Node bearing capacity regulation and control method for modular hybrid structure

Abstract

A node bearing capacity regulation and control method for a modular hybrid structure. The modular hybrid structure comprises at least two module units, wherein each module unit comprises an upper column connection node (100), a lower column connection node (200), an upper node beam (300), and a lower node beam (400). The upper column connection node (100) comprises a first core column (102) and a first anchoring part (103); the lower column connection node (200) comprises a lower connection cylinder (201); the upper node beam (300) comprises a second core column (302), and a first through hole (204) is provided in the top of the lower column connection node (200); and the first core column (102) of an upper module unit can be inserted into the lower connection cylinder (201) of a lower module unit and is grouted and fixed, and the second core column (302) of the upper module unit can be inserted into the lower node beam (400) of the lower module unit and is grouted and fixed. The method improves the stability and the anti-seismic performance of a structure, and by means of regulating and controlling the bearing capacity of nodes, the trial and error cost is reduced, and the design efficiency is improved.

Description

A method for controlling the bearing capacity of nodes in modular hybrid structures Technical Field

[0001] The present application relates to the technical field of modular steel structure buildings, and in particular to a method for regulating the node bearing capacity of a modular hybrid structure. Background Art

[0002] Modular steel structure buildings are highly integrated, green, low-carbon, and have a high assembly rate. The application of modular steel structure buildings is increasing day by day. Through engineering practice, it is found that the design of the connection nodes between modules is the key to the design of modular steel structures.

[0003] Bolted joints are widely used in existing modular structures. Because bolted joints require on-site bolt installation, construction holes must be opened, which are then sealed and repaired after the bolts are installed. Limited by on-site operating space, construction procedures, and construction errors, the on-site construction efficiency of modular steel structures using bolted joints is currently low. Therefore, modular structures using bolted joints in projects are only connected at the beam-column joints. These modular structural components have low bearing capacity and poor seismic performance; the modular structure has two layers of beams on the same floor, resulting in low utilization efficiency of the module top beam; and there are many gaps between adjacent modular floor slabs, resulting in poor floor integrity.

[0004] Summary of the Invention

[0005] In view of the above analysis, the embodiments of the present application aim to provide a method for controlling the bearing capacity of nodes of a modular hybrid structure, so as to solve the problems of low bearing capacity and poor seismic performance of existing modular structural components.

[0006] The present application provides a method for controlling the bearing capacity of a node of a modular hybrid structure, wherein the modular hybrid structure includes at least two modular units, wherein the modular units include an upper column connection node, a lower column connection node, an upper node beam, and a lower node beam, wherein the upper column connection node includes a first core column and a first anchor, the lower column connection node includes a lower connection tube, the upper node beam includes a second core column, and a first through hole is provided at the top of the lower column connection node;

[0007] The first core column of the upper module unit can be inserted into the lower connecting tube of the lower module unit and fixed by grouting, and the second core column of the upper module unit can be inserted into the lower node beam of the lower module unit and fixed by grouting;

[0008] The node carrying capacity control method comprises the following steps:

[0009] Step S1: Obtain the uniaxial compressive strength f of the high-strength grouting material through material property tests or product parameters c The compressive strength f under three-way constraint rand the tensile strength of the first core column f s ;

[0010] The three-way constraint refers to the constraint imposed on the high-strength grouting material in the lower connecting tube in the length, width and height directions of the lower connecting tube;

[0011] Step S2: Obtain the cross-sectional area of ​​the first core column, calculate the node bearing capacity value, and determine whether the node bearing capacity value is less than the target bearing capacity value; if so, execute step S3; otherwise, execute step S4;

[0012] Step S3: increasing the thickness t2 of the first core column so that the cross-sectional area of ​​the increased first core column is equal to the target bearing capacity divided by the tensile strength of the first core column;

[0013] Step S4: Measure the first anchor to obtain the distance a between the side of the first anchor and the side of the first core column and the thickness t1 of the first anchor, and determine whether a satisfies a≥0.5×t2×f s ÷f r , if a satisfies a≥0.5×t2×f s ÷f r Then determine whether t1 satisfies If a does not satisfy a≥0.5×t2×f s ÷f r Then adjust the value of a, take a≥0.5×t2×f s ÷f r ; If t1 does not satisfy Then adjust the value of t1 and take Then execute step S5; if t1 satisfies Then execute step S5;

[0014] Step S5: measuring the distance from the wall of the first through hole to the outer surface of the first core column, and determining whether the distance from the wall of the first through hole to the outer surface of the first core column satisfies d≤a+10; if so, executing step S6; otherwise, adjusting the value of d to set d=a+10, and then executing step S6;

[0015] Step S6: Measure the connecting plate to obtain the distance b between the edge of the first through hole and the side wall of the lower connecting tube and the thickness t4 of the connecting plate; determine whether b satisfies b≥0.5×t2×f s ÷f c , if b satisfies b≥0.5×t2×f s ÷f c Then determine whether t4 satisfies If b does not satisfy b≥0.5×t2×f s ÷f cThen adjust the value of b, take b≥0.5×t2×f s ÷f c ; If t4 does not meet Then take Then execute step S7; if t4 satisfies Then execute step S7.

[0016] Step S7: Determine whether the distance between the connecting plate and the inner wall of the first anchor satisfies s≥2×(b+d); if so, the adjustment of the node bearing capacity is completed; otherwise, take s=2×(b+d) to complete the adjustment of the node bearing capacity.

[0017] Furthermore, in step S4, the bending bearing capacity and shear bearing capacity of the first anchor are greater than the bending moment and shear force generated by the high-strength grouting material acting on the first anchor when the entire cross-section of the first core column is under tension.

[0018] Furthermore, in step S6, the bending bearing capacity and shear bearing capacity of the connecting plate are greater than the bending moment and shear force generated by the high-strength grouting material acting on the connecting plate when the entire cross-section of the first core column is under tension.

