A steel column for a ductile concrete column and a construction method thereof

Abstract

The present application relates to the load-bearing structure of building, specifically discloses a kind of type steel column for stiff concrete column and its construction method.Type steel column has a section bottom step type steel column and at least one section continuation step type steel column, bottom step type steel column is used as vertical fixed on embedded foundation, continuation step type steel column is used as on bottom step type steel column sequentially vertical;The outer edge of the bottom end of the continuation step type steel column is bevelled slope structure, the inner wall of the bottom end is connected with the lining plate extending downward;When the continuation step type steel column is connected with the bottom step type steel column / another continuation step type steel column adjacent below, the bottom end is located on the top end of the type steel column adjacent below, the butt joint of the two type steel columns adjacent is transitioned by lining plate, and the bevelled slope structure is connected with the type steel column adjacent below by fusion welding structure as a whole.The present application is beneficial to improve the structural strength and integrity of the whole type steel column, and then beneficial to improve the load-carrying capacity of the formed stiff concrete column.

Description

Technical Field

[0001] This invention relates to the load-bearing structure of buildings, specifically a steel column for reinforced concrete columns and its construction method. Background Technology

[0002] Reinforced concrete columns are concrete structural columns encased with steel columns, using the steel columns as the core of the concrete structure. Reinforced concrete columns offer technical advantages such as high load-bearing capacity, high rigidity, good seismic resistance, and long durability, and are widely used in public buildings with high requirements for structural strength and seismic resistance.

[0003] The application of steel columns within reinforced concrete columns involves erecting prefabricated steel columns at predetermined locations within the concrete column structure, followed by reinforcing steel reinforcement and concrete pouring. Due to the relatively high floor heights of public buildings using reinforced concrete columns, and the technical requirement for constructing reinforced concrete columns at least below the middle floors in multi-story buildings, the height of a single steel column is typically insufficient to cover the designed height of the reinforced concrete column at the same location within the building. Instead, multiple steel columns need to be sequentially joined and stacked vertically to match the continuous construction of the reinforced concrete column at the same location in the vertical direction.

[0004] Currently, the joining and overlapping of two adjacent steel columns is mainly achieved through a transition locking structure using lug plates at the joint and / or a transition welding structure using flange plates at the joint. Examples include the technology disclosed in Chinese patent literature entitled "A Prefabricated Concrete Steel Frame Column-Steel Frame Beam Joint Connection Structure," publication number CN220133153 U, published on December 5, 2023. However, this type of joining and overlapping structure of two adjacent steel columns has low rigidity and poor overall integrity, making it a weak point in the height direction of the entire steel column and directly limiting the load-bearing capacity of the resulting reinforced concrete column. Summary of the Invention

[0005] The technical objective of this invention is to provide a steel column for reinforced concrete columns that is beneficial to improving the structural strength and integrity of the entire steel column and the load-bearing capacity of the formed reinforced concrete column, and a construction method for the steel column, in view of the special characteristics of the aforementioned reinforced concrete columns and the shortcomings of the prior art.

[0006] The technical objective of this invention is achieved through the following technical solution: a steel column for reinforced concrete columns, wherein the steel column is embedded in the concrete column body of a building;

[0007] The steel column has a bottom-step steel column and at least one continuous-step steel column. The bottom-step steel column is used to be erected and fixed on the pre-embedded foundation, and the continuous-step steel column is used to be erected sequentially on the bottom-step steel column.

[0008] The bottom outer edge of the stepped steel column is a beveled structure with a sloping surface, and the bottom inner wall is connected to a downwardly extending lining plate.

[0009] When the stepped steel column is connected to the adjacent bottom stepped steel column / another stepped steel column below, the stepped steel column rests on the top of the adjacent steel column below through its bottom end. The liner of the stepped steel column extends downward to the inner wall of the top of the adjacent steel column below. The liner transitions to the butt joint of the two adjacent steel columns. The bevel structure of the stepped steel column is connected to the adjacent steel column below as a whole by a full penetration weld structure.

