Jacking construction process method for high-rise building

Abstract

The invention belongs to the technical field of building construction, and particularly provides a jacking construction process method for a high-rise building. Comprising the following steps of arrangement of jacking equipment and a jacking house, preparation of ground plane facilities of a first floor, construction and primary jacking of a sealing roof layer, placement of an alternative jacking device, withdrawal of a jacking rod, placement of a prefabricated stand column, withdrawal of the alternative jacking device, secondary jacking, layer-by-layer construction and jacking, withdrawal of the jacking equipment and structural fixation. Through mechanical structure innovation, the problems that in a traditional jacking process, the load transfer risk is high, and the connection efficiency is low are solved, industrial and ground construction of high-rise buildings is achieved, a replacement jacking device is innovatively designed, the intelligent follow-up effect is achieved through a simple mechanical structure, and the construction efficiency is improved. Therefore, the replacement supporting efficiency and reliability are remarkably improved.

Description

Technical Field

[0001] The invention belongs to the technical field of building construction, and specifically refers to a jacking construction process method for a high-rise building. Background Art

[0002] Traditional high-rise building construction relies on aerial work equipment such as tower cranes, external frames, and climbing frames, which have problems such as high construction safety risks, long construction periods, and high costs. Existing jacking construction technology attempts to achieve ground construction through underground space jacking equipment, but there are three major technical bottlenecks: First, the disassembly and assembly of alternative support devices is cumbersome, and the load transfer process lacks reliable mechanical positioning, which is prone to single-point instability; second, the connection efficiency between prefabricated columns and the building is low. The traditional welding process takes 2-3 hours and is limited by space, making it difficult to meet the needs of industrialized construction; third, how to reliably maintain the weight of the building during the jacking process, efficiently complete the replacement of columns, and ensure the synchronous operation of each workstation are technical problems that need to be solved urgently. Therefore, there is an urgent need for a new jacking construction method that combines high-precision positioning, efficient jacking and quick connection technology. Summary of the invention

[0003] In response to the above technical problems, the present invention provides a high-rise building jacking construction process method, which solves the problems of high load transfer risk and low connection efficiency in traditional jacking technology through mechanical structure innovation, and realizes the industrialized and ground construction of high-rise buildings.

[0004] The technical solution adopted by the present invention is as follows: This solution provides a method for jacking up a high-rise building, comprising the following steps: Step 1: Arrangement of lifting equipment and lifting room; Step 2: Preparation of ground level facilities on the first floor; Step 3: Construction of the top layer and first lifting; Step 4: Insert the replacement lifting device; Step 5: ejector rod withdraws; Step 6: Place prefabricated columns; Step 7: The alternative lifting device exits; Step 8: Lift again; Step 9: Layer-by-layer construction and lifting: Repeat steps 5 to 8 to achieve layer-by-layer construction and lifting; Step 10: Exit the lifting equipment and fix the structure.

[0005] Among them, the specific process of step 1 is as follows: Build a jacking house on the bottom slab of the building to be constructed. The top plate of the jacking house is flush with the ground plane of the first floor. Reserve a jacking rod through-hole on the top plate of the jacking house, and the center of the jacking rod through-hole coincides with the center of the designed position of the precast column. Install a hydraulic jacking device on the inner bottom plate of the jacking house. A hydraulic jacking rod is provided in the hydraulic jacking device. The hydraulic jacking rod is aligned with the center of the jacking rod through-hole. An upper end of the hydraulic jacking rod is fixedly provided with a jacking plate. An upper part of the jacking plate is movably clamped with a jacking support. The jacking plate and the jacking support are located above the jacking rod through-hole. A column through-hole is provided in the middle of the jacking support to facilitate the passage of the precast column. Install temporary support columns in a circular array on the inner bottom plate of the jacking house around the hydraulic jacking rod. The temporary support columns provide a support foundation for the alternative jacking device.

