Concrete-concrete combined beam column plate joint and construction method

Abstract

The invention provides a concrete-concrete combined beam column plate joint and a construction method, and relates to the technical field of building constructions.The joint comprises a prefabricated column formwork, a prefabricated groove type beam and a slotting type prefabricated plate set, and the prefabricated groove type beam is erected on the side edge of the prefabricated column formwork; the plurality of slotted prefabricated slab groups are erected on the prefabricated channel beam at intervals in the length direction of the prefabricated channel beam; the slotted prefabricated slab group comprises two slotted prefabricated slabs connected to the two sides of the prefabricated channel beam in the length direction, and the notch additional steel bars are placed in slab edge notches of the two opposite slotted prefabricated slabs. A plurality of beam top additional reinforcements are arranged at intervals at the top of the prefabricated trough beam in the length direction; the prefabricated column formwork, the prefabricated groove type beam and the slotting type prefabricated plate set are connected to form a connection whole by pouring concrete; an additional steel bar set is arranged in the joint area and comprises joint stirrups, vertical lap joint steel bars and horizontal lap joint steel bars. The prefabricated part is of a non-rib-out structure, and the stacking and transporting efficiency is improved.

Description

Technical Field

[0001] The invention relates to the technical field of building construction, in particular to a concrete-concrete composite beam-column-slab node and a construction method. Background Art

[0002] Prefabricated buildings are an energy-saving, environmentally friendly and efficient form of construction. Prefabricated concrete structures have the advantages of high economic benefits, little impact of climatic conditions on construction, easy product quality assurance, short construction time and little environmental pollution, so they have been vigorously promoted and applied.

[0003] In the existing connection nodes between concrete beams and columns (such as the connection node between a prefabricated reinforced concrete beam and a composite column in CN104831818B), an extended steel bar is usually arranged in the concrete column to connect with the concrete beam, which has the disadvantages of being inconvenient to transport and install, and there are many conflicts between the extended steel bar and the beam reinforcement during construction. In addition, the concrete beam is not erected on the concrete column, which affects the construction reliability. Summary of the invention

[0004] The present invention provides a concrete-concrete composite beam-column-slab node and a construction method, which are used to solve at least one of the technical problems raised by the above-mentioned background technology.

[0005] In order to solve the above technical problems, the present invention discloses a concrete-concrete composite beam-column-slab node, comprising:

[0006] Prefabricated column formwork, prefabricated trough beam, and slotted prefabricated panel group, the side of the prefabricated column formwork is provided with a prefabricated trough beam, and a plurality of slotted prefabricated panel groups are provided on the prefabricated trough beam at intervals along the length direction of the prefabricated trough beam; the slotted prefabricated panel group comprises: two slotted prefabricated panels connected to both sides of the length direction of the prefabricated trough beam, and additional steel bars for the notches are placed at the notches of the plate edges of the two opposite slotted prefabricated panels; a plurality of additional steel bars for the top of the prefabricated trough beam are provided at intervals along the length direction; the prefabricated column formwork, the prefabricated trough beam, and the slotted prefabricated panel group are connected to form a connected whole by pouring concrete;

[0007] The post-casting area where the precast column formwork, precast trough beam and slotted precast slab are connected and poured with concrete includes the core column area, the node area and the beam-slab area; the node area is provided with an additional steel bar group, which includes node stirrups, vertical lap steel bars and horizontal lap steel bars;

[0008] The vertical lap reinforcement extends into the upper and lower precast column formworks, and the vertical lap reinforcement forms a lap connection with the shell longitudinal reinforcement in the upper and lower precast column formworks. The node stirrups are tied with the vertical lap reinforcement to form a reinforcement cage; the size of the node stirrups may not be limited by the position of the vertical lap reinforcement, and may be appropriately extended outward to increase the volume of the restrained concrete in the node area; or an additional layer of stirrups may be added to the outer ring of the reinforcement cage, and placed directly on the top surface of the column formwork during construction. The horizontal lap reinforcement is continuous inside the node area, and the horizontal lap reinforcement extends into the lap notch at the end of the precast trough beam. The horizontal lap reinforcement is used to form a lap connection with the longitudinal reinforcement of the beam body exposed at the bottom of the beam in the lap notch.

[0009] Preferably, the prefabricated column formwork comprises: a prefabricated column shell, the prefabricated column shell is completely hollow or only has a cavity at the end, the shell stirrups are all located in the prefabricated column shell or the cavity, and the shell longitudinal reinforcements are all pre-embedded in the prefabricated column shell; the cavity is used for embedding the vertical lap steel bars in the node area and pouring the post-cast concrete;

[0010] The shell longitudinal reinforcement at the corner can partially extend out of the precast column shell and is used for positioning and temporary placement of the upper precast column formwork during construction.

[0011] Preferably, the additional steel bars on the top of the beam are inverted U-shaped steel bars, and the prefabricated beam includes: the prefabricated trough beam includes: a prefabricated beam body, an inverted U-shaped steel bar is arranged on the top of the prefabricated beam body, the width of the inverted U-shaped steel bar is smaller than the width of the stirrups of the beam body in the prefabricated beam body, and a lap groove is arranged at the end of the prefabricated beam body.

[0012] Preferably, the slotted prefabricated panel comprises a prefabricated panel and a panel edge slot, wherein the panel edge slot is arranged on one side of the prefabricated panel close to the prefabricated slot beam or at a position where the floor needs to be subjected to bidirectional force and additional steel bars are required to form a lap connection between the panels.

[0013] Preferably, a low elastic modulus material is wrapped around the outer layer of the inverted U-shaped steel bar, or the inverted U-shaped steel bar adopts a pull-out resistant but not shear resistant connector to achieve local release of the shear effect of the beam-slab combination, so as to improve the crack resistance of the negative bending moment zone at the end of the concrete frame structure beam.

[0014] Preferably, the inner wall of the precast column formwork, the top of the precast trough beam, the inner wall of the lap groove of the precast trough beam, and the top of the slotted precast panel are located on the overlapping surface of the new and old concrete, and are treated by artificial roughening or water-washing and chiseling to give them a certain degree of roughness to enhance the performance of the overlapping surface.

[0015] The present invention also discloses a construction method of a concrete-concrete composite beam-column-slab node, comprising:

[0016] Step S1: Place the prefabricated column formwork below, set up the column support and adjust the posture of the prefabricated column formwork;

[0017] Step S2: erecting temporary supports for the prefabricated trough beams, hoisting and positioning the prefabricated trough beams, and ensuring that the prefabricated trough beams are erected with sufficient width at the top edge of the prefabricated column formwork;

[0018] Step S3: erecting temporary supports for the slotted prefabricated panels, laying and positioning the slotted prefabricated panels, and ensuring that the slotted prefabricated panels are erected with sufficient width at the top edge of the prefabricated slotted beams;

[0019] Step S4: implanting an inverted U-shaped steel bar at the top of the precast trough beam, placing additional steel bars at the notch to the notch at the edge of the plate, setting additional steel bar groups at the nodes, and placing the precast column formwork above;

[0020] Step S5: laying out the post-casting top slab steel mesh, and casting the post-casting concrete in the core column area, the node area, and the beam and slab area at one time or successively;

[0021] Step S6: After the concrete reaches the required strength, the temporary support is removed;

[0022] Step S7: Complete the construction of one standard layer and proceed to the construction of the next layer.

