CN116145723A - A Construction Method for Covering and Excavating Permanent Steel Pipe Columns - Google Patents

Abstract

This application relates to the technical field of steel pipe column construction. In this application, after pouring concrete for cast-in-situ piles, the steel pipe column can be hoisted into the casing, and the steel pipe column can be inserted down through the adjustment drive mechanism, and the verticality and pile alignment can be checked and adjusted. After the position deviation, the steel pipe column can be fixed on the top of the cast-in-place pile, and there is no need to wait for the cast-in-situ pile to solidify before installing the steel pipe column, which makes the installation of the steel pipe column more simple and convenient, and facilitates the reduction of the construction period of the steel pipe column.

Description

A Construction Method for Covering and Excavating Permanent Steel Pipe Columns

technical field

The present application relates to the technical field of steel pipe column construction, in particular to a construction method for cover-excavation and upside-down permanent steel pipe columns.

Background technique

At present, when constructing large-scale underground buildings, the cover-excavation method is usually used for construction. During the construction of the cover-excavation method, support piles are usually firstly installed as the support system for the subsequent underground building structure. steel column. The steel pipe pile is filled with concrete, and the outer circumference of the steel pipe pile is provided with connection nodes.

When constructing the steel pipe column of the support system, it is necessary to wait until the concrete of the cast-in-place pile is set, and manually drill a hole to the top of the cast-in-place column, rest and level the top end of the cast-in-place pile, install the positioner, and then hoist the steel pipe pile so that the bottom end of the steel pipe pile is stuck. Insert the locator to realize the positioning of the steel pipe column, and then pour concrete between the steel pipe column and the cast-in-situ pile to realize the connection between the steel pipe column and the cast-in-place pile.

Since the manual installation of the locator is carried out in a closed and narrow space, there are not only disadvantages such as difficult operation and large positioning errors, but more importantly, the installation of the locator needs to be carried out after the cast-in-place pile is completely condensed, which prolongs the overall length of the steel pipe column. The construction period makes the construction of steel pipe columns more inconvenient.

Contents of the invention

In order to make the construction of the steel pipe column simpler and more convenient, the present application provides a construction method of cover-excavation and reverse construction of the permanent steel pipe column.

The application provides a construction method for cover-excavation and upside-down construction of permanent steel pipe columns, which adopts the following technical scheme:

A construction method for cover excavation and reverse construction of permanent steel pipe columns, comprising the following steps:

S1: Prefabricated driving adjustment mechanism and steel pipe column. The steel pipe column includes a standard section and a tool section coaxially connected to the top of the standard section. Several connection nodes are arranged along the length direction of the standard section. The connection nodes include uniform surrounding A number of corbels arranged on the periphery of the standard joint;

S2: Leveling of the site and positioning of cast-in-place piles;

S3: Drilling construction of cast-in-place piles: Insert and drill the casing and remove the waste soil in the casing;

S4: Pouring construction of cast-in-place piles: put steel cages into the casing and inject concrete to form cast-in-place piles;

S5: Install the drive adjustment mechanism and check and adjust the installation position of the drive adjustment mechanism so that the axis of the main through hole and the auxiliary through hole coincide with the axis of the casing;

S6: Before the initial setting of the cast-in-situ pile, insert the steel pipe column into the casing and make the steel pipe column basically centered;

S7: Positioning of the corbel: rotate the steel pipe column until the corbel on the outer periphery of the steel pipe column is moved to the designated installation position;

S8: Steel pipe column positioning: Insert the standard section of the steel pipe column into the top of the cast-in-place pile to the specified depth through the drive adjustment mechanism; cooperate with the total station and check and adjust the verticality of the steel pipe column and the pile position deviation through the drive adjustment mechanism;

S9: pour concrete into the standard section and perform curing;

S10: Backfill the gap between the standard section and the casing;