[0019] Furthermore, in step S5 and step S7, by giving the distance from the wall of the first through hole to the outer surface of the first core column and the vertical distance from the connecting plate to the inner wall of the first anchor, the slurry can be constrained in three directions, providing an anchoring effect for the first core column.

[0020] Furthermore, in step S2, the node bearing capacity is equal to the product of the cross-sectional area of ​​the first core column and the tensile strength of the first core column.

[0021] Furthermore, each of the module units includes 4 upper column connection nodes, 4 lower column connection nodes, 4 upper node beams and 4 lower node beams.

[0022] Furthermore, the upper node beam further includes a crossbeam, and the second core column is located at the bottom of the crossbeam.

[0023] Furthermore, it further comprises a first horizontal connecting plate and a second horizontal connecting plate, wherein the first horizontal connecting plate and the second horizontal connecting plate are both located between two upper and lower adjacent module units.

[0024] Furthermore, the first anchor is provided on the first core column.

[0025] Furthermore, the connecting plate is arranged on the top of the lower connecting tube, and the first through hole is arranged on the connecting plate.

[0026] Compared with the prior art, this application can achieve at least one of the following beneficial effects:

[0027] (1) The control method of the present application determines and controls the size of the node anchor, the size of the connecting plate, the size of the connecting plate opening, and the anchoring depth of the anchor, thereby clarifying that the tensile bearing capacity of the hybrid node is equal to the tensile bearing capacity of the first core column, reducing the cost of experimental exploration and improving design efficiency.

[0028] (2) In the present application, the upper module unit and the lower module unit are connected by plug-in grouting. The upper module unit and the lower module unit are connected not only by plug-in grouting at the column nodes located at the four corners of the module unit, but also by plug-in grouting at the node beam. The plug-in grouting connection at the column node avoids the weakening effect caused by the bolt holes on the connection node, thereby improving the bearing capacity of the connection structure. The plug-in grouting connection at the node beam makes the two adjacent beams of the upper and lower module units connected into one beam, and the wall panels of the upper and lower module units are connected into an integral wall panel, thereby improving the bearing capacity of the components of the modular hybrid structure.

[0029] (3) In the present application, since the upper column connection node and the lower column connection node can be plugged in and fixed, the upper node beam and the lower node beam can be plugged in and fixed, so that the adjacent upper module units and lower module units are connected as one, wherein the two adjacent beams of the upper module units and the lower module units are connected as one beam, and the upper module units and the lower module units form a whole upper and lower continuous wall panel, which solves the problem of weak stiffness caused by the vertical discontinuity of the double-layer beams and wall panels, and improves the structural stability and seismic performance of the modular hybrid structure.

[0030] (4) In the present application, slurry is poured into the gaps between adjacent wall panels, and a reinforced wall panel is formed after the slurry solidifies. During the solidification process, the reinforced wall panel is combined with the steel plate walls of the two adjacent module units to form an integral combined steel plate shear wall, which can reduce the wall thickness, reduce the adverse effects of the double-layer wall of the modular building on the space, and improve the efficiency of space utilization.

[0031] In this application, the above-mentioned technical solutions can be combined with each other to achieve more preferred combination solutions. Other features and advantages of this application will be described in the subsequent description, and some advantages will become apparent from the description or be understood by practicing this application. The objectives and other advantages of this application can be achieved and obtained through the contents particularly pointed out in the description and drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] The accompanying drawings are only for the purpose of illustrating particular embodiments and are not to be considered as limiting the present application. Like reference symbols denote like components throughout the drawings.

[0033] FIG1 is a schematic diagram of slurry force transmission when a column node is subjected to tensile bearing capacity and no connecting plate is provided in a specific embodiment;

[0034] FIG2 is a schematic diagram of slurry force transmission when a column node is subjected to tensile bearing capacity in a specific embodiment and the connection plate is provided with large holes;

[0035] FIG3 is a schematic diagram of slurry force transmission when a column node is subjected to shear bearing capacity without a connecting plate in a specific embodiment;

[0036] FIG4 is a schematic diagram of slurry force transmission when a column node is subjected to shear bearing capacity in a specific embodiment in which a connecting plate is provided with large holes;

[0037] FIG5 is a schematic diagram of slurry force transmission when a column node is subjected to shear bearing capacity in a specific embodiment in which a connecting plate is provided with small holes;

[0038] FIG6 is a schematic diagram of a partial structure of a module unit according to a specific embodiment;

[0039] FIG7 is a schematic diagram of the frame structure of the module unit of a specific embodiment;

[0040] FIG8 is a schematic diagram of assembling multiple module units according to a specific embodiment (I);

[0041] FIG9 is a schematic diagram of assembling multiple module units according to a specific embodiment (II);

[0042] FIG10 is a schematic diagram of assembling multiple module units according to a specific embodiment (III);

[0043] FIG11 is a schematic diagram of the upper column connection node structure of a specific embodiment;

[0044] FIG12 is a schematic diagram of a core column structure with steel ribs according to a specific embodiment;

[0045] FIG13 is a schematic diagram of the lower column connection node structure of a specific embodiment.

[0046] Reference numerals:

[0047] 100-upper column connection node; 101-upper connecting tube; 102-first core column; 103-first anchor; 104-first reinforcement plate; 105-first reinforcement rib; 106-exhaust hole; 200-lower column connection node; 201-lower connecting tube; 202-connecting plate; 203-second reinforcement plate; 204-first through hole; 300-upper node beam; 301-cross beam; 302-second core column; 303-second reinforcement rib; 400-lower node beam; 401-second through hole; 500-first horizontal connecting plate; 501-third through hole; 600-second horizontal connecting plate; 601-fourth through hole; 700-wall panel; 800-reinforced wall panel; 900-floor slab. DETAILED DESCRIPTION

[0048] The preferred embodiments of the present application are described in detail below in conjunction with the accompanying drawings, wherein the accompanying drawings constitute a part of the present application and are used together with the embodiments of the present application to illustrate the principles of the present application, and are not used to limit the scope of the present application.