[0010] The above-mentioned technical measures are designed to address the special characteristics of the reinforced concrete columns. The overlapping parts of two adjacent steel columns are connected together by a specific penetration welding structure. The steel columns formed in this way have good structural strength, high rigidity, and good integrity. The weak parts in the height direction of the entire steel column are basically eliminated, which helps to improve the structural strength and integrity of the entire steel column, and thus helps to improve the load-bearing capacity of the formed reinforced concrete columns.

[0011] As one of the preferred technical solutions, each flange plate at the top of the bottom-step steel column is connected to a set of outwardly protruding, temporarily fixed bottom-step upper ear plates on the outer wall.

[0012] Each flange plate at the top of the stepped steel column is connected to a set of outwardly protruding upper flange plates for temporary fixation on its outer wall; each flange plate at the bottom of the stepped steel column is connected to a set of outwardly protruding lower flange plates for temporary fixation on its outer wall, and the lower flange plates are connected to connecting plates extending downward beyond the bottom of the stepped steel column on both sides.

[0013] When the stepped steel column is connected to the adjacent bottom stepped steel column / another stepped steel column below, the stepped steel column sits on the top of the adjacent steel column below through its bottom end. The connecting plate connected to each set of stepped lower ear plates of the stepped steel column extends downward to both sides of the corresponding upper ear plate of the adjacent steel column below. The connecting plate connected to the stepped lower ear plate and the corresponding upper ear plate of the adjacent steel column below are temporarily fixed with bolt locking structure before welding operation.

[0014] In view of the particularity of the butt joint and superposition of the adjacent upper and lower sections of the steel columns mentioned above, before welding the butt joint and superposition, temporary connection is first carried out through the ear plate structure with specific upper and lower matching. On the one hand, it is beneficial to improve the operability of the construction operation. On the other hand, it can stably correct and adjust the adjacent upper and lower sections of the steel columns for butt joint and superposition, so as to ensure the forming quality of the whole steel column formed by subsequent full penetration welding.

[0015] As one of the preferred technical solutions, the top view structure of the bottom-stage steel column is a cross-shaped structure, which has a cross-shaped web one, flange plates one vertically arranged on each side of the cross-shaped web one, a bottom-stage foot plate horizontally arranged at the bottom end of the cross-shaped web one, and multiple stiffening rib plates one arranged at intervals along the height direction of the cross-shaped web one;

[0016] On the outer wall of each flange plate one, several outwardly protruding T-shaped anchor pins one are connected;

[0017] On the bottom-stage foot plate, multiple bolt through-holes for connecting the anchor bolts on the embedded foundation are provided;

[0018] On the stiffening rib plate one, multiple grouting holes one for pouring concrete slurry are provided, and one grouting hole one is arranged at the corresponding included angle of the cross-shaped web one, and one grouting hole one is arranged at the included angle where the flange plate one and the cross-shaped web one are combined.

[0019] The bottom-stage steel column of the above technical measures is combined with the subsequent-stage steel column to form an approximate "field" - shaped structure with a cross-shaped web and four flange plates, thus forming a double-cross I-shaped structural steel. At the same time, the adjacent webs and corresponding flange plates are integrally connected with the assistance of stiffening rib plates, and its structural stiffness is high and the bearing performance is excellent. The grouting holes on the stiffening rib plates can ensure relatively uniform and sufficient grouting when the steel column is grouted, which is beneficial to ensuring the quality of the formed reinforced concrete column.

[0020] Furthermore, on each flange plate one at the top end of the bottom-stage steel column, a set of outwardly protruding lifting lugs for connecting guy ropes are connected at the center of the width of the outer wall;

[0021] The bottom-stage steel column has a ladder formed along the height direction, and the ladder is fixed in the area between any group of adjacent flange plates one.