The drive adjustment mechanism includes a bottom plate and a top plate erected on the bottom plate, and the bottom plate is provided with a lifting assembly that drives the top plate to rise and fall; the top plate and the bottom plate are respectively provided with a main through hole and a secondary through hole for the steel pipe column to pass through; The top plate and the bottom plate are respectively provided with a main clamping assembly and a secondary clamping assembly; the main clamping assembly includes several main jacks arranged on the top plate, the main jacks are arranged around the main through hole and the main jacks are axially aligned with the main jacks. The axial direction of the through hole is vertical; the auxiliary clamping assembly includes several auxiliary jacks arranged on the bottom plate, the auxiliary jacks are arranged around the auxiliary through hole, and the axial directions of the auxiliary jacks are all perpendicular to the axial direction of the auxiliary through hole.

By adopting the above technical scheme, compared with the traditional method of carrying out steel pipe column construction after the cast-in-situ pile has solidified, this application can carry out steel pipe column construction without waiting for the cast-in-situ pile to solidify, which is convenient to reduce the construction period of the steel pipe column and make the steel pipe column The construction is more simple and convenient. Through the setting of the driving adjustment mechanism, when the standard joint of the steel pipe column needs to be inserted to the specified depth, the piston rods of the main jacks are pressed against the steel pipe column and the piston rods of the auxiliary jacks are driven away from the steel pipe column, and the top plate is driven to drive the steel pipe column through the lifting assembly After moving down to the stroke limit, drive the piston rod of the auxiliary jack against the outer circumference of the steel pipe column, then drive the piston rod of the main jack away from the steel pipe column, and finally drive the main board to move up and reset through the lifting component, repeat the above steps until the steel pipe column is inserted to the specified depth, Make the cast-in-situ pile less prone to misalignment during the downward movement. When it is necessary to check the verticality of the steel pipe column and the deviation of the pile position, first drive the piston rods of several main jacks and auxiliary jacks to contact the steel pipe column, cooperate with the total station and drive the piston rod of itself by controlling the main jack and auxiliary jacks Telescoping to realize the adjustment of the verticality of the steel pipe column and the deviation of the pile position, making the positioning of the steel pipe column easier and more convenient.

Preferably, the bottom end of the standard joint is in an inverted tapered shape and the bottom end of the standard joint is sealed.

By adopting the above-mentioned technical scheme, through the sealing setting at the bottom of the standard section, when concrete is poured into the steel pipe column later, it is beneficial to reduce the overflow of concrete from the bottom of the steel pipe column and cause waste. The contact area between the bottom end of the standard section and the concrete of the cast-in-situ pile is beneficial to reduce the resistance when the standard section is inserted into the top of the cast-in-situ pile.

Preferably, in step S2, after the site is leveled, a reinforcement cushion is poured on the area to be constructed, the reinforcement cushion is provided with a steel mesh, and the reinforcement cushion is also provided with perforations for the casing to pass through.

By adopting the above technical scheme and setting the reinforcement cushion, it is convenient to reinforce the ground around the support pile through the reinforcement cushion, which is beneficial to reduce the impact on the foundation around the support pile when installing the drive adjustment mechanism and lowering the steel pipe column through the drive adjustment structure. causing irregular settlement.

Preferably, in step S6, after the steel pipe column is moved down into the casing, water is injected into the standard section to increase the overall weight of the steel pipe column;

In step 9, before pouring concrete into the standard section, the water in the standard section is pumped out.

By adopting the above-mentioned technical scheme, by adding water into the steel pipe column, it is convenient to increase the overall dead weight of the steel pipe column, and then it is convenient for the steel pipe column to overcome the concrete buoyancy of the cast-in-place pile and insert into the top of the cast-in-place pile.

Preferably, the tool joint is also coaxially provided with a limit ring, and a connecting pipe is coaxially inserted into the limit ring, and the bottom end of the connecting pipe extends to the bottom end of the standard joint; the outer circumference of the limit ring is threaded A locking bolt is provided, and one end of the locking bolt is pressed against the outer periphery of the connecting pipe.