[0049] A specific embodiment of the present application, as shown in Figures 1-5, discloses a method for regulating the bearing capacity of a modular hybrid structure node. The node bearing capacity includes tensile bearing capacity, compressive bearing capacity, bending bearing capacity, and shear bearing capacity. The following uses a column node (including an upper column connection node 100 and a lower column connection node 200) as an example for explanation. The bearing capacity regulation method for beam nodes (including an upper node beam 300 and a lower node beam 400) is similar to that of column nodes and is not further described here.

[0050] Specifically, the method for regulating the tensile bearing capacity of a node includes the following steps:

[0051] Step S1: Obtain the uniaxial compressive strength f of the high-strength grouting material through material property tests or product parameters c , compressive strength f under three-way constraint r and the tensile strength f of the steel (ie, the first core column 102) s .

[0052] It should be noted that the three-dimensional constraint in this step refers to the constraint on the high-strength grouting material in the lower connecting tube 201 in the length, width and height directions.

[0053] Step S2: Obtain the cross-sectional area of ​​the first core column 102, calculate the node tensile bearing capacity value, and determine whether the node tensile bearing capacity value is less than the target tensile bearing capacity value; if so, execute step S3, otherwise execute step S4.

[0054] It should be noted that in this step, the tensile bearing capacity of the node is equal to the product of the cross-sectional area of ​​the first core column 102 and the tensile strength of the first core column 102. Measure the dimensions of the first core column 102 (for example, length, width or diameter, etc.), calculate its cross-sectional area, and then multiply it by the tensile strength f of the first core column 102 in step S1. s The tensile bearing capacity value of the first core column 102 can be obtained.

[0055] Step S3: increasing the thickness t2 of the first core column 102 so that the increased cross-sectional area is equal to the quotient of the tensile target bearing capacity divided by the tensile strength of the first core column 102 , and then executing step S4 .

[0056] It should be noted that the cross-sectional length, width or diameter of the first core column 102 is largely restricted by the size of the lower connecting tube 201 . The cross-sectional area of ​​the first core column 102 can be more effectively increased by adjusting the thickness of the first core column 102 .

[0057] Step S4: Measure the first anchor 103 to obtain the distance a between the side of the first anchor 103 and the side of the first core column 102 and the thickness t1 of the first anchor 103, and determine whether a satisfies inequality (1). If a satisfies inequality (1), determine whether t1 satisfies inequality (2). If a does not satisfy inequality (1), adjust the value of a, and take the value when inequality (1) is equal; if t1 does not satisfy inequality (2), take the value when inequality (2) is equal, and then execute step S5; if t1 satisfies inequality (2), execute step S5; a≥0.5×t2×f s ÷f r (1)

[0058] Wherein, t2 is the thickness of the first core column 102; f r is the compressive strength of high-strength grouting material under three-dimensional constraint state; f s is the tensile strength of the first core column 102 .

[0059] It is worth noting that in step S4, the bending and shear bearing capacities of the first anchor 103 must be greater than the bending moment and shear force generated by the high-strength grouting material acting on the first anchor 103 when the entire cross-section of the first core column 102 is under tension.

[0060] Step S5: Measure the distance between the wall of the first through hole 204 and the outer surface of the first core column 102 to determine whether the distance d between the wall of the first through hole 204 and the outer surface of the first core column 102 satisfies inequality (3). If so, proceed to the next step; otherwise, d takes the value when inequality (3) is equal, and then proceed to step S6. d≤a+10mm (3)

[0061] It should be noted that, as shown in Figure 1, for the lower column connection node 200 without a connecting plate 202, the node bearing capacity is generally controlled by the interface anti-slip strength, and the bearing capacity is relatively low, and the node bearing capacity needs to be determined through experiments; as shown in Figure 2, for the node structure in which a top plate is set on the top of the lower column connection node 200 but the opening is large (that is, the distance d from the wall of the first through hole 204 to the outer surface of the first core column 102 is greater than a+10mm), the constraint around the slurry is weak, and the slurry in the node is divided by cracks to form an oblique compression column. The bearing capacity of this type of node also needs to be determined through experiments.

[0062] Step S6: Measure the connecting plate 202 to obtain the distance b between the edge of the first through hole 204 and the side wall of the lower connecting tube 201 and the thickness t4 of the connecting plate 202, and determine whether b satisfies inequality (4). If b satisfies inequality (4), determine whether t4 satisfies inequality (5). If b does not satisfy inequality (4), adjust the value of b, and take the value when inequality (4) is equal; if t4 does not satisfy inequality (5), take the value when inequality (5) is equal, and then execute step S7. If t4 satisfies inequality (5), execute step S7. b≥0.5×t2×f s ÷f c (4)

[0063] It is worth noting that the side wall thickness t3 of the lower connecting tube 201 is not less than the thickness t4 of the connecting plate 202. In step S6, the bending and shear bearing capacities of the connecting plate 202 must be greater than the bending moment and shear force generated by the high-strength grouting material acting on the connecting plate 202 when the entire cross-section of the first core column 102 is under tension.

[0064] Step S7: Determine whether the distance between the connecting plate 202 and the inner wall of the first anchor 103 satisfies inequality (6); if so, the adjustment of the tensile bearing capacity of the node is completed; otherwise, the value of inequality (6) is taken when the equal sign is obtained, and the adjustment of the tensile bearing capacity of the node is completed. s≥2×(b+d) (6)

[0065] By adjusting the cross-sectional dimensions of the first core column 102 and the above-mentioned related structures, the purpose of regulating the tensile bearing capacity of the node can be achieved.

