Post-operation method of pipe jacking receiving well

Abstract

The invention relates to a post-construction method of a pipe-jacking receiving well, which comprises the following steps: step S101, pipe-jacking construction: performing pipe-jacking construction to a design position of the receiving well; s103, grouting reinforcement and pile foundation construction are conducted, specifically, a first pipe joint fixedly installed at the rear end of the pipe jacking machine head is a connecting pipe joint, and grouting reinforcement is conducted on a soil body on the peripheral side of the connecting pipe joint; constructing a plurality of pile foundations, wherein one pile foundation penetrates through the connecting pipe joint; and S105, receiving well construction is conducted, specifically, the receiving wells are constructed at the multiple pile foundations. According to the post-construction method, construction of the starting well is conducted firstly, then pipe jacking construction is conducted, projects such as surrounding important buildings, construction under construction, high-speed railway construction and civil land expropriation and demolition can be traversed firstly, and finally receiving well construction is conducted, so that the working efficiency of pipe jacking construction can be improved, and synchronous construction with surrounding special buildings can be achieved; in addition, the connection between the jacking pipe and the receiving well can be improved, the overall stability between the jacking pipe and the receiving well is improved, and the reasonability and feasibility of sequential construction between the jacking pipe and the receiving well are improved.

Description

Technical Field

[0001] The present invention belongs to the technical field of pipe jacking construction, and relates to a receiving well for pipe jacking, in particular to a method for constructing a pipe jacking receiving well afterwards. Background Art

[0002] With the rapid development of the domestic urbanization process, pipe jacking technology has been widely applied in a large number of practical projects in China. The traditional practice of domestic pipe jacking construction is as follows: First, construct the launching well and the receiving well, and then carry out pipe jacking construction between the launching well and the receiving well. When the pipe jacking reaches the designed position in front of the receiving well, break the pile foundation on the side of the pipe jacking of the receiving well and continue to jack until the end.

[0003] However, when there are important special projects such as important building construction, high-speed railway construction, and civil land expropriation and demolition around the construction site, in order to minimize the disturbance impact, it is usually necessary to carry out pipe jacking crossing before the completion of these projects. The construction time is urgent, and the traditional construction method has too long a construction period and is difficult to meet the time requirements.

[0004] Therefore, we propose a method for constructing a pipe jacking receiving well afterwards to solve the above problems. Summary of the Invention

[0005] The purpose of the present invention is to overcome the deficiencies of the prior art and provide a method for constructing a pipe jacking receiving well afterwards with high construction quality and short construction period.

[0006] To solve the above problems, the technical solution of the present invention is as follows:

[0007] A method for constructing a pipe jacking receiving well afterwards includes the following steps:

[0008] Step S101, pipe jacking construction:

[0009] Carry out pipe jacking construction to the designed position of the receiving well;

[0010] Step S103, grouting reinforcement and pile foundation construction:

[0011] The first pipe section fixedly installed at the rear end of the pipe jacking machine head is a connecting pipe section, and grout is injected to reinforce the soil around the connecting pipe section;

[0012] Construct a number of pile foundations, and one of the pile foundations penetrates through the connecting pipe section;

[0013] Step S105, receiving well construction:

[0014] Construct a receiving well at a number of pile foundation locations.

[0015] In a further embodiment, in the grouting reinforcement and pile foundation construction of step S103, grouting hole groups are made at both the top end and the bottom end of the connecting pipe section;

[0016] The grouting hole group comprises a plurality of inner grouting holes and a plurality of outer grouting holes, wherein the plurality of inner grouting holes are arranged in a circle, and the plurality of outer grouting holes are located outside the circle and are arranged in a concentric circle.

[0017] In a further embodiment, displacement grouting is first performed through a plurality of internal grouting holes, and then deep hole grouting is performed on the circumference of the connecting pipe section from the ground.

[0018] In a further embodiment, when performing replacement grouting, the inner grouting hole is threadedly installed with a connecting pipe, a grouting short pipe and a grouting device in sequence, and a rubber ring is sleeved on the connecting pipe.