[0006] The specific process of step 2 is as follows: A groove is provided around the jacking rod through-hole on the top plate of the jacking house. The jacking support is located in the groove. In the retracted state of the hydraulic jacking rod, the upper wall of the jacking support is flush with the top plate of the jacking house. Serrated steel plates are arranged in a circular array in the groove. The serrated steel plates are located directly above the temporary support columns. The serrated steel plates are correspondingly arranged with the alternative jacking device and are used to support the alternative jacking device.

[0007] The specific process of step 3 is as follows: Build a sealing layer and install the precast columns of the sealing layer. The lower ends of the precast columns of the sealing layer pass through the jacking support and are placed on the upper wall of the jacking plate. After the sealing layer is built, start all the hydraulic jacking rods to lift the sealing layer.

[0008] The specific process of step 4 is as follows: Place an alternative jacking device in the groove around each hydraulic jacking rod. The alternative jacking device is composed of a support steel column and a support plate fixedly connected. The upper end of the support steel column is rotatably connected to the side wall of the jacking support. The support plate is fixedly connected to the lower end of the support steel column. A serrated clamping plate is fixedly provided on the lower wall of the support plate. When the lower end of the support plate moves to the position of the serrated steel plate, the serrated clamping plate can bite with the serrated steel plate. Wait until the support steel column is stable and the support plate is located above the serrated steel plate.

[0009] Furthermore, the specific process of step 5 is as follows: Slowly control the hydraulic jacking rod to retract until the serrated clamping plate bites with the serrated steel plate. At this time, the support steel column starts to jack up the jacking support. After the alternative jacking device is stable, the hydraulic jacking rod continues to contract until it retracts to the initial state. At this time, the alternative jacking device jacks up the beam support of the sealing layer through the jacking support, thereby jacking up the entire sealing layer.

[0010] Furthermore, the specific process of step 6 is as follows: Align the upper end of the precast column with the precast column of the sealing layer. Place the lower end of the precast column on the upper wall of the jacking plate. The hydraulic jacking rod extends and tightens the precast column. At this time, the gravity of the sealing layer is borne by the new precast column, and the alternative jacking device no longer bears the pressure.

[0011] Further, the specific process of step 7 is as follows: Push out the support plate of the replacement jacking device from the area where the serrated steel plate is located. Under the action of gravity, the jacking support slides downward along the outer wall of the new precast column and is movably engaged with the jacking plate again. The replacement jacking device horizontally falls into the groove on the top plate of the jacking room.

[0012] Step 8 specifically includes the following contents: Construct the structure and decoration within the new floor and jack again. During the jacking process, the replacement jacking device is driven by the jacking support and automatically changes from a horizontal state to a vertical state. The serrated clamping plate automatically moves above the serrated steel plate.

[0013] The beneficial effects achieved by the present invention are as follows: (1) The present invention provides a method for jacking and constructing high-rise buildings. The method uses reverse jacking construction to build buildings, avoiding high-altitude operations. By integrating mechanical structure innovation and intelligent control technology, it solves the problems of high load transfer risk and low connection efficiency in traditional jacking processes, and realizes industrialized and ground-based construction of high-rise buildings; (2) The replacement jacking device uses a simple mechanical structure to achieve an intelligent follow-up effect. The support steel column is hinged on the jacking support, enabling the support steel column to move with the rise and fall of the jacking support. When the jacking support rises, the replacement jacking device gradually lifts from a horizontal state and automatically aligns with the serrated steel plate when reaching the vertical state. When the jacking support descends, it can also drive the support steel column to move, enabling the support steel column to fall into the steel column groove, without affecting the subsequent construction of the cross beam and the bottom plate, and without the need for complex control systems and electronic devices, significantly improving the construction efficiency; (3) The installation of precast columns adopts three-dimensional self-positioning plug-in technology for installation. The upper end face of the precast column is provided with a column boss, the lower end face of the precast column is provided with a concave hole, and the upper wall of the jacking plate is provided with a boss. When the precast column is placed on the jacking plate, the boss automatically inserts into the concave hole, thereby realizing automatic centering. The precast columns on the lower floors are reliably plugged and positioned by inserting the column bosses of the precast columns on the lower floors into the concave holes of the precast columns on the upper floors; (4) The precast column and the cross beam are connected by a cross beam support. The cross beam support can not only reliably connect the cross beam to the precast column, but also provide a firm fulcrum for the jacking operation. The cross beam support, as a force transmission component of the hydraulic jack and the upper floor, can reliably transmit the acting force to the precast column, avoiding the problems of cross beam damage or failure of the connection point between the cross beam and the precast column caused by directly using the cross beam as a support structure; (5) Temporary support columns are annularly and arrayedly installed on the bottom plate inside the jacking room around the hydraulic jack. The upper ends of the temporary support columns tightly support the top plate inside the jacking room, and the temporary support columns provide a support foundation for the replacement jacking device. Description of the Drawings

