Construction method of floor decking at steel column-steel frame cast-in-situ beam-column joint based on BIM technology

Abstract

The present invention relates to a steel column-steel frame cast-in-situ beam-column node floor deck construction method based on BIM technology, comprising: a rectangular steel column, a steel corbel, a long connector, a grouting hole, and a steel bar connection hole; a grouting hole is provided on the top of the rectangular steel column, an I-beam groove matching the cross-sectional shape of the steel corbel is provided on the side of the rectangular steel column, and a steel bar connection hole is provided above and below each I-beam groove; the method comprises the following steps: BIM design, opening an I-beam groove, a steel bar connection hole, and bolt holes matching bolts on the rectangular steel column, inserting the steel corbel into the I-beam groove on the side of the rectangular steel column, and inserting the bottom reinforcement into the steel bar connection hole after parallel reinforcement. The beneficial effects of the present invention are as follows: the longitudinal steel bar connection hole is higher than the transverse steel bar connection hole by the height of the first row of steel bar diameters, so as to avoid collision inside the steel column when the longitudinal reinforcement of the longitudinal and transverse frame beams is pierced, and compensation for tension loss is performed for the situation where the reinforcement cannot be set through the rectangular steel column.

Description

Technical Field

[0001] The present invention belongs to the technical field of building construction, and in particular relates to a construction method for a floor deck at a steel column-steel frame cast-in-situ beam-column node based on BIM technology. Background Art

[0002] Currently, most construction projects in my country utilize traditional reinforced concrete beam-column joints or prefabricated steel column-steel beam joints. However, with the increasing diversification of building styles, the integration of steel and concrete structures is becoming increasingly common. The traditional approach to reinforced concrete beam-column joints is to use continuous reinforcement or frame reinforcement at the center column joint. At the side or corner column joints, the longitudinal reinforcement of the beam extends to the inside of the outer longitudinal reinforcement of the column, with a 15d bend anchor length at the end. When the longitudinal reinforcement of the beam extends to the inside of the outer longitudinal reinforcement of the column, or to the outer wall of the steel column, the straight section length must be no less than 0.4 times the labE (basic seismic anchorage length). Prefabricated steel structures typically utilize a steel column + steel bracket + steel beam connection. The steel columns and steel brackets are either factory-fabricated or welded on-site, requiring stringent welding procedures. High-strength bolts are used to connect the steel beams and steel brackets.

[0003] In the beam-column joints of the steel column-steel frame cast-in-situ beam composite structure, there are certain difficulties in connecting and installing the longitudinal reinforcement in the cast-in-situ beam with the steel column and steel corbel.

[0004] In steel column-steel cast-in-place beam composite structures, direct penetration of beam through-bars or frame bars is beginning to be used for beam-column connections. However, direct penetration also presents the following problems: 1) The steel column lacks pre-reserved holes, or the holes are severely misaligned; 2) The steel corbel anchor bolts interfere with the reinforcement insertion; 3) The lower portion of the steel corbel is bent, preventing reinforcement insertion; 4) Some beams intersect the steel column at an angle, preventing reinforcement from penetrating; and 5) The longitudinal reinforcement of the longitudinal and transverse frame beams collides with the steel column during penetration, preventing reinforcement insertion.

[0005] Therefore, in view of the various problems encountered in the construction of beam-column nodes of steel column-steel frame cast-in-situ beam composite structures at the current stage, an advanced beam-column node construction method of steel column-steel frame cast-in-situ beam composite structures is urgently needed. Summary of the Invention

[0006] The purpose of the present invention is to overcome the deficiencies in the prior art and provide a construction method for a steel column-steel frame cast-in-situ beam-column node floor deck based on BIM technology.

[0007] This BIM-based steel column-steel cast-in-situ beam-column node floor deck includes: rectangular steel columns, steel brackets, long connectors, grouting holes, and steel bar connection holes. The top of the rectangular steel column is equipped with a grouting hole, and the side of the rectangular steel column is equipped with an I-beam groove that matches the cross-sectional shape of the steel bracket. Each I-beam groove has a steel bar connection hole above and below.