[0066] It is worth noting that the adjustment of the tensile bearing capacity is completed after the parameters in steps S3 to S7 all satisfy their corresponding formulas.

[0067] It should be noted that when the above-mentioned configuration (i.e., dimension d of the first through-hole 204, dimension a of the first anchor 103, dimension b of the connecting plate 202, and thickness of the connecting plate 202) is met, and uniform groove penetration welding is employed between all plates, the tensile bearing capacity of this node can be equivalent to the tensile bearing capacity of the cross-section of the first core column 102. By adjusting the cross-section of the first core column 102 (the length and thickness of the first core column 102) and the above-mentioned related configurations, the purpose of regulating the tensile bearing capacity of the node can be achieved.

[0068] Regarding the compressive bearing capacity of the node, the side walls of the upper connecting tube 101 and the lower connecting tube 201 correspond to each other in the upper and lower parts, and the cross-sectional dimensions are the same. At this time, the vertical pressure of the node is mainly transmitted through the side walls of the upper connecting tube 101 and the lower connecting tube 201. (Because the elastic modulus of the slurry is smaller than that of steel, the pressure transmitted by the extrusion between the first core column 102 and the slurry is very small and is not considered here.) Therefore, by adjusting the thickness of the side walls of the lower connecting tube 201, the purpose of regulating the compressive bearing capacity of the node can be achieved. Generally, the wall thickness of the upper connecting tube 101 and the lower connecting tube 201 is not less than the wall thickness of the module column, and can be 1.2 to 2.0 times the wall thickness of the module column.

[0069] Regarding the bending bearing capacity of the node, taking the combined L-shaped first core column 102 as an example, when a connecting plate 202 is provided and the opening of the connecting plate 202 is relatively small (i.e., the distance d≤a+10mm between the hole wall of the first through hole 204 and the outer surface of the L-shaped core column), and at the same time the node meets the above-mentioned structural requirements of tensile bearing capacity and compressive bearing capacity, the purpose of regulating the bending bearing capacity of the node can be achieved by adjusting the cross-sectional dimensions of the L-shaped core column and the side wall thickness of the upper connecting tube 101 and the lower connecting tube 201.

[0070] Regarding the shear capacity of the node, taking the cross-shaped first core column 102 as an example, as shown in Figure 5, when a connecting plate 202 is provided and the opening of the connecting plate 202 is small (i.e., the distance d ≤ a + 10 mm between the wall of the first through hole 204 and the outer surface of the first core column 102), the shear capacity of this node can be equivalent to the shear capacity of the cross section of the first core column 102. By adjusting the cross-sectional dimensions of the first core column 102, the shear capacity of the node can be controlled.

[0071] It should be noted that, as shown in Figures 3 and 4, when the connecting plate 202 is not set or the connecting plate 202 is set but the opening size of the connecting plate 202 is large (that is, the distance d between the hole wall of the first through hole 204 and the outer surface of the first core column 102 is greater than a+10mm), the shear bearing capacity of the node is greatly affected by the compressive properties of the slurry. The shear bearing capacity of this type of node needs to be determined through experiments.

[0072] In this embodiment, by selecting appropriate construction methods, a node design that meets the corresponding bearing capacity requirements is achieved, which reduces experimental exploration time and resource waste, improves the bearing capacity of module nodes, and promotes the engineering application of modular steel structures.

[0073] As shown in Figures 6 and 7, the modular hybrid structure includes at least two module units, and the module units include an upper column connection node 100, a lower column connection node 200, an upper node beam 300 and a lower node beam 400. The upper column connection node 100 of the upper module unit and the lower column connection node 200 of the lower module unit are correspondingly plugged in, and the upper node beam 300 of the upper module unit and the lower node beam 400 of the lower module unit are correspondingly plugged in.

[0074] During implementation, when the two module units are placed up and down for assembly and connection, the upper column connection node 100 of the upper module unit is correspondingly plugged into the lower column connection node 200 of the lower module unit, slurry is first poured into the lower column connection node 200, and then the lower part of the upper column connection node 100 is inserted into the lower column connection node 200. After the slurry solidifies, the upper column connection node 100 and the lower column connection node 200 are fixedly connected together; the upper node beam 300 of the upper module unit is correspondingly plugged into the lower node beam 400 of the lower module unit, slurry is first poured into the lower node beam 400, and then the lower part of the upper node beam 300 of the upper module unit is inserted into the lower node beam 400 of the lower module unit. After the slurry solidifies, the upper node beam 300 and the lower node beam 400 are fixedly connected together.

[0075] Compared with the prior art, the modular hybrid structure provided by this embodiment has an upper module unit and a lower module unit connected by plug-in grouting. The upper module unit and the lower module unit are not only connected by plug-in grouting at the column nodes located at the four corners of the module units, but also by plug-in grouting at the node beams. The plug-in grouting connection at the column nodes avoids the weakening effect of opening bolt holes at the connection nodes, thereby ensuring the strength of the connection structure. The plug-in grouting connection at the node beams allows the two adjacent beams of the upper and lower module units to be connected into one beam, and the wall panels of the upper and lower module units to be connected into an integral wall panel, thereby improving the component strength of the modular hybrid structure.

[0076] There are four upper column connection nodes 100, four lower column connection nodes 200, four upper node beams 300, and four lower node beams 400. The four upper node beams 300 form an upper rectangular frame, with the four upper column connection nodes 100 located at the four corners of the upper rectangular frame. The four lower node beams 400 form a lower rectangular frame, with the four lower column connection nodes 200 located at the four corners of the lower rectangular frame. In other words, the ends of the upper node beams 300 are each connected to an upper column connection node 100, and the ends of the lower node beams 400 are each connected to a lower column connection node 200.

