A cantilever multi-layer large-span steel concrete wall active anti-cracking construction method

Abstract

The present invention relates to the field of building construction technology, and discloses a cantilevered multi-layer large-span steel concrete wall active anti-cracking construction method, comprising the following method steps: step one, optimization calculation by finite element software; step two, support frame installation; step three, cantilever frame installation; step four, regional casting; step five, casting orthogonal trusses; step six, layered casting. The present invention optimizes the reasonable construction process of each stage of the steel concrete cantilever wall through full-condition force simulation analysis, and through the setting of locking units and limit units, while improving the construction efficiency and safety, reduces the support operation process and improves efficiency. At the same time, the cantilever wall fully considers the tension and compression areas, and the compression area adopts step-by-step casting first, and the tension area adopts post-casting, so as to effectively reduce the cracking risk of the cantilevered multi-layer large-span steel concrete wall and ensure the construction safety and stability of each stage of the structure.

Description

Technical Field

[0001] The invention belongs to the technical field of building construction, and in particular relates to an active anti-cracking construction method for a cantilevered multi-layer large-span steel concrete wall. Background Art

[0002] With the continuous development and innovation of modern architectural design, large buildings are increasingly adopting column-free and large-span space designs to meet functional and aesthetic requirements. Among them, the large-span cantilever structure can provide sufficient support for the building, enabling it to span a larger space. However, during the construction of cantilever multi-story large-span steel-concrete walls, there is usually a large demand for temporary support, and the cantilever wall is prone to cracks. Therefore, in order to ensure the overall safety of the cantilever structure, it is necessary to effectively prevent the cantilever multi-story large-span steel-concrete wall from destructive through cracks.

[0003] In the past, during the construction of multi-story steel-concrete cantilever wall structures, the design stage generally only focused on the final stress state of the overall structure, ignoring the analysis of the mechanical properties at each stage of the construction process; and the support needed to be positioned by welding, which was complicated to operate; during the pouring process, the main layer-by-layer overall pouring construction mode was adopted, and the division of the tension and compression areas of the cantilever structure was not considered, thereby increasing the risk of cantilever wall cracking.

[0004] In view of this, the present invention is proposed. Summary of the invention

[0005] In order to solve the above technical problems, the basic concept of the technical solution adopted by the present invention is:

[0006] A cantilever multi-layer large-span steel concrete wall active crack prevention construction method includes the following method steps:

[0007] Step 1: Optimize and calculate through finite element software to obtain the temporary support specifications of the horizontal support frame, and simulate the steel frame bearing capacity and anti-instability of the cantilever multi-story large-span steel concrete wall at each construction stage;

[0008] Step 2: Install the support frame at the designated position by means of a crane, and position the cantilever multi-layer large-span steel concrete wall steel frame on the support frame by means of a locking unit and a limiting unit;

[0009] The locking unit includes a rocker arm equipped with a pressing roller, the rocker arm is slidably connected to the bearing platform installed on the top of the supporting tire frame, and the rocker arm is slidably connected to the combined groove opened on the side wall of the bearing platform, the combined groove includes a flip groove and an extrusion groove connected to each other, the flip groove is arc-shaped, the extrusion groove is a straight groove, and the extrusion groove is in an inclined state, the flip groove is slidably connected to the center position of the rocker arm, the rotation center of the rocker arm is slidably connected to the extrusion groove, the side wall of the rocker arm is rotatably equipped with a storage rod, the bottom of the storage rod is equipped with a storage cover through a storage spring, the storage cover is rotatably connected to the bottom of the bearing platform, the rotation center of the rocker arm is equipped with a swing arm, a strip plate is slidably provided on the swing arm, an arch bracket is installed on the strip plate, a pressure rod and a push rod are installed on the arch bracket, and the pressure rod passes through the bearing platform;

[0010] The limiting unit comprises a limiting cover, the limiting cover is mounted on the side wall of the rocker arm, a limiting slide groove is slidably arranged inside the limiting cover, the limiting slide groove is an inclined groove, and a top block is mounted on the limiting slide groove, and a blocking block is mounted on the side wall of the bearing platform, and the blocking block is adapted to the top block;

[0011] Step 3: Weld and assemble the cantilever multi-story large-span steel concrete wall steel frame that has been positioned, and conduct acceptance operations. After the acceptance is completed, the supporting frame is unloaded and removed, so that the cantilever multi-story large-span steel concrete wall steel frame as a whole participates in its own structural stress deformation;

[0012] Step 4: After the support frame is dismantled, the concrete is poured in the compression area according to the concrete segmented pouring parts calculated and analyzed by the finite element software construction simulation. The area with less stress is poured up to the 8th floor. The compression area is poured in a stepped manner. The area with less load and compression needs to be poured with concrete in advance to ensure the overall stiffness. The cantilever wall with larger load and tensile area concrete is poured later to ensure that the steel frame in the tensile area of ​​the cantilever wall is deformed in advance;

[0013] Step 5: After the strength grade of the concrete poured in the first section reaches 100%, pour the concrete of the orthogonal truss floor slab, so that the cantilever multi-layer large-span steel concrete wall steel frame is connected to the entire structure as a whole and enters the stress state, and then pour the remaining concrete of the 4-6 layers of cantilever wall;

[0014] Step 6: After pouring the remaining concrete of the 4th to 6th floors, hoist the 8th-floor orthogonal trusses and complete the pouring of the floor deck concrete, then pour the remaining concrete of the 6th to 8th floors. When the concrete strength of the cantilever wall reaches 100%, remove the horizontal support.