[0023] Preferably, in step S5, during the pouring of concrete, vibration is performed based on a vibration system, and the vibration system includes: a vibration device, and the vibration device includes a vibration rod; the vibration system also includes:

[0024] The first acquisition module is used to acquire information of concrete to be poured in the current concrete pouring area, the information of the concrete including: a single pouring depth of the concrete to be poured, a temperature of the concrete to be poured, a weight of the concrete to be poured, a friction coefficient between the concrete to be poured and a template of the current concrete pouring area, and determine a target temperature range within which the temperature of the concrete to be poured in the current concrete pouring area is located;

[0025] The second acquisition module is used to obtain the average area of ​​the historical action area of ​​the vibrator at a single insertion point on the concrete to be poured in the current concrete pouring area and the standard deviation of the area of ​​the historical action area of ​​the vibrator at a single insertion point on the concrete to be poured in the current concrete pouring area under the target temperature range;

[0026] The third acquisition module is used to obtain the horizontal horizontal offset distance and the average vertical offset distance of the vibrator during the vibration of each vibrator insertion point of the concrete to be poured in the current concrete pouring area under the target temperature range;

[0027] A first calculation module is used to calculate a target insertion depth H of a vibrator in a process of pouring concrete to be poured in a current concrete pouring area based on the first acquisition module, the second acquisition module, and the third acquisition module;

[0028]

[0029] S is the average area of ​​the historical action area of ​​the vibrating rod at a single insertion point on the concrete to be poured in the current concrete pouring area obtained by the second acquisition module; ρ is the weight of the concrete to be poured in the current concrete pouring area; ∈ is the friction coefficient between the concrete to be poured in the current concrete pouring area and the template of the current concrete pouring area; π is taken as 3.14; h is the depth of a single pouring of the concrete to be poured in the current concrete pouring area; A1 is the horizontal horizontal offset distance obtained by the third acquisition module; B1 is the average offset offset distance obtained by the third acquisition module; γ1 is the horizontal deviation correction coefficient; γ2 is the vertical deviation correction coefficient; F1 is the maximum allowable force between the template of the current concrete pouring area and the concrete to be poured; F0 is the target power of the vibrating power device for the concrete to be poured; ln is the natural logarithm, and e is the natural constant; S0 is the standard deviation of the area of ​​the historical action area of ​​the vibrating rod at a single insertion point on the concrete to be poured in the current concrete pouring area obtained by the second acquisition module; is the force adjustment coefficient;

[0030] A vibrating rod insertion depth detection device is used to detect the actual insertion depth of the vibrating rod during the vibrating process;

[0031] The display and alarm device is used to display the target insertion depth of the vibrator rod during the pouring of concrete to be poured in the current concrete pouring area; and to issue an alarm when the detection value of the vibrator rod insertion depth detection device is not within the preset range of the target insertion depth of the vibrator rod during the pouring of concrete to be poured in the current concrete pouring area.

[0032] Preferably, the concrete pouring process in step S5 is monitored based on a monitoring system, and the working process of the monitoring system includes:

[0033] Step S51: Detecting information about concrete in the feed port of the concrete delivery pipe in the current pouring posture through a concrete detection module, where the information about concrete in the feed port of the concrete delivery pipe includes: density of concrete and flow rate of concrete;

[0034] Step S52: collecting an actual image of the concrete conveying pipe in the current pouring posture through the conveying pipe image acquisition device;

[0035] Step S53: Processing the actual image of the concrete conveying pipe in the current pouring posture by an image processing device and obtaining the outline of the concrete conveying pipe in the current pouring posture, marking the bending nodes of the concrete conveying pipe in the outline of the concrete conveying pipe in the current pouring posture, and obtaining the size information of the bending nodes of the concrete conveying pipe;

[0036] The size information of the bending node of the concrete conveying pipe includes: the distance information between the center of the bending node of the concrete conveying pipe and the feed port of the concrete conveying pipe along the conveying direction of the concrete conveying pipe; the angle between the line connecting the center of the inlet end and the center of the outlet end of the bending node of the concrete conveying pipe and the flow velocity direction of the center of the bending node of the concrete conveying pipe; the height difference between the center of the inlet end and the center of the outlet end of the bending node of the concrete conveying pipe; the angle between the flow velocity direction of the center of the bending node of the concrete conveying pipe and the horizontal plane;

[0037] Step S54: Calculate the stress parameters of each bending node of the concrete conveying pipe in the current casting posture and the comprehensive stress parameters of the concrete conveying pipe in the current casting posture through the second calculation module; if the stress parameter of any bending node of the concrete conveying pipe in the current casting posture is greater than the preset first stress parameter, an alarm is issued through the first alarm device; if the comprehensive stress parameter of the concrete conveying pipe in the current casting posture is greater than the preset second stress parameter, an alarm is issued through the second alarm device;

[0038] Step S55: When the first alarm device and the second alarm device do not sound an alarm, the expected pouring time of the current pouring posture is obtained, and the expected usage state coefficient of each bending node of the concrete conveying pipe is calculated based on the third calculation module. When the expected usage state coefficient of any bending node is greater than a preset value, an alarm is sounded through the third alarm device.

[0039] The technical solution of the present invention is further described in detail below through the accompanying drawings and embodiments.

[0040] Compared with the prior art, the present invention has the following beneficial effects:

[0041] (1) The width of the precast trough beam and the slotted precast panel on the supporting member (the supporting member of the precast trough beam is the precast column formwork, and the supporting member of the slotted precast panel is the precast trough beam) is larger than that of the traditional prefabricated concrete structure, and the demand for the outrigger support structure of the column and beam edge is small, and the reliability during the construction stage is high;

[0042] (2) Fully apply the composite structure in components such as columns, beams, and plates to reduce the self-weight of prefabricated components and make full use of prefabricated components as formwork, which can achieve formwork-free construction and shorten the construction period;

[0043] (3) The prefabricated components adopt a non-reinforced structure, which improves the efficiency of stacking and transportation, reduces the conflict of reinforcement between different components at the construction site, and improves the controllability of construction quality;

[0044] (4) Performance decoupling is achieved between beam-slab interface shear resistance and vertical shear resistance, between node bending resistance and beam bending resistance, and between node shear resistance and column bending resistance, allowing for targeted and flexible design that meets performance-based design requirements. BRIEF DESCRIPTION OF THE DRAWINGS

[0045] 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 of the present invention. In the accompanying drawings:

[0046] Figure 1 The overall structure of the present invention is shown in FIG. Figure 1 ;

[0047] Figure 2 It is a schematic structural diagram of an additional steel bar group of the present invention;

[0048] Figure 3 It is a schematic structural diagram of the connection between the prefabricated groove beam and the grooved prefabricated panel of the present invention;

[0049] Figure 4 The overall structure of the present invention is shown in FIG. Figure 2 ;

[0050] Figure 5 It is a structural schematic diagram of the prefabricated column formwork of the present invention;

[0051] Figure 6 It is a structural schematic diagram of the prefabricated trough beam of the present invention;

[0052] Figure 7 It is a structural schematic diagram of the connection between the longitudinal reinforcement of the beam body and the horizontal lap reinforcement of the present invention;

[0053] Figure 8 It is a structural schematic diagram of a slotted prefabricated panel of the present invention;

[0054] Fig. 9 It is a schematic diagram of the structure after the auxiliary mechanism of the present invention is connected;

[0055] Fig.10 It is a schematic structural diagram of the first block of the present invention;

[0056] Fig.11 It is a schematic structural diagram of the second block of the present invention.