By adopting the above-mentioned technical scheme, through the setting of the connecting pipe, it is convenient to inject water into the steel pipe column through the connecting pipe to increase the self-weight of the steel pipe column; before injecting concrete into the steel pipe column, the water in the steel pipe column can be pumped out through the connecting pipe Outside the column, concrete can be injected into the steel pipe column through the connecting pipe at the same time. When injecting concrete into the steel pipe column through the connecting pipe, loosen the locking bolt, and lift the connecting pipe upward while injecting concrete until the connecting pipe is moved out of the standard section; It is convenient for the turnover and use of the connecting pipe. For the setting of the limit ring, after injecting concrete into the steel pipe column, the vibrating rod used for vibrating the concrete in the steel pipe column can be penetrated into the limit ring and then moved into the bottom of the steel pipe column, and the vibrating rod can be controlled by the limit ring. The position limit is beneficial to reduce the displacement of the steel pipe column caused by the contact between the vibrating rod and the pipe wall of the steel pipe column.

Preferably, the ends of the standard joint and the tool joint are respectively provided with a main connecting ring and a secondary connecting ring, the main connecting ring is coaxially fixed in the inner cavity of the standard joint, and the secondary connecting ring is coaxially fixed in the tool joint cavity, the main connecting ring and the secondary connecting ring are connected by a number of bolts and nuts, and the inner cavity of the tool section is also provided with a ladder.

By adopting the above technical scheme, after the follow-up construction is completed, the construction personnel can enter the bottom of the tool joint through the ladder and remove the bolts and nuts on the main connecting ring and the secondary connecting ring, so that the tool joint and the standard joint can be separated, which facilitates the turnover of the tool joint use.

Preferably, in step S6, before hoisting the steel pipe column into the casing, several driving rods are welded on the top of the tool joint.

By adopting the above technical scheme, by welding the driving rod on the tool joint, after the steel pipe column is subsequently hoisted into the casing, it is convenient for the construction personnel to swing the steel pipe column through the driving rod, and then it is convenient to move the corbel on the steel pipe column to the Make a location.

Preferably, in step S6, before the steel pipe column is hoisted into the casing, an inclination sensor is installed on the top of the tool joint; the inclination sensor is electrically connected to the inclination display;

In step S7, after the adjustment of the position of the corbel is completed, cooperate with the total station and adjust the verticality of the steel pipe column by adjusting the driving mechanism, and calibrate and record the data fed back by the inclination sensor to the tilt display at this time as the initial value of the verticality;

In step S8, during the downward movement of the steel pipe column by driving the adjustment mechanism, the verticality of the steel pipe column during the downward insertion process is monitored through the data fed back from the inclination sensor to the tilt display.

By adopting the above-mentioned technical scheme, through the setting of the inclination sensor and the inclination detector, when the steel pipe column is lowered, the data fed back to the inclination display by the inclination sensor is different from the initial value of the verticality of the steel pipe column, indicating that the verticality of the steel pipe column has changed. It is convenient to promptly remind the construction personnel to adjust the verticality of the steel pipe column in time by driving the adjustment mechanism.

In summary, the present application includes at least one of the following beneficial technical effects:

1. In this application, after pouring the concrete of the cast-in-place pile, the steel pipe column can be hoisted into the casing, and the steel pipe column can be realized after the adjustment of the driving mechanism to insert the steel pipe column and check and adjust the verticality and the deviation of the pile position. It is fixed on the top of the cast-in-place pile, and there is no need to wait for the concrete pile to be solidified before installing the steel pipe column, which makes the installation of the steel pipe column more simple and convenient, and facilitates the reduction of the construction period of the steel pipe column.

2. When it is necessary to adjust the verticality of the steel pipe column, the verticality of the steel pipe column can be adjusted by driving the piston rods of the main jack and the auxiliary jack to contact the steel pipe column, and cooperating with the total station to control the expansion and contraction of the main jack and the auxiliary jack; When the steel pipe column needs to be inserted down, after the steel pipe column is clamped by the main clamping component, the top plate is driven by the lifting component to drive the steel tube column to move down to the limit state, the secondary clamping component clamps the steel tube column, and then the main clamping plate is released For the steel pipe column, after the lifting component drives the top plate to move and reset, loosen the auxiliary clamping component and repeat the above steps to realize the insertion of the steel pipe column to the specified depth.

