked on one roadbed plate 6 according to the stress requirements. An I-beam 4 is erected on the upper end of the other roadbed plate 6. The precision-rolled threaded steel bar 1 is inserted into the steel sleeve 8. The upper end of the precision-rolled threaded steel bar 1 passes through the I-beam 4. The lower end of the precision-rolled threaded steel bar 1 passes through the second I-beam 14. The second I-beam 14 is located at the top of the interior of the deviated pipe gallery 11. The precision-rolled threaded steel bar 1 and the steel sleeve 8 both pass through the crushed stone layer 7, the roadbed plate 6, the first I-beam 4, the deviated pipe gallery 11, and the second I-beam 14. Steel pads 3 are provided at the upper end of I-beam 14 and the lower end of I-beam 214. A high-strength nut 2 is provided at one end of the steel pad 3. The two ends of the precision rolled threaded steel bar 1 pass through the steel pad 3 and are threadedly connected to the high-strength nut 2.

[0029] It should be noted that the lifting device consists of 1 fine-rolled threaded steel bar, 2 high-strength nut, 3 steel washer, 4 I-beam, 6 one of the roadbed plates, 7 crushed stone pad, 8 steel sleeve, and 14 I-beams. The lifting device limits the lower part of the pipe section.

[0030] It should be noted that the iron counterweight 5, another roadbed plate 6, the crushed stone cushion layer 7, and the steel pipe pile 9 constitute a counterweight device, which lowers the height of the pipe gallery through counterweight measures.

[0031] The horizontal drilling device includes a horizontal directional drilling machine, a standard drill rod section, a positioning drill bit, and a reaming drill bit. The horizontal directional drilling machine uses the standard drill rod section to insert the positioning drill bit from the ground and drill along a predetermined route. After completing the predetermined route, the drill bit exits from the other end. The positioning drill bit is then replaced with a reaming drill bit, and the hole is pulled back.

[0032] The sediment discharge device includes a sediment collection box 12 and a sediment conveying pipe 13. The sediment collection box 12 is placed on one side of the inclined pipe gallery 11 at a high position, and the sediment conveying pipe 13 connects the pressure relief hole of the inclined pipe gallery 11 to the sediment collection box 12.

[0033] Based on the above-mentioned construction device for balancing and correcting rectangular pipe gallery in soft soil strata, the present invention provides a design method for a construction device for balancing and correcting rectangular pipe gallery in soft soil strata, comprising the following steps: (1) Drill holes in the top plate of the lower side of the inclined pipe gallery 11, with a hole diameter of [missing information]. Drill a hole vertically upwards from the top plate, stopping when the hole is 1-3 cm thick from the outer wall of the top plate. Use a jack to lower the hollow steel pipe (outer diameter: [missing information]) with the umbrella-shaped cap. Inner diameter is The pipe is pushed vertically upwards from the top plate inside the hole, breaking through the outer wall and being extended by welding until it penetrates the ground, 30 cm above the ground level, with the steel sleeve inside the pipe flush with the pipe wall. On the ground, the umbrella-shaped cap of the steel pipe is removed, and a D1 diameter precision-rolled threaded steel bar is passed through the steel pipe with the help of a crane until it passes through the pipe section. The pipe section is anchored inside by a type X I-beam, a steel pad, and a high-strength nut.

[0034] (2) Ground work: Steel pipe piles with a diameter of N are driven vertically above the top of the high side of the pipe section, with a spacing of d1 between the pipe piles. The pile heads protrude 50 mm above the ground. A 150 mm crushed stone cushion layer is laid on the ground, and a roadbed is laid on the crushed stone cushion layer. A Y-type I-beam is erected on the roadbed. The precision-rolled threaded steel is passed through the I-beam and the steel plate in sequence, and is anchored by two high-strength nuts.

[0035] (3) The horizontal directional drilling machine inserts the positioning drill bit from the ground through the standard section drill rod and drills along the predetermined route. After completing the predetermined route, the drill bit exits from the other end. The positioning drill bit is then replaced with a reaming drill bit with a diameter of D2, and then pulled back. The spacing between the cavities formed by each predetermined route is D3.

[0036] (4) The sediment discharge device includes a sediment collection box 12 and a sediment conveying pipe 13. During the ballast process, the pressure relief hole B at the bottom of the pipe gallery and the pressure relief hole D on the side are opened and connected to the sediment collection box 12 by the sediment conveying pipe 13. This ensures that the sediment generated during the ballast process can be stored smoothly in the sediment collection box 12. The sediment collection box 12 is placed on the side of the inclined pipe gallery 11 at a higher position, which reduces the passive earth pressure around the pipe gallery while increasing the weight of the pipe gallery itself, which is conducive to the ballast correction of the pipe gallery. At the same time, the sediment collection box 12 can be a box type that is easy to disassemble and transport. In addition to conveying the sediment to the collection box 12, the sediment conveying pipe 13 also needs to be laid with a long pipe that can connect all pipe sections. When the sediment in the collection box 12 reaches a certain amount and during subsequent disassembly, a vacuum pump is used to convey the sediment in the sediment collection box 12 to the ground through the conveying pipe 13.

[0037] (5) When performing the correction work for the skewed pipe gallery 11, the ground work layout, and the design verification of the horizontal directional drilling scheme, the following should be included: The magnitude of the force required to lift the pipe section is Its value is determined by the following formula: ,in The passive earth pressure on the top plate of the pipe section. The vertical component of the passive earth pressure on the side plate. The frictional resistance of the pipe section sidewall, For the weight of the pipe section, The buoyancy force on a single pipe section.

[0038] The diameter of the steel pipe pile driven vertically above the top of the high side of the pipe section is N, and N is not limited.

[0039] The diameter D1 of the precision rolled threaded steel bar is determined based on the lifting force of the pipe section.

[0040] Compression height ,in The minor axis of the elliptical hole after compression is formed. ,Right now , The radius of the horizontally excavated hole. is the soil friction angle. Where the compression height is... The main compression part, To determine the soil compression height, during calculation, to ensure that the compression height is met, we can... Considered To calculate the diameter of the horizontal cut hole.

[0041] The diameter of the borehole of the horizontal boring device is Its value is determined by the formula: , This is the horizontal deflection angle of the pipe section.

[0042] Horizontal cut-out spacing is Its value is determined by the formula: ,in The major axis of the elliptical hole after compression is defined. .

[0043] The required downward pressure height for the pipe section is , ,in The width of the pipe section cross-section. This is the horizontal inclination angle of the pipe section. Therefore, the required compression amount... It needs to be greater than .

[0044] The I-beams inside the pipe section are not affected by bending moment, but only by vertical stress, i.e., their selection is based on allowable compressive stress. The formula for determining the required cross-sectional area A of the I-beam is: ,in The tension value in the tensioning system. This is the allowable compressive stress.

[0045] In a counterweight system, the I-beam is affected by bending moment, and its section modulus is selected accordingly. The section modulus is... The formula for determining the value of is: , where M is the maximum bending moment at mid-span of the simply supported beam.

[0046] During the pipe section ballasting process, to prevent localized damage to the tensioning holes, I-beams must be used as pads. The minimum area of ​​the I-beam pads is... The formula for determining the value of is: ,in This refers to the design value of the tensile strength of concrete required in actual engineering projects. According to the formula for local bearing capacity in the "Code for Design of Concrete Structures" (GB50010-2010), 1.35 is explicitly used as a comprehensive safety factor. For this project involving outsourced special construction, a safety factor of 1.5 is used under these conditions to address high-risk operations.

[0047] All electrical components mentioned in this article are connected to an external main controller and 220V AC mains power. The main controller can be a conventional known device such as a computer for control. The detailed description of known functions and components is omitted in the specific implementation of this disclosure. To ensure the compatibility of the device, the operating methods used are consistent with the parameters of commercially available instruments.

[0048] The present invention and its embodiments have been described above. This description is not restrictive, and the accompanying drawings are only one embodiment of the present invention; the actual structure is not limited thereto. In conclusion, if those skilled in the art are inspired by this description and design similar structures and embodiments without departing from the spirit of the invention, such designs should fall within the protection scope of the present invention.

Claims

1. A construction device for rectifying deviation of a rectangular pipe gallery in soft soil layer by pressing weight, characterized in that, It includes finished rolling thread steel (1), steel sleeve (8), steel pipe column (9) and deflection pipe gallery (11), the steel pipe pile (9) is inserted in the high side top of deflection pipe gallery (11), the steel pipe pile (9) exposes ground paving gravel cushion (7), the gravel cushion (7) is covered with two roadbed plates (6), one of the roadbed plates (6) is stacked with iron counterweight (5) in turn according to stress requirement, the other roadbed plate (6) is erected with I-beam (4) on the upper end, the finished rolling thread steel (1) is inserted into the steel sleeve (8), the finished rolling thread steel (1) is penetrated through I-beam (4) on the upper end, the finished rolling thread steel (1) is penetrated through I-beam (14) on the lower end, the I-beam (14) is located in the inside top of deflection pipe gallery (11), the finished rolling thread steel (1) and steel sleeve (8) are penetrated through gravel layer (7), roadbed plate (6), I-beam (4), deflection pipe gallery (11) and I-beam (14).

2. The construction device for the heavy pressure deviation rectification of the rectangular pipe gallery in the soft soil layer according to claim 1, characterized in that: The upper end of I-beam (4) and the lower end of I-beam (14) are provided with steel backing plate (3), one end of steel backing plate (3) is provided with high-strength nut (2), the two ends of finished rolling thread steel (1) are penetrated through steel backing plate (3) and are connected with high-strength nut (2) in thread.

3. The construction device for the heavy pressure deviation rectification of the rectangular pipe gallery in the soft soil layer according to claim 1, characterized in that: It also includes horizontal hole digging device, the horizontal hole digging device includes horizontal directional drilling machine, standard joint drill rod, positioning drill bit, reaming drill bit, the horizontal directional drilling machine inserts positioning drill bit from ground to drill to the designated line through standard joint drill rod, completes the designated line from the other end, the positioning drill bit is replaced with reaming drill bit, and then back pulling is carried out.

4. The construction device for the heavy pressure deviation rectification of the rectangular pipe gallery in the soft soil layer according to claim 1, characterized in that: It also includes silt discharge device, the silt discharge device includes silt collecting box (12) and silt conveying pipe (13), the silt collecting box (12) is placed on one side of the high side of deflection pipe gallery (11), a plurality of pipe gallery pressure relief holes are formed in the inside of deflection pipe gallery (11), the silt conveying pipe (13) is connected with pipe gallery pressure relief hole and silt collecting box (12).

5. The design method for the construction device for the heavy pressure deviation rectification of the rectangular pipe gallery in the soft soil layer according to claims 1-4, characterized in that, In the deflection pipe gallery (11), the low side roof of the deflection pipe gallery (11) is drilled with a hole diameter of , and the vertical roof is drilled upward. When the drilling is stopped at a distance of 1-3 cm thickness from the outer wall of the roof, the hollow steel pipe with an umbrella-shaped head is vertically lifted from the hole and the outer wall of the roof by cooperating with the jack tool, and is extended by welding until it penetrates the ground, with the steel sleeve in the pipe flush with the pipe wall, the outer diameter of the hollow steel pipe is λ, and the inner diameter is λ'. On the ground, the umbrella-shaped head of the steel pipe is removed, and the diameter D1 of the finished rolled threaded steel is passed through the steel pipe by means of the crane until it passes through the pipe joint, and the pipe joint is anchored by the type X I-beam, steel pad and high-strength nut. When ground work: the steel pipe pile with pipe diameter N is applied on the vertical upper side of pipe joint high side top, the pipe pile interval is d1, the pipe pile head is exposed 50 mm from the ground, 150 mm gravel cushion is laid on the ground, roadbed plate is laid on the gravel cushion, I-beam of Y type is erected on the roadbed plate, the finished rolling thread steel is penetrated through I-beam and steel plate in turn, and the finished rolling thread steel is anchored through two high-strength nuts; A horizontal directional drilling machine drills a pilot hole from the surface through a standard jointed drill string to a predetermined path, completes the predetermined path from the other end, changes the pilot bit to a reamer bit of diameter D2, and then pulls back, with each predetermined path forming a cavity with a spacing of D between cavities. 3； In the process of pressure, the bottom and side pressure relief holes of deflection pipe gallery (11) are opened and connected with silt collecting box by silt conveying pipe, to ensure that the silt generated in the process of pressure can be stored in silt collecting box smoothly, the silt collecting box is placed on one side of the high side of deflection pipe gallery (11), to reduce the passive earth pressure around the pipe gallery and increase the gravity of the pipe gallery itself, which is beneficial to the pressure and deviation correction of deflection pipe gallery (11), at the same time, the silt collecting box can use box type which is convenient to disassemble and transport, the silt conveying pipe needs to be laid a long pipe which can connect all pipe joints, when the silt in the silt collecting box is collected to a certain amount and in the subsequent disassembly, the silt in the silt collecting box is conveyed to the ground by vacuum pump through the conveying pipe.

6. The design method for the construction device for the heavy compression deviation rectification of the rectangular pipe gallery in the soft soil layer according to claim 5, characterized in that, It also includes the correction work of the deflection pipe gallery, the ground work arrangement and the horizontal directional drilling scheme design calculation.

7. The design method of claim 5, wherein the diameter D1 of the finished rolled threaded steel is determined according to the lifting force of the deflection pipe gallery (11). The lifting force of the inclined pipe gallery (11) is , and the value formula is: , wherein is the passive earth pressure on the top plate of the inclined pipe gallery (11), is the vertical component of the passive earth pressure on the side plate, is the friction of the side wall of the pipe gallery, is the gravity of the pipe gallery, is the buoyancy of a single inclined pipe gallery (11), and the diameter of the steel pipe pile vertically upwardly arranged at the top of the high side of the inclined pipe gallery (11) is N, which is not limited. ​ compression height wherein is the short axis of the elliptical hole after the hole is excavated and compressed, i.e. , is the hole radius of the horizontal hole, is the friction angle of the soil, wherein the compression height is calculated by is the main compression part, is the compression height of the soil, and when calculating, to ensure that the compression height is met, the can be considered as to calculate the horizontal hole diameter; The horizontal hole digging device has a hole diameter of , and a value formula is , is a horizontal deflection angle of the deflection pipe gallery (11). The horizontal hole interval is , and the value formula is , wherein is the long axis of the elliptical hole after the hole is compressed, ; The deflection pipe gallery (11) needs to be pressed down by a height of , wherein is the cross-sectional width of the deflection pipe gallery (11), is the horizontal deflection angle of the deflection pipe gallery (11), and thus the amount of compression needed is greater than ; The I-beams in the inclined pipe gallery (11) are not affected by bending moments, but only by vertical stresses, i.e. are selected by allowable compressive stress, wherein the value formula of the required cross-sectional area A of the I-beams is: wherein is the tension value in the tensioning system, is the allowable compressive stress; The I-beam in the weight system is affected by the bending moment, and the section modulus is selected, wherein the value formula of the section modulus is as follows: , wherein M is the maximum bending moment in the middle of the simply supported beam. In the process of the deflection pipe gallery (11) pressure, to avoid local damage to the tension hole, need to set I-beam, I-beam block minimum area The value formula is: Wherein The tensile strength design value of concrete used in actual engineering.

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