[0022] The bottom-stage steel column of the above technical measures can effectively ensure the balance of hoisting force through the lifting lugs arranged in four directions at the top, and can also form a four-way diagonal tension support through the connected guy ropes during the erection process, so as to ensure the adjustability and stability of the bottom-stage steel column during the erection and installation process.

[0023] The bottom-stage steel column of the above technical measures can enable operators to climb up in a relatively safe and convenient manner through the installation of a ladder, on the premise of reducing the interference with the temporary locking structure of the ear plate, so as to ensure the operability of the connection of the hoisting rope and the guy rope, and ensure the operability of the butt joint and superposition of the upper and lower adjacent steel columns.

[0024] As one of the preferred technical solutions, the top view structure of the continuous-stage steel column is a cross-shaped structure, which has a cross-shaped web plate II and flange plates II vertically arranged on each side of the cross-shaped web plate II, and multiple stiffening rib plates II arranged at intervals along the height direction of the cross-shaped web plate II;

[0025] On the outer wall of each flange plate II, several outwardly protruding T-shaped anchor pins II are connected;

[0026] On the stiffening rib plate II, multiple grouting holes II for pouring concrete slurry are provided, and one grouting hole II is arranged at the corresponding included angle of the cross-shaped web plate II, and one grouting hole II is arranged at the included angle where the flange plate II is combined with the cross-shaped web plate II.

[0027] The continuous-stage steel column of the above technical measures cooperates with the bottom-stage steel column to form an approximate "field" - shaped structure with a cross-shaped web and four flange plates, thus forming a double-cross I-shaped structural steel. At the same time, the adjacent webs and corresponding flange plates are integrally connected with the assistance of stiffening rib plates, and its structural stiffness is high and the bearing performance is excellent. The grouting holes on the stiffening rib plates can ensure relatively uniform and sufficient grouting when the steel column is grouted, which is beneficial to ensuring the quality of the formed reinforced concrete column.

[0028] Further, on each flange plate II at the top end of the continuous-stage steel column, a set of outwardly protruding lifting lugs for connecting guy ropes are connected at the center of the outer wall width;

[0029] The continuous-stage steel column has a ladder formed along the height direction, and the ladder is fixed in the area between any adjacent set of flange plates II.

[0030] The continuous-stage steel column of the above technical measures can effectively ensure the balance of the hoisting force through the lifting lugs arranged in four directions at the top, and can also form a four-way diagonal bracing through the connected guy ropes during the erection process, so as to ensure the adjustability and stability of the bottom-stage steel column during the erection and installation process.

[0031] The bottom-stage steel column of the above technical measures can enable operators to climb up in a relatively safe and convenient manner through the installation of a ladder, on the premise of reducing the interference with the temporary locking structure of the ear plate, so as to ensure the operability of the connection of the hoisting rope and the guy rope, and ensure the operability of the butt joint and superposition of the upper and lower adjacent steel columns.

[0032] A construction method for steel columns used in reinforced concrete columns, the construction method comprising the following steps:

[0033] Step 1. Construct a pre-embedded foundation at the designated location of the concrete column and pre-embed anchor bolts;

[0034] Step 2. Hoist the prefabricated bottom-step steel column to the pre-embedded foundation, and install it by connecting the bottom step plate of the bottom-step steel column to the anchor bolts at the pre-embedded foundation. Then, check the verticality, elevation, and axis position.

[0035] Step 3. Tie the reinforcing bars and install the infill formwork at the bottom of the bottom-step steel column;

[0036] The column bottom filling grout is poured into the filling template at the bottom of the bottom stepped steel column;

[0037] Step 4. Hoist the prefabricated stepped steel column to the top of the bottom stepped steel column, and correct its verticality, elevation, and axis position;

[0038] During the process, the corresponding ear plates between the upper and lower sections of the steel column are temporarily fixed;

[0039] Step 5. Weld the two temporarily connected steel columns into a whole using a full penetration weld;

[0040] Repeat steps 4 and 5 based on the building's floor height;

[0041] Step 6. Within the range corresponding to the current floor height of the building, cut and remove the temporary fixing structure, lifting lugs, and climbing ladder structure from the steel columns whose welds have passed the flaw detection.