[0014] Figure 1After the execution of Step 4 of a high-rise building jacking construction process method proposed by the present invention, a schematic diagram of the structure around the precast columns of the building body; Figure 2 A partial structural schematic diagram of the jacking roof slab in the present invention at the through-hole of the jacking rod; Figure 3 For Figure 1 The front view sectional view of the structure in; Figure 4 For Figure 3 The partial enlarged view of part A in; Figure 5 The split structural sectional view of the upper part of the hydraulic jacking rod and the jacking support in the present invention; Figure 6 The sectional view of the lower end structure of the support steel column in Embodiment 3.

[0015] The accompanying drawings are used to provide a further understanding of the present invention, and constitute a part of the specification. Together with the embodiments of the present invention, they are used to explain the present invention and do not constitute a limitation to the present invention. Specific Embodiments

[0016] Embodiment 1: Please refer to Figures 1-5 , this embodiment provides a high-rise building jacking construction process method, including the following steps: Step 1: Arrangement of jacking equipment and jacking house: The jacking house is constructed by pouring concrete on the bottom slab of the building to be built. The roof slab of the jacking house is flush with the ground plane of the first floor. A through-hole for the jacking rod is reserved on the roof slab of the jacking house. The center of the through-hole for the jacking rod coincides with the center of the designed position of the precast column. The through-hole for the jacking rod is positioned by using a three-dimensional laser scanner. A hydraulic jacking equipment is installed on the inner bottom slab of the jacking house. A hydraulic jacking rod is provided in the hydraulic jacking equipment. The hydraulic jacking rod is aligned with the center of the through-hole for the jacking rod. A synchronous jacking control system is equipped on the hydraulic jacking equipment so that all the hydraulic jacking equipment can jack synchronously. A jacking plate is fixedly arranged at the upper end of the hydraulic jacking rod. A jacking support is sleeved on the upper part of the jacking plate in a movable clamping manner. The jacking plate and the jacking support are located above the through-hole for the jacking rod. A column through-hole is opened in the middle of the jacking support to facilitate the passage of the precast column. Temporary support columns are annularly arranged on the inner bottom slab of the jacking house around the hydraulic jacking rod. The upper ends of the temporary support columns are tightly abutted against the inner roof slab of the jacking house. The temporary support columns provide a support foundation for the alternative jacking device; Step 2: Preparation of the ground floor facilities: A groove is provided around the through-hole of the jack rod on the roof slab of the jacking room. Four steel column grooves are radially arranged in a ring outside the groove. The steel column grooves are correspondingly arranged with the alternative jacking devices. When the hydraulic jack rod is in a retracted state, the upper wall of the jacking support is flush with the roof slab of the jacking room. Serrated steel plates are arranged in a circular array in the groove. The serrated steel plates are located directly above the temporary support columns. The serrated steel plates are correspondingly arranged with the alternative jacking devices and are used to support the alternative jacking devices. Prefabricated column handling tracks are laid on the roof slab of the jacking room. The prefabricated column handling tracks are distributed along the through-hole of the jack rod to facilitate the vertical transportation of prefabricated columns; Step 3: Construction of the top floor and the first jacking: Construct the top floor and install the prefabricated columns of the top floor. The lower ends of the prefabricated columns of the top floor pass through the column through-holes in the jacking support and are placed on the upper wall of the jacking plate. A column boss is provided on the upper end face of the prefabricated column, and a concave hole is provided on the lower end face of the prefabricated column. A boss is provided on the upper wall of the jacking plate. When the prefabricated column is placed on the jacking plate, the boss automatically inserts into the concave hole to achieve automatic centering. A wrapping groove is provided on the outer side wall of the lower end of the prefabricated column. A crossbeam support is installed at the wrapping groove. The side wall of the crossbeam support is fixedly connected to the outer wall of the prefabricated column. The lower wall of the crossbeam support is placed on the upper wall of the jacking support. Then, install the bottom crossbeam, bottom floor slab, pipelines and auxiliary facilities. The bottom crossbeam is installed on the crossbeam support and is connected to the side wall of the prefabricated column through bolts and prestressed tendons. Then, construct the top crossbeam and top floor slab, and carry out the