[0015] As a preferred embodiment of the present invention, a base is provided at the bottom of the supporting frame, the base is in the shape of a boss, a positioning groove is opened on the bearing platform, and columns are installed at the corners of the cantilevered multi-layer large-span steel-concrete wall steel frame, and the size of the column and the size of the positioning groove are adapted to each other.

[0016] As a preferred embodiment of the present invention, a lap platform is installed on the side wall of the supporting platform, a groove is opened on the top of the lap platform, and the groove is in contact with the pressing roller, and a reinforcing rib is installed on the bottom of the lap platform, and the side wall of the reinforcing rib is connected to the side wall of the supporting platform, and the reinforcing rib is triangular.

[0017] As a preferred embodiment of the present invention, a sliding rod is installed on the inner wall of the rocker arm, and the sliding rod is slidably set in the flip groove. A guide slider is installed at the rotation center of the rocker arm, and the guide slider is slidably set in the extrusion groove. The guide slider and the sliding rod are on the same horizontal line.

[0018] As a preferred embodiment of the present invention, a positioning slider is installed at the bottom of the guide slider, and the positioning slider is slidably set on a positioning slide groove opened at the bottom of the flip groove. Positioning rods are installed at both ends of the positioning slide groove, and the positioning rods and the positioning slider are movably penetrated. A positioning spring is sleeved on the side wall of the positioning rod, and one end of the positioning spring is clamped on the side wall of the positioning slide groove, and the other end is clamped on the positioning slider.

[0019] As a preferred embodiment of the present invention, a fixed bracket is installed at the bottom of the support platform, a rotating shaft is installed on the fixed bracket, the rotating shaft and the energy storage cover shell are rotatably connected, a baffle is slidably arranged inside the energy storage cover, a energy storage rod is installed at one end of the baffle, the energy storage rod is movably connected to the energy storage cover, a energy storage spring is clamped between the bottom of the baffle and the energy storage cover, and the compression direction of the energy storage spring and the moving direction of the energy storage rod are both on the same straight line.

[0020] As a preferred embodiment of the present invention, a protrusion is installed at the end of the swing arm, a strip groove is opened on the strip plate, the strip groove and the strip plate are both in a horizontal state, the protrusion is slidably arranged on the inner wall of the strip groove, and the arch bracket is located at the bottom of the supporting platform.

[0021] As a preferred embodiment of the present invention, the push rod and the pressure rod are connected to each other, and a push plate is installed at the connection between the push rod and the pressure rod, the push plate is slidably arranged in the internal chamber of the supporting platform, the bottom of the push rod is interconnected with the center position of the arched bracket, and the top of the pressure rod is connected to a pressure plate, and the cross-sectional area of ​​the pressure plate is larger than the cross-sectional area of ​​the pressure rod.

[0022] As a preferred embodiment of the present invention, a compression spring is installed and sleeved on the push rod located in the internal chamber of the support platform, one end of the compression spring is clamped on the bottom of the push plate, and the other end is clamped on the side wall of the internal chamber of the support platform.

[0023] As a preferred embodiment of the present invention, a limiting cavity is provided inside the limiting cover, the limiting slide groove is slidably arranged at both ends of the limiting slide groove, and return springs are installed on the side walls of the limiting slide groove and the side walls of the top block.

[0024] Compared with the prior art, the present invention has the following beneficial effects:

[0025] The present invention optimizes the reasonable construction procedures of each stage of the steel-concrete cantilever wall through full-condition stress simulation analysis, and reduces the support operation process and improves efficiency by setting locking units and limit units while improving construction efficiency and safety. At the same time, the cantilever wall fully considers the tension and compression areas, and the compression area is cast in a stepped manner first, and the tension area is cast in a later manner, thereby effectively reducing the risk of cracking of the cantilevered multi-story large-span steel-concrete wall and ensuring the construction safety and stability of the structure at all stages.