[0042] Step 7. Tie the reinforcing bars around the steel column from Step 6;

[0043] Install embedded parts in beams and columns;

[0044] Install the pouring formwork;

[0045] Step 8. Pour and cure concrete in the casting formwork from Step 7;

[0046] According to the construction requirements for stiffened concrete columns in the building design, repeat steps 4 to 8 in sequence to complete the construction of stiffened concrete columns corresponding to other floor heights of the building.

[0047] Furthermore, in step 1, the pre-embedding of the anchor bolts is as follows:

[0048] Step ①. Use Q235 steel plate to make a positioning plate for arranging anchor bolts;

[0049] Step ②. Mark the corresponding bolt group's cross center line on the pre-embedded foundation reinforcement after it has been tied;

[0050] Determine the center line of the bolt group on the positioning plate;

[0051] Step 3. Place the positioning plate on the rib of the pre-embedded foundation, aligning the center line of the cross on the positioning plate with the center line of the cross on the rib.

[0052] Align and level the positioning plate, and initially fix it in place;

[0053] Step 4. Insert the anchor bolts into the corresponding bolt holes of the positioning plate, so that the anchoring bottom of each anchor bolt extends into the steel reinforcement structure of the pre-embedded foundation;

[0054] Use nuts to initially fix the bolts of the anchor bolts on the top side of the positioning plate, and check and verify that the bolts of each anchor bolt reach the design elevation on the top side of the positioning plate;

[0055] Step 5. Weld and fix the positioning plate to the main reinforcement of the pre-embedded foundation using steel bars with a diameter ≥12mm;

[0056] Apply grease to the anchor bolts on the top side of the positioning plate, wrap them with oil paper, and then protect them with a sleeve.

[0057] Step 6. Pour concrete to create the embedded foundation and cure it.

[0058] Furthermore, in step 2, after the anchor bolts are installed, the bottom step plate of the bottom step steel column is placed on the adjusting nut connected to the corresponding anchor bolt, and the elevation of the bottom step steel column is adjusted by the adjusting nut on the anchor bolt.

[0059] A gap to be filled is left between the bottom step plate of the bottom step steel column and the embedded foundation.

[0060] Furthermore, in steps 2 / 4, the steel column is hoisted to the corresponding foundation, and the guy ropes connected by the four sets of lifting lugs at the top are used to tension and adjust the steel column in four directions.

[0061] The construction method of the above-mentioned technical measures is for the steel columns of the above-mentioned structure. It can ensure that the steel columns form a high-precision, high-stability, and high-structural-strength integral structure at the predetermined position of the concrete column, which is conducive to reliably improving the load-bearing capacity of the formed stiffened concrete column.

[0062] The beneficial technical effects of the present invention are as follows: the above-mentioned technical measures are designed for the special characteristics of the above-mentioned reinforced concrete columns. The butt joint of two adjacent steel columns in the upper and lower positions is connected together by a specific penetration welding structure. The steel column formed in this way has good structural strength, high rigidity, and good integrity. It basically eliminates the weak parts of the entire steel column in the height direction. Combined with the above-mentioned construction method, it can reliably improve the load-bearing capacity of the formed reinforced concrete column. Attached Figure Description

[0063] Figure 1 This is a structural schematic diagram of a bottom-step steel column according to the present invention.

[0064] Figure 2 for Figure 1 Top view.

[0065] Figure 3 for Figure 1 AA view in the middle.

[0066] Figure 4 for Figure 1 Enlarged view at the bottom of the image.

[0067] Figure 5 for Figure 1 Enlarged view at the top of the image.

[0068] Figure 6 This is a structural schematic diagram of a stepped steel column according to the present invention.

[0069] Figure 7 for Figure 6 Top view.

[0070] Figure 8 for Figure 6 BB view in the middle.