[0019] In a further embodiment, the closed area formed by the circumference of the plurality of inner grouting holes is a removal disc and is cut;

[0020] During cutting, the upper dismantling disc is supported and taken out by the telescopic support, and the lower dismantling disc is fixed and taken out by the butterfly lever.

[0021] In a further embodiment, the telescopic support member includes a support, a support rod, a support sleeve and a support member spiral valve. The top end of the support rod is fixedly installed with the support, the lower end of the support rod is inserted into the support sleeve, and the support member spiral valve is rotatably installed on the support sleeve, which is suitable for adjusting the height of the support rod.

[0022] In a further embodiment, the inner end of the spiral valve of the support member extends into the support sleeve, and the inner end of the spiral valve of the support member is fixedly mounted with a spiral valve gear, the support rod is threadedly mounted with a support rod gear, and the spiral valve gear and the support rod gear are both bevel gears and are transmission-connected together;

[0023] Two limit blocks are fixedly installed on the inner wall of the supporting sleeve at intervals, and are suitable for limiting the axial movement of the supporting rod gear.

[0024] In a further embodiment, the butterfly lever comprises a lever spiral valve, a pair of handles, a lever sleeve and a lever main rod, the lever spiral valve is fixedly mounted on the top end of the lever main rod, the middle portion of the lever main rod is inserted into the lever sleeve, the top end of the lever sleeve is symmetrically hinged with a pair of handles, and the lower end of the lever sleeve is symmetrically mounted with a plurality of lever legs;

[0025] The upper section of the lever main rod is provided with gear teeth, the handle is hinged on the lever sleeve through the handle gear, and the gear teeth are connected with the handle gear through transmission;

[0026] The lower end of the lever main rod is provided with a lever thread, which is suitable for being threadedly installed in the removal disc.

[0027] In a further embodiment, after removing the two removal discs, a filling assembly is constructed in the connecting pipe section;

[0028] The filling assembly includes two retaining walls, connecting bars and solidified soil. The two retaining walls are respectively located at the two ends of the connecting pipe section. The two retaining walls are tied together by a number of connecting bars. Solidified soil is filled between the two retaining walls, which is suitable for pile foundation penetration.

[0029] In a further embodiment, during the construction of the receiving well in step S105, after the receiving well is constructed, the retaining wall, the solidified soil, and the pile foundation part located in the connecting pipe section are removed;

[0030] Finally, several external grouting holes are used to reinforce the soil around the connecting pipe section and the pile foundation.

[0031] Compared with the prior art, the present invention has the following beneficial effects:

[0032] 1. This post-construction method first constructs the starting well and then the jacking construction. It can first pass through the surrounding important buildings, construction in progress, high-speed railway construction, civil land acquisition and demolition projects, and finally construct the receiving well. This method can not only improve the work efficiency of jacking construction, but also can be constructed synchronously with the surrounding special buildings, shorten the construction period, and reduce the economic losses caused by the construction period. It can also improve the connection between the jacking pipe and the receiving well, improve the overall stability between the jacking pipe and the receiving well, and the rationality and feasibility of the construction between the jacking pipe and the receiving well. It provides a model for this type of construction in the future and has positive significance for the development of jacking engineering.

[0033] 2. In this method, the first pipe section installed behind the pipe jacking machine head is a connecting pipe section. The top and bottom ends of the connecting pipe section are provided with a plurality of internal grouting holes, which surround and form an annular structure. To remove the disc, not only can grouting be performed through the plurality of internal grouting holes, but the disc can also be cut and removed before constructing the pile foundation, so that the pile foundation can pass through the connecting pipe section and improve the integrity and strength of the pile foundation.