[0008] One end of the steel corbel is inserted into the rectangular steel column through the groove of the I-beam. Several connection holes are opened at the junction of the steel corbel web and the rectangular steel column. Several long connecting pieces pass through the steel corbel web through the connection holes. The long connecting pieces are fixed to the outer surface of the rectangular steel column by bolts.

[0009] The upper and lower flanges of the steel corbel are both connected to the second row of steel bars, and the steel corbel is connected to the first row of steel bars through the second row of steel bars. The upper and lower flanges of the steel corbel correspond to the first row of steel bars of the beam surface reinforcement and bottom reinforcement respectively; the two steel corbels on both sides of the rectangular steel column are connected to the same row of beam surface reinforcement, and the beam surface reinforcement passes through the rectangular steel column through the steel bar connection hole above the groove of the I-beam;

[0010] When a rectangular steel column is connected with longitudinal and transverse steel corbels at the same time, the size of the steel bar connection hole on the longitudinal side of the rectangular steel column is larger than the size of the steel bar connection hole on the transverse side; and the steel bar connection hole of the longitudinal beam reinforcement is opened at a higher position than the steel bar connection hole of the transverse beam reinforcement, and the longitudinal beam reinforcement is higher than the corresponding transverse beam reinforcement.

[0011] As a preferred embodiment, when the beam heights of the steel corbels on both sides of the rectangular steel column are the same, the lower wing plates of the two steel corbels are connected to the same row of bottom bars, and the bottom bars pass through the rectangular steel column through the steel bar connection holes below the I-beam groove.

[0012] As a preference: when the rectangular steel column is connected with longitudinal and transverse steel corbels at the same time, and the beam heights of the steel corbels are the same, the steel bar connection holes of the longitudinal bottom reinforcement are opened at a position higher than the steel bar connection holes of the transverse bottom reinforcement, and the longitudinal bottom reinforcement is higher than the corresponding transverse bottom reinforcement.

[0013] As a preferred embodiment: when the beam heights of the steel corbels on both sides of the rectangular steel column are different, the upper wing plates of the steel corbels on both sides of the rectangular steel column are flush and connected to the same row of beam surface reinforcements, the lower wing plates of the steel corbels on both sides are connected to different bottom reinforcements, and the two rows of bottom reinforcements are bent and anchored at the inner wall of the rectangular steel column on the opposite side of the steel corbels.

[0014] As a preferred embodiment: waist reinforcement connecting side plates are provided on the left and right sides of each I-beam groove, and the waist reinforcement connecting side plates are arranged outside the range of the long connecting piece.

[0015] This BIM-based method for the construction of steel column-steel cast-in-situ beam-column node floor decking includes the following steps:

[0016] Step 1, BIM design: Conduct steel bar penetration collision detection on the BIM model, determine the cross construction sequence of the longitudinal and transverse frame beams, and determine the location of the steel bar connection holes based on the principle that the first row of steel bars in the longitudinal direction should be placed above the first row of steel bars in the transverse direction when the height of the steel bracket wing is the same;

[0017] Step 2: Drill holes: According to the steel bar connection hole opening positions determined in step 1, drill I-beam grooves, steel bar connection holes, and bolt holes that match the bolts on the rectangular steel column; drill connection holes that match the long connectors on the steel corbel web;

[0018] Step 3: Install the steel corbel: Insert the steel corbel into the groove of the I-beam on the side of the rectangular steel column, pass several long connectors through the connection holes reserved on the web of the steel corbel, and fix them to the rectangular steel column with bolts to connect the steel corbel and the rectangular steel column as a whole;

[0019] Step 4. Steel bar installation: first install the transverse frame beam perforated steel bars, then install the longitudinal frame beam perforated steel bars; after the bottom bars are combined, insert them into the steel bar connection holes, and then weld the second row of steel bars to connect the bottom bars and the lower wing plate of the steel corbel, weld the second row of steel bars on the upper wing plate of the steel corbel, and then weld the surface bars on the second row of steel bars; then install the waist bars to connect the side plates, and finally tie the stirrups.