[0026] The present invention is provided with a locking unit and a limiting unit. When the cantilever multi-story large-span steel-concrete wall steel frame and the bearing platform are assembled with each other, the bottom of the column and the pressure rod squeeze each other, the pressure rod pushes the push rod to slide downward, the push rod drives the arched bracket at the bottom to move downward, and drives the swing arm to rotate through the strip plate on the surface. At this time, the swing arm can drive the entire rocker arm to flip. When the rocker arm flips, the pressing roller of the rocker arm can flip to the top of the cantilever multi-story large-span steel-concrete wall steel frame to prepare for locking. When the rocker arm rotates along the flipping groove to the extrusion groove, the entire rocker arm is driven to move along the extrusion groove by the storage spring, and finally the pressing roller is pressed. The roller can be squeezed against the cantilevered multi-story large-span steel-concrete wall steel frame to complete the locking operation in the left and right directions. When the rocker arm rotates to the initial end of the extrusion groove, the top block is located above the blocking block. When the top block moves down with the rocker arm, the top block is blocked, but the limiting slide groove where the top block slides is sliding. Then, the top block can move toward the side wall of the cantilevered multi-story large-span steel-concrete wall steel frame, and finally the front and rear movement of the cantilevered multi-story large-span steel-concrete wall steel frame is limited. The left and right and front and rear positioning can be completed through the above structure, and the positioning is simple, which can improve the installation efficiency.

[0027] The specific implementation modes of the present invention are further described in detail below in conjunction with the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] In the attached picture:

[0029] Figure 1A three-dimensional structural schematic diagram of a cantilever multi-layer large-span steel-concrete wall active crack prevention construction method;

[0030] Figure 2 It is a front structural schematic diagram of a cantilever type multi-layer large-span steel concrete wall active anti-cracking construction method;

[0031] Figure 3 A cantilever multi-layer large-span steel concrete wall active crack prevention construction method Figure 2 Enlarged view of point A in the middle;

[0032] Figure 4 It is a partial structural schematic diagram of a cantilever multi-layer large-span steel concrete wall active crack prevention construction method;

[0033] Figure 5 A cross-sectional view of a cantilever type multi-layer large-span steel concrete wall active crack prevention construction method at the energy storage cover;

[0034] Figure 6 A cantilever multi-layer large-span steel concrete wall active crack prevention construction method Figure 5 Enlarged view of point B in the middle;

[0035] Figure 7 A bottom view of a cantilevered multi-layer large-span steel-concrete wall active crack prevention construction method;

[0036] Figure 8 A cantilever multi-layer large-span steel concrete wall active crack prevention construction method Figure 7 Enlarged view of point C in the middle;

[0037] Fig. 9 The cross-sectional view of the bearing platform of a cantilevered multi-story large-span steel-concrete wall active crack prevention construction method.

[0038] In the figure:

[0039] 101, support frame; 1011, base; 102, bearing platform; 1021, positioning groove;

[0040] 201, cantilever multi-layer long-span steel concrete wall steel frame; 2011, column;

[0041] 300, locking unit; 301, rocker arm; 3011, pressing roller; 3012, lap platform; 3013, reinforcing rib; 302, guide slider; 3021, positioning slider; 3022, positioning slide groove; 3023, positioning rod; 3024, positioning spring; 303, combination groove; 3031, flip groove; 3032, extrusion groove; 3033, slide rod; 304, power storage cover; 3041, power storage rod; 3042, baffle; 3043, power storage spring; 3044, rotating shaft; 3045, fixed bracket; 305, swing arm; 3051, protrusion; 3052, strip plate; 3053, strip groove; 3054, arch bracket; 306, pressure rod; 3061, pressure plate; 3062, push rod; 3063, push plate; 3064, compression spring;

[0042] 400, limiting unit; 401, limiting cover; 4011, limiting cavity; 4012, limiting slide; 402, top block; 4021, return spring; 403, blocking block. DETAILED DESCRIPTION

[0043] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. The following embodiments are used to illustrate the present invention.

[0044] Embodiment 1, as Figures 1 to 9 As shown, a cantilever multi-layer large-span steel concrete wall active crack prevention construction method includes the following method steps:

[0045] Step 1: Optimize the calculation through finite element software to obtain the temporary support specifications of the horizontal support frame, and simulate the steel frame bearing capacity and anti-instability of the cantilever multi-story large-span steel concrete wall at each construction stage;

[0046] Step 2: Install the support frame 101 at the designated position by means of a crane, and position the cantilever multi-layer large-span steel concrete wall steel frame 201 on the support frame 101 by means of a locking unit 300 and a limiting unit 400;

[0047] The locking unit 300 includes a rocker arm 301 equipped with a pressing roller 3011, the rocker arm 301 is slidably connected to the carrier platform 102 installed on the top of the tire support frame 101, and the rocker arm 301 is slidably connected to the combined groove 303 opened on the side wall of the carrier platform 102, the combined groove 303 includes a turnover groove 3031 and an extrusion groove 3032 connected to each other, the turnover groove 3031 is an arc shape, the extrusion groove 3032 is a straight groove, and the extrusion groove 3032 is in an inclined state, the turnover groove 3031 is slidably connected to the center position of the rocker arm 301, and the rocker arm 301 rotates The center is slidably connected with the extrusion groove 3032, the side wall of the rocker arm 301 is rotatably installed with a force storage rod 3041, the bottom of the force storage rod 3041 is installed with a force storage cover 304 through a force storage spring 3043, the force storage cover 304 is rotatably connected with the bottom of the bearing platform 102, the rotation center of the rocker arm 301 is installed with a swing arm 305, a strip plate 3052 is slidably arranged on the swing arm 305, an arch bracket 3054 is installed on the strip plate 3052, a pressure rod 306 and a push rod 3062 are installed on the arch bracket 3054, and the pressure rod 306 passes through the bearing platform 102;