[0077] In this embodiment, four upper node beams 300 and four upper column connection nodes 100 are used to form an upper rectangular connection frame structure, and four lower node beams 400 and four lower column connection nodes 200 are used to form a lower rectangular connection frame structure. The four upper column connection nodes 100 and the four lower column connection nodes 200 are all located at the four corners of the rectangle. Since the upper column connection nodes 100 and the lower column connection nodes 200 can be plugged in and fixed, the upper node beams 300 and the lower node beams 400 can be plugged in and fixed, so that the adjacent upper module units and lower module units are connected as one, wherein the two adjacent beams of the upper module unit and the lower module unit are connected into one beam, and the vertically corresponding wall panels of the upper module unit and the lower module unit form an entire upper and lower continuous wall panel, which solves the problem of weak stiffness caused by the vertical discontinuity of the double-layer beams and wall panels, and improves the structural stability and seismic performance of the modular hybrid structure.

[0078] As shown in FIG11 , the upper column connection node 100 includes an upper connection tube 101 and a first core column 102 . The first core column 102 is disposed below the upper connection tube 101 . The first core column 102 is fixed to the lower column connection node 200 by plugging and grouting.

[0079] The upper connecting tube 101 is connected to the upper node beam 300. The two upper node beams 300 are at 90° and are vertically connected to the upper connecting tube 101. Preferably, the cross-section of the upper connecting tube 101 is in the shape of a "U". It should be noted that the cross-section described in this embodiment refers to the cross-section taken by the horizontal plane when the two module units are placed up and down.

[0080] In order to improve the firmness of the upper column connection node 100 and the lower column connection node 200 , as shown in FIG. 11 and FIG. 12 , the upper column connection node 100 further includes a first anchor 103 , which is connected to the first core column 102 .

[0081] In this embodiment, the first core column 102 and the first anchor 103 are both inserted into the lower column connection node 200, and the first anchor 103 is added to the first core column 102. Through the anchoring effect between the first anchor 103 and the slurry, a tensile effect is effectively formed when the upper column connection node 100 and the lower column connection node 200 are plugged and grouting fixed, thereby enhancing the tensile strength of the connection node.

[0082] In order to increase the structural strength of the upper connecting tube 101, the upper column connection node 100 also includes a first reinforcing plate 104 and a first reinforcing rib 105. The first reinforcing plate 104 is arranged at the bottom of the upper connecting tube 101 and closes the bottom of the upper connecting tube 101. The first core column 102 is arranged below the first reinforcing plate 104, and the first reinforcing rib 105 is arranged inside the upper connecting tube 101.

[0083] The first core column 102 may be, but is not limited to, a rectangular steel tube, a circular steel tube, an H-shaped steel tube, a cross-shaped steel tube, or an L-shaped steel tube. When the first core column 102 is a rectangular steel tube, the structure of the first core column 102 is the same as that of the upper connecting tube 101. In this structure, the first anchor 103 may be a U-shaped plate disposed at the bottom of the rectangular steel tube; or the first anchor 103 may be a strip-shaped steel rib disposed on the outer and / or inner side surfaces of the first core column 102, with the strip-shaped steel ribs evenly distributed horizontally along the height direction of the outer and / or inner side surfaces of the first core column 102; or the first anchor 103 may be a U-shaped plate disposed at the bottom of the first core column 102, with strip-shaped steel ribs evenly distributed horizontally along the height direction of the outer and / or inner side surfaces of the first core column 102.

[0084] It is worth noting that the projection of the "U"-shaped plate toward the rectangular steel pipe can completely cover the rectangular steel pipe, and the inner and outer contour boundaries of the "U"-shaped plate correspondingly protrude from the inner and outer contour boundaries of the rectangular steel pipe. The distance from the inner contour boundary of the "U"-shaped plate to the inner contour boundary of the rectangular steel pipe is equal to the distance from the outer contour boundary of the "U"-shaped plate to the outer contour boundary of the rectangular steel pipe, so that both the inner and outer sides of the rectangular steel pipe have partial structures of the "U"-shaped plate, which ensures the anchoring area of ​​the first anchor 103 and the slurry while making the bonding force between the first anchor 103 and the slurry evenly dispersed.

[0085] When the first core column 102 is a circular steel tube, the first anchor 103 is an annular plate provided at the bottom of the circular steel tube; or the first anchor 103 is an annular steel rib provided on the outer cylindrical surface and / or inner cylindrical surface of the first core column 102, and the annular steel rib is evenly distributed horizontally along the height direction of the outer cylindrical surface and / or inner cylindrical surface of the first core column 102; or the first anchor 103 of an annular plate is provided at the bottom of the first core column 102, and at the same time, annular steel ribs are evenly distributed horizontally along the height direction of the outer cylindrical surface and / or inner cylindrical surface of the first core column 102.

[0086] It is worth noting that the projection of the annular plate toward the circular steel pipe can completely cover the circular steel pipe, and the inner and outer contour boundaries of the annular plate protrude from the inner and outer contour boundaries of the circular steel pipe respectively. The distance from the inner contour boundary of the annular plate to the inner contour boundary of the circular steel pipe is equal to the distance from the outer contour boundary of the annular plate to the outer contour boundary of the circular steel pipe, so that both the inner and outer sides of the circular steel pipe have partial structures of the annular plate, while ensuring the anchoring area of ​​the first anchor 103 and the slurry, the bonding force between the first anchor 103 and the slurry is evenly dispersed.

[0087] When the first core column 102 is an H-shaped steel, the H-shaped steel includes vertical steel plates arranged in parallel on both sides and horizontally arranged transverse steel plates, and the first anchor 103 is an H-shaped plate arranged at the bottom of the H-shaped steel; or the first anchor 103 is a strip steel rib arranged on the surface of the vertical steel plate and the transverse steel plate, and the strip steel ribs are horizontally distributed along the height direction of the vertical steel plate; or the first anchor 103 of the H-shaped plate is provided at the bottom of the first core column 102, and strip steel ribs are evenly distributed on the vertical steel plate and / or the transverse steel plate.