[0034] 3. In the present method, when cutting the dismantling disc located at the top end of the connecting pipe section, a telescopic support is installed in the connecting pipe section, the telescopic support comprises a support spiral valve, and the height of the telescopic support can be adjusted by rotating the support spiral valve. Before cutting, the dismantling disc to be cut is supported and fixed by the telescopic support, and then the dismantling disc is cut by a water drill. After the cutting is completed, the support spiral valve is rotated to drive the support to slowly move down the dismantling disc, and after it moves down to a certain position, the cut dismantling disc is put into a trolley and sent out of the top pipe. The telescopic support can not only provide stability during the construction process, but also can safely remove the cut components after the construction is completed, thereby ensuring the quality and safety of the construction. In addition to the cutting of the upper wall of the top pipe, the telescopic support is also suitable for removing components of other upper wall cutting constructions, thereby providing convenience for similar constructions.

[0035] 4. When cutting the demolition disc at the bottom end of the connecting pipe section in this post-construction method, a butterfly lever is installed inside the connecting pipe section. Through the lever principle, it can be completely taken out without damaging the demolition disc, reducing the damage to the connecting pipe section caused by destroying the demolition disc, ensuring the stability of the pipe section itself, and reducing the disturbance to the surrounding soil. The removed demolition disc can also be used for construction elsewhere and reused, improving the utilization rate of materials, which conforms to the contemporary concept of green construction. Description of the Drawings

[0036] Figure 1 It is a flowchart of a post-construction method for a jacking pipe receiving well;

[0037] Figure 2 It is a top view of the connecting pipe section of a post-construction method for a jacking pipe receiving well;

[0038] Figure 3 It is a side view of the connecting pipe section of a post-construction method for a jacking pipe receiving well;

[0039] Figure 4 It is a schematic diagram of the grouting equipment of a post-construction method for a jacking pipe receiving well;

[0040] Figure 5 It is a schematic diagram of the deep-hole grouting area of a post-construction method for a jacking pipe receiving well;

[0041] Figure 6 It is one of the schematic diagrams of the telescopic support member of a post-construction method for a jacking pipe receiving well;

[0042] Figure 7 It is the second schematic diagram of the telescopic support member of a post-construction method for a jacking pipe receiving well;

[0043] Figure 8 It is one of the schematic diagrams of the butterfly lever of a post-construction method for a jacking pipe receiving well;

[0044] Figure 9 It is the second schematic diagram of the butterfly lever of a post-construction method for a jacking pipe receiving well;

[0045] Figure 10 It is a schematic diagram of the filling component of a post-construction method for a jacking pipe receiving well;

[0046] Figure 11 It is a schematic diagram of the receiving well of a post-construction method for a jacking pipe receiving well.

[0047] In the figure: 1, pipe jacking machine head; 2, connecting pipe joint; 21, grouting hole group; 211, inner grouting hole; 212, outer grouting hole; 22, demolition disc; 3, deep hole grouting area; 4, grouting reinforcement area; 5, telescopic support; 51, support; 52, support rod; 521, support rod gear; 53, support sleeve; 54, support piece screw valve; 541, screw valve gear; 55, support piece leg; 56, limit block; 6, butterfly lever; 61, lever screw valve; 62, handle; 621, handle gear; 63, lever sleeve; 64, lever leg; 65, lever main rod; 651, teeth; 652, lever thread; 7, pile foundation; 8, filling component; 81, retaining wall; 82, connecting rib; 83, solidified soil; 9, steel support; 10, capping beam; 11, guardrail; 12, grouting equipment; 121, grouting short pipe; 122, connecting pipe; 123, rubber ring; 124, check valve; 13, receiving well. Specific implementation mode

[0048] In the description of the present invention, it should be understood that the orientation or positional relationship indicated by the terms "center", "longitudinal", "transverse", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc. is based on the orientation or positional relationship shown in the drawings, and is only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be construed as a limitation to the present invention. In addition, the terms "first", "second", etc. are only used for descriptive purposes, and cannot be understood as indicating or implying relative importance or implicitly indicating the quantity of the indicated technical features. Thus, the features defined with "first", "second", etc. may explicitly or implicitly include one or more of such features. In the description of the present invention, unless otherwise specified, the meaning of "a plurality" is two or more.