[0020] Preferably, in step 2: the longitudinal steel bar connection holes are enlarged according to the diameter and number of the first row of steel bars, and the longitudinal steel bar connection holes are higher than the transverse steel bar connection holes by the height of the first row of steel bar diameter.

[0021] Preferably, in step four: when the heights of the steel corbels on both sides of the rectangular steel column are different, resulting in the bottom reinforcement being unable to pass through the rectangular steel column, the lower wing plates of the steel corbels on both sides are connected to different bottom reinforcements, and the bottom reinforcements extend to the inner walls of the rectangular steel columns on the opposite sides of the steel corbels, and are bent and anchored and welded with short steel bars of the same diameter. The double-sided welding connection length is greater than 5d, where d is the diameter of the first row of steel bars.

[0022] Preferably, in step four: when the rectangular steel column is a side column, the beam surface reinforcement and bottom reinforcement are both passed through the rectangular steel column through the reinforcement connection holes, and the beam surface reinforcement and bottom reinforcement are respectively connected to the reinforcement anchor steel plate outside the reinforcement connection holes on the side opposite to the steel corbel. The thickness of the reinforcement anchor steel plate is equal to the maximum reinforcement diameter, and perforation plug welding is used between the beam surface reinforcement and bottom reinforcement and the reinforcement anchor steel plate.

[0023] The beneficial effects of the present invention are:

[0024] 1) The present invention conducts BIM design in advance and designs the location of the steel bar connection holes as needed, avoiding construction errors caused by incorrect steel column hole openings, steel bar collisions, and failure to connect anchor plates and steel bars, thereby ensuring the one-time pass rate of the node approach.

[0025] 2) The present invention provides longitudinal steel bar connection holes that are enlarged according to the diameter and number of the first row of steel bars, and the longitudinal steel bar connection holes are higher than the transverse steel bar connection holes by the height of one first row of steel bar diameter, so as to achieve the effect of avoiding collision inside the steel column when the longitudinal reinforcement of the longitudinal and transverse frame beams is penetrated.

[0026] 3) In order to address the situation where it is impossible to install steel bars through rectangular steel columns, the present invention provides bottom beams with different bending and anchoring according to the different heights of steel corbel beams. Steel anchoring steel plates are provided on the beam surface bars and bottom bars connecting the side columns to reinforce the outside of the openings. This can effectively compensate for tension loss and enhance the integrity of the structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 This is a three-dimensional diagram of the beam-column node of the steel column-steel cast-in-situ beam composite structure;

[0028] Figure 2 This is the connection diagram of the steel corbel and rectangular steel column at the beam-column joint of the steel column-steel frame cast-in-situ beam composite structure;

[0029] Figure 3 The first row of steel bars for the beam surface reinforcement and bottom reinforcement are inserted into the rectangular steel column through holes and pass through;

[0030] Figure 4 When the steel bar cannot pass through the steel column, use bending anchoring and welding short steel bars of the same diameter;

[0031] Figure 5 This is the construction drawing for the connection between the side columns and the steel-framed cast-in-place beam reinforcement.

[0032] Explanation of the reference numerals: rectangular steel column 1, steel corbel 2, waist reinforcement connecting side plate 3, long connector 4, bolt 5, first row of steel bars 6, second row of steel bars 7, grouting hole 8, I-beam groove 9, connection hole 10, steel bar connection hole 11. DETAILED DESCRIPTION

[0033] The present invention will be further described below with reference to the following examples. The following examples are provided only to facilitate understanding of the present invention. It should be noted that, without departing from the principles of the present invention, it is possible for a person skilled in the art to make various modifications to the present invention, and such improvements and modifications fall within the scope of the claims of the present invention.