[0057] In the figure: 1. Precast column formwork; 11. Precast column shell; 12. Cavity; 13. Shell longitudinal reinforcement; 14. Shell stirrups; 2. Precast trough beam; 21. Precast beam body; 22. Inverted U-shaped reinforcement; 23. Overlap notch; 24. Beam stirrups; 25. Beam longitudinal reinforcement; 3. Slotted precast slab; 31. Precast slab; 32. Slab edge notch; 4. Notch additional reinforcement; 5. Core column area; 6. Node area; 7. Beam-slab area; 8. Additional reinforcement group; 81. Node stirrups; 82. Vertical lap reinforcement; 83. Horizontal lap reinforcement; 9. Beam end lap area; 10. Auxiliary mechanism; 101. First block; 102. First channel; 103 , hollow cylindrical pipe section one; 104, first groove; 105, first slider; 106, first spring; 107, arc block; 108, first sealing ring; 109, second block; 1010, hollow cylindrical pipe section two; 1011, extension block; 1012, inclined plane; 1013, limit block; 1014, T-shaped block; 1015, second groove; 1016, conical limit block; 1017, third groove; 1018, second sealing ring; 1019, second channel; 1020, vertical telescopic rod; 1021, third block; 1022, vertical section; 15, concrete delivery pipe; 16, top plate steel mesh of post-casting layer. DETAILED DESCRIPTION

[0058] The preferred embodiments of the present invention are described below in conjunction with the accompanying drawings. It should be understood that the preferred embodiments described herein are only used to illustrate and explain the present invention, and are not used to limit the present invention.

[0059] In addition, in the present invention, the descriptions of "first", "second", etc. are only used for descriptive purposes, and do not specifically refer to the order or sequence, nor are they used to limit the present invention. They are only used to distinguish components or operations described with the same technical terms, and cannot be understood as indicating or implying their relative importance or implicitly indicating the number of technical features indicated. Therefore, the features defined as "first" and "second" may explicitly or implicitly include at least one of the features. In addition, the technical solutions and technical features between the various embodiments can be combined with each other, but they must be based on the ability of ordinary technicians in the field to implement them. When the combination of technical solutions is contradictory or cannot be implemented, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection required by the present invention.

[0060] The present invention provides the following embodiments

[0061] Embodiment 1, the embodiment of the present invention provides a concrete-concrete composite beam-column-slab node and a construction method, such as Figure 1-Figure 8 As shown, including:

[0062] A prefabricated column formwork 1, a prefabricated trough beam 2, and a slotted prefabricated panel group. The side of the prefabricated column formwork 1 is provided with a prefabricated trough beam 2, and a plurality of slotted prefabricated panel groups are arranged on the prefabricated trough beam 2 at intervals along the length direction of the prefabricated trough beam 2; the slotted prefabricated panel group comprises: two slotted prefabricated panels 3 connected to both sides of the prefabricated trough beam 2 in the length direction, and the slotted additional steel bars 4 are placed in the plate edge slots 32 of the two opposite slotted prefabricated panels 3; a plurality of beam top additional steel bars are arranged at intervals along the length direction on the top of the prefabricated trough beam 2; the prefabricated column formwork 1, the prefabricated trough beam 2, and the slotted prefabricated panel group are connected to form a connected whole by pouring concrete;

[0063] The post-casting area where the precast column formwork 1, the precast trough beam 2, and the slotted precast slab are connected and the concrete is poured includes a core column area 5, a node area 6, and a beam-slab area 7; an additional steel bar group 8 is arranged in the node area 6, and the additional steel bar group 8 includes a node stirrup 81, a vertical lap steel bar 82, and a horizontal lap steel bar 83;

[0064] The vertical lap steel bars 82 extend into the upper and lower prefabricated column formworks 1, and the vertical lap steel bars 82 form an overlap connection with the shell longitudinal bars 13 in the upper and lower prefabricated column formworks 1 (the diameter, quantity, distribution, and end structure of the vertical lap steel bars 82 can be flexibly set according to needs. In general, the net distance between the vertical lap steel bars 82 and the longitudinal bars in the prefabricated column formwork 1 is 1 times the steel bar diameter), and the node stirrups 81 are tied with the vertical lap steel bars 82 to form a steel cage (the steel cage plays a role in forming and positioning; the node stirrups 81 can adopt traditional double-limb stirrups, four-limb stirrups, or cross-shaped outwardly extended double-limb stirrups / four-limb stirrups, or in the stirrups according to the needs of bearing capacity and ductility. Additional diagonal reinforcement is added to the side of the reinforcement, or an additional layer of hoop reinforcement cage is added to the outer ring of the additional reinforcement cage at the node); the horizontal lap reinforcement 83 is continuous inside the node area 6, and the horizontal lap reinforcement 83 extends into the lap notch 23 at the beam end of the precast trough beam 2. The horizontal lap reinforcement 83 is used to form an lap connection with the beam body longitudinal reinforcement 25 exposed at the bottom of the beam in the lap notch 23; the length of the horizontal lap reinforcement 83 extending into the lap notch 23 at the beam end of the precast trough beam 2 must meet the lap length requirement of the lap section, and the diameter, quantity and distribution of the horizontal lap reinforcement 83 can be flexibly set according to needs; the ends of the horizontal lap reinforcement 83 can be treated with hooks, welded reinforcement, anchor heads and other treatment measures.

[0065] Preferably, the prefabricated column formwork 1 comprises: a prefabricated column shell 11, the prefabricated column shell 11 is completely hollow or only has a cavity 12 at the end, the shell stirrups 14 are all located in the prefabricated column shell 11 or the cavity 12, and the shell longitudinal reinforcement 13 is all pre-embedded in the prefabricated column shell 11; the cavity 12 is used for embedding the vertical lap steel bars 82 of the node area 6 and pouring the post-cast concrete;

[0066] The shell longitudinal reinforcement 13 at the corner can partially extend out of the prefabricated column shell 11, and is used for positioning and temporary placement of the upper prefabricated column formwork 1 during the construction process.

