CN108506015A - Excavate the construction method of artificial push pipe and application Pipe Jacking in a kind of Large Diameter Pipeline point storehouse - Google Patents

Abstract

A construction method for manual pipe jacking and excavation using pipe jacking for large-diameter sub-compartment excavation. The pipe jacking includes a tool pipe and a concrete pipe. The tool pipe includes a blade foot section and a deflection correction section. For separation, the partition is composed of a horizontal partition and a vertical partition. The partition divides the inner space of the steel pipe at the blade foot section into three parts, namely the upper first space, the upper second space and the lower third space , a deflection corrector is fixedly connected in the jacking pipe. Through the transformation of the tool pipe, the present invention effectively solves the difficulties of traditional pipe jacking in the sand egg formation, such as difficult jacking, large settlement, and easy collapse. , the secondary disturbance is more frequent, the reinforced soil collapses in large pieces, and at the same time, the ungrouted soil falls together, which can greatly improve the efficiency of continuous work in the process of manual pipe jacking, and save the construction period and cost.

Description

A construction method for manual pipe jacking and application of pipe jacking excavation for excavation in separate bins with large pipe diameter

technical field

The invention belongs to the field of pipe jacking construction, in particular to artificial pipe jacking in separate warehouses and a construction method using the pipe jacking excavation.

Background technique

With the rapid development of social economy, urban underground pipeline projects are gradually increasing. After years of development, the construction method has been developed from the original excavation construction to less or no excavation. Among them, pipe jacking construction is a construction method with little or no excavation, which provides great convenience for the passage of urban road traffic.

Most of the traditional artificial pipe jacking is applied in the condition of good soil quality, but in the case of poor soil quality, a tool pipe should be added before the pipe. The traditional pipe jacking tool pipe usually consists of two parts, the blade foot and the adjustment part. The tool pipe plays an important role in the case of poor soil quality. For engineering geological conditions such as sand and pebble formations with large pipe diameters, long face exposure time, and a large amount of unearthed soil, manual excavation and jacking are carried out according to conventional tool pipes. The secondary disturbance is more frequent, and the soil collapse is more serious.

In the case of poor soil quality, it is a very unstable factor for pipe jacking construction. The reason is that during the jacking process, manual excavation will cause soil disturbance, and the amount of further excavation per jacking is large, which can easily cause pipe jacking. Before the landslide, the reinforced soil collapsed in large pieces, and at the same time, the soil without grouting fell together. At the same time, during the jacking process, the construction quality could not be guaranteed, and the landslides from time to time seriously affected the construction progress and construction safety; When there is no groundwater in the sand and pebble formation, the drag reduction measures for the outer wall of the pipeline are particularly important. If the formation of the thixotropic mud sleeve is insufficient and there are holes, the water in the thixotropic mud is easily lost, and the fine sand outside the mud sleeve enters the mud sleeve, causing the outer wall of the pipeline to Locking with the soil layer will increase the resistance, and the continuous increase of the jacking force may cause damage to the nozzle and the overall stability of the shaft. At the same time, with the original tool pipe, in the original construction process, the amount of advance reinforcement grouting is large, and the soil compaction is very serious. During the excavation process, more electric picks are needed for crushing, which not only increases the workload, but also is not conducive to construction. schedule.

According to the analysis of the above situation, the tool pipe must be optimized for manual pipe jacking in the sand and pebble layer, and gradually adjusted to the optimum through the test section during the construction process.

Contents of the invention

The purpose of the present invention is to provide a construction method for artificial pipe jacking and excavation using pipe jacking in separate warehouses with large pipe diameters, in order to solve the problem of frequent secondary disturbance of sand and pebble strata caused by artificial pipe jacking and serious soil collapse Technical problem, and at the same time, it is necessary to solve the technical problem that the existing artificial pipe jacking is difficult, and it is easy to cause the outer wall of the subsequent concrete pipe to form a defective thixotropic mud sleeve.