[0034] Example 1

[0035] As an example, Figures 1 to 5 As shown, this BIM-based steel column-steel frame cast-in-situ beam-column node floor deck includes: a rectangular steel column 1, a steel corbel 2, a long connector 4, a grouting hole 8, and a steel bar connection hole 11;

[0036] like Figure 1As shown, the rectangular steel column 1 is a square hollow container, and the steel corbel 2 is an I-beam. The top of the rectangular steel column 1 is provided with a grouting hole 8, and the rectangular steel column 1 is also provided with a weeping hole. The side of the rectangular steel column 1 is provided with an I-beam groove 9 that matches the cross-sectional shape of the steel corbel 2. Each I-beam groove 9 is provided with a steel bar connection hole 11 above and below.

[0037] like Figure 2 As shown, one end of the steel corbel 2 passes through the I-beam groove 9 and is inserted into the rectangular steel column 1. Three connection holes 10 are opened at the intersection of the web of the steel corbel 2 and the rectangular steel column 1. Three long connectors 4 pass through the web of the steel corbel 2 through the connection holes 10. The long connectors 4 are fixed to the outer surface of the rectangular steel column 1 by bolts 5, thereby enhancing the shear and torsion resistance of the rectangular steel column node. Waist reinforcement connecting side plates 3 are installed on the left and right sides of each I-beam groove 9. The waist reinforcement connecting side plates 3 are located outside the range of the long connectors 4, so that the steel bars and the rectangular steel column 1 have a connection node, reducing the open area of ​​the rectangular steel column 1 and enhancing the integrity of the rectangular steel column 1.

[0038] The upper and lower wing plates of the steel corbel 2 are welded to the second row of steel bars 7, and the double-sided welding connection length is greater than 5d; the steel corbel 2 is connected to the first row of steel bars 6 through the second row of steel bars 7, which ensures the net distance of the steel bar configuration specification; the first row of steel bars 6 corresponding to the upper and lower wing plates of the steel corbel 2 are beam surface bars and bottom bars respectively; it enhances the integrity of the beam-column node of the steel column-steel frame cast-in-place beam composite structure; the upper wing plates of the two steel corbels 2 on both sides of the rectangular steel column 1 are flush, so that the two steel corbels 2 on both sides of the rectangular steel column 1 are connected to the same row of beam surface bars, and the beam surface bars pass through the rectangular steel column 1 through the steel bar connection holes 11 above the I-beam groove 9.

[0039] like Figure 3 As shown, when the beam heights of the steel corbels 2 on both sides of the rectangular steel column 1 are the same, the lower wing plates of the two steel corbels 2 are also connected to the same row of bottom bars, and the bottom bars pass through the rectangular steel column 1 through the steel bar connection holes 11 below the I-beam groove 9.

[0040] like Figure 4 As shown, when the beam heights of the steel corbels 2 on both sides of the rectangular steel column 1 are different, the upper wing plates of the steel corbels 2 on both sides of the rectangular steel column 1 are flush and connected to the same row of beam surface reinforcement, and the lower wing plates of the steel corbels 2 on both sides are connected to different bottom reinforcements, and the two rows of bottom reinforcements are bent and anchored at the inner wall of the rectangular steel column 1 on the opposite side of the steel corbels 2 and welded to short steel bars of the same diameter, and the double-sided welded connection length is greater than 5d.

[0041] like Figure 5 As shown, when the rectangular steel column 1 is a side column, the beam surface reinforcement and bottom reinforcement both pass through the rectangular steel column 1 through the reinforcement connection hole 11, and the beam surface reinforcement and bottom reinforcement are respectively connected to the reinforcement anchor steel plate outside the reinforcement connection hole 11 on the side opposite to the steel corbel 2. The thickness of the reinforcement anchor steel plate is equal to the maximum reinforcement diameter, and perforation plug welding is used between the beam surface reinforcement and bottom reinforcement and the reinforcement anchor steel plate.

[0042] The bottom reinforcement bears the load transmitted from the structure and withstands the tensile force.