[0048] The limiting unit 400 includes a limiting cover 401, which is mounted on the side wall of the rocker arm 301. A limiting slide groove 4012 is slidably arranged inside the limiting cover 401. The limiting slide groove 4012 is an inclined groove, and a top block 402 is mounted on the limiting slide groove 4012. A blocking block 403 is mounted on the side wall of the bearing platform 102, and the blocking block 403 is adapted to the top block 402.

[0049] When the cantilever multi-story large-span steel concrete wall steel frame 201 and the bearing platform 102 are assembled with each other, the bottom of the cantilever multi-story large-span steel concrete wall steel frame 201 and the pressure rod 306 are squeezed against each other, and the pressure rod 306 pushes the push rod 3062 to slide downward, and the push rod 3062 drives the arch bracket 3054 at the bottom to move downward, and drives the swing arm 305 to rotate through the strip plate 3052 on the surface. At this time, the swing arm 305 can drive the entire rocker arm 301 to flip. When the rocker arm 301 flips, the pressing roller 3011 of the rocker arm 301 can flip to the top of the cantilever multi-story large-span steel concrete wall steel frame 201 to prepare for locking. When the rocker arm 301 rotates to the extrusion groove 3032 along the flipping groove 3031, the entire rocker arm 301 is driven along the extrusion groove 3032 by the storage spring 3043. The groove 3032 moves, and finally the pressing roller 3011 can be squeezed against the cantilevered multi-story large-span steel-concrete wall steel frame 201, thereby completing the locking operation in the left and right directions. When the rocker arm 301 rotates to the initial end of the extrusion groove 3032, the top block 402 is located above the blocking block 403. At this time, when the top block 402 follows the rocker arm 301 to move downward, the top block 402 is blocked, but the limiting slide groove 4012 on which the top block 402 slides is sliding, and then the top block 402 can move toward the side wall of the cantilevered multi-story large-span steel-concrete wall steel frame 201 at this time, and finally the front and rear movement of the cantilevered multi-story large-span steel-concrete wall steel frame 201 is limited. The left and right and front and rear positioning can be completed through the above structure, and the positioning is simple, which can improve the installation efficiency.

[0050] Step 3: Weld and assemble the cantilever multi-story large-span steel concrete wall steel frame 201 that has been positioned, and conduct acceptance operations. After the acceptance is completed, the support frame 101 is unloaded and removed, so that the cantilever multi-story large-span steel concrete wall steel frame 201 as a whole participates in its own structural stress deformation;

[0051] Step 4: After the support frame 101 is dismantled, the concrete is poured in the compression area according to the concrete segmented pouring position calculated and analyzed by the finite element software construction simulation. The area with less stress is poured up to the 8th floor. The compression area is poured in a stepped manner. The area with less load and the compression area needs to be poured with concrete in advance to ensure the overall stiffness. The concrete of the cantilever wall with larger load and tension area is poured later to ensure that the steel frame of the tension area of ​​the cantilever wall is deformed in advance.

[0052] Step 5: After the strength grade of the concrete poured in the first section reaches 100%, pour the orthogonal truss floor slab concrete, so that the cantilever multi-layer large-span steel concrete wall steel frame 201 is connected to the entire structure as a whole and enters a stress-bearing state, and then pour the remaining concrete of the 4-6 layers of cantilever wall;

[0053] Step 6: After pouring the remaining concrete of the 4th to 6th floors, hoist the 8th-floor orthogonal trusses and complete the pouring of the floor deck concrete, then pour the remaining concrete of the 6th to 8th floors. When the concrete strength of the cantilever wall reaches 100%, remove the horizontal support.

[0054] The present invention optimizes the reasonable construction procedures of each stage of the steel concrete cantilever wall through full-condition stress simulation analysis. At the same time, the cantilever wall fully considers the tension and compression areas. The compression area is cast in advance in a stepped manner, and the tension area is cast later. This effectively reduces the risk of cracking of the cantilevered multi-story large-span steel concrete wall and ensures the construction safety and stability of the structure at all stages.

[0055] like Figure 1 and Figure 2 As shown, in a specific embodiment, a base 1011 is provided at the bottom of the supporting frame 101, and the base 1011 is in a boss shape. The base 1011 ensures that the supporting frame 101 can be stably supported on a plane, and a positioning groove 1021 is provided on the bearing platform 102. A column 2011 is installed at the corner of the cantilevered multi-layer large-span steel concrete wall steel frame 201, and the size of the column 2011 and the size of the positioning groove 1021 are adapted to each other to ensure that the two can be mutually connected together.