To achieve the above object, the present invention adopts the following technical solutions:

An artificial pipe jacking method for excavating large-diameter sub-bins, including a tool pipe made of steel plates and a concrete pipe connected to the tool pipe. The tool pipe includes a blade foot section and a deflection correction section. Separated by partitions, the cross-section of the partition is "丄" shape, including a horizontal partition and a vertical partition, the horizontal partition is located at the horizontal diameter of the cross-section of the blade foot section, The two side end surfaces of the horizontal intermediate partition are fixedly connected to the left and right inner walls of the blade foot section, the vertical intermediate partition stands at the position of the upper central axis of the horizontal intermediate partition, and the bottom end surface of the vertical intermediate partition It is fixedly connected to the upper side of the horizontal intermediate partition, and the top surface of the vertical intermediate partition is fixedly connected to the top of the blade foot section. The partition divides the inner space of the steel pipe of the blade foot section into three parts, which are the upper first space, the upper second space and the lower third space,

A deflection corrector is fixedly connected inside the jacking pipe.

The blade foot section is tapered, the upper steel pipe of the horizontal intermediate partition is a complete steel pipe, the lower steel pipe of the horizontal intermediate partition is a cut steel pipe, the cutting surface is an arc surface, and the cutting depth is smaller than that of the blade foot section. long.

The thickness of the horizontal intermediate partition is the same as that of the vertical intermediate partition.

The minimum length of the complete steel pipe is 2.0m, the minimum length of the cut steel pipe is 0.4m, and the length of the correction section is 0.82m.

The deviation correcting device is arranged at the connecting position between the deviation correcting section and the concrete pipe, and is evenly arranged for one week along the inner circumferential direction of the position.

The deviation correction device includes an expansion joint and a deviation correction jack, the expansion joint is sleeved on the outside of the deviation correction jack, and the expansion joint is fixedly connected to the inner side of the pipe wall at the connection position between the deviation correction section and the concrete pipe.

An excavation construction method using large-diameter separate bins to excavate artificial pipe jacking, the construction steps are as follows:

Step 1, measuring and setting out: Orientate the shaft to be excavated by using the laser plumb instrument and the total station with biaxial compensation, and determine the corner relationship between the coordinates of the vertical shaft corner projection point and the ground control point; transfer according to the elevation Principle, accurately calibrate the position of the projecting point and the distance between the projecting points in the underground;

Step 2, shaft excavation and support: the wellhead is excavated by manual excavation, and the wellhead is constructed with ring beams;

Step 3, install corner braces: set up corner braces at the wellhead and the four corners of the shaft. The corner braces are butt-welded with two steel plates. After the welding is formed, they are firmly welded with the embedded parts on the grid, and the shaft excavation is completed;

Step 4, construction with the back against the wall: calculate the thrust of the pipe jacking, consider the effect of the thixotropic mud drag reduction measures, the engineering geological state and the equipment backup situation to select a hydraulic jack, and then construct the back against the wall in the shaft;

Step 5, guide rail installation, and adjust the elevation and slope ratio: the well bottom plate of the construction shaft, after the construction is completed, bury and install sleepers perpendicular to the pipe jacking direction, and lay two steel plate guide rails on the sleepers, so that the two steel plate guide rails are parallel and equal in height , the slope and center line meet the design requirements, and the elevation of the steel plate guide rail is consistent with the design pipeline;

Step 6, jacking equipment installation: through the jacking force calculation, use the pipe jacking head to carry out the jacking construction. The jacking pick is a piston jack, and 5 jacking picks are installed in each shaft, one of which is spare, and the pipe back iron of the concrete pipe Choose round steel guard iron, and U-shaped top iron for top iron;

Step 7, preparation and installation of artificial pipe jacking: According to the size of the pipe, the steel plate is used to make the tool pipe, and a partition plate is welded inside the tool pipe to divide the pipe surface into 3 parts; then the correction section of the tool pipe is It is fixedly connected with the front end of the head of the concrete pipe, and a deviation corrector is set;

Step 8, tool tube jacking and excavation: start the hydraulic jack to jack the tool tube, after jacking for a certain distance, you need to measure the center elevation, use the deviation corrector to correct it in time, and jack it up at the normal jacking speed after it stabilizes After the tool pipe is jacked in, the upper first space and the upper second space above the horizontal intermediate partition are excavated in sequence, and then the lower third space is excavated; The soil is compacted and compacted, automatically forming resistance to prevent the soil from collapsing in front of the tool tube;