[0071] Figure 9 for Figure 6 Enlarged view at the bottom of the image.

[0072] Figure 10 for Figure 6 Enlarged view at the top of the image.

[0073] Figure 11 This is a schematic diagram of the structure of the bottom-step steel column of the present invention being fixed on a pre-embedded foundation.

[0074] Figure 12 This is a schematic diagram of the correction structure between two adjacent steel columns of the present invention.

[0075] Meaning of the codes in the image:

[0076] 10—Bottom-step steel column; 101—Cross-shaped web plate 1; 102—Flange plate 1; 103—Stiffening rib plate 1; 104—Grouting hole 1; 105—T-shaped anchor bolt 1; 106—Bottom step upper ear plate; 107—Bottom step foot plate; 108—Bolt hole; 109—Grouting overflow hole 1;

[0077] 20—Continuous stepped steel column; 201—Two cross-shaped web plates; 202—Two flange plates; 203—Two stiffening ribs; 204—Two grouting holes; 205—Two T-shaped anchors; 206—Continuous stepped upper ear plate; 207—Continuous stepped lower ear plate; 208—Connecting plate; 209—Liner plate; 2010—Two overflow holes; 2011—Bevel structure;

[0078] 30—Pre-embedded foundation;

[0079] 40—Fill template;

[0080] 50—filler layer;

[0081] 60—Correction mechanism; 601—Steel bracket; 602—Jack. Detailed Implementation

[0082] This invention relates to load-bearing structures of buildings, specifically a steel column for reinforced concrete columns and its construction method, as described below with reference to the accompanying drawings. Figure 1 , Figure 2 , Figure 3 , Figure 4 , Figure 5 , Figure 6 , Figure 7 , Figure 8 , Figure 9 , Figure 10 , Figure 11 and Figure 12 The technical solution of this invention will be clearly and thoroughly explained.

[0083] It should be noted that the accompanying drawings of this invention are schematic, and unnecessary details have been simplified to clarify the technical objectives of this invention, so as to avoid obscuring the technical solutions contributed by this invention to the prior art. Furthermore, the terms "approximately" or "basically" used below to refer to quantities or fit relationships mean that reasonable assembly and processing errors are allowed in the industry, and do not literally describe absolute quantities or fit relationships.

[0084] See Figures 1 to 12As shown, the steel column of this invention, used as a reinforced concrete column, is embedded in the concrete column body of a building. To meet the construction height requirements of reinforced concrete columns in single-story and multi-story buildings, the steel column of this invention has a bottom-step steel column 10 (i.e., the bottommost section of the entire steel column) and multiple successive-step steel columns 20 (i.e., each section other than the bottom-step steel column 10). The bottom-step steel column 10 is used to be erected and fixed on the pre-embedded foundation 30. Each successive-step steel column 20 is used to be erected sequentially based on the bottom-step steel column 10, that is, the first successive-step steel column 20 is erected on the bottom-step steel column 10, the second successive-step steel column 20 is erected on the first successive-step steel column, and so on.

[0085] For details, see Figure 1 , Figure 2 , Figure 3 , Figure 4 and Figure 5 As shown, the top view of the bottom-step steel column 10 of the present invention is a cross-shaped structure with a cross-sectional profile of approximately 400mm*400mm. The bottom-step steel column 10 has a cross-shaped web 101, flange plates 102 arranged vertically on each side of the cross-shaped web 101, a bottom step plate 107 arranged laterally at the bottom end of the cross-shaped web 101, and multiple stiffening ribs 103 arranged at substantially uniform intervals along the height direction of the cross-shaped web 101.

[0086] More specifically, in order to accommodate the vertical docking and overlapping with the stepped steel column 20, the top of the cross-shaped web plate 101 and each flange plate 102 of the bottom stepped steel column 10 are of equal height and have a flat structure.

[0087] Each side of the flange plate 102 and the corresponding web plate of the cross-shaped web plate 101 form a T-shaped fit, and there is an open space between adjacent flange plates 102.