exterior wall decoration to ensure that no subsequent high-altitude operations are required after the completion of the top floor. Then, start all the hydraulic jacking equipment. The hydraulic jack rod jacks up the jacking plate, causing the jacking support to move upward. The prefabricated columns and crossbeams of the top floor rise synchronously, so that the top floor rises until the bottom of the bottom crossbeam of the top floor reaches the specified height; Step 4: Placement of the alternative jacking devices: Four groups of alternative jacking devices are placed in the grooves around each hydraulic jack rod. The alternative jacking device is composed of a support steel column and a support plate fixedly connected. The upper end of the support steel column is rotatably connected to the side wall of the jacking support. The support plate is fixedly connected to the lower end of the support steel column. A serrated clamping plate is fixedly provided on the lower wall of the support plate. When the lower end of the support plate moves to the serrated steel plate, the serrated clamping plate can bite with the serrated steel plate. After the support steel column is stable, the support plate is located above the serrated steel plate; Step 5: Withdrawal of the jack rod: Slowly control the hydraulic jack rod to retract until the serrated clamping plate bites with the serrated steel plate. At this time, the support steel column begins to jack up the jacking support. After the alternative jacking device is stable, the hydraulic jack rod continues to contract until it retracts to the initial state. The jacking plate at the upper end of the hydraulic jack rod leaves the jacking support and returns to the groove on the roof slab of the jacking room. At this time, the alternative jacking device jacks up the crossbeam support of the top floor through the jacking support, thereby jacking up the entire top floor; Step 6: Placement of precast columns: Transport a new precast column to the through-hole of the jacking rod through the transport track for precast columns. Insert the upper end of the new precast column into the column through-hole of the jacking support and align it with the precast column on the sealing layer. Place the lower end of the new precast column on the upper wall of the jacking plate. Extend the hydraulic jacking rod to drive the new precast column to move upward and butt and tightly press against the precast column on the sealing layer, and manually fasten the connection between the upper and lower layers of precast columns. At this time, the gravity of the sealing layer is borne by the new precast column, and the replacement jacking device no longer bears pressure. Step 7: Withdrawal of the replacement jacking device: After the installation of the new precast column is completed, loosen the replacement jacking device, push the support plate of the replacement jacking device out of the area where the serrated steel plate is located. The jacking support slides downward along the outer wall of the new precast column under the action of gravity until it falls into the groove on the top plate of the jacking room and is movably engaged with the jacking plate again. The replacement jacking device horizontally falls into the steel column groove. Step 8: Re-jacking: Install a new crossbeam support at the wrapping groove at the lower end of the new precast column, and install a new crossbeam, bottom plate, pipelines and auxiliary facilities, and carry out exterior wall decoration. Then carry out re-jacking until the new floor reaches the specified height. During the jacking process, the replacement jacking device is driven by the jacking support and automatically changes from a horizontal state to a vertical state, and the serrated clamping plate automatically moves above the serrated steel plate. Step 9: Layer-by-layer construction and jacking: Repeat Steps 5 - 8 to achieve layer-by-layer construction and layer-by-layer jacking. Step 10: Withdrawal of the jacking equipment and structural fixation: During the construction of the bottom layer, after Step 6 is completed, remove the replacement jacking device and install a new crossbeam support. Then install a new crossbeam, bottom plate, pipelines and auxiliary facilities. Then install a permanent shear wall on the crossbeam. The upper wall of the permanent shear wall contacts the bottom wall of the crossbeam on the upper layer. After the permanent shear wall is stable, slowly retract the hydraulic jacking rod. At this time, the load of the building is transmitted from the precast column to the crossbeam on the upper layer, the permanent shear wall, and the bottom crossbeam, and is borne by the jacking room. After the hydraulic jacking rod is retracted, remove the hydraulic jacking equipment, and construct a permanent support column inside the jacking room. Align the permanent support column with the precast column, fixedly connect the upper end of the permanent support column to the lower end of the precast column, fixedly connect the top plate of the jacking room at the through-hole of the jacking rod to the middle of the permanent support column, then seal the through-hole of the jacking rod, and finally remove the temporary support column inside the jacking room.