Step 9, pre-cured grouting: after the tool tube is jacked, the soil above the tool tube is grouted and reinforced;

Step ten, add thixotropic mud: Insert the grouting pipe into the prefabricated grouting hole on the concrete pipe, and inject the thixotropic mud into the gap between the pipe wall of the concrete pipe and the soil wall of the soil body at the front end of the grouting pipe to form Pipe jacking into drag reducing mud sleeve;

Step 11. Jacking of concrete pipes: Jacking of concrete pipes section by section, the jacking process needs to be carried out slowly, and the center elevation should be measured for a certain distance of jacking, and the deviation should be corrected in time with the correction device, and after stabilization Jacking at normal jacking speed;

Step 13, Cement slurry replacement: After all the concrete pipes are jacked in, the measure of replacing the thixotropic mud outside the pipes will be implemented on the whole line. Forward staggered press into the cement and fly ash slurry;

Step fourteen, the pipe jacking construction is completed, the shaft masonry is inspected and then backfilled.

In said step 9, from the upper first space and the upper second space, that is, the position above the range of 30° on both sides of the horizontal intermediate partition, drive forward in the vertical shaft into the soil above the tool pipe along the circumferential interval of the pipe wall. Hole drilling, the length of the drill pipe is 5.0m, and the hole distance is 600mm. A total of 5 holes are drilled to form the pre-cured grouting port. After the holes are drilled in place, the holes are cleaned and grouted. The pre-cured range is the soil width of 50cm outward from the outer wall of the pipeline ;

The grouting fluid adopts double-liquid grout, that is, cement-sodium silicate grout. The grouting pressure is adjusted to 0.5Mpa. The grouting sequence is from top to bottom. After injecting 400L of grout into each conduit, the grouting will end. If the pressure gradually rises, The flow rate is gradually reduced. Although 400L of grout has not been injected, the grouting should be terminated when the orifice pressure has reached 0.5MPa.

In the second step, the excavation adopts the upside-down well wall method to install the grille and shotcrete, and the grille is installed in one cycle and one cycle; the excavated soil is transported outside by a crane, and a reinforced concrete ring beam is set at the wellhead; ,

The threaded longitudinal connecting bars are pre-embedded along the ring beam, and the threaded longitudinal connecting bars are arranged in a plum blossom pattern. The threaded longitudinal connecting bars are firmly bound to the steel bars on the top layer of the ring beam. Steel grille welded.

Compared with the prior art, the present invention has the following characteristics and beneficial effects:

The present invention improves the internal structure of the traditional tool tube. The inside of the blade foot section of the tool tube is a horizontal middle partition and a vertical middle partition, which divides the tool surface into three parts. The horizontal middle partition is located at the diameter of the circle. The vertical partition is perpendicular to the horizontal partition, and the length of the vertical partition is half of the crossing diameter. This is especially for the easy-to-collapse characteristics of the sand and pebble layer, forming the working principle of the excavation in separate bins, in order to reduce the forward resistance. A specially designed separation method to reduce the secondary disturbance of the soil and reduce the collapse chain reaction. The cutting edge section of the tool tube itself is designed to be cut in an arc, which increases the size of the cutting edge section at the front end of the tool tube. Normally, the length of the upper complete steel pipe of the knife foot section of the tool pipe is 1.5m, the length of the lower cut steel pipe is 0.25m, the length of the correction section is 0.82m, the thickness of the flange is 0.02m, and the thickness of the steel plate is 0.14m, and the total length of the tool pipe is 2.5m. The present invention increases the length of the upper complete steel pipe to 2m, and when workers excavate the tunnel face, the safe protection distance is 2m, so the safety of the upper part is improved to the safe protection distance, the construction safety is improved, and the length of the lower cut steel pipe is increased to 0.4 m, increase the operating space under the tool tube, and increase the stability of the tool tube after cutting the bottom of the steel pipe and the part of the ground support. The increase in the size of the tool tube can reduce the excavation resistance, save time and effort, and at the same time improve the construction efficiency under the premise of ensuring smooth construction.