[0049] Embodiment 1:

[0050] A method for post - construction of a pipe - jacking receiving well, as Figures 1 to 11 shown, includes the following steps:

[0051] S101, Pipe jacking construction

[0052] As Figure 2 , Figure 3As shown in the figure, for the precast pipe jacking pipe segment, the first pipe segment installed behind the pipe jacking machine head 1 is the connecting pipe segment 2. Grouting hole groups 21 are made on both the top end and the bottom end of the connecting pipe segment 2, which are suitable for grouting the soil on the periphery of the connecting pipe segment 2. The grouting hole group 21 includes eight inner grouting holes 211 and four outer grouting holes 212. The eight inner grouting holes 211 form an annular structure, and a demolition disc 22 is arranged in the annular structure area. The diameter of the demolition disc 22 is 20 cm larger than the diameter of the pile foundation 7, which is convenient for the pile foundation 7 to pass through smoothly. The four outer grouting holes 212 are symmetrically arranged outside the inner grouting holes 211 to form a cross structure. The outer grouting holes 212 are inclined, and the inclination angle is 45°.

[0053] Carry out the construction of the launching shaft. Set a capping beam at the wellhead, and use a long-arm excavator to dig down to the designed base elevation of the launching shaft. During this period, use steel supports and steel wales to support the shaft wall. After the construction of the launching shaft is completed, break through the jacking portal by an excavator. The pipe jacking machine equipment is assembled by professional personnel, and the pipe jacking machine is hoisted to the starting jacking position by a crane, and the pipe jacking construction is carried out according to the construction plan.

[0054] As Figure 4 As shown in the figure, during the pipe jacking process, bentonite is injected into the soil on the periphery of the connecting pipe segment 2 through the eight inner grouting holes 211 to increase the lubricity of the pipe segment for easy jacking. The grouting pressure is 0.5 MPa - 2.5 MPa. When grouting, the slurry outlet of the grouting equipment 12 is fixedly installed with a grouting short pipe 121. The grouting short pipe 121 is sleeved inside one end of the connecting pipe 122, and the other end of the connecting pipe 122 is inserted into the inner grouting hole 211. Threaded connections are used between the grouting short pipe 121 and the connecting pipe 122, and between the connecting pipe 122 and the inner grouting hole 211. A rubber ring 123 is sleeved in the middle of the connecting pipe 122, dividing the connecting pipe 122 into an upper section and a lower section. The thread of the upper section is set on the outer wall of the connecting pipe 122, and the thread of the lower section is set on the inner wall of the connecting pipe 122. The thread of the upper section corresponds to the thread in the inner grouting hole 211, and the length of the upper section of the connecting pipe 122 corresponds to the length of the inner grouting hole 211, so that after the connecting pipe 122 is tightened, the rubber ring 123 abuts against the inner wall of the connecting pipe segment 2 to avoid slurry leakage. The thread of the lower section of the connecting pipe 122 is opposite to the thread direction of the upper section, and the thread of the lower section corresponds to the thread on the outer wall of the grouting short pipe 121. The length of the lower section of the connecting pipe 122 corresponds to the length of the grouting short pipe 121. A rubber ring 123 is fixedly installed between the grouting short pipe 121 and the grouting equipment 12, so that when the lower end of the connecting pipe 122 is tightened, it abuts against the rubber ring 123. A one-way valve 124 is also fixedly installed inside the grouting short pipe 121. When grouting using the inner grouting holes 211 and the outer grouting holes 212 subsequently, the above-mentioned components such as the grouting equipment 12 and the connecting pipe 122 are all used.