[0088] It is worth noting that the projection of the H-shaped plate toward the H-shaped steel can completely cover the H-shaped steel, and the contour boundary of the H-shaped plate protrudes beyond the contour boundary of the H-shaped steel. The distances from the H-shaped steel to the contour boundaries of the H-shaped plates on both sides are equal, so that both the inner and outer sides of the H-shaped steel have partial structures of the H-shaped plate, while ensuring the anchoring area of ​​the first anchor 103 and the slurry, the bonding force between the first anchor 103 and the slurry is evenly dispersed.

[0089] When the first core column 102 is a cross-shaped steel, the first anchor 103 is a cross-shaped plate provided at the bottom of the cross-shaped steel; or the first anchor 103 is a strip steel rib provided on the vertical side of the first core column 102, and the strip steel rib is horizontally evenly distributed along the height direction of the vertical side of the first core column 102; or a first anchor 103 of a cross-shaped plate is provided at the bottom of the first core column 102, and strip steel ribs are horizontally evenly distributed along the height direction of the vertical side of the first core column 102.

[0090] It is worth noting that the projection of the cross-shaped plate toward the cross-shaped steel can completely cover the cross-shaped steel, and the contour boundary of the cross-shaped plate protrudes beyond the contour boundary of the cross-shaped steel. The distances from the cross-shaped steel to the contour boundaries of the cross-shaped plates on both sides are equal, so that there are partial structures of the cross-shaped plate on both the inner and outer sides of the cross-shaped steel, which ensures the anchoring area of ​​the first anchor 103 and the slurry while making the bonding force between the first anchor 103 and the slurry evenly dispersed.

[0091] When the first core column 102 is an L-shaped steel, the first anchor 103 is an L-shaped plate provided at the bottom of the L-shaped steel; or the first anchor 103 is a strip steel rib provided on the vertical side of the L-shaped plate, and the strip steel rib is evenly distributed horizontally along the height direction of the vertical side; or the first anchor 103 of the L-shaped plate is provided at the bottom of the first core column 102, and strip steel ribs are evenly distributed on the vertical side.

[0092] It is worth noting that the projection of the L-shaped plate toward the L-shaped steel can completely cover the L-shaped steel, and the contour boundary of the L-shaped plate protrudes beyond the contour boundary of the L-shaped steel. The distances from the L-shaped steel to the contour boundaries of the L-shaped plates on both sides are equal, so that both the inner and outer sides of the L-shaped steel have partial structures of the L-shaped plate, while ensuring the anchoring area of ​​the first anchor 103 and the slurry, the bonding force between the first anchor 103 and the slurry is evenly dispersed.

[0093] As shown in Figure 13, the lower column connection node 200 includes a lower connecting tube 201, a connecting plate 202, and a second reinforcing plate 203. The connecting plate 202 is provided at the top of the lower connecting tube 201, and the second reinforcing plate 203 is provided at the bottom of the lower connecting tube 201. Preferably, the lower connecting tube 201 and the upper connecting tube 101 have the same structure, both being rectangular steel tubes.

[0094] To facilitate the insertion and fastening of the upper column connection node 100 and the lower column connection node 200, a first through-hole 204 is defined in the connection plate 202. When the upper and lower modular units are connected, the first core column 102 and the first anchor 103 pass through the first through-hole 204 and are inserted into the lower connection tube 201. The shape of the first through-hole 204 can be rectangular, circular, H-shaped, cross-shaped, or L-shaped, corresponding to the cross-section of the first core column 102. It is worth noting that to ensure the connection strength between the upper column connection node 100 and the lower column connection node 200, the first core column 102 must be inserted at least halfway into the lower connection tube 201.

[0095] In this embodiment, when two adjacent module units are placed up and down for assembly and connection, the upper column connection node 100 of the upper module unit is correspondingly plugged into the lower column connection node 200 of the lower module unit. Slurry is first poured into the lower column connection node 200, and then the first core column 102 and the first anchor 103 of the upper column connection node 100 are passed through the first through hole 204 on the connecting plate 202 into the lower connecting tube 201. After the slurry solidifies, the upper column connection node 100 and the lower column connection node 200 are fixedly connected together.

[0096] Considering that the air above the slurry will be squeezed out during the insertion of the first core column 102 into the lower connecting tube 201 , an exhaust hole 106 is provided on the first reinforcing plate 104 to facilitate the discharge of gas in the lower connecting tube 201 .

[0097] The upper node beam 300 includes a crossbeam 301 and a second core column 302. The second core column 302 is located at the bottom of the crossbeam 301. The crossbeam 301 is made of a rectangular steel tube or H-shaped steel. The second core columns 302 are arranged in one or more groups. When the second core columns 302 are arranged in one group, the length of the second core columns 302 is slightly less than the length of the crossbeam 301 to avoid the need to open a hole on the lower node beam 400 that passes through the length of the lower node beam 400 when the two are equal, thereby affecting the structural strength. In this case, the second core columns 302 are, but are not limited to, H-shaped steel, cross-shaped steel, or L-shaped steel. When the second core columns 302 are arranged in multiple groups, the multiple groups of second core columns 302 are evenly distributed along the length of the crossbeam 301. In this case, the second core columns 302 are, but are not limited to, rectangular steel tubes, circular steel tubes, H-shaped steel, cross-shaped steel, L-shaped steel, or a combination of two or more of the above structures.