The invention divides the tunnel surface into three parts, and the main functions realized are to provide working space and realize excavation in separate warehouses; to provide support for the excavation surface of the soil body in front; and to prevent collapse. In fact, dividing into three parts is the best choice depending on the actual construction capacity and the ability to prevent collapse. In the present invention, the upper part that is easy to collapse is divided into two parts, so the upper part of the horizontal intermediate partition is divided into two parts, and the lower part. At the same time, the horizontal and vertical partitions are set along the diameter. One is that they can be arranged symmetrically, and the other is that it is convenient for welding and manual operation; especially when the operating space is limited, there are many welding nodes, and the toughness of the tool tube cannot be guaranteed. Therefore, considering the convenience of excavation and providing space, the space is divided into three parts.

In the artificial pipe jacking of the present invention, a deviation correcting device is also provided between the deviation correcting section and the concrete pipe. The deviation correcting device is placed close to the tool pipe in the circumferential direction, which is easy to adjust the direction of the tool pipe and correct the deviation in time. .

In the construction method of the present invention, the structure of artificial pipe jacking is also combined, and the steps of excavating the upper two spaces and then the lower two spaces are adopted in the steps. At the same time, the reduction of the pre-solidified grouting port reduces the amount of grouting, resulting in less soil compaction and less crushing, which in turn reduces secondary excavation and speeds up the project progress.

Through the transformation of the tool tube, the present invention effectively solves the difficulties of traditional pipe jacking in the sand egg formation, such as difficult jacking, large settlement, and easy collapse. , the secondary disturbance is more frequent, the reinforced soil collapses in large pieces, and at the same time, the ungrouted soil falls together, which can greatly improve the efficiency of continuous work in the process of manual pipe jacking, and save the construction period and cost.

Description of drawings

The present invention will be described in further detail below in conjunction with the accompanying drawings.

Fig. 1 is a side view structural schematic diagram of the jacking pipe of the present invention.

Fig. 2 is a schematic diagram of the three-dimensional structure of the tool pipe in the pipe jacking of the present invention.

Fig. 3 is a schematic cross-sectional view of the installation position of the deflection corrector in the pipe jacking of the present invention.

Fig. 4 is a schematic diagram of the grouting reinforcement range and angle of the advanced solidification grouting port in the pipe jacking of the present invention.

Reference signs: 1-tool pipe, 11-blade foot section, 111-complete steel pipe, 112-cut steel pipe, 113-cut surface, 12-correction section, 2-concrete pipe, 3-horizontal partition, 4- Vertical middle partition, 5-upper first space, 6-upper second space, 7-lower third space, 8-correction device, 81-expansion joint, 82-correction jack, 9-advance curing grouting port, 10 - advance curing range, 13 - grouting range angle.

Detailed ways

The embodiment is shown in Figures 1-4, an artificial pipe jacking for large-diameter sub-bin excavation, including a tool pipe 1 made of steel plates and a concrete pipe 2 connected to the tool pipe, the tool pipe includes a blade section 11 and the correction section 12, the internal space of the blade foot section is separated by a partition, and the cross section of the partition is "丄" shape, including a horizontal partition 3 and a vertical partition 4, so The horizontal intermediate partition 3 is located at the horizontal diameter position of the cross-section of the blade foot section 11, and the two side end faces of the horizontal intermediate partition 3 are fixedly connected to the inner walls of the left and right sides of the blade foot section 11. The vertical intermediate partition 4 stands At the position of the central axis of the upper side of the horizontal partition 3, the bottom end surface of the vertical partition 4 is fixedly connected to the upper side of the horizontal partition 3, and the top surface of the vertical partition 4 is fixedly connected to the edge section The partition plate divides the inner space of the steel pipe of the blade foot section 11 into three parts, which are the upper first space 5, the upper second space 6 and the lower third space 7, and the inside of the jacking pipe is fixedly connected with a correction device 8.

The blade section 11 is conical, the upper steel pipe of the horizontal intermediate partition 3 is a complete steel pipe 111, the lower steel pipe of the horizontal intermediate partition 3 is a cut steel pipe 112, and the cutting surface 113 is an arc surface. It is less than the pipe length of the blade foot section 11.