3. The limit ring is set in the tool section, and the connecting pipe is inserted into the limit ring. When installing the steel pipe column, water can be injected into the steel pipe column through the connecting pipe to increase the self-weight of the steel pipe column. When injecting concrete into the steel pipe column, Concrete can be injected into the steel pipe column through the connecting pipe. At the same time, when vibrating the concrete in the steel pipe column, the vibrating rod can be inserted into the limit ring and then lowered to reduce the use of the vibrating rod In the case of collision with the steel pipe column, the displacement of the steel pipe column is caused.

Description of drawings

FIG. 1 is a schematic diagram for illustrating a driving adjustment mechanism according to an embodiment of the present application.

Fig. 2 is a schematic diagram of the state when the embodiment of the present application is used for the construction of steel pipe columns.

Figure 3 is a schematic diagram of the internal structure of the steel pipe column in the embodiment of the present application

FIG. 4 is an enlarged schematic view of part A in FIG. 3 .

Explanation of reference signs:

1. Drive adjustment mechanism; 11. Bottom plate; 111. Auxiliary through hole; 112. Auxiliary jack; 113. Auxiliary limit slot; 114. Leg; 12. Top plate; 121. Main through hole; 122. Main jack; 123. Main Limiting slot; 13. Lifting component; 3. Reinforced cushion; 4. Casing; 5. Cast-in-place pile; 6. Steel pipe column; 61. Standard section; 62. Tool section; 620. Driving rod; , limit ring; 623, locking bolt; 624, ladder; 625, support rod; 626, inclination sensor; 63, corbel; 64, connecting pipe; 65, secondary connecting ring;

Detailed ways

The present application will be described in further detail below in conjunction with accompanying drawings 1-4.

The embodiment of the present application discloses a construction method of cover excavation and reverse construction of permanent steel pipe columns, referring to Figure 1 and Figure 2, including the following steps:

S1: prefabricated driving adjustment mechanism 1, steel pipe column 6.

The drive adjustment mechanism 1 includes a base plate 11 and a top plate 12 erected directly above the base plate 11. A number of feet 114 are provided on the bottom of the base plate 11. The upper surface of the base plate 11 is also provided with a lifting assembly 13 that drives the top plate 12 to lift. The lifting assembly 13 includes a 11 lift jacks at the four corners, the lift jack piston rod is fixed with top plate 12.

The top plate 12 and the bottom plate 11 are respectively provided with a main through hole 121 and a secondary through hole 111 for the steel pipe column 6 to pass through.

The main clamping assembly includes four sets of main jacks 122 fixed on the top plate 12 , the four sets of main jacks 122 are evenly arranged around the main through hole 121 and the axial directions of the main jacks 122 are perpendicular to the main through hole 121 . The top plate 12 is provided with four sets of main limiting grooves 123 for the four sets of main jacks 122 , and the main limiting grooves 123 are all connected to the main through holes 121 , and the main jacks 122 are embedded in the corresponding main limiting grooves 123 .

The auxiliary clamping assembly includes four sets of auxiliary jacks 112 fixed on the bottom plate 11 , the four sets of auxiliary jacks 112 are evenly arranged around the auxiliary through hole 111 and the axial directions of the auxiliary jacks 112 are perpendicular to the axial direction of the auxiliary through hole 111 . The bottom plate 11 is provided with four sets of auxiliary limiting slots 113 for the four sets of auxiliary jacks 112. The auxiliary limiting slots 113 are all connected to the auxiliary through holes 111, and the auxiliary jacks 112 are embedded in the corresponding auxiliary limiting slots 113.