[0056] like Figure 4 , Figure 5 and Figure 7 As shown, further, a lap platform 3012 is installed on the side wall of the supporting platform 102, a groove is opened on the top of the lap platform 3012, and the groove is in contact with the pressing roller 3011, the lap platform 3012 can support the pressing roller 3011 as a whole, and a reinforcing rib 3013 is installed on the bottom of the lap platform 3012, the side wall of the reinforcing rib 3013 is interconnected with the side wall of the supporting platform 102, and the reinforcing rib 3013 is triangular, and the reinforcing rib 3013 can improve the firmness of the support.

[0057] Embodiment 2, based on embodiment 1 and different from this embodiment, is as follows: Figure 4 and Figure 5 As shown, a slide bar 3033 is installed on the inner wall of the rocker arm 301, and the slide bar 3033 is slidably set in the flip groove 3031. A guide slider 302 is installed at the rotation center of the rocker arm 301, and the guide slider 302 is slidably set in the extrusion groove 3032. The guide slider 302 and the slide bar 3033 are on the same horizontal line. When the rocker arm 301 flips, the slide bar 3033 at the bottom of the rocker arm 301 can slide in the combination groove 303, which serves the purpose of guidance, and the guide slider 302 also serves the purpose of guidance.

[0058] like Figure 7 and Figure 8As shown, in a specific embodiment, a positioning slider 3021 is installed at the bottom of the guide slider 302, and the positioning slider 3021 is slidably arranged on the positioning slot 3022 opened at the bottom of the flip slot 3031. Positioning rods 3023 are installed at both ends of the positioning slot 3022, and the positioning rods 3023 and the positioning slider 3021 are movably penetrated, and a positioning spring 3024 is sleeved on the side wall of the positioning rod 3023, and one end of the positioning spring 3024 is clamped on the side wall of the positioning slot 3022, and the other end is clamped on the positioning slider 3021. When the rocker arm 301 slides along the extrusion slot 3032, the guide slider 302 on the rocker arm 301 slides inside the extrusion slot 3032, and the positioning slider 3021 at the bottom of the guide slider 302 can slide on the positioning rod 3023 and compress the internal positioning spring 3024, so that the positioning spring 3024 is convenient for the later reset operation.

[0059] like Figure 3 and Figure 5 As shown, further, a fixed bracket 3045 is installed at the bottom of the support platform 102, and a rotating shaft 3044 is installed on the fixed bracket 3045. The rotating shaft 3044 and the outer shell of the energy storage cover 304 are rotatably connected. A baffle 3042 is slidably arranged inside the energy storage cover 304, and a energy storage rod 3041 is installed at one end of the baffle 3042. The energy storage rod 3041 is movably connected to the energy storage cover 304, and a energy storage spring 3043 is clamped between the bottom of the baffle 3042 and the energy storage cover 304, and the compression direction of the energy storage spring 3043 and the moving direction of the energy storage rod 3041 are both on the same straight line. When the rocker arm 301 flips, the force storage rod 3041 pulls the baffle 3042 to slide inside the force storage cover 304. At this time, the internal force storage spring 3043 is stretched, and the angle of the force storage cover 304 changes at the same time. When the slide rod 3033 moves to the initial end of the extrusion groove 3032, the entire rocker arm 301 is driven to move along the extrusion groove 3032 through the force storage spring 3043.

[0060] Embodiment 3, based on embodiment 2 and different from this embodiment: Figure 2 , Figure 3 and Fig. 9As shown, a protrusion 3051 is installed at the end of the swing arm 305, a strip groove 3053 is opened on the strip plate 3052, the strip groove 3053 and the strip plate 3052 are both in a horizontal state, the protrusion 3051 is slidably arranged on the inner wall of the strip groove 3053, and the arch support 3054 is located at the bottom of the bearing platform 102. The push rod 3062 and the pressure rod 306 are connected to each other, and a push plate 3063 is installed at the connection between the push rod 3062 and the pressure rod 306, and the push plate 3063 is slidably arranged in the internal cavity of the bearing platform 102, the bottom of the push rod 3062 is connected to the center position of the arch support 3054, and the top of the pressure rod 306 is connected to the pressure plate 3061, and the cross-sectional area of ​​the pressure plate 3061 is larger than the cross-sectional area of ​​the pressure rod 306. A compression spring 3064 is sleeved and mounted on the push rod 3062 located in the inner chamber of the support platform 102 . One end of the compression spring 3064 is clamped on the bottom of the push plate 3063 , and the other end is clamped on the side wall of the inner chamber of the support platform 102 . When the column 2011 of the side wall of the cantilevered multi-story large-span steel-concrete wall steel frame 201 and the pressure plate 3061 on the pressure rod 306 squeeze each other, the pressure rod 306 pushes the push rod 3062 to slide downward, and the push plate 3063 between the two moves downward, and the push plate 3063 compresses the compression spring 3064, which facilitates the later resetting operation. When the push rod 3062 moves downward, the push rod 3062 can drive the bottom arch bracket 3054 to move downward. At this time, the strip plate 3052 above the arch bracket 3054 moves downward synchronously. At this time, the protrusion 3051 on the rocker arm 301 slides in the strip groove 3053 on the strip plate 3052, and finally drives the swing arm 305 to rotate. At this time, the swing arm 305 can drive the entire rocker arm 301 to flip around the guide slider 302.