The horizontal partition board 3 and the vertical partition board 4 have the same thickness.

The minimum length of the complete steel pipe 111 is 2.0m, the minimum length of the cut steel pipe 112 is 0.4m, and the length of the correction section 12 is 0.82m.

The deviation correcting device 8 is arranged at the connecting position between the deviation correcting section 11 and the concrete pipe 2, and is evenly arranged for one circle along the inner side of the position in the circumferential direction.

The deviation corrector 8 includes an expansion joint 81 and a deviation correction jack 82. The expansion joint 81 is set on the outside of the deviation correction jack 28. The expansion joint 81 is fixedly connected to the inner side of the pipe wall at the connection position between the deviation correction section 11 and the concrete pipe 2.

An excavation construction method for excavating artificial pipe jacking in separate warehouses with large pipe diameters, the construction steps are as follows:

Step 1, measuring and setting out: Orientate the shaft to be excavated by using the laser plumb instrument and the total station with biaxial compensation, and determine the corner relationship between the coordinates of the vertical shaft corner projection point and the ground control point; transfer according to the elevation The principle is to accurately calibrate the position of the shooting point and the distance between the shooting points in the underground.

Step 2, Shaft Excavation and Support: Excavate the wellhead by manual excavation, and construct ring beams at the wellhead.

The excavation adopts the method of hanging the shaft wall upside down to install the grille and shotcrete, and the grille is installed one by one cycle; the excavated soil is transported outside by a crane.

A reinforced concrete ring beam is set at the wellhead, and threaded longitudinal connecting bars are pre-embedded along the ring beam. The threaded longitudinal connecting bars are arranged in a plum blossom shape. The threaded longitudinal connecting bars are firmly bound to the top layer of the ring beam, and the length of the upward anchoring into the ring beam is not less than 400mm , extended down to the bottom of the shaft and welded with the locking foot steel grid.

The ring beam is a reinforced concrete beam with a width of 800mm and a height of 500mm. The concrete beam uses 10 steel bars with a diameter of 22mm and 4 steel bars with a diameter of 20mm as the main reinforcement.

Step 3, install corner braces: set up corner braces at the wellhead and the four corners of the shaft. The corner braces are butt-welded with two steel plates. After welding, they are firmly welded with the embedded parts on the grid, and the excavation of the shaft is completed. The gussets are in two pieces. Use 140mm×10mm×300mm steel plates for butt welding, and set up one at an interval of 600mm.

Step 4, construction with the back against the wall: calculate the jacking thrust of the pipe, consider the effect of the thixotropic mud drag reduction measures, the engineering geological state and the equipment backup situation to select a hydraulic jack, and then construct the back against the wall in the shaft.

Take 3 according to the formula P=nGLn, G is the weight per meter of 54.88KN/m, L is the longest jacking center distance to calculate the pipe jacking thrust, D2600mm, P=n·G·L=3×54.88×71= 11689KN≈1170t, considering the effect of thixotropic mud drag reduction measures, D2600mm, P'＝11689×60%＝7014KN, considering the state of engineering geology and equipment backup, it is planned to use 4 sets of QYS double-acting hydraulic jacks, each with a thrust The total thrust is 320t, and the total thrust is 12544KN. Considering the 80% operating load, the pipe jacking force is 10035KN, which can meet the needs of actual engineering construction pipe jacking thrust.

Step 5, guide rail installation, and adjust the elevation and slope: the bottom plate of the construction shaft, after the construction is completed, bury and install sleepers perpendicular to the direction of pipe jacking. The sleepers are 200mm×200mm sleepers, buried perpendicular to the direction of the pipeline, and the laying length is not less than 3000mm, two steel plate guide rails are laid on the sleepers. The steel plate guide rails use No. 24 steel rails with a width of 40mm, so that the two steel plate guide rails are parallel and equal in height. The slope and center line meet the design requirements, and the elevation of the steel plate guide rails is consistent with the design pipeline.