[0088] To facilitate the binding of the reinforcing bars that make up the concrete column and to improve the anchorage strength between the steel column and the concrete column, several outwardly protruding T-shaped anchors 105 are connected to the outer wall of each flange plate 102. These T-shaped anchors 105 are arranged in a rectangular array of multiple rows and two columns along the height direction on the outer wall of the corresponding flange plate 102.

[0089] The bottom step plate 107 is used for fixed connection with the anchor bolts on the pre-embedded foundation 30. Therefore, multiple bolt holes 108 are provided on the bottom step plate 107 corresponding to the arrangement of the anchor bolts on the pre-embedded foundation 30. Typically, the diameter of each bolt hole 108 is slightly larger than the outer diameter of the corresponding anchor bolt by 2mm.

[0090] Each stiffening rib 103 is connected between the corresponding adjacent webs of the cruciform web 101 and between the flanges 102 to which the adjacent webs are connected. The outer edge of the stiffening rib 103 transitions between the adjacent flanges 102 with a beveled structure. To ensure sufficient grouting during construction, each stiffening rib 103 has multiple grouting holes 104 for injecting concrete grout. Among these grouting holes 104, one grouting hole 104 is arranged at the corresponding angle of the cruciform web 101, and another grouting hole 104 is arranged at the joint angle between the flange 102 and the cruciform web 101. Usually, there is also a circular grouting hole 104 in the central area of ​​the stiffening rib 103. The diameter of the grouting hole 104 in the central area of ​​the stiffening rib 103 should not be less than 150 mm. To ensure sufficient grouting during construction and the interconnectedness of the spaces within the cross-shaped web 101, at least one overflow hole 109 is provided on each web at the top side of each stiffening rib 103, so that the grout in adjacent spaces can be connected through the overflow hole 109; the diameter of the overflow hole 109 should not be less than 20mm, and it serves not only as an overflow outlet but also as a vent.

[0091] To facilitate hoisting and temporary fixation with guy ropes, a set of outwardly protruding lifting lugs for connecting guy ropes are connected to the center of the outer wall of each flange plate 102 at the top of the aforementioned bottom-step steel column 10. The lugs must have smooth perforations and outer circumferences, free of burrs, to prevent damage to the guy ropes. Typically, a single guy rope is selected from Φ24mm 6*37 steel wire ropes with a nominal tensile strength of 1550MPa and a breaking strength of 320KN. Considering a safety factor of 8, the tensile strength of a single steel wire rope is 320KN / 10 / 8 = 4t > 3.26t, meeting the usage requirements. To prevent the guy ropes from scratching the paint on the surface of the steel column during hoisting and temporary fixation, rubber tubing is wrapped around the area of ​​the guy ropes near the steel column.

[0092] To facilitate hoisting and temporary fixing of guy ropes, as well as the temporary connections and welding operations described below, a ladder is formed along the height of the bottom-step steel column 10. This ladder is fixed in the area between any two adjacent flange plates 102, i.e., in the area of ​​the same row of stiffening ribs 103. The upper end of the ladder is hooked and temporarily welded to the top of the bottom-step steel column 10, while the middle and bottom are temporarily welded to the corresponding stiffening ribs 103. These temporary welds need to be removed later. Typically, the ladder uses L30*3 angle steel uprights and φ12 round steel crossbars. The ladder is 350mm wide, and the crossbar spacing is 400mm. During on-site installation, the welds on the crossbars and the welds at each step of the ladder should be inspected to prevent weld cracks or detachment that could lead to accidents during use.

[0093] In order to make a temporary connection with the adjacent stepped steel column 20, a set of outwardly protruding upper ear plates 106 for temporary fixing are connected at the center of the outer wall width of each flange plate 102 at the top of the aforementioned bottom stepped steel column 10. The upper ear plates 106 are arranged vertically and have multiple bolt holes spaced at intervals in