[0061] like Figure 5 and Figure 6 As shown, further, a limiting cavity 4011 is provided inside the limiting cover 401, and a limiting slide groove 4012 is slidably arranged at both ends of the limiting slide groove 4012, and a return spring 4021 is installed on the side wall of the limiting slide groove 4012 and the side wall of the top block 402. And when the rocker arm 301 rotates to the initial end of the extrusion groove 3032, the top block 402 is located above the blocking block 403, and when the top block 402 moves downward following the rocker arm 301, the top block 402 is blocked, but the limiting slide groove 4012 where the top block 402 slides is movable, and then the top block 402 can move toward the side wall of the column 2011 of the cantilever multi-layer large-span steel concrete wall steel frame 201, and when the limiting slide groove 4012 slides, the internal return spring 4021 is stretched, and the return spring 4021 facilitates the later return operation.

[0062] The implementation principle of the active anti-cracking construction method of a cantilevered multi-layer large-span steel concrete wall in this embodiment is as follows:

[0063] First, the operator uses finite element software to optimize the calculations, obtain the temporary support specifications of the horizontal support frame, and simulate the steel frame bearing capacity and anti-instability of the cantilever multi-story large-span steel concrete wall at each construction stage;

[0064] Then, the support frame 101 is installed at the designated position by a crane, and the cantilever multi-layer large-span steel concrete wall steel frame 201 is positioned on the support frame 101 by a locking unit 300 and a limiting unit 400;

[0065] When the cantilever multi-story large-span steel concrete wall steel frame 201 and the bearing platform 102 are assembled with each other, the column 2011 of the side wall of the cantilever multi-story large-span steel concrete wall steel frame 201 and the pressure plate 3061 on the pressure rod 306 squeeze each other, the pressure rod 306 pushes the push rod 3062 to slide downward, and the push plate 3063 between the two moves downward, the push plate 3063 compresses the compression spring 3064, and the compression spring 3064 is used to facilitate the later reset operation. When the push rod 3062 moves downward, the push rod 3062 can drive the arch bracket 3054 at the bottom to move downward, and the strip plate 3052 above the arch bracket 3054 moves downward synchronously. At this time, the protrusion 3051 on the rocker arm 301 slides in the strip groove 3053 on the strip plate 3052, and finally can drive the swing arm 305 to rotate, and at this time the swing arm 305 can drive the entire rocker arm 301 to flip around the guide slider 302.

[0066] When the rocker arm 301 flips, the pressing roller 3011 at the end of the rocker arm 301 can flip to the top of the column 2011 of the cantilever multi-story large-span steel-concrete wall steel frame 201 to prepare for locking. When the sliding bar 3033 on the rocker arm 301 rotates along the flipping groove 3031 to the extrusion groove 3032, the storage rod 3041 pulls the baffle 3042 to slide inside the storage cover 304. At this time, the internal storage spring 3043 is stretched, and the angle of the storage cover 304 changes at the same time. When the sliding bar 3033 moves to the initial end of the extrusion groove 3032, the storage spring 3043 drives the entire rocker arm 301 to move along the extrusion groove 3032. Finally, the pressing roller 3011 can be squeezed against the cantilever multi-story large-span steel-concrete wall steel frame 201, thereby completing the locking operation in the left and right directions.

[0067] When the rocker arm 301 slides along the extrusion groove 3032, the guide slider 302 on the rocker arm 301 slides inside the extrusion groove 3032, and the positioning slider 3021 at the bottom of the guide slider 302 can slide on the positioning rod 3023 and compress the internal positioning spring 3024, so that the positioning spring 3024 is used to facilitate the subsequent resetting operation.

[0068] And when the rocker arm 301 rotates to the initial end of the extrusion groove 3032, the top block 402 is located above the blocking block 403. At this time, when the top block 402 moves downward with the rocker arm 301, the top block 402 is blocked, but the limiting slide groove 4012 on which the top block 402 slides is movable, and then the top block 402 can move toward the side wall of the column 2011 of the cantilevered multi-story large-span steel-concrete wall steel frame 201. When the limiting slide groove 4012 slides, the internal return spring 4021 is stretched. The return spring 4021 is used to facilitate the subsequent return operation, and finally the forward and backward movement of the cantilevered multi-story large-span steel-concrete wall steel frame 201 can be limited. The above structure can complete left and right and front and back positioning, and the positioning is simple, which can improve the installation efficiency.