[0043] To ensure that no collision occurs when the first row of transverse and longitudinal steel bars 6 are passed through the rectangular steel column 1 at the same time, the size of the steel bar connection holes 11 on the longitudinal side of the rectangular steel column 1 is larger than the size of the steel bar connection holes 11 on the transverse side; and the steel bar connection holes 11 of the longitudinal beam reinforcement are opened at a higher position than the steel bar connection holes 11 of the transverse beam reinforcement, and the longitudinal beam reinforcement is higher than the corresponding transverse beam reinforcement.

[0044] Furthermore, when the beam height of the steel corbels 2 is the same, that is, the bottom reinforcement connected to the steel corbels 2 is also through, the steel bar connection holes 11 of the longitudinal bottom reinforcement are opened at a higher position than the steel bar connection holes 11 of the transverse bottom reinforcement, and the longitudinal bottom reinforcement is higher than the corresponding transverse bottom reinforcement.

[0045] Example 2

[0046] As another embodiment, the construction method of the steel column-steel frame cast-in-place beam-column node floor deck based on BIM technology in Example 1 includes the following steps:

[0047] Step 1, BIM design: perform steel bar penetration collision detection on the BIM model, determine the cross construction order of the longitudinal and transverse frame beams, and determine the location of the steel bar connection hole 11 based on the principle that the first row of steel bars 6 in the longitudinal direction is set on the upper part of the first row of steel bars 6 in the transverse direction when the height of the steel corbel 2 wing plates is the same; avoid construction errors caused by incorrect hole opening on the rectangular steel column 1, collision of the first row of steel bars 6 in the rectangular steel column 1, and inability to connect the anchor plate and the steel bar, thereby ensuring the one-time qualified rate of the node practice at this location, reducing on-site rework, thereby reducing the waste of steel bars and steel materials, which is beneficial to energy conservation and environmental protection, and has certain economic benefits.

[0048] Step 2: Drill holes: According to the opening position of the steel bar connection hole 11 determined in step 1, drill the I-beam groove 9, the steel bar connection hole 11 and the bolt hole matching the bolt 5 on the rectangular steel column 1; drill the connection hole 10 matching the long connector 4 on the web of the steel corbel 2;

[0049] Step 3: Install the steel corbel: Insert the steel corbel 2 into the I-beam groove 9 on the side of the rectangular steel column 1. Pass several long connectors 4 through the connection holes 10 reserved on the web of the steel corbel 2 and secure them to the rectangular steel column with bolts 5, connecting the steel corbel 2 and the rectangular steel column 1 as a whole. This greatly improves the success rate of welding the anchor plate to the rectangular steel column 1 and the steel bars, thereby reducing the duration of the welder's high-altitude work and the probability of safety accidents. The longitudinal steel bar connection holes 11 are positioned and opened 2cm larger than the diameter and number of the first row of steel bars 6. The longitudinal steel bar connection holes 11 are higher than the transverse steel bar connection holes 11 by the diameter of the first row of steel bars 6.

[0050] Step 4, steel bar installation: first install the transverse frame beam perforated steel bars, and then install the longitudinal frame beam perforated steel bars; avoid the first row of steel bars 6 interfering with each other in the internal space of the rectangular steel column 1, causing the first row of steel bars 6 in the longitudinal and transverse directions to be unable to work normally; it can also minimize the opening rate of the rectangular steel column 1; after the bottom bars are combined, insert them into the steel bar connection hole 11, and then weld the bottom bars and the lower wing plate of the steel corbel 2 through the second row of steel bars 7, weld the second row of steel bars 7 on the upper wing plate of the steel corbel 2, and then weld the surface bars on the second row of steel bars 7; then install the waist bars to connect the side plates 3, and finally tie the stirrups.

[0051] In order to compensate for the loss of tensile force caused by the inability of the bottom reinforcement to pass through the steel column and increase the integrity of the structure, when the beam heights of the steel corbels 2 on both sides of the rectangular steel column 1 are different, resulting in the inability of the bottom reinforcement to pass through the rectangular steel column 1, the lower wing plates of the steel corbels 2 on both sides are connected to different bottom reinforcements respectively, and the bottom reinforcements extend to the inner wall of the rectangular steel column 1 on the opposite side of the steel corbels 2, and are bent and anchored and welded with short steel bars of the same diameter. The double-sided welding connection length is greater than 5d, where d is the diameter of the first row of steel bars 6.