[0055] S103. Grouting reinforcement and pile foundation 7 construction

[0056] AsFigure 5 As shown in the figure, after the pipe jacking reaches the position of the predetermined receiving well 13, first, replacement grouting is carried out on the soil around the connecting pipe section 2 through the internal grouting holes 211. The replacement grouting uses ordinary Portland cement slurry with a strength grade not lower than P.O.42.5, the thickness is 10 cm, the grouting pressure is 1 MPa to 3 MPa, and the dosages of other admixtures and additives are determined according to construction requirements and tests; after the replacement grouting is completed, plum blossom-shaped deep-hole grouting is carried out from the ground to the periphery of the connecting pipe section 2. The hole spacing is between 800 mm and 1000 mm and is evenly distributed. The grouting range is the deep-hole grouting area 3. The deep-hole grouting area 3 is an inverted U-shaped structure. The front and back lengths of the deep-hole grouting area 3 are not less than twice the diameter of the connecting pipe section 2. Deep-hole grouting can prevent cave-ins and reinforce against mud and sand gushing. Especially when the receiving well 13 is constructed subsequently, some pile foundations 7 need to be cut off, and the spacing between adjacent pile foundations 7 will increase. Deep-hole grouting can reinforce the active earth pressure area and prevent soil deformation; then, grouting reinforcement is carried out on the upper and lower sides of the connecting pipe section 2 through the internal grouting holes 211. The grouting area is the grouting reinforcement area 4, using ordinary Portland cement with a strength grade not lower than P.O.42.5. The grouting reinforcement area 4 is located within the deep-hole grouting area 3, and the bottom end of the grouting reinforcement area 4 is flush with the bottom end of the deep-hole grouting area 3 to prevent the upper soil from slipping during the subsequent cutting and removal of the disc 22 construction, effectively preventing the phenomenon of water seepage in the pipe section. After the grouting is completed, it is necessary to stand for 24 h (48 h for winter construction), and subsequent construction is carried out after the cement slurry has solidified. Preferably, the top end of the deep-hole grouting area 3 is 2000 mm higher than the top end of the connecting pipe section 2, the bottom end of the deep-hole grouting area 3 is 1000 mm lower than the bottom end of the connecting pipe section 2, the two side ends of the deep-hole grouting area 3 are 1000 mm away from the two side ends of the connecting pipe section 2, and the range of the deep-hole grouting area 3 can be calculated according to formula (1):

[0057] σ=γH (1)

[0058] In the formula, σ is the vertical self-weight stress at depth H, and γ is the natural unit weight of the soil, which is 17 kN / m 3 In this embodiment, the depth of the soil above the connecting pipe section 2 is 15.4 m, so the self-weight stress of the soil above is σ = 261.8 KPa. The grouting material selected is P.O.42.5 cement, and the compressive strength is 42.5 MPa. On-site, the upper soil is reinforced with cement, and the compressive strength of the cement soil after reinforcement is between 15 MPa and 30 MPa, which meets the self-weight stress of the soil above the pipe top. Therefore, the length of the grouting along the direction of the connecting pipe section 2 is 1.5L (L is the length of the pipe section), the grouting width on both sides of the connecting pipe section 2 is 1 m, the grouting thickness at the bottom of the connecting pipe section 2 is 1 m, and the grouting thickness at the top of the connecting pipe section 2 is 2 m. The soil around the connecting pipe section 2 is reinforced with Portland cement.

[0059] As Figure 6As shown, after the grouting is completed, the dismantling discs 22 at the top and bottom ends of the connecting pipe section 2 are cut and removed. Before cutting the dismantling disc 22 at the top end, the telescopic support member 5 is installed in the connecting pipe section 2, and the height of the telescopic support member 5 is adjusted so that the top end of the telescopic support member 5 is against the dismantling disc 22 above the connecting pipe section 2. Then, the upper dismantling disc 22 is cut, and then the telescopic support member 5 is adjusted to descend, and the dismantling disc 22 is removed, and the dismantling disc 22 is transported out of the jacking pipe together with the telescopic support member 5 using a trolley. The telescopic support member 5 includes a support 51, a support rod 52, a support sleeve 53, a support spiral valve 54 and a plurality of support legs 55. The top end of the support rod 52 is threadedly mounted with the support 51, and the top end surface of the support 51 is an arc-shaped structure and corresponds to the bottom end surface of the removal disc 22, so as to stably support the removal disc 22; the lower section of the support rod 52 is sleeved in the support sleeve 53, and the support spiral valve 54 is rotatably mounted on the support sleeve 53, and the support spiral valve 54 is connected to the support rod 52, and is suitable for controlling the up and down movement of the support rod 52; a plurality of support legs 55 are evenly spaced and fixedly mounted on the bottom end of the support sleeve 53, and the plurality of support legs 55 are all inclined to ensure that the telescopic support member 5 can be stably mounted in the connecting pipe section 2 during use.