[0067] Preferably, the additional reinforcement on the top of the beam is an inverted U-shaped reinforcement 22. The precast beam includes: the precast trough beam 2 includes: a precast beam body 21, an inverted U-shaped reinforcement 22 is arranged on the top of the precast beam body 21, the width of the inverted U-shaped reinforcement 22 is smaller than the width of the beam body stirrups 24 in the precast beam body 21 (sufficient space is reserved for the erection of the grooved precast panels 3 on the sides of the beam), and a lap notch 23 is arranged at the end of the precast beam body 21. The additional reinforcement on the top of the beam can be embedded in the designated position when the precast beam body 21 is cast, or reinforcement holes can be reserved on the precast beam body 21, and the additional reinforcement on the top of the beam can be implanted into the corresponding holes during on-site construction. The lap notch 23 can be as follows Figure 4 The U-shaped lap notch shown, the lap notch 23 is used to place the horizontal notch additional steel bars 4 and pour the post-cast concrete; the longitudinal bars 25 of the beam body at the bottom of the beam are exposed in the lap notch 23, and the ends can be treated with hooks, welded steel bars, anchor heads, etc. to form a reliable lap connection with the horizontal lap steel bars 83. In order to facilitate the placement of the horizontal lap steel bars 83, the beam body stirrups at the lap notch 23 can form a temporary open stirrup structure in the cavity during the production of the prefabricated beam, and then closed and connected to form closed stirrups after the horizontal lap steel bars 83 are placed.

[0068] Preferably, the slotted prefabricated panel 3 includes a prefabricated panel 31 and a panel edge slot 32. The panel edge slot 32 is arranged on one side of the prefabricated panel 31 close to the prefabricated slot beam 2 or at a position where the floor needs to be bidirectionally stressed and additional steel bars are required to form a lap joint between panels. The slot additional steel bars 4 extend into the two connected panel edge slots 32. The length of the slot additional steel bars 4 needs to meet the requirements of the lap joint. The diameter of the slot additional steel bars 4 can be flexibly set according to the needs.

[0069] Preferably, the outer layer of the inverted U-shaped steel bar 22 is wrapped with a low elastic modulus material, or the inverted U-shaped steel bar 22 adopts a pull-out resistant but not shear resistant connector to achieve local release of the shear effect of the beam-slab combination, so as to improve the crack resistance of the negative bending moment zone at the end of the concrete frame structure beam.

[0070] Preferably, the inner wall of the precast column formwork 1, the top of the precast trough beam 2, the inner wall of the lap notch 23 of the precast trough beam 2, and the top of the slotted precast panel 3 are located on the overlapping surface of the new and old concrete, and are processed by artificial roughening or water-washing and chiseling to give them a certain roughness to enhance the performance of the overlapping surface.

[0071] Core column area 5, node area 6 and beam-slab area 7. The same material can be used for all three areas in one cast, or high-performance materials (ECC, UHPC, etc., or other materials that can improve the safety and durability of the node) can be used in node area 6 to improve the performance of node area 6. When different strength grades and types of materials are used in different areas, steel mesh can be used to separate different casting areas to prevent materials from invading non-designed areas. Additional steel bars can be set locally at the interface between different areas when necessary to strengthen the connection between different areas.

[0072] The construction method of concrete-concrete composite beam-column-slab joint (one standard storey height) includes:

[0073] Step S1: Place the lower prefabricated column formwork 1 (sleeved on the corner of the lower prefabricated column formwork 1 and extending out of the shell longitudinal reinforcement 13 of the lower prefabricated column shell 11), set up the column support and adjust the posture of the column prefabricated column formwork 1;

[0074] Step S2: erecting temporary support for the prefabricated trough beam 2, hoisting and positioning the prefabricated trough beam 2, and ensuring that the prefabricated trough beam 2 is erected with sufficient width at the top edge of the prefabricated column formwork 1;

[0075] Step S3: erecting temporary support for the slotted prefabricated panels 3, laying and positioning the slotted prefabricated panels 3, and ensuring that the slotted prefabricated panels 3 are erected with sufficient width at the top edge of the prefabricated slot beam 2;

[0076] Step S4: implanting an inverted U-shaped steel bar 22 on the top of the prefabricated trough beam 2, placing the notch additional steel bar 4 to the plate edge notch 32, setting the node additional steel bar group 8, and placing the upper prefabricated column formwork 1;

[0077] Step S5: Laying out the post-casting layer top plate steel mesh 16, and casting the post-casting concrete of the core column area 5, the node area 6 and the beam and slab area 7 of the lower layer at one time or successively;

[0078] Step S6: After the concrete reaches the strength requirement, the temporary support is removed;

[0079] Step S7: Complete the construction of one standard layer and proceed to the construction of the next layer.

[0080] The beneficial effects of the above technical solution are:

[0081] (1) The width of the precast trough beam 2 and the slotted precast panel 3 on the supporting member (the supporting member of the precast trough beam 2 is the precast column form 1, and the supporting member of the slotted precast panel 3 is the precast trough beam 2) is larger than that of the traditional prefabricated concrete structure, and the requirement for the outrigger support structure of the column and beam edges is small, and the reliability during the construction stage is high;

[0082] (2) Fully apply the composite structure in components such as columns, beams, and plates to reduce the self-weight of prefabricated components and make full use of prefabricated components as formwork, which can achieve formwork-free construction and shorten the construction period;

[0083] (3) The prefabricated components adopt a non-reinforced structure, which improves the efficiency of stacking and transportation, reduces the conflict of reinforcement between different components at the construction site, and improves the controllability of construction quality;

[0084] (4) Performance decoupling is achieved between beam-slab interface shear resistance and vertical shear resistance, between node bending resistance and beam bending resistance, and between node shear resistance and column bending resistance, allowing for targeted and flexible design that meets performance-based design requirements.

[0085] Embodiment 2, based on embodiment 1, in step S5, during the pouring of concrete, vibration is performed based on a vibration system, and the vibration system includes: a vibration device, the vibration device includes a vibration rod; the vibration system also includes:

[0086] The first acquisition module is used to acquire information of concrete to be poured in the current concrete pouring area, the information of the concrete including: a single pouring depth of the concrete to be poured, a temperature of the concrete to be poured, a weight of the concrete to be poured, a friction coefficient between the concrete to be poured and a template of the current concrete pouring area, and determine a target temperature range within which the temperature of the concrete to be poured in the current concrete pouring area is located;

[0087] The second acquisition module is used to obtain the average area of ​​the historical action area of ​​the vibrator at a single insertion point on the concrete to be poured in the current concrete pouring area and the standard deviation of the area of ​​the historical action area of ​​the vibrator at a single insertion point on the concrete to be poured in the current concrete pouring area under the target temperature range;

[0088] The third acquisition module is used to obtain the horizontal horizontal offset distance and the average vertical offset distance of the vibrator during the vibration of each vibrator insertion point of the concrete to be poured in the current concrete pouring area under the target temperature range;