[0098] In order to enhance the anchoring stability of the upper node beam 300 and the lower node beam 400, the upper node beam 300 also includes a second anchor, which is an anchor plate arranged at the bottom of the second core column 302 or a steel rib arranged on the surface of the second core column 302. The specific structure and beneficial effects are the same as the connection form of the first core column 102 and the first anchor 103, and will not be repeated here.

[0099] To enhance the structural strength of the crossbeam 301, the upper node beam 300 also includes second reinforcing ribs 303. When the crossbeam 301 is a rectangular steel tube, the second reinforcing ribs 303 are located inside the crossbeam 301 and are evenly distributed along the length of the crossbeam 301, corresponding one-to-one with the second core columns 302. When the crossbeam 301 is an H-shaped steel, the second reinforcing ribs 303 are located on the H-shaped steel and also correspond one-to-one with the second core columns 302. It should be noted that when the second core columns 302 are grouped together, the second core columns 302 are connected as a whole along the length of the crossbeam 301 and have a single transverse rib along the width of the crossbeam 301. The second reinforcing ribs 303 correspond one-to-one with the transverse ribs.

[0100] Considering that the upper and lower node beams 300 and 400 are also fixed by splicing and grouting, the lower node beam 400 is provided with a second through-hole 401 that mates with the second core column 302. The shape of the second through-hole 401 is adapted to the second core column 302. This adaptation is similar to the adaptation between the first core column 102 and the first through-hole 204 and will not be further described here. The lower node beam 400 is a rectangular steel tube.

[0101] In this embodiment, the two ends of the lower node beam 400 are respectively connected and fixed to the lower connecting tube 201, and the two lower connecting tubes 201 close the two ends of the lower node beam 400. The slurry is poured from the second through hole 401, and then the second core column 302 and the second anchor are inserted into the inner cavity of the lower node beam 400 from the second through hole 401. After the slurry is fixed, the upper node beam 300 and the lower node beam 400 are fixed as a whole. At this time, the upper module unit and the lower module unit are fixed as a whole. Compared with the upper and lower module units that are only fixed by the connection nodes at the four corners, the beam plug-in anchoring of the upper and lower module units in this embodiment enhances the connection strength and seismic performance of the structure, so that the module units can be used in high-rise buildings.

[0102] When multiple module units are connected both vertically and horizontally, as shown in Figures 8 and 9, the modular hybrid structure further includes a first horizontal connecting plate 500 and a second horizontal connecting plate 600. The first horizontal connecting plate 500 is disposed between the upper module unit and the lower module unit, specifically at the top of the lower column connection node 200. The first horizontal connecting plate 500 is provided with a third through hole 501, which corresponds to the first through hole 204 and is larger than the first through hole 204. It is understood that there are two third through holes 501, which correspond to two adjacent first through holes 204, respectively. The first horizontal connecting plate 500 is welded to the connecting plate 202 of the lower column connection node 200. The first core column 102 and the first anchor 103 pass through the third through hole 501 and the first through hole 204 into the inner cavity of the lower connecting tube 201 and are anchored with the slurry therein.

[0103] The second horizontal connecting plate 600 is disposed between the upper and lower modular units, specifically located on top of the lower node beam 400. The second horizontal connecting plates 600 may be arranged in one or more groups. When the second horizontal connecting plates 600 are arranged in a group, the length of the second horizontal connecting plates 600 is equal to the length of the lower node beam 400. In this case, the second horizontal connecting plates 600 are uniformly distributed with fourth through-holes 601, corresponding to the second core columns 302. In this embodiment, the fourth through-holes 601 are arranged in two rows and multiple columns, corresponding to the second core columns 302 of two adjacent modular units.

[0104] When multiple groups of second horizontal connecting plates 600 are provided, the structure of the second horizontal connecting plates 600 is the same as that of the first horizontal connecting plates 500, namely, two fourth through holes 601 are provided therein, corresponding to the second core columns 302. Each group of second core columns 302 (two second core columns 302 adjacent along the width direction of the beam 301 constitute a group) is provided with a second horizontal connecting plate 600. It should be noted that the fourth through holes 601 are larger than the second through holes 401.

[0105] In this embodiment, the second horizontal connecting plate 600 is welded and fixed to the lower node beam 400, and the second core column 302 and the second anchor pass through the fourth through hole 601 and the second through hole 401 and enter the inner cavity of the lower node beam 400, and are connected and fixed to the slurry poured into the interior thereof.

[0106] As will be understood, the modular unit also includes wall panels 700, which can be non-reinforced steel plate shear walls, reinforced steel plate shear walls, composite steel plate shear walls, buckling-resistance steel plate shear walls, or slotted steel plate shear walls. Shear wall steel plates can be directly welded to frame beams and columns. Shear walls can be opened to meet usage requirements.

[0107] In order to further improve the connection strength of the modular hybrid structure, as shown in FIG10 , the modular hybrid structure further includes a reinforcing wall panel 800 . The reinforcing wall panel 800 is formed by solidifying the slurry and is located between the wall panels 700 of two adjacent module units.

[0108] Specifically, after two adjacent modular units are fixed by correspondingly plugging and grouting the upper column connection nodes 100, lower column connection nodes 200, upper node beams 300, and lower node beams 400, a gap is created between the adjacent wall panels 700. Grout is poured into this gap, and after the grout solidifies, a reinforced wall panel 800 is formed. During the solidification process, the reinforced wall panel 800 merges with the steel plate walls (wall panels 700) of the two adjacent modular units to form a single, integrated steel plate shear wall. This approach reduces wall thickness, mitigates the impact of the modular building's double-layer walls on the space, and improves space efficiency.

[0109] It can be understood that the modular hybrid structure also includes floor slabs 900, which together with wall panels 700 constitute the enclosure structure of the module unit and are arranged on a frame formed by beams (upper node beams 300 and lower node beams 400), columns, upper column connection nodes 100 and lower column connection nodes 200.