3 and 4, the steel pipe column 6 includes a standard section 61 and a tool section 62 coaxially detachably connected to the top of the standard section 61; The bottom end of the standard section 61 is inserted into the pouring concrete at the top. The ends of the standard section 61 and the tool section 62 are respectively provided with a main connecting ring 66 and a secondary connecting ring 65, the main connecting ring 66 is coaxially fixed in the inner cavity of the standard section 61, and the secondary connecting ring 65 is coaxially fixed in the tool section 62 cavity, the main connecting ring 66 and the secondary connecting ring 65 are fixed by several bolts and nuts, so as to realize the detachable connection between the tool section 62 and the standard section 61.

A ladder 624 is also fixed in the cavity of the tool section 62, which is convenient for construction workers to enter the bottom of the tool section 62 through the ladder 624 to disassemble the main connecting ring 66 and the secondary connecting ring 65.

The inner wall of the top end of the tool section 62 is also coaxially provided with a limit ring 622 , the outer periphery of the limit ring 622 is fixed with a support rod 625 and the end of the support rod 625 away from the limit ring 622 is connected to the inner wall of the tool section 62 . The limit ring 622 is also coaxially inserted with a connecting pipe 64, and the outer circumference of the limit ring 622 is also threaded with a locking bolt 623. The axial direction of the locking bolt 623 is perpendicular to the axial direction of the limit ring 622 and the locking bolt 623 One end extends into the cavity of the limit ring 622 and is pressed against the outer circumference of the connecting pipe 64 to realize the limit of the connecting pipe 64 .

S2: The site is leveled and the cast-in-situ pile 5 is set out and positioned.

When setting out and positioning the 5 pile positions of cast-in-place piles, use the total station to conduct axis measurement to ensure the accurate positioning of the pile core. After the piles are located, mark them well and pay attention to protection, so that the pile locations can be checked at any time during the construction process to maintain the accuracy of the pile locations.

After the site is leveled, a reinforcement cushion 3 is poured in the construction area. A reinforcement mesh is arranged in the reinforcement cushion 3 to harden the soil around the construction area and reduce uneven settlement of the soil near the pile during subsequent construction. The reinforcement pad 3 is also provided with perforations for the subsequent casing 4 to pass through.

S3: Drilling construction of cast-in-place pile 5: insert and drill the casing 4 and remove the waste soil in the casing 4; the specific operations are as follows:

S3.1: Install the azimuth drilling rig on the reinforced cushion 3.

S3.2: Drive the casing 4 into the ground with a full-turn drilling rig; after the casing 4 is buried, use an ultrasonic wall measuring instrument to detect the verticality of the casing 4.

S3.3: Excavate the soil inside the casing 4 with a rotary drilling rig. In this embodiment, the rotary drilling rig is a Zoomlion ZR400L rotary drilling rig.

S3.4: After the soil is excavated, clean the hole in the casing 4. The hole cleaning method adopts the gas reverse circulation method to clear out the sediment at the bottom of the hole.

S3.5: Dismantle the azimuth drilling rig.

S4: Construction of the cast-in-place pile 5: Put a reinforcement cage into the casing 4 and pour concrete to form the cast-in-place pile 5 . The cast-in-situ pile 5 of this project is poured with ultra-retarded concrete, and the pouring process is carried out continuously and compactly, so as to avoid the initial setting of the concrete during the installation of the steel pipe column 6, resulting in the inability to install the subsequent steel pipe column 6, resulting in the risk of pile waste.

S5: Install the drive adjustment mechanism 1 and check and adjust the installation position of the drive adjustment mechanism 1 so that the axes of the main through hole 121 and the auxiliary through hole 111 coincide with the axis of the casing 4 .

S6: Before the initial setting of the cast-in-place pile 5, insert the steel pipe column 6 into the casing 4 and make the steel pipe column 6 basically centered; the specific operation steps are as follows:

S6.1: Transport the steel pipe column 6 to the construction site by cart.

S6.2: Weld two sets of driving rods 620 on the outer periphery of the top end of the tool joint 62 of the steel pipe column 6 , in this embodiment, the driving rods 620 are threaded steel bars.