Step 6, jacking equipment installation: use the pipe jacking head to carry out the jacking construction through the jacking force calculation, set jacking picks in each shaft, and use piston jacks for the jacking picks. And through the calculation of the jacking force, the jacking pick uses a single-stage double-acting piston jack with a stroke of 320t and a stroke of 1.1m. There are 5 jacking picks in each working well, one of which is a spare. Considering the large jacking length, the back iron of the concrete pipe is selected Round steel guard iron to ensure the safety of the pipe body, protect the end face of the pipe body, and make the force transmission on the end face uniform. The top iron is U-shaped top iron.

Step 7, preparation and installation of artificial pipe jacking: According to the size of the pipe, steel plate is used to make the tool pipe 1, and a partition plate is welded inside the tool pipe 1 to divide the face of the pipe into three parts; The deviation correcting section 12 is fixedly connected with the front end of the head of the concrete pipe 2, and a deviation correcting device 8 is provided.

Step 8, tool pipe jacking and excavation: Start the hydraulic jack to jack the tool pipe 1. After jacking for a certain distance, you need to measure the center elevation, and use the deviation corrector 8 to correct the deviation in time. After stabilization, follow the normal jacking Speed jacking; After the tool pipe is jacked, the upper first space and the upper second space above the horizontal middle partition are excavated in order, and then the lower third space is excavated, which can minimize the disturbance to the adjacent parts; During excavation, the blade foot section 11 at the front end of the tool pipe penetrates into the soil to compact the soil, and automatically forms resistance to prevent the soil from collapsing in front of the tool pipe.

Step 9, setting observation points for surface settlement and uplift by pre-solidified grouting:

After the tool tube is jacked, the soil above the tool tube is reinforced by grouting.

Due to the large porosity and high permeability of the sand and pebble layer, the water content of the sand and pebble layer is low, the water loss in the water glass solution is large, the face of the tunnel is large, and the mutual disturbance is large during the excavation process. The upper soil body collapsed in large pieces, which is not ideal for soil reinforcement. The local soil body is lumpy and the cohesion between each other is small. Basically, it collapses with the excavation, and the over-excavation is serious, and the amount of unearthed is very large. Large, and there is a large potential safety hazard, even at the grouting end, the collapse is still serious.

Therefore, from the upper first space and the upper second space, the grouting range angle 13 is set at a position above the range of 30° on both sides of the horizontal intermediate partition, and is driven forward in the shaft into the soil above the tool pipe at intervals along the pipe wall. Long hole drilling, the length of the drill pipe is 5.0m, and the hole distance is 600mm. A total of 5 holes are drilled to form the pre-cured grouting port 9. After the holes are drilled in place, the holes are cleaned and grouted. The width of the soil body outside 50cm.

The grouting fluid adopts double-liquid slurry, that is, cement-water glass slurry. The water-cement ratio is determined to be 1.2:1 through the test, the water glass concentration is 36Be', the volume ratio of cement slurry to water glass slurry is 1:0.8, and the grouting pressure Adjust to 0.5Mpa, the grouting sequence is from top to bottom. After injecting 400L of grout into each conduit, the grouting will end. If the pressure gradually increases, the flow rate will gradually decrease. Although 400L of grout has not been injected, the orifice pressure has reached 0.5MPa The grouting should also be ended.

Step ten, add thixotropic mud: Insert the grouting pipe into the prefabricated grouting hole on the concrete pipe, and inject the thixotropic mud into the gap between the pipe wall of the concrete pipe and the soil wall of the soil body at the front end of the grouting pipe to form The pipe is jacked into the drag reducing mud sleeve.

In order to reduce the forward resistance and increase the jacking length, thixotropic mud is injected at the front end of the grouting pipe, that is, the gap between the pipe wall and the soil wall, to form a better drag-reducing mud sleeve, which makes the jacking smoother. When changing mud, it is necessary to choose a large proportion of water, so that the loss caused by water leakage can be filled in time, and the mud sleeve can be completely formed. When injecting thixotropic mud, it is also necessary to check the effect of the injected mud and do a good job of triggering. Change mud injection records.

Step 11. Jacking of concrete pipes: Jacking of concrete pipes section by section, the jacking process needs to be carried out slowly, and the center elevation should be measured for a certain distance of jacking, and the deviation should be corrected in time with the correction device, and after stabilization Jack up at normal jacking speed.