[0089] A first calculation module is used to calculate a target insertion depth H of a vibrator in a process of pouring concrete to be poured in a current concrete pouring area based on the first acquisition module, the second acquisition module, and the third acquisition module;

[0090]

[0091] S is the average area of ​​the historical action area of ​​the vibrator at a single insertion point on the concrete to be poured in the current concrete pouring area obtained by the second acquisition module (the cross-sectional area of ​​the horizontal plane perpendicular to the depth direction); ρ is the weight of the concrete to be poured in the current concrete pouring area; ∈ is the friction coefficient between the concrete to be poured in the current concrete pouring area and the template of the current concrete pouring area; π is 3.14; h is the single pouring depth of the concrete to be poured in the current concrete pouring area; A1 is the horizontal horizontal offset distance obtained by the third acquisition module; B1 is the friction coefficient of the third acquisition module; The average offset distance obtained by the acquisition module; γ1 is the horizontal deviation correction coefficient (the value is greater than 0 and less than 1); γ2 is the vertical deviation correction coefficient (the value is greater than 0 and less than 1); F1 is the maximum allowable force between the template of the current concrete pouring area and the concrete to be poured; F0 is the target power of the vibrating power device for the concrete to be poured; ln is the natural logarithm, and e is the natural constant; S0 is the standard deviation of the area of ​​the historical action area of ​​the vibrating rod at a single insertion point on the concrete to be poured in the current concrete pouring area obtained by the second acquisition module; is the force adjustment coefficient (the value can be 0.8-1);

[0092] A vibrating rod insertion depth detection device is used to detect the actual insertion depth of the vibrating rod during the vibrating process;

[0093] The display and alarm device is used to display the target insertion depth of the vibrator rod during the pouring of concrete to be poured in the current concrete pouring area; and to issue an alarm when the detection value of the vibrator rod insertion depth detection device is not within the preset range of the target insertion depth of the vibrator rod during the pouring of concrete to be poured in the current concrete pouring area.

[0094] The vibrating device is a prior art, such as CN112627534 B, CN220080824U, CN218375323U; the vibrating rod can be manually controlled in insertion depth or adopt the existing automatic control insertion depth (such as CN112627534B)

[0095] The beneficial effects of the above technical solution are:

[0096] The actual information of concrete to be poured in different concrete pouring areas may be different, so it is necessary to obtain the information of concrete to be poured in the current concrete pouring area before pouring.

[0097] Comprehensive: Information about the concrete to be poured in the current concrete pouring area; parameters of the historical action area of ​​the vibrator at a single insertion point on the concrete to be poured in the current concrete pouring area under the target temperature range; horizontal horizontal offset distance and vertical average offset distance of the vibrator at each vibrator insertion point during the vibration process of the concrete to be poured in the current concrete pouring area under the target temperature range; determine the target insertion depth H of the vibrator during the pouring of the concrete to be poured in the current concrete pouring area, and the calculation is reliable to ensure the determination of the appropriate insertion depth;

[0098] The display and alarm device is used to display the target insertion depth of the vibrator rod during the pouring of concrete to be poured in the current concrete pouring area; and to issue an alarm when the detection value of the vibrator rod insertion depth detection device is not within the preset range of the target insertion depth of the vibrator rod during the pouring of concrete to be poured in the current concrete pouring area, thereby ensuring that the insertion depth of the vibrator rod is appropriate during the vibration process and ensuring the vibration effect.

[0099] Embodiment 3, on the basis of embodiment 1 or 2, as Figure 9-11 As shown, during the concrete pouring process in step S5, the concrete is delivered to the pouring area through a concrete delivery pump and a concrete delivery pipe 15 (the concrete delivery pump and the concrete delivery pipe 15 are prior art, such as CN108265983A), and the concrete delivery pipe 15 is detachably connected to the discharge port of the concrete delivery pump through an auxiliary mechanism 10, and the auxiliary mechanism 10 includes:

[0100] A first block 101, the left end of the first block 101 is fixedly arranged at the discharge port of the concrete delivery pump, and the first block 101 is provided with a first channel 102 connected to the discharge port of the concrete delivery pump, a first groove 104 is provided on the right side of the first block 101, a hollow cylindrical pipe section 103 is integrally provided on the left inner wall of the first groove 104, the hollow cylindrical pipe section 103 is coaxially arranged and connected with the first channel 102, and an external thread is provided on the outer side of the right part of the hollow cylindrical pipe section 103;

[0101] Two groups of first clamping components, the two groups of first clamping components are symmetrically arranged on the upper and lower sides of the hollow cylindrical tube section 103, the first clamping component on the upper side includes: a first slider 105, the left side of the first slider 105 is slidably connected to the left inner wall of the first groove 104 along the up and down direction, a first spring 106 is arranged between the first slider 105 and the upper inner wall of the first groove 104, and an arc block 107 is arranged at the lower end of the first slider 105;

[0102] The second block 109, the right end of the second block 109 is fixedly connected to the concrete conveying pipe 15, the second block 109 is provided with a second channel 1019 connected to the concrete conveying pipe 15, the second block 109 is provided with a hollow cylindrical pipe section 1010 on the left side, the hollow cylindrical pipe section 1010 is provided with an internal thread, the internal thread is used to cooperate with the external thread, the left side of the second block 109 is symmetrically provided with extension blocks 1011 on the upper and lower sides of the hollow cylindrical pipe section 1010, the inner side of the extension block 1011 is provided with an inclined surface 1012, the inclined surface 1012 is used to contact with the side of the corresponding first slider 105 away from the axis of the hollow cylindrical pipe section 1 103, and the left side of the second block 109 is symmetrically provided with limit blocks 1013;

[0103] A first sealing ring 108, which is detachably mounted on the first hollow cylindrical tube section 103, and after the external thread is connected with the internal thread, the right end of the first sealing ring 108 contacts and seals with the left end of the second hollow cylindrical tube section 1010;

[0104] A second sealing ring 1018, the second sealing ring 1018 is fixedly disposed on the right side of the first groove 104, and the second sealing ring 1018 is coaxially disposed with the hollow cylindrical tube section 103;

[0105] Two groups of second clamping assemblies are symmetrically arranged on the upper and lower sides of the first block 101. The upper second clamping assembly includes: a T-shaped block 1014, the lower end of the T-shaped block 1014 is rotatably connected to the third block 1021 at the upper end of the first block 101 through a rotating shaft in the front-to-back direction, a second groove 1015 is arranged at the lower left end of the T-shaped block 1014, the lower end of the vertical telescopic rod 1020 is fixedly connected to the upper end of the first block 101, and the upper end of the vertical telescopic rod 1020 is located in the second groove 1015, a conical limit block 1016 is integrally arranged at the lower right end of the T-shaped block 1014, and a third groove 1017 is formed between the conical limit block 1016 and the vertical section 1022 of the T-shaped block 1014, and the limit block 1013 is used to be connected to the third groove 1017.