[0110] The above is only a preferred specific implementation method of the present application, but the scope of protection of the present application is not limited thereto. Any changes or replacements that can be easily thought of by any technician familiar with this technical field within the technical scope disclosed in this application should be covered by the scope of protection of the present application.

Claims

1. A method for controlling the node bearing capacity of a modular hybrid structure, characterized in that: The modular hybrid structure comprises at least two module units, the module units comprising an upper column connection node (100), a lower column connection node (200), an upper node beam (300) and a lower node beam (400), the upper column connection node (100) comprising a first core column (102) and a first anchor (103), the lower column connection node (200) comprising a lower connection tube (201), the upper node beam (300) comprising a second core column (302), and the top of the lower column connection node (200) being provided with a first through hole (204); The first core column (102) of the upper module unit can be inserted into the lower connecting tube (201) of the lower module unit and fixed by grouting, and the second core column (302) of the upper module unit can be inserted into the lower node beam (400) of the lower module unit and fixed by grouting; The node carrying capacity control method comprises the following steps: Step S1: obtaining the uniaxial compressive strength fc of the high-strength grouting material, the compressive strength fr under a three-dimensional constraint state, and the tensile strength fs of the first core column (102) through material property tests or product parameters; The three-way constraint refers to the constraint imposed on the high-strength grouting material in the lower connecting tube (201) in the length, width and height directions of the lower connecting tube (201); Step S2: obtaining the cross-sectional area of ​​the first core column (102), calculating the node bearing capacity value, and determining whether the node bearing capacity value is less than the target bearing capacity value; if so, executing step S3, otherwise executing step S4; Step S3: increasing the thickness t2 of the first core column (102) so that the cross-sectional area of ​​the increased first core column (102) is equal to the target bearing capacity divided by the tensile strength of the first core column (102); Step S4: Measure the first anchor (103), obtain the distance a between the side of the first anchor (103) and the side of the first core column (102) and the thickness t1 of the first anchor (103), and determine whether a satisfies a≥=0.5×t2×f s ÷f r , if a satisfies a≥=0.5×t2×f s ÷f r Then determine whether t1 satisfies If a does not satisfy a=0.5×t2×f s ÷f r Then adjust the value of a, take a = 0.5 × t2 × f s ÷f r ; If t1 does not satisfy Then adjust the value of t1 and take Then execute step S5; if t1 satisfies Then execute step S5; Step S5: measuring the distance from the hole wall of the first through hole (204) to the outer surface of the first core column (102), and determining whether the distance from the hole wall of the first through hole (204) to the outer surface of the first core column (102) satisfies d≤a+10; if so, executing step S6; otherwise, adjusting the value of d to take d=a+10, and then executing step S6; Step S6: measuring the connecting plate (202) to obtain the distance b between the edge of the first through hole (204) and the side wall of the lower connecting tube (201) and the thickness t4 of the connecting plate (202); determining whether b satisfies b≥0.5×t2×f s ÷f c , if b satisfies b≥0.5×t2×f s ÷f c Then determine whether t4 satisfies If b does not satisfy b≥0.5×t2×f s ÷f c Then adjust the value of b, taking b≥0.5×t2×f s ÷f c ; If t4 does not satisfy Then take Then execute step S7; if t4 satisfies Then execute step S7. Step S7: Determine whether the distance between the connecting plate (202) and the inner wall of the first anchor (103) satisfies s≥2×(b+d); if so, the adjustment of the node bearing capacity is completed; otherwise, s=2×(b+d) is taken to complete the adjustment of the node bearing capacity.

2. The node bearing capacity control method of the modular hybrid structure according to claim 1 is characterized in that: In the step S4, the bending bearing capacity and shear bearing capacity of the first anchor (103) are greater than the bending moment and shear force generated by the high-strength grouting material acting on the first anchor (103) when the entire cross-section of the first core column (102) is under tension.

3. The node bearing capacity control method of the modular hybrid structure according to claim 1 is characterized in that: In step S6, the bending bearing capacity and shear bearing capacity of the connecting plate (202) are greater than the bending moment and shear force generated by the high-strength grouting material acting on the connecting plate (202) when the entire cross section of the first core column (102) is under tension.

4. The node bearing capacity control method of the modular hybrid structure according to claim 1 is characterized in that: In step S5 and step S7, by giving the distance from the wall of the first through hole (204) to the outer surface of the first core column (102) and the vertical distance from the connecting plate (202) to the inner wall of the first anchor (103), the slurry can be constrained in three directions to provide an anchoring effect for the first core column (102).

5. The node bearing capacity control method of the modular hybrid structure according to claim 1 is characterized in that: In the step S2, the node bearing capacity is equal to the product of the cross-sectional area of ​​the first core column (102) and the tensile strength of the first core column (102).

6. The node bearing capacity control method of the modular hybrid structure according to claim 1 is characterized in that: Each of the module units comprises four upper column connection nodes (100), four lower column connection nodes (200), four upper node beams (300) and four lower node beams (400).

7. The node bearing capacity control method of modular hybrid structure according to claim 1 is characterized in that: The upper node beam (300) further comprises a cross beam (301), and the second core column (302) is located at the bottom of the cross beam (301).

8. The node bearing capacity control method of a modular hybrid structure according to claim 1, characterized in that: It also includes a first horizontal connecting plate (500) and a second horizontal connecting plate (600), wherein the first horizontal connecting plate (500) and the second horizontal connecting plate (600) are both located between two upper and lower adjacent module units.

9. The node bearing capacity control method of modular hybrid structure according to claim 1 is characterized in that: The first anchoring member (103) is arranged on the first core column (102).

10. The node bearing capacity control method of a modular hybrid structure according to any one of claims 1 to 9, characterized in that: The connecting plate (202) is arranged on the top of the lower connecting tube (201), and the first through hole (204) is arranged on the connecting plate (202).