S6.3: Weld a fixed plate on the top of the inner cavity of the tool section 62 and install an inclination sensor 626 on the fixed plate;

S6.4: Lift the steel pipe column 6 into the casing 4 by a crawler crane.

S6.5: Move down the steel pipe column 6 into the casing 4; inject clean water into the standard section 61 through the connecting pipe 64 to increase the self-weight of the steel pipe column 6 .

S7: Positioning of the corbel 63: Cooperate with the total station, rotate the steel pipe column 6 through two sets of driving rods 620 until the corbel 63 on the outer periphery of the steel pipe column 6 is moved to the designated installation position.

After the adjustment of the position of the corbel 63 is completed, the inclination sensor 626 is electrically connected to the tilt display; the piston rods of several main jacks 122 and auxiliary jacks 112 are driven against the tool joint 62; With auxiliary jack 112 piston rod telescopic to check and adjust the verticality and pile position deviation of steel pipe column 6. At the same time, the data fed back to the tilt display by the inclination sensor 626 at this time is recorded as the initial value of the verticality of the steel pipe column 6 .

S8: Positioning of the steel pipe column 6: insert the standard joint 61 of the steel pipe column 6 into the top of the cast-in-place pile 5 to the specified depth through the drive adjustment mechanism 1; check and adjust the verticality and pile position of the steel pipe column 6 through the drive adjustment mechanism 1 with the total station Deviation; the specific operation steps are as follows:

S8.1: Drive the piston rod of the main jack 122 against the outer circumference of the tool joint 62 , and drive the piston rod of the auxiliary jack 112 away from the tool joint 62 at the same time.

S8.2: The top plate 12 is driven by the lifting assembly 13 to drive the steel pipe column 6 to move down.

S8.3: Drive the piston rod of the auxiliary jack 112 against the tool section 62 , and then drive the piston rod of the main jack 122 away from the tool section 62 .

S8.4: The lifting component 13 drives the top plate 12 to move up and reset;

S8.5: Repeat steps S8.1 to S8.4 until the steel pipe column 6 is lowered to the design depth.

S8.6: After the steel pipe column 6 is inserted to the design depth, re-check the verticality of the steel pipe column 6 and the pile position deviation. When checking, first drive the piston rods of several main jacks 122 and auxiliary jacks 112 to align with the tool joint 62 Butting; cooperate with the total station to check and adjust the verticality and pile position deviation of the steel pipe column 6 by controlling the expansion and contraction of the piston rods of the main jack 122 and the auxiliary jack 112.

After driving the adjustment mechanism 1 to drive the steel pipe column 6 down, monitor the verticality of the steel pipe column 6 in real time through the data fed back to the inclination display by the inclination sensor 626. If the initial values are different, it means that the verticality of the steel pipe column 6 changes, and the construction personnel can check and adjust the verticality of the steel pipe column 6 by driving the adjustment mechanism 1 in time.

S9: Inject concrete into the standard section 61 of the steel pipe column 6 and perform curing; when injecting concrete, drive the piston rods of several main jacks 122 and auxiliary jacks 112 against the tool section 62 of the steel pipe column 6 to realize the restraint of the steel pipe column 6 bit. The specific operation steps are as follows:

S9.1: Pump out the clean water in the standard section 61 through the connecting pipe 64.

S9.2: Inject concrete into the standard section 61 through the connecting pipe 64. During the concrete injection process, loosen the locking bolt 623 and move the connecting pipe 64 up gradually. It is worth noting that the concrete pouring of the steel pipe column 6 should wait until the concrete setting strength of the cast-in-situ pile 5 reaches 25% (about 24 hours), and then pour concrete into the steel pipe column 6 to reduce the sinking of the steel pipe column 6 caused by pouring concrete. The accuracy of the final positioning of the steel pipe.

S9.3: After pulling out the connecting pipe 64 from the limiting ring 622, insert the vibrating rod from the limiting ring 622 and move it down to the standard section 61 to vibrate the concrete in the standard section 61.