[0052] Similarly, when the rectangular steel column 1 is a side column, the beam surface reinforcement and bottom reinforcement both pass through the rectangular steel column 1 through the steel bar connection hole 11, and the beam surface reinforcement and bottom reinforcement are respectively connected to the steel bar anchoring steel plate outside the steel bar connection hole 11 on the opposite side of the steel corbel 2. The thickness of the steel bar anchoring steel plate is equal to the maximum steel bar diameter, and perforation plug welding is used between the beam surface reinforcement and bottom reinforcement and the steel bar anchoring steel plate.

Claims

1. A steel column-steel frame cast-in-situ beam-column node floor deck based on BIM technology, characterized in that: include: A rectangular steel column (1), a steel corbel (2), a long connector (4), a grouting hole (8), and a steel bar connection hole (11); the top of the rectangular steel column (1) is provided with a grouting hole (8), the side of the rectangular steel column (1) is provided with an I-beam groove (9) matching the cross-sectional shape of the steel corbel (2), and each I-beam groove (9) is provided with a steel bar connection hole (11) above and below; One end of the steel corbel (2) is inserted into the rectangular steel column (1) through the I-beam groove (9), and a plurality of connection holes (10) are opened at the junction of the web of the steel corbel (2) and the rectangular steel column (1). A plurality of long connecting pieces (4) pass through the web of the steel corbel (2) through the connection holes (10), and the long connecting pieces (4) are fixed to the outer surface of the rectangular steel column (1) by bolts (5); The upper and lower wing plates of the steel corbel (2) are both connected to the second row of steel bars (7), and the steel corbel (2) is connected to the first row of steel bars (6) through the second row of steel bars (7). The first row of steel bars (6) corresponding to the upper and lower wing plates of the steel corbel (2) are beam surface bars and bottom bars, respectively; the two steel corbels (2) on both sides of the rectangular steel column (1) are connected to the same row of beam surface bars, and the beam surface bars pass through the rectangular steel column (1) through the steel bar connection holes (11) above the I-beam groove (9); When the rectangular steel column (1) is connected with longitudinal and transverse steel corbels (2) at the same time, the size of the steel bar connection hole (11) on the longitudinal side of the rectangular steel column (1) is larger than the size of the steel bar connection hole (11) on the transverse side; and the steel bar connection hole (11) of the longitudinal beam reinforcement is opened at a position higher than the steel bar connection hole (11) of the transverse beam reinforcement, and the longitudinal beam reinforcement is higher than the corresponding transverse beam reinforcement.

2. The steel column-steel frame cast-in-situ beam-column node floor decking according to BIM technology according to claim 1 is characterized by: When the beam heights of the steel brackets (2) on both sides of the rectangular steel column (1) are the same, the lower wing plates of the two steel brackets (2) are connected to the same row of bottom bars, and the bottom bars pass through the rectangular steel column (1) through the steel bar connection holes (11) below the I-beam groove (9).

3. The steel column-steel frame cast-in-situ beam-column node floor decking according to BIM technology according to claim 2 is characterized by: When the rectangular steel column (1) is connected to longitudinal and transverse steel brackets (2) at the same time, and the beam heights of the steel brackets (2) are the same, the steel bar connection holes (11) of the longitudinal bottom reinforcement are opened at a position higher than the steel bar connection holes (11) of the transverse bottom reinforcement, and the longitudinal bottom reinforcement is higher than the corresponding transverse bottom reinforcement.

4. The steel column-steel frame cast-in-situ beam-column node floor decking according to BIM technology according to claim 1 is characterized by: When the beam heights of the steel corbels (2) on both sides of the rectangular steel column (1) are different, the upper wing plates of the steel corbels (2) on both sides of the rectangular steel column (1) are flush and connected to the same row of beam surface reinforcements, and the lower wing plates of the steel corbels (2) on both sides are connected to different bottom reinforcements, and the two rows of bottom reinforcements are bent and anchored at the inner wall of the rectangular steel column (1) on the opposite side of the steel corbels (2).