[0106] The vertical telescopic rod 1020 may be an electric telescopic rod or a manual telescopic rod;

[0107] The working principle and beneficial effects of the above technical solution are:

[0108] 1. Since the concrete delivery pipe 15 may leak or become clogged or its delivery efficiency may be reduced after long-term use, the concrete delivery pipe 15 needs to be replaced;

[0109] When connecting the concrete delivery pipe 15, first control the vertical telescopic rod 1020 to contract, so that the right side of the T-shaped block 1014 is opened to facilitate the insertion of the second block 109 to the left, and the first sealing ring 108 is sleeved on the hollow cylindrical pipe section 1 103, and then the hollow cylindrical pipe section 2 1010 is rotated to make the hollow cylindrical pipe section 2 1010 and the hollow cylindrical pipe section 1 103 threadedly connected. After the hollow cylindrical pipe section 2 1010 and the hollow cylindrical pipe section 1 103 are threadedly connected, the right end of the first sealing ring 108 is connected to the left end of the hollow cylindrical pipe section 2 1010. The seal is touched, and in the process that the second hollow cylindrical tube segment 1010 rotates counterclockwise to connect to the first hollow cylindrical tube segment 103, the inclined surface 1012 contacts the side of the corresponding first slider 105 away from the axis of the first hollow cylindrical tube segment 103, so that the upper and lower first sliders 105 are close to each other, so that the upper and lower arc blocks 107 are pressed against the first sealing ring 108, so that the first sealing ring 108 is reliably connected to the first hollow cylindrical tube segment 103, and the connection part between the second hollow cylindrical tube segment 1010 and the first hollow cylindrical tube segment 103 is sealed;

[0110] 2. After the second hollow cylindrical tube segment 1010 is connected to the first hollow cylindrical tube segment 103, the vertical telescopic rod 1020 is controlled to extend so that the end of the T-shaped block 1014 where the second groove 1015 is set rotates, and finally Figure 7 As shown, the limit block 1013 is connected to the third groove 1017, and the conical limit block 1016 presses the limit block 1013 onto the second sealing ring 1018, which on the one hand ensures further reliable connection between the first block 101 and the second block 109, and on the other hand further ensures the sealing of concrete transport from the first channel 102 to the second channel 1019 through the second sealing ring 1018.

[0111] Embodiment 4, based on any one of Embodiments 1-3,

[0112] Step S5: During the concrete pouring process, the monitoring system is used for monitoring. The working process of the monitoring system includes:

[0113] Step S51: Detecting information about the concrete in the feed port of the concrete delivery pipe 15 in the current pouring posture through a concrete detection module, where the information about the concrete in the feed port of the concrete delivery pipe 15 includes: the density of the concrete and the flow rate of the concrete;

[0114] Step S52: collecting an actual image of the concrete conveying pipe 15 in the current pouring posture through the conveying pipe image acquisition device;

[0115] Step S53: Processing the actual image of the concrete conveying pipe 15 in the current pouring posture by an image processing device and obtaining the outline of the concrete conveying pipe 15 in the current pouring posture, marking the bending nodes of the concrete conveying pipe 15 in the outline of the concrete conveying pipe 15 in the current pouring posture, and obtaining the size information of the bending nodes of the concrete conveying pipe 15;

[0116] The size information of the bending node of the concrete conveying pipe 15 includes: the distance information between the center of the bending node of the concrete conveying pipe 15 and the feed port of the concrete conveying pipe 15 along the conveying direction of the concrete conveying pipe 15; the angle between the connecting line of the center of the inlet end and the center of the outlet end of the bending node of the concrete conveying pipe 15 and the flow velocity direction of the center of the bending node of the concrete conveying pipe 15; the height difference between the center of the inlet end and the center of the outlet end of the bending node of the concrete conveying pipe 15; the angle between the flow velocity direction of the center of the bending node of the concrete conveying pipe 15 and the horizontal plane;

[0117] Step S54: Calculate the stress parameters of each bending node of the concrete conveying pipe 15 in the current casting posture and the comprehensive stress parameters of the concrete conveying pipe 15 in the current casting posture through the second calculation module; if the stress parameter of any bending node of the concrete conveying pipe 15 in the current casting posture is greater than the preset first stress parameter, an alarm is issued through the first alarm device; if the comprehensive stress parameter of the concrete conveying pipe 15 in the current casting posture is greater than the preset second stress parameter, an alarm is issued through the second alarm device;

[0118] Step S55: When the first alarm device and the second alarm device do not sound an alarm, the expected pouring time of the current pouring posture is obtained, and the expected usage state coefficient of each bending node of the concrete conveying pipe 15 is calculated based on the third calculation module. When the expected usage state coefficient of any bending node is greater than a preset value, an alarm is sounded through the third alarm device.

[0119] The second calculation module is based on the following calculation formula:

[0120]

[0121] F iM is the force parameter of the i-th bending node of the concrete conveying pipe 15 in the current pouring posture; A is the flow rate of concrete detected by the concrete detection module under the current pouring posture; iM N is the distance between the center of the i-th bending node of the concrete conveying pipe 15 and the feed port of the concrete conveying pipe 15 along the conveying direction of the concrete conveying pipe 15 in the current pouring posture; iM For the current pouring posture lie inThe total number of bending nodes between the ith bending node of the concrete conveying pipe 15 and the feed port of the concrete conveying pipe 15; f is the kinetic energy attenuation coefficient of a single bending node of the concrete conveying pipe 15; ω(A iM ,fN iM ) is combined with A i 、fN i The concrete velocity attenuation coefficient (based on the preset A iM -fN iM - Concrete flow velocity attenuation coefficient mapping table or based on a preset function); The equivalent flow velocity of the i-th bending node of the concrete delivery pipe 15 under the current pouring posture; ρ 1M h is the density of concrete detected by the concrete detection module under the current pouring posture; iM is the height difference between the center of the inlet end and the center of the outlet end of the i-th bending node of the concrete conveying pipe 15 in the current pouring posture; σ is the friction coefficient between the concrete and the concrete conveying pipe 15; θ iM is the angle between the line connecting the center of the inlet end and the center of the outlet end of the i-th bending node of the concrete conveying pipe 15 and the flow velocity direction of the center of the bending node of the concrete conveying pipe 15 in the current pouring posture; τ iM is the angle between the flow velocity direction of the center of the i-th bending node of the concrete conveying pipe 15 and the horizontal plane under the current pouring posture; h0 is the unit distance; sin is sine; cos is cosine;

[0122]

[0123] β iM is the position influence weight of the i-th bending node of the concrete conveying pipe 15 under the current pouring posture; F M is the comprehensive stress parameter of the concrete delivery pipe 15 under the current pouring posture; n i is the total number of bending nodes of the concrete conveying pipe 15 in the current pouring posture;

[0124] The third calculation module is based on the following calculation formula:

[0125]