S9.4: Carry out curing to the concrete in standard section 61.

S10: Backfilling the gap between the steel pipe column 6 and the casing 4 with filler; in this embodiment, the filler is medium sand. Backfilling needs to be carried out after the setting strength of concrete in cast-in-situ pile 5 reaches 50%. After backfilling, water should be injected into the filler in time to make it compact.

Before backfilling, the piston rods of the main jack 122 and the auxiliary jack 112 are pressed against the tool joint 62 . At the same time, before backfilling, the outer circumference of the outer end of the tool section 62 protruding from the casing 4 is uniformly welded around the fixed support ring, and the injection pipe is inserted into the support ring, and injected into the gap between the casing 4 and the steel pipe column 6 through several injection pipes. filler. It is convenient to evenly inject filler into the gap between the steel pipe column 6 and the casing 4, which is beneficial to avoid the deviation of the steel pipe column 6 caused by the excessive pressure on one side of the steel pipe column 6 due to uneven backfilling when backfilling the filler; at the same time, the subsequent filler backfill Finally, water can also be injected into the filler through the injection tube.

After pouring the concrete of the cast-in-place pile 5, the application can hoist the steel pipe column 6 into the casing 4, insert the steel pipe column 6 to the specified depth through the adjustment drive mechanism, and check and adjust the verticality of the steel pipe column. After the pile position deviates, the steel pipe column 6 can be fixed on the top of the cast-in-place pile 5, and there is no need to wait for the cast-in-situ pile 5 to solidify before carrying out the construction of the steel pipe column 6, which makes the installation of the steel pipe column 6 easier and more convenient.

All of the above are preferred embodiments of the application, and are not intended to limit the protection scope of the application. Therefore, all equivalent changes made according to the structure, shape, and principle of the application should be covered by the protection scope of the application. Inside.

Claims (8)

1. A construction method for a cover-excavation reverse-acting permanent steel pipe column is characterized by comprising the following steps of: the method comprises the following steps:

s1: the steel pipe column (6) comprises a standard section (61) and a tool section (62) coaxially connected to the top end of the standard section (61), a plurality of connecting nodes are arranged on the standard section (61) along the length direction, and each connecting node comprises a plurality of brackets (63) uniformly encircling the periphery of the standard section (61);

s2: leveling the site and paying-off and positioning the pile position of the cast-in-place pile (5);

s3: drilling construction of pile positions of cast-in-place piles (5): inserting and beating the protective cylinder (4) and removing waste soil in the protective cylinder (4);

s4: pouring construction of the cast-in-place pile (5): placing a reinforcement cage into the pile casing (4) and injecting concrete to form a cast-in-place pile (5);

s5: installing a driving adjustment mechanism (1) and checking and adjusting the installation position of the driving adjustment mechanism (1) to enable the axes of the main through hole (121) and the auxiliary through hole (111) to coincide with the axis of the protective cylinder (4);

s6: before the initial setting of the filling pile (5), the steel pipe column (6) is inserted into the pile casing (4) and the steel pipe column (6) is basically centered;

s7: bracket (63) position location: rotating the steel pipe column (6) until the bracket (63) on the periphery of the steel pipe column (6) is moved to a specified mounting position;

s8: positioning a steel pipe column (6): the standard section (61) of the steel pipe column (6) is inserted into the top end of the filling pile (5) to a specified depth by driving the adjusting mechanism (1); matching with a total station and checking and adjusting the verticality and pile position deviation of the steel pipe column (6) through a driving and adjusting mechanism (1);

s9: injecting concrete into the standard section (61) and curing;

s10: backfilling filler into the gap between the standard joint (61) and the protective cylinder (4);