[0060] like Figure 7 As shown, the outer end of the support member spiral valve 54 is a handle of an annular structure, and the inner end of the support member spiral valve 54 extends into the interior of the support sleeve 53. The inner end of the support member spiral valve 54 is fixedly installed with a spiral valve gear 541, which is a bevel gear; a thread is formed on the support rod 52, and a support rod gear 521 is mounted on the support rod 52. A thread corresponding to the support rod 52 is formed on the inner wall of the support rod gear 521, and the support rod gear 521 is a bevel gear and is connected to the spiral valve gear 541 in a transmission manner. When the support member spiral valve 54 is rotated, the spiral valve gear 541 drives the support rod gear 521 to rotate, and the rotation of the support rod gear 521 causes the support rod 52 to move up and down, thereby completing the height adjustment of the telescopic support member 5; two limit blocks 56 are formed on the inner wall of the support sleeve 53, and the two limit blocks 56 are respectively located on the upper and lower sides of the support rod gear 521 to ensure that the support rod gear 521 is always meshed with the spiral valve gear 541.

[0061] like Figure 8 , Figure 9As shown in the figure, before cutting the removal disc 22 at the bottom end of the cutting connection pipe section 2, a butterfly lever 6 is fixedly installed on the removal disc 22. The bottom end of the butterfly lever 6 is fixedly installed on the removal disc 22. The removal disc 22 is cut. Finally, the butterfly lever 6 is pressed to take out the removal disc 22, and the butterfly lever 6 together with the removal disc 22 is transported out of the jacking pipe by a trolley. The butterfly lever 6 includes a lever screw valve 61, a pair of handles 62, a lever sleeve 63, a number of lever legs 64 and a lever main rod 65. The top end of the lever main rod 65 is fixedly installed with the lever screw valve 61. The lever screw valve 61 is of an annular structure. The lever sleeve 63 is sleeved outside the lever main rod 65. The length of the lever main rod 65 is greater than the length of the lever sleeve 63. A number of lever legs 64 are fixedly installed at the lower end of the lever sleeve 63 at equal intervals. The number of lever legs 64 is inclined. The number of lever legs 64 abuts against the bottom end of the connection pipe section 2. A lever thread 652 is made on the lower section of the lever main rod 65. A bolt hole is made in the middle of the removal disc 22. The thread of the bolt hole corresponds to the lever thread 652. A gear tooth 651 is made on the upper section of the lever main rod 65. A pair of handles 62 are symmetrically hinged at the top end of the lever sleeve 63. The pair of handles 62 are of a rod structure. The handle 62 is hinged on the lever sleeve 63 through a handle gear 621. The handle gear 621 and the gear tooth 651 are installed in a transmission manner. When using the butterfly lever 6, first place the butterfly lever 6 at the bottom end of the connection pipe section 2. A number of lever legs 64 are located on the periphery of the removal disc 22. Rotate the lever screw valve 61 so that the lower end of the lever main rod 65 is inserted into the removal disc 22. After the lever main rod 65 is installed in place, press down a pair of handles 62, and the handle gear 621 drives the lever main rod 65 to move upward, thereby taking out the removal disc 22.