[0126] D i2 is the expected service state coefficient of the i-th bending node of the concrete delivery pipe 15; t M M is the expected pouring time of the current pouring posture; i is the total number of times the i-th bending node of the concrete conveying pipe 15 is a bending node before the current pouring posture; F is is the stress parameter of the ith bending node of the concrete conveying pipe 15 at the sth bending node before the current pouring posture; tis is the pouring time of the sth bending node of the i-th bending node of the concrete conveying pipe 15 before the current pouring posture; G is the pouring time of a single bending node and The corresponding maximum allowed value;

[0127] The beneficial effects of the above technical solution are as follows: due to the different positions of the concrete pouring areas, the concrete conveying pipe 15 may be in different pouring postures when pouring concrete. Under different pouring postures, the actual bending parts of the concrete conveying pipe 15 may be different. There is kinetic energy loss in the bending parts, and the concrete has a force on the bending parts, which affects the service life of the bending parts. Therefore, it is necessary to collect the actual image of the concrete conveying pipe 15 under the current pouring posture to determine the position and size information of the bending node of the concrete conveying pipe 15 in the outline of the concrete conveying pipe 15 under the current pouring posture, and based on the information of the concrete in the feed port of the concrete conveying pipe 15 under the current pouring posture Calculate the stress parameters of each bending node of the concrete conveying pipe 15 under the current casting posture and the comprehensive stress parameters of the concrete conveying pipe 15 under the current casting posture. If the stress parameter of any bending node of the concrete conveying pipe 15 under the current casting posture is greater than the preset first stress parameter, an alarm is issued through the first alarm device; if the comprehensive stress parameter of the concrete conveying pipe 15 under the current casting posture is greater than the preset second stress parameter, an alarm is issued through the second alarm device, so as to realize the timely alarm of the stress abnormality of any bending node of the concrete conveying pipe 15 under the current casting posture and the comprehensive stress abnormality of the concrete conveying pipe 15 under the current casting posture, and remind to adjust the casting posture;

[0128] When the first alarm device and the second alarm device do not alarm, the expected pouring time of the current pouring posture is obtained, and the expected usage state coefficient of each bending node of the concrete conveying pipe 15 is calculated based on the third calculation module. When the expected usage state coefficient of any bending node is greater than the preset value, an alarm is issued through the third alarm device. When the current pouring posture is normal, the expected usage state coefficient (cumulative stress state) of each bending node of the concrete conveying pipe 15 is determined after the expected pouring time of the current pouring posture is completed according to the expected pouring time of the current pouring posture. When the expected usage state coefficient of any bending node is greater than the preset value, an alarm is issued through the third alarm device to remind the replacement of the concrete conveying pipe 15 to ensure the concrete conveying effect.

[0129] Those skilled in the art may make various changes and modifications to the present invention without departing from the spirit and scope of the present invention. Thus, if these modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include these modifications and variations.

Claims

1. Concrete-concrete composite beam-column-slab node, characterized by: include: A prefabricated column formwork (1), a prefabricated trough beam (2), and a slotted prefabricated panel group, wherein a prefabricated trough beam (2) is arranged on the side of the prefabricated column formwork (1), and a plurality of slotted prefabricated panel groups are arranged on the prefabricated trough beam (2) at intervals along the length direction of the prefabricated trough beam (2); the slotted prefabricated panel group comprises: two slotted prefabricated panels (3) connected to both sides of the prefabricated trough beam (2) in the length direction, and slotted additional steel bars (4) are placed in the plate edge slots (32) of the two opposite slotted prefabricated panels (3); a plurality of beam top additional steel bars are arranged at intervals along the length direction on the top of the prefabricated trough beam (2); and the prefabricated column formwork (1), the prefabricated trough beam (2), and the slotted prefabricated panel group are connected to form a connected whole by pouring concrete; The post-casting area where the precast column formwork (1), the precast trough beam (2) and the slotted precast slab are connected and the concrete is poured includes a core column area (5), a node area (6) and a beam-slab area (7); an additional steel bar group (8) is provided in the node area (6), and the additional steel bar group (8) includes node stirrups (81), vertical lap steel bars (82) and horizontal lap steel bars (83); The vertical lap steel bars (82) extend into the upper and lower precast column formworks (1), and the vertical lap steel bars (82) form a lap connection with the shell longitudinal bars (13) in the upper and lower precast column formworks (1); the node stirrups (81) are tied with the vertical lap steel bars (82) to form a steel cage; the horizontal lap steel bars (83) are continuous inside the node area (6), and the horizontal lap steel bars (83) extend into the lap notch (23) at the beam end of the precast trough beam (2); the horizontal lap steel bars (83) are used to form a lap connection with the beam body longitudinal bars (25) exposed at the beam bottom in the lap notch (23).

2. The concrete-concrete composite beam-column-slab node according to claim 1, characterized in that: The prefabricated column formwork (1) comprises: a prefabricated column shell (11); the prefabricated column shell (11) is completely hollow or has only a cavity (12) at the end; shell stirrups (14) are all located in the prefabricated column shell (11) or the cavity (12); and shell longitudinal reinforcements (13) are all pre-embedded in the prefabricated column shell (11); the cavity (12) is used for embedding vertical lap reinforcements (82) of the node area (6) and pouring post-cast concrete.

3. The concrete-concrete composite beam-column-slab node according to claim 2, characterized in that: The shell longitudinal reinforcement (13) at the corner part partially protrudes out of the prefabricated column shell (11) and is used for positioning and temporarily placing the upper prefabricated column formwork (1) during the construction process.

4. The concrete-concrete composite beam-column-slab node according to claim 1, characterized in that: The additional reinforcement on the top of the beam is an inverted U-shaped reinforcement (22). The prefabricated beam comprises: a prefabricated trough beam (2) comprising: a prefabricated beam body (21), an inverted U-shaped reinforcement (22) is arranged on the top of the prefabricated beam body (21), the width of the inverted U-shaped reinforcement (22) is smaller than the width of the beam body stirrups (24) in the prefabricated beam body (21), and an overlap notch (23) is arranged at the end of the prefabricated beam body (21).

5. The concrete-concrete composite beam-column-slab node according to claim 1, characterized in that: The slotted prefabricated plate (3) comprises a prefabricated plate (31) and a plate edge slot (32), wherein the plate edge slot (32) is arranged on one side of the prefabricated plate (31) close to the prefabricated slot beam (2) or at a position where the floor needs to be bidirectionally stressed and additional steel bars are required to form a lap connection between plates.

6. The concrete-concrete composite beam-column-slab node according to claim 4, characterized in that: The outer layer of the inverted U-shaped steel bar (22) is wrapped with a low elastic modulus material, or the inverted U-shaped steel bar (22) adopts a pull-out resistant but non-shear resistant connector to achieve local release of the beam-slab combined shear effect, thereby improving the crack resistance of the negative bending moment zone at the end of the concrete frame structure beam.