5. The steel column-steel frame cast-in-situ beam-column node floor decking according to BIM technology according to claim 1 is characterized by: Each I-beam groove (9) is provided with waist reinforcement connecting side plates (3) on both sides, and the waist reinforcement connecting side plates (3) are arranged outside the range of the long connecting piece (4).

6. The construction method of the steel column-steel frame cast-in-situ beam-column node floor deck based on BIM technology according to any one of claims 1 to 5, characterized in that: The following steps are involved: Step 1, BIM design: Conduct steel bar penetration collision detection of the BIM model, determine the cross construction order of the longitudinal and transverse frame beams, and determine the location of the steel bar connection hole (11) according to the principle that the first row of steel bars (6) in the longitudinal direction is set above the first row of steel bars (6) in the transverse direction when the wing plate heights of the steel bracket (2) are the same; Step 2: Drilling holes: according to the opening position of the steel bar connection hole (11) determined in step 1, an I-beam groove (9), a steel bar connection hole (11) and bolt holes matching the bolts (5) are drilled on the rectangular steel column (1); a connection hole (10) matching the long connector (4) is drilled on the web of the steel corbel (2); Step 3: Install the steel corbel: insert the steel corbel (2) into the I-steel groove (9) on the side of the rectangular steel column (1), pass several long connecting pieces (4) through the connection holes (10) reserved on the web of the steel corbel (2), and fix them to the rectangular steel column with bolts (5), so that the steel corbel (2) and the rectangular steel column (1) are connected as a whole; Step 4, steel bar installation: first install the transverse frame beam perforated steel bars, then install the longitudinal frame beam perforated steel bars; after the bottom bars are combined, insert them into the steel bar connection holes (11), then weld the bottom bars and the lower wing plate of the steel bracket (2) through the second row of steel bars (7), weld the second row of steel bars (7) on the upper wing plate of the steel bracket (2), and then weld the surface bars on the second row of steel bars (7); then install the waist bars to connect the side plates (3), and finally tie the stirrups.

7. The construction method of steel column-steel frame cast-in-situ beam-column node floor decking based on BIM technology according to claim 6 is characterized in that: In step 2, the longitudinal steel bar connection holes (11) are enlarged according to the diameter of the first row of steel bars (6) and the number of the first row of steel bars (6), and the longitudinal steel bar connection holes (11) are higher than the transverse steel bar connection holes (11) by the height of the diameter of the first row of steel bars (6).

8. The construction method of steel column-steel frame cast-in-situ beam-column node floor decking based on BIM technology according to claim 6 is characterized in that: In step 4: when the beam heights of the steel brackets (2) on both sides of the rectangular steel column (1) are different, resulting in the bottom reinforcement being unable to pass through the rectangular steel column (1), the lower wing plates of the steel brackets (2) on both sides are connected to different bottom reinforcements, and the bottom reinforcements are respectively extended to the inner wall of the rectangular steel column (1) on the opposite side of the steel brackets (2), and are bent and anchored and welded with short steel bars of the same diameter. The double-sided welding connection length is greater than 5d, where d is the diameter of the first row of steel bars (6).

9. The construction method of steel column-steel frame cast-in-situ beam-column node floor decking based on BIM technology according to claim 6, characterized in that: In step 4: when the rectangular steel column (1) is a side column, the beam surface reinforcement and the bottom reinforcement are both passed through the rectangular steel column (1) through the reinforcement connection hole (11), and the beam surface reinforcement and the bottom reinforcement are respectively connected to the reinforcement anchoring steel plate outside the reinforcement connection hole (11) on the side opposite to the steel corbel (2). The thickness of the reinforcement anchoring steel plate is equal to the maximum reinforcement diameter. The beam surface reinforcement and the bottom reinforcement are connected to the reinforcement anchoring steel plate by perforation plug welding.

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