[0069] Then the cantilever multi-layer large-span steel concrete wall steel frame 201 that has been positioned is welded and assembled, and an acceptance operation is carried out. After the acceptance is completed, the support frame 101 is unloaded and removed, so that the cantilever multi-layer large-span steel concrete wall steel frame 201 as a whole participates in the stress deformation of its own structure;

[0070] After the support frame 101 is dismantled, the concrete is poured in the compression area according to the concrete segmented pouring position calculated and analyzed by the finite element software construction simulation. The area with less stress is poured up to the 8th floor. The compression area is poured in a stepped manner. The concrete needs to be poured in advance in the area with less load and compression to ensure the overall rigidity. The concrete of the cantilever wall with larger load and tension area is poured later to ensure that the steel frame of the tension area of ​​the cantilever wall is deformed in advance.

[0071] After the strength grade of the concrete poured in the first section reaches 100%, the orthogonal truss floor slab concrete is poured, so that the cantilever multi-layer large-span steel concrete wall steel frame 201 is connected to the entire structure as a whole and enters a stress-bearing state, and then the remaining concrete of the 4-6 layers of cantilever walls is poured;

[0072] Finally, after pouring the remaining concrete of the 4th to 6th floors, the 8th-floor orthogonal trusses are hoisted and the floor decking concrete pouring is completed. Then the remaining concrete of the 6th to 8th floors is poured. When the concrete strength of the cantilever wall reaches 100%, the horizontal support is removed.

Claims

1. A cantilever multi-layer large-span steel concrete wall active crack prevention construction method, characterized in that: The method comprises the following steps: Step 1: Optimize and calculate through finite element software to obtain the temporary support specifications of the horizontal support frame, and simulate the steel frame bearing capacity and anti-instability of the cantilever multi-story large-span steel concrete wall at each construction stage; Step 2: installing the support frame (101) at a designated location by means of a crane, and positioning the cantilevered multi-layer large-span steel concrete wall steel frame (201) on the support frame (101) by means of a locking unit (300) and a limiting unit (400); The locking unit (300) comprises a rocker arm (301) equipped with a pressing roller (3011); the rocker arm (301) is slidably connected to a bearing platform (102) mounted on the top of the tire support frame (101); and the rocker arm (301) is slidably connected to a combination groove (303) provided on the side wall of the bearing platform (102); the combination groove (303) comprises a turnover groove (3031) and an extrusion groove (3032) which are interconnected; the turnover groove (3031) is in an arc shape; the extrusion groove (3032) is a straight groove; and the extrusion groove (3032) is in an inclined state; the turnover groove (3031) is slidably connected to the center position of the rocker arm (301); and the rotation center of the rocker arm (301) is Slidingly connected to the extrusion groove (3032), a force storage rod (3041) is rotatably installed on the side wall of the rocker arm (301), a force storage cover (304) is installed at the bottom of the force storage rod (3041) via a force storage spring (3043), the force storage cover (304) is rotatably connected to the bottom of the bearing platform (102), a swing arm (305) is installed at the rotation center of the rocker arm (301), a strip plate (3052) is slidably arranged on the swing arm (305), an arch bracket (3054) is installed on the strip plate (3052), a pressure rod (306) and a push rod (3062) are installed on the arch bracket (3054), and the pressure rod (306) passes through the bearing platform (102); The limiting unit (400) comprises a limiting cover (401), the limiting cover (401) is mounted on the side wall of the rocker arm (301), a limiting slide groove (4012) is slidably arranged inside the limiting cover (401), the limiting slide groove (4012) is an inclined groove, and a top block (402) is mounted on the limiting slide groove (4012), and a blocking block (403) is mounted on the side wall of the bearing platform (102), and the blocking block (403) is adapted to the top block (402); Step 3: welding and assembling the positioned cantilevered multi-layered large-span steel concrete wall steel frame (201), and conducting an acceptance operation. After the acceptance is completed, the supporting frame (101) is unloaded and removed, so that the cantilevered multi-layered large-span steel concrete wall steel frame (201) as a whole participates in its own structural stress deformation; Step 4: After the support frame (101) is dismantled, the concrete is poured in the compression area according to the concrete segmented pouring position calculated and analyzed by the finite element software construction simulation. The area with less stress is poured up to the 8th floor. The compression area is poured in a stepped manner. The area with less load and the compression area needs to be poured with concrete in advance to ensure the overall rigidity. The cantilever wall with a large load and the tension area is poured with concrete later to ensure that the steel frame in the tension area of ​​the cantilever wall is deformed in advance. Step 5: After the strength grade of the concrete poured in the first section reaches 100%, pour the orthogonal truss floor slab concrete, so that the cantilever multi-layer large-span steel concrete wall steel frame (201) is connected to the entire structure into a whole and enters a stress-bearing state, and then pour the remaining concrete of the 4-6 layers of cantilever walls; Step 6: After pouring the remaining concrete of the 4th to 6th floors, hoist the 8th-floor orthogonal trusses and complete the pouring of the floor deck concrete, then pour the remaining concrete of the 6th to 8th floors. When the concrete strength of the cantilever wall reaches 100%, remove the horizontal support.