[0062] As Figure 10 shown in the figure, after two removal discs 22 are taken out, two round holes are left at the top end and the bottom end of the connection pipe section 2, which are suitable for subsequent construction of the pile foundation 7. Subsequently, a filling component 8 is constructed inside the connection pipe section 2. The filling component 8 includes a pair of retaining walls 81, four connecting bars 82 and solidified soil 83. Retaining walls 81 are respectively constructed at both ends of the connection pipe section 2. Connecting bars 82 are fixedly installed between the four corners of the pair of retaining walls 81 to connect the pair of retaining walls 81 into a whole and improve the strength of the retaining walls 81. Solidified soil 83 is filled between the pair of retaining walls 81. A hole is left at the top end of the retaining wall 81 on one side of other pipe sections to facilitate the transportation of the solidified soil 83 into the connection pipe section 2. After the solidified soil 83 is filled, the gap between the retaining wall 81 and the connection pipe section 2 is leveled with cement mortar with a strength not lower than M20 grade, and the hole reserved at the top end of the retaining wall 81 is filled.

[0063] After the filling component 8 is constructed, the opening position of the receiving well 13 is lofted according to the position of the jacking pipe axis, and then a number of pile foundations 7 are constructed on the periphery of the preset position of the receiving well 13. One of the pile foundations 7 passes through the position of the demolition disc 22 and the solidified soil 83 in sequence to ensure the structural integrity of the pile foundation 7 and improve the strength of the pile foundation 7.

[0064] S105. Construction of the receiving well 13

[0065] As Figure 11 shown, after the construction of the pile foundation 7 is completed, the receiving well 13 is excavated and constructed by a long-arm excavator. A number of steel supports 9 and steel wales are fixedly installed at intervals from top to bottom between the pile foundations 7 on both sides of the receiving well 13. First, mechanical excavation is carried out until it reaches 50 cm above the top of the jacking pipe head 1, and then manual excavation is carried out in cooperation. After the excavation reaches the design elevation, the jacking pipe head 1 is taken out by a crane. Then, a retaining wall 81 is cut by a concrete cutting machine. After the cutting is completed, the solidified soil 83 is manually excavated until the pile foundation 7 is reached. A water drill punching machine and a pneumatic pick driven by compressed air are used to manually break the pile foundation 7 in the connecting pipe section 2. After the pile breaking is completed, manual excavation is continued, and another retaining wall 81 is broken by a concrete cutting machine until the connecting pipe section 2 is completely penetrated. Finally, the soil around the pile foundation 7 is reinforced by grouting three times through the external grouting holes 212. Ordinary Portland cement with a strength not lower than P.O.42.5 is used to strengthen the stability between the connecting pipe section 2 and the pile foundation 7 and prevent soil collapse and water seepage.

[0066] A capping beam 10 is constructed at the top ends of a number of pile foundations 7, which is suitable for connecting a number of pile foundations 7 into a whole; a guardrail 11 is fixedly installed at the top end of the capping beam 10 and on the periphery of the receiving well 13 to ensure the safety of construction personnel. In this embodiment, the guardrail 11 is made of angle steel.

[0067] In addition, it should be understood that although this specification is described according to the embodiments, not each embodiment only contains an independent technical solution. This narrative way of the specification is only for clarity. Those skilled in the art should regard the specification as a whole, and the technical solutions in each embodiment can also be appropriately combined to form other embodiments that can be understood by those skilled in the art.

Claims

1. A post-operation method for a pipe jacking receiving well, characterized in that: The following steps are involved: Step S101, pipe jacking construction: Conduct pipe jacking construction to the designed position of the receiving well (13); Step S103: Grouting reinforcement and pile foundation (7) construction: The first pipe section fixedly mounted at the rear end of the pipe jacking machine head (1) is the connecting pipe section (2), and grouting reinforcement is performed on the soil around the connecting pipe section (2); constructing a plurality of pile foundations (7), wherein one of the pile foundations (7) passes through the connecting pipe section (2); Step S105, construction of receiving well (13): The receiving well (13) is constructed at a plurality of the pile foundations (7).

2. The post-operation method of the jacking pipe receiving well according to claim 1, characterized in that: In the step S103 of grouting reinforcement and pile foundation (7) construction, the top end and the bottom end of the connecting pipe section (2) are both provided with grouting hole groups (21); The grouting hole group (21) comprises a plurality of inner grouting holes (211) and a plurality of outer grouting holes (212), wherein the plurality of inner grouting holes (211) are arranged in a circle, and the plurality of outer grouting holes (212) are located outside the circle and are arranged in a concentric circle.