[0017] The replacement jacking device achieves an intelligent follow-up effect with a simple mechanical structure. The support steel column is hinged on the jacking support, enabling the support steel column to move with the lifting and lowering of the jacking support. When the jacking support rises, the replacement jacking device gradually lifts from a horizontal state and automatically aligns with the serrated steel plate when reaching the vertical state. When the jacking support descends, it can drive the support steel column to move, enabling the support steel column to fall into the steel column groove, without affecting the subsequent construction of the crossbeam and bottom plate, and without the need for complex control systems and electronic devices, significantly improving the construction efficiency.

[0018] The precast columns are installed using a three-dimensional self-positioning plug-in technology. There are column bosses on the upper end face of the precast columns, and concave holes are provided on the lower end face of the precast columns. There are bosses on the upper wall of the jacking plate. When the precast column is placed on the jacking plate, the bosses automatically insert into the concave holes, thus realizing automatic centering. The precast columns on the lower floors are reliably plugged and positioned by inserting the column bosses of the precast columns on the lower floors into the concave holes of the precast columns on the upper floors.

[0019] The precast columns and the cross beams are connected by cross beam supports. The cross beam supports can not only connect the cross beams reliably to the precast columns, but also provide a firm fulcrum for the jacking operation. As the force transmission components of the hydraulic jacks and the upper floors, the cross beam supports can transmit the acting forces reliably to the precast columns, avoiding the problems of damage to the cross beams or failure of the connection points between the cross beams and the precast columns caused by directly using the cross beams as the support structures.

[0020] Embodiment 2: The difference between this embodiment and Embodiment 1 lies in the specific process of Step 10. In this embodiment, the specific content of Step 10 is as follows: During the construction of the ground floor, after Step 5 is completed, no precast columns are placed. After the hydraulic jacks retract, they replace the jacking devices and the temporary support columns to bear the building load. The hydraulic jacking equipment is removed, and underground support columns are constructed at the positions of the hydraulic jacks inside the jacking room. The middle parts of the underground support columns penetrate through the jack rod through holes. The upper ends of the underground support columns are connected to the lower ends of the precast columns on the first floor above the ground floor. When the underground support columns are stable and can bear the overall load of the building, the replacement jacking devices are removed.