Step 13, Cement slurry replacement: After all the concrete pipes are jacked in, the measure of replacing the thixotropic mud outside the pipes will be implemented on the whole line, and the cement solidified slurry will be injected to the outside of the pipes through the prefabricated grouting holes on the concrete pipes to minimize the interface surface. settlement. When replenishing the grout, press in the cement and fly ash grout alternately from the back to the front.

Step fourteen, the pipe jacking construction is completed, the shaft masonry is inspected and then backfilled.

Claims (9)

1. An artificial pipe jacking method for excavating large-diameter separate bins, including a tool pipe (1) made of steel plates and a concrete pipe (2) connected to the tool pipe, characterized in that: the tool pipe includes a blade foot section (11) and the correction section (12), the internal space of the blade foot section is separated by a partition, and the cross section of the partition is "丄" shape, including a horizontal middle partition (3) and a vertical middle partition Composed of partitions (4), the horizontal partition (3) is located at the horizontal diameter of the cross-section of the blade foot section (11), and the end faces of both sides of the horizontal partition (3) are fixedly connected to the blade foot section (11) On the left and right sides of the inner wall, the vertical middle partition (4) stands at the position of the upper central axis of the horizontal middle partition (3), and the bottom end surface of the vertical middle partition (4) is fixedly connected to the horizontal middle On the upper side of the partition (3), the top surface of the vertical middle partition (4) is fixedly connected to the top of the blade foot section, and the partition divides the inner space of the steel pipe of the blade foot section (11) into three parts, respectively These are the upper first space (5), the upper second space (6) and the lower third space (7), and a deflection corrector (8) is fixedly connected inside the jacking pipe. 2. According to claim 1, the manual pipe jacking for excavation of large pipe diameter in separate bins is characterized in that: the blade foot section (11) is conical, and the upper steel pipe of the horizontal intermediate partition (3) is a complete steel pipe (111), the lower side steel pipe of the horizontal intermediate partition (3) is a cutting steel pipe (112), and the cutting surface (113) is an arc surface, and the depth of cutting is less than the pipe length of the blade foot section (11). 3. The artificial pipe jacking for excavation of large pipe diameter in separate warehouses according to claim 1, characterized in that: the thickness of the horizontal intermediate partition (3) and the vertical intermediate partition (4) are the same. 4. According to claim 1, artificial pipe jacking for excavation of large pipe diameter in separate warehouses is characterized in that: the minimum pipe length of the complete steel pipe (111) is 2.0m, and the pipe length of the cut steel pipe (112) is the minimum The value is 0.4m, and the pipe length of the correction section (12) is 0.82m. 5. Artificial pipe jacking according to any one of claims 1-4, characterized in that: the deviation correcting device (8) is set at the deviation correcting section (11) connected with the concrete pipe (2) At the position, it is evenly spaced one week along the inner side of the position. 6. According to claim 5, the manual pipe jacking for large-diameter sub-bin excavation is characterized in that: the deviation correcting device (8) includes a telescopic joint (81) and a deviation correcting jack (82), and the telescopic joint (81 ) is set on the outside of the deviation correction jack (28), and the expansion joint (81) is fixedly connected to the inner side of the pipe wall at the connection position between the deviation correction section (11) and the concrete pipe (2). 7. An excavation construction method for excavating artificial pipe jacking with a large pipe diameter divided into warehouses according to claim 5 or 6, characterized in that, the construction steps are as follows: Step 1, measuring and setting out: Orientate the shaft to be excavated by using the laser plumb instrument and the total station with biaxial compensation, and determine the corner relationship between the coordinates of the vertical shaft corner projection point and the ground control point; transfer according to the elevation Principle, accurately calibrate the position of the projecting point and the distance between the projecting points in the underground; Step 2, shaft excavation and support: the wellhead is excavated by manual excavation, and the wellhead is constructed with ring beams; Step 3, install corner braces: set up corner braces at the wellhead and the four corners of the shaft. The corner braces are butt-welded with two steel plates. After the welding is formed, they are firmly welded with the embedded parts on the grid, and the shaft excavation is completed; Step 4, construction with the back against the