the driving and adjusting mechanism (1) comprises a bottom plate (11) and a top plate (12) erected on the bottom plate (11), and a lifting assembly (13) for driving the top plate (12) to lift is arranged on the bottom plate (11); a main through hole (121) and a secondary through hole (111) for the steel pipe column (6) to penetrate are respectively formed in the top plate (12) and the bottom plate (11); the top plate (12) and the bottom plate (11) are respectively provided with a main clamping assembly and a secondary clamping assembly; the main clamping assembly comprises a plurality of main jacks (122) arranged on the top plate (12), the main jacks (122) are arranged around the main through holes (121), and the axial directions of the main jacks (122) are all perpendicular to the axial directions of the main through holes (121); the auxiliary clamping assembly comprises a plurality of auxiliary jacks (112) arranged on the bottom plate (11), the auxiliary jacks (112) are arranged around the auxiliary through holes (111), and the axial directions of the auxiliary jacks (112) are all perpendicular to the axial directions of the auxiliary through holes (111).

2. The construction method of the cover-excavation reverse-acting permanent steel pipe column according to claim 1, wherein the construction method comprises the following steps: the bottom end of the standard joint (61) is in an inverted cone shape, and the bottom end of the standard joint (61) is plugged.

3. The construction method of the cover-excavation reverse-acting permanent steel pipe column according to claim 1, wherein the construction method comprises the following steps: in step S2, after the site leveling, a reinforcing cushion layer (3) is poured on the area to be constructed, a reinforcing mesh is arranged in the reinforcing cushion layer (3), and the reinforcing cushion layer (3) is also provided with a perforation for the protective cylinder (4) to penetrate.

4. The construction method of the cover-excavation reverse-acting permanent steel pipe column according to claim 2, wherein the construction method comprises the following steps: in the step S6, after the steel pipe column (6) is moved down into the pile casing (4), water is injected into the standard knot (61) to lift the whole weight of the steel pipe column (6);

in step 9, water in the standard joint (61) is pumped out before concrete is poured into the standard joint (61).

5. The construction method of the cover-excavation reverse-acting permanent steel pipe column according to claim 4, wherein the construction method comprises the following steps: the tool joint (62) is also coaxially provided with a limiting ring (622), a connecting pipe (64) is coaxially inserted into the limiting ring (622), and the bottom end of the connecting pipe (64) extends to the bottom end of the standard joint (61); the locking bolt (623) is arranged on the periphery of the limiting ring (622) in a threaded manner, and one end of the locking bolt (623) is abutted against the periphery of the connecting pipe (64).

6. The construction method of the cover-excavation reverse-acting permanent steel pipe column according to claim 5, wherein the construction method comprises the following steps: the utility model discloses a tool joint, including standard festival (61), tool joint (62), main go-between (66) and auxiliary connection ring (65) are provided with respectively to standard festival (61) and tool joint (62) one end that is close to each other, main go-between (66) coaxial fixation is in standard festival (61) inner chamber, auxiliary connection ring (65) coaxial fixation is in tool joint (62) inner chamber, main go-between (66) are connected through a plurality of bolt and nut pair with auxiliary connection ring (65), tool joint (62) inner chamber still is provided with cat ladder (624).

7. The construction method of the cover-excavation reverse-acting permanent steel pipe column according to claim 1, wherein the construction method comprises the following steps: in step S6, a plurality of driving rods (620) are welded to the top end of the tool joint (62) before the steel pipe column (6) is suspended in the casing (4).

8. The construction method of the cover-excavation reverse-acting permanent steel pipe column according to claim 1, wherein the construction method comprises the following steps: in step S6, before the steel pipe column (6) is hung into the pile casing (4), an inclination sensor (626) is installed at the top end of the tool section (62); electrically connecting an inclination sensor (626) with the inclination display;

in the step S7, after the position adjustment of the bracket (63) is completed, the total station is matched, the verticality of the steel pipe column (6) is corrected and adjusted through the adjusting driving mechanism, and the data fed back to the inclination angle sensor (626) at the moment is calibrated and recorded as the initial value of the verticality;

in step S8, the driving adjustment mechanism (1) monitors the verticality of the steel pipe column (6) during the insertion process by feeding back the data to the tilt indicator through the tilt sensor (626) during the downward movement of the steel pipe column (6).

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