2. The active anti-cracking construction method for a cantilevered multi-layer large-span steel concrete wall according to claim 1 is characterized in that: A base (1011) is provided at the bottom of the support frame (101), the base (1011) is in the shape of a boss, a positioning groove (1021) is provided on the bearing platform (102), and columns (2011) are installed at the corners of the cantilevered multi-layer large-span steel concrete wall steel frame (201), and the size of the columns (2011) and the size of the positioning grooves (1021) are mutually compatible.

3. The active anti-cracking construction method for a cantilevered multi-layer large-span steel concrete wall according to claim 1 is characterized in that: A lap joint platform (3012) is installed on the side wall of the bearing platform (102), a groove is provided on the top of the lap joint platform (3012), and the groove and the pressing roller (3011) are fitted together, and a reinforcing rib (3013) is installed on the bottom of the lap joint platform (3012), and the side wall of the reinforcing rib (3013) is connected to the side wall of the bearing platform (102), and the reinforcing rib (3013) is triangular in shape.

4. The active anti-cracking construction method for a cantilevered multi-layer large-span steel concrete wall according to claim 1 is characterized in that: A slide bar (3033) is installed on the inner wall of the rocker arm (301), and the slide bar (3033) is slidably arranged in the flip groove (3031). A guide slider (302) is installed at the rotation center of the rocker arm (301), and the guide slider (302) is slidably arranged in the extrusion groove (3032). The guide slider (302) and the slide bar (3033) are located on the same horizontal straight line.

5. The active anti-cracking construction method for cantilever multi-layer large-span steel concrete wall according to claim 4 is characterized in that: A positioning slider (3021) is installed at the bottom of the guide slider (302), and the positioning slider (3021) is slidably arranged on a positioning slot (3022) opened at the bottom of the flip slot (3031). Positioning rods (3023) are installed at both ends of the positioning slot (3022), and the positioning rods (3023) and the positioning slider (3021) are movably interpenetrating. A positioning spring (3024) is sleeved on the side wall of the positioning rod (3023), and one end of the positioning spring (3024) is clamped on the side wall of the positioning slot (3022), and the other end is clamped on the positioning slider (3021).

6. The active anti-cracking construction method for cantilever multi-layer large-span steel concrete wall according to claim 1 is characterized in that: A fixed bracket (3045) is installed at the bottom of the bearing platform (102), a rotating shaft (3044) is installed on the fixed bracket (3045), the rotating shaft (3044) and the outer shell of the force storage cover (304) are rotatably connected, a baffle (3042) is slidably arranged inside the force storage cover (304), a force storage rod (3041) is installed at one end of the baffle (3042), the force storage rod (3041) is movably connected to the force storage cover (304), a force storage spring (3043) is clamped between the bottom of the baffle (3042) and the force storage cover (304), and the compression direction of the force storage spring (3043) and the movement direction of the force storage rod (3041) are both on the same straight line.

7. The active anti-cracking construction method for cantilever multi-layer large-span steel concrete wall according to claim 1 is characterized in that: A protrusion (3051) is installed at the end of the swing arm (305), a strip groove (3053) is opened on the strip plate (3052), the strip groove (3053) and the strip plate (3052) are both in a horizontal state, the protrusion (3051) is slidably arranged on the inner wall of the strip groove (3053), and the arch support (3054) is located at the bottom of the bearing platform (102).

8. The active anti-cracking construction method for cantilever multi-layer large-span steel concrete wall according to claim 1 is characterized in that: The push rod (3062) and the pressure rod (306) are connected to each other, and a push plate (3063) is installed at the connection between the push rod (3062) and the pressure rod (306), and the push plate (3063) is slidably arranged in the internal chamber of the support platform (102), and the bottom of the push rod (3062) is connected to the center position of the arch support (3054), and the top of the pressure rod (306) is connected to the pressure plate (3061), and the cross-sectional area of ​​the pressure plate (3061) is greater than the cross-sectional area of ​​the pressure rod (306).

9. The active anti-cracking construction method for cantilever multi-layer large-span steel concrete wall according to claim 8 is characterized in that: A compression spring (3064) is sleeved and mounted on the push rod (3062) located in the internal chamber of the support platform (102); one end of the compression spring (3064) is clamped on the bottom of the push plate (3063), and the other end is clamped on the side wall of the internal chamber of the support platform (102).

10. The active anti-cracking construction method for cantilever multi-layer large-span steel concrete wall according to claim 1 is characterized in that: A limiting cavity (4011) is provided inside the limiting cover (401), and a return spring (4021) is installed on the side wall of the limiting slide groove (4012) and the side wall of the top block (402).

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