wall: calculate the thrust of the pipe jacking, consider the effect of the thixotropic mud drag reduction measures, the engineering geological state and the equipment backup situation to select a hydraulic jack, and then construct the back against the wall in the shaft; Step 5, guide rail installation, and adjust the elevation and slope ratio: the well bottom plate of the construction shaft, after the construction is completed, bury and install sleepers perpendicular to the pipe jacking direction, and lay two steel plate guide rails on the sleepers so that the two steel plate guide rails are parallel and equal in height , the slope and center line meet the design requirements, and the elevation of the steel plate guide rail is consistent with the design pipeline; Step 6, jacking equipment installation: use the pipe jacking head to carry out jacking construction through jacking force calculation, set jacking picks in each shaft, and use piston jacks for jacking picks; Step 7, preparation and installation of artificial pipe jacking: according to the size of the pipe, the tool pipe (1) is made with a steel plate, and a partition plate is welded inside the tool pipe (1) to divide the face of the pipe into 3 parts; then Fixedly connect the deviation correction section (12) of the tool pipe to the front end of the head of the concrete pipe (2), and set the deviation correction device (8); Step 8, tool tube jacking and excavation: Start the hydraulic jack to jack the tool tube (1). After jacking for a certain distance, you need to measure the center elevation. If any deviation occurs, use the corrector (8) to correct it in time. After stabilization Jacking at the normal jacking speed; after the tool pipe is jacked, the upper first space and the upper second space above the horizontal intermediate partition are excavated in sequence, and then the lower third space is excavated; The foot section (11) penetrates into the soil to compact the soil, and automatically forms resistance to prevent the soil from collapsing in front of the tool tube; Step 9, pre-cured grouting: after the tool tube is jacked, the soil above the tool tube is grouted and reinforced; Step ten, add thixotropic mud: Insert the grouting pipe into the prefabricated grouting hole on the concrete pipe, and inject the thixotropic mud into the gap between the pipe wall of the concrete pipe and the soil wall of the soil at the front end of the grouting pipe to form Pipeline jacking into drag reducing mud sleeve; Step 11. Jacking of concrete pipes: Jacking the concrete pipes section by section, the jacking process needs to be carried out slowly, and the center elevation should be measured for a certain distance, and the deviation should be corrected in time with the correction device, and after stabilization Jacking at normal jacking speed; Step 13, Cement slurry replacement: After all the concrete pipes are jacked in, the measure of replacing the thixotropic mud outside the pipes will be implemented on the whole line. Forward staggered press into the cement and fly ash slurry; Step fourteen, the pipe jacking construction is completed, the shaft masonry is inspected and then backfilled. 8. The excavation construction method for artificial pipe jacking according to claim 7, characterized in that: in said step 9, from the upper first space and the upper second space, that is, the horizontal partition At the position above the range of 30° on both sides of the plate, drill a long hole drill into the soil above the tool pipe in the vertical shaft and along the circumferential interval of the pipe wall. The length of the drill pipe is 5.0m, and the hole distance is 600mm. Solidify the grouting port (9), clear the hole and inject grouting after the hole is drilled in place, the advance curing range (10) is the soil width of 50cm outward from the outer wall of the pipeline; The grouting fluid adopts double-liquid grout, that is, cement-sodium silicate grout. The grouting pressure is adjusted to 0.5Mpa. The grouting sequence is from top to bottom. After injecting 400L of grout into each conduit, the grouting will end. If the pressure gradually rises, The flow rate is gradually reduced. Although 400L of grout has not been injected, the grouting should be terminated when the orifice pressure has reached 0.5MPa. 9. The excavation construction method for artificial pipe jacking according to claim 7, characterized in that: in the second step, the excavation adopts the upside-down shaft wall method to install the grid and shotcrete, the grid The fence is installed one by one cycle; the excavated soil is transported out by a crane; A reinforced concrete ring beam is set at the wellhead, and threaded longitudinal connecting bars are pre-embedded along the ring beam. The threaded longitudinal connecting bars are arranged in a plum blossom shape. The threaded longitudinal connecting bars are firmly bound to the top layer of the ring beam, and the length of the upward anchoring into the ring beam is not less than 400mm , extended down to the bottom of the shaft and welded with the locking foot steel grid.