7. The concrete-concrete composite beam-column-slab node according to claim 4, characterized in that: The inner wall of the precast column formwork (1), the top of the precast trough beam (2), the inner wall of the lap notch (23) of the precast trough beam (2), and the top of the slotted precast panel (3) are located on the overlapping surface of the new and old concrete and are processed by artificial roughening or water washing and chiseling to have a certain degree of roughness to enhance the performance of the overlapping surface.

8. The construction method of a concrete-concrete composite beam-column-slab node according to any one of claims 1 to 7, characterized in that: include: Step S1: placing the prefabricated column formwork (1) below, erecting the column support and adjusting the posture of the prefabricated column formwork (1); Step S2: erecting temporary support for the prefabricated trough beam (2), hoisting and positioning the prefabricated trough beam (2), and ensuring that the prefabricated trough beam (2) is erected with sufficient width at the top edge of the prefabricated column formwork (1); Step S3: erecting temporary support for the slotted prefabricated panels (3), laying and positioning the slotted prefabricated panels (3), and ensuring that the slotted prefabricated panels (3) are erected with sufficient width at the top edge of the prefabricated slotted beams (2); Step S4: implanting an inverted U-shaped steel bar (22) at the top of the prefabricated trough beam (2), placing the notch additional steel bar (4) to the plate edge notch (32), setting the node additional steel bar group (8), and placing the upper prefabricated column formwork (1); Step S5: laying out the post-casting top plate steel mesh (16), and casting the post-casting concrete of the core column area (5), the node area (6) and the beam and slab area (7) at one time or successively; Step S6: After the concrete reaches the strength requirement, the temporary support is removed; Step S7: Complete the construction of one standard layer and proceed to the construction of the next layer.

9. The construction method of the concrete-concrete composite beam-column-slab node according to claim 8, characterized in that: Step S5: During the pouring of concrete, the concrete is vibrated based on a vibrating system, wherein the vibrating system includes: a vibrating device, wherein the vibrating device includes a vibrating rod; and the vibrating system also includes: The first acquisition module is used to acquire information of concrete to be poured in the current concrete pouring area, the information of the concrete including: a single pouring depth of the concrete to be poured, a temperature of the concrete to be poured, a weight of the concrete to be poured, a friction coefficient between the concrete to be poured and a template of the current concrete pouring area, and determine a target temperature range within which the temperature of the concrete to be poured in the current concrete pouring area is located; The second acquisition module is used to obtain the average area of ​​the historical action area of ​​the vibrator at a single insertion point on the concrete to be poured in the current concrete pouring area and the standard deviation of the area of ​​the historical action area of ​​the vibrator at a single insertion point on the concrete to be poured in the current concrete pouring area under the target temperature range; The third acquisition module is used to obtain the horizontal horizontal offset distance and the average vertical offset distance of the vibrator during the vibration of each vibrator insertion point of the concrete to be poured in the current concrete pouring area under the target temperature range; A first calculation module is used to calculate a target insertion depth H of a vibrator in a process of pouring concrete to be poured in a current concrete pouring area based on the first acquisition module, the second acquisition module, and the third acquisition module; S is the average area of ​​the historical action area of ​​the vibrating rod at a single insertion point on the concrete to be poured in the current concrete pouring area obtained by the second acquisition module; ρ is the weight of the concrete to be poured in the current concrete pouring area; ∈ is the friction coefficient between the concrete to be poured in the current concrete pouring area and the template of the current concrete pouring area; π is taken as 3.14; h is the depth of a single pouring of the concrete to be poured in the current concrete pouring area; A1 is the horizontal horizontal offset distance obtained by the third acquisition module; B1 is the average offset offset distance obtained by the third acquisition module; γ1 is the horizontal deviation correction coefficient; γ2 is the vertical deviation correction coefficient; F1 is the maximum allowable force between the template of the current concrete pouring area and the concrete to be poured; F0 is the target power of the vibrating power device for the concrete to be poured; ln is the natural logarithm, and e is the natural constant; S0 is the standard deviation of the area of ​​the historical action area of ​​the vibrating rod at a single insertion point on the concrete to be poured in the current concrete pouring area obtained by the second acquisition module; is the force adjustment coefficient; A vibrating rod insertion depth detection device is used to detect the actual insertion depth of the vibrating rod during the vibrating process; The display and alarm device is used to display the target insertion depth of the vibrator rod during the pouring of concrete to be poured in the current concrete pouring area; and to issue an alarm when the detection value of the vibrator rod insertion depth detection device is not within the preset range of the target insertion depth of the vibrator rod during the pouring of concrete to be poured in the current concrete pouring area.

10. The construction method of the concrete-concrete composite beam-column-slab node according to claim 8, characterized in that: Step S5: During the concrete pouring process, the monitoring system is used for monitoring. The working process of the monitoring system includes: Step S51: Detecting information about concrete in the feed port of the concrete delivery pipe (15) in the current pouring posture through a concrete detection module, wherein the information about concrete in the feed port of the concrete delivery pipe (15) includes: density of concrete and flow rate of concrete; Step S52: collecting an actual image of the concrete conveying pipe (15) in the current pouring posture through the conveying pipe image acquisition device; Step S53: Processing the actual image of the concrete conveying pipe (15) in the current pouring posture by an image processing device and obtaining the outline of the concrete conveying pipe (15) in the current pouring posture, marking the bending nodes of the concrete conveying pipe (15) in the outline of the concrete conveying pipe (15) in the current pouring posture, and obtaining the size information of the bending nodes of the concrete conveying pipe (15); The size information of the bending node of the concrete conveying pipe (15) includes: the distance information between the center of the bending node of the concrete conveying pipe (15) and the feed port of the concrete conveying pipe (15) along the conveying direction of the concrete conveying pipe (15); the angle between the connecting line of the center of the inlet end and the center of the outlet end of the bending node of the concrete conveying pipe (15) and the flow velocity direction of the center of the bending node of the concrete conveying pipe (15); the height difference between the center of the inlet end and the center of the outlet end of the bending node of the concrete conveying pipe (15); the angle between the flow velocity direction of the center of the bending node of the concrete conveying pipe (15) and the horizontal plane; Step S54: calculating the stress parameters of each bending node of the concrete conveying pipe (15) in the current casting posture and the comprehensive stress parameters of the concrete conveying pipe (15) in the current casting posture through the second calculation module; if the stress parameter of any bending node of the concrete conveying pipe (15) in the current casting posture is greater than the preset first stress parameter, an alarm is issued through the first alarm device; if the comprehensive stress parameter of the concrete conveying pipe (15) in the current casting posture is greater than the preset second stress parameter, an alarm is issued through the second alarm device; Step S55: When the first alarm device and the second alarm device do not sound an alarm, the expected pouring time of the current pouring posture is obtained, and the expected use state coefficient of each bending node of the concrete conveying pipe (15) is calculated based on the third calculation module. When the expected use state coefficient of any bending node is greater than a preset value, an alarm is sounded through the third alarm device.

Images