[0021] Embodiment 3: This embodiment is based on Embodiment 1. As Figures 1-6 shown, in this embodiment, an electric control slider is slidably installed inside the lower end of the support steel column. A small wheel is rotatably installed on the slider. A rectangular hole is provided on the lower wall of the support plate so that the small wheel can protrude therefrom. When the replacement jacking device needs to fall back, the electric control slider slides and drives the small wheel to protrude from the rectangular hole, and the small wheel is not exposed at other times. Once the small wheel is exposed, the replacement jacking device will fall by its own weight.

[0022] The above describes the present invention and its embodiments. This description is not restrictive. What is shown in the drawings is only one of the embodiments of the present invention, and the actual structure is not limited thereto.

Claims

1. A method for jacking up a high-rise building, characterized in that: The following steps are involved: Step 1: Arrangement of jacking equipment and jacking room: Build a jacking room, install hydraulic jacks in the jacking room, a jacking plate is fixed on the upper end of the hydraulic jack, and a jacking support is movably sleeved on the upper part of the jacking plate; Step 2: Preparation of ground level facilities on the first floor; Step 3: Construction of the top layer and first lifting: Install the prefabricated columns of the top layer. The lower ends of the prefabricated columns of the top layer pass through the lifting supports and are placed on the upper wall of the lifting plate. After the construction of the top layer is completed, start the hydraulic jack to raise the top layer; Step 4: Placement of an alternative jacking device: Place an alternative jacking device on the roof of the jacking house, and the upper end of the alternative jacking device is rotatably connected to the side wall of the jacking support; Step 5: The jack is withdrawn: the hydraulic jack is retracted and the jacking device is replaced to start jacking; Step 6: Place the prefabricated columns: Align the upper end of the prefabricated columns with the prefabricated columns on the top layer, and place the lower end of the prefabricated columns on the upper wall of the jacking plate. The hydraulic jack extends and tightens the prefabricated columns to replace the loose jacking device. Step 7: Exit the alternative jacking device: push out the alternative jacking device, and the jacking support falls back; Step 8: Lift up again: construct the structure and decoration in the new floor, and lift up again; Step 9: Layer-by-layer construction and lifting: Repeat steps 5 to 8 to carry out layer-by-layer construction and lifting; Step 10: Exit the lifting equipment and fix the structure.

2. A method for jacking up a high-rise building according to claim 1, characterized in that: The alternative jacking device is composed of a supporting steel column and a support plate fixedly connected. The upper end of the supporting steel column is rotatably connected to the side wall of the jacking support, the support plate is fixedly connected to the lower end of the supporting steel column, a serrated clamping plate is fixedly provided on the lower wall of the support plate, a jacking roof plate is provided with a jacking rod through hole, and a serrated steel plate is provided on the jacking roof plate around the jacking rod through hole, and the serrated clamping plate and the serrated steel plate are arranged correspondingly.

3. A high-rise building jacking construction process according to claim 1, characterized in that: In step 4, alternative jacking devices are distributed around the hydraulic jacking rods in a circular array.

4. A method for jacking up a high-rise building according to claim 2, characterized in that: In step 8, during the second jacking process, the replacement jacking device is driven by the jacking support to automatically change from a horizontal state to a vertical state, and the serrated clamping plate automatically moves to above the serrated steel plate.

5. The method for jacking up a high-rise building according to claim 1, characterized in that: In step 3, a wrapping groove is opened on the outer wall of the lower end of the prefabricated column, and a beam support is installed at the wrapping groove. The side wall of the beam support is fixedly connected to the outer wall of the prefabricated column, the lower wall of the beam support is placed on the upper wall of the jacking support, and the bottom plate beam is installed on the beam support.

6. A method for jacking up a high-rise building according to claim 4, characterized in that: In step 5, the hydraulic jack is first slowly retracted, the serrated clamping plate automatically engages with the serrated steel plate, and after the replacement jacking device is stabilized, the hydraulic jack continues to retract to the initial state.

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