3. The post-operation method of the jacking pipe receiving well according to claim 2, characterized in that: First, displacement grouting is performed through a plurality of the inner grouting holes (211), and then deep hole grouting is performed on the circumference of the connecting pipe section (2) from the ground.

4. The post-operation method of the jacking pipe receiving well according to claim 3, characterized in that: When performing the replacement grouting, the inner grouting hole (211) is threadedly mounted with a connecting pipe (122), a grouting short pipe (121) and a grouting device (12) in sequence, and a rubber ring (123) is sleeved on the connecting pipe (122).

5. The post-operation method of the jacking pipe receiving well according to claim 4, characterized in that: The closed area formed by the circumference of the plurality of inner grouting holes (211) is used to remove the disc (22) and is cut; During cutting, the removal disc (22) located at the top is supported and taken out by the telescopic support member (5), and the removal disc (22) located at the bottom is fixed and taken out by the butterfly lever (6).

6. The post-operation method of the jacking pipe receiving well according to claim 5, characterized in that: The telescopic support member (5) comprises a support (51), a support rod (52), a support sleeve (53) and a support member spiral valve (54); the top end of the support rod (52) is fixedly mounted on the support (51); the lower end of the support rod (52) is inserted into the support sleeve (53); the support member spiral valve (54) is rotatably mounted on the support sleeve (53), and is suitable for adjusting the height of the support rod (52).

7. The post-operation method of the jacking pipe receiving well according to claim 6, characterized in that: The inner end of the support member spiral valve (54) extends into the support sleeve (53), and a spiral valve gear (541) is fixedly installed on the inner end of the support member spiral valve (54), and a support rod gear (521) is threadedly installed on the support rod (52), and the spiral valve gear (541) and the support rod gear (521) are both bevel gears and are connected together in a transmission manner; Two limit blocks (56) are fixedly installed at intervals on the inner wall of the support sleeve (53), suitable for limiting the axial movement of the support rod gear (521).

8. The post-operation method of the jacking pipe receiving well according to claim 7, characterized in that: The butterfly lever (6) comprises a lever spiral valve (61), a pair of handles (62), a lever sleeve (63) and a lever main rod (65); the lever spiral valve (61) is fixedly mounted on the top end of the lever main rod (65); the middle portion of the lever main rod (65) is inserted into the lever sleeve (63); the pair of handles (62) are symmetrically hinged on the top end of the lever sleeve (63); and a plurality of lever legs (64) are symmetrically mounted on the lower end of the lever sleeve (63); The upper section of the lever main rod (65) is provided with gear teeth (651), the handle (62) is hingedly mounted on the lever sleeve (63) via a handle gear (621), and the gear teeth (651) are transmission-connected with the handle gear (621); The lower end of the lever main rod (65) is formed with a lever thread (652) suitable for being threadedly installed in the removal disc (22).

9. The post-operation method of the jacking pipe receiving well according to claim 8, characterized in that: After taking out the two removal discs (22), a filling assembly (8) is constructed in the connecting pipe section (2); The filling assembly (8) comprises two retaining walls (81), a plurality of connecting bars (82) and solidified soil (83); the two retaining walls (81) are respectively located at the two ends of the connecting pipe section (2); the two retaining walls (81) are tied together by the plurality of connecting bars (82); the solidified soil (83) is filled between the two retaining walls (81) and is suitable for the pile foundation (7) to pass through.

10. The post-operation method of the jacking pipe receiving well according to claim 9, characterized in that: During the construction of the receiving well (13) in step S105, after the receiving well (13) is constructed, the retaining wall (81), the solidified soil (83), and the part of the pile foundation (7) located in the connecting pipe section (2) are removed; Finally, a plurality of the external grouting holes (212) are used to perform reinforcement grouting on the soil around the connecting pipe section (2) and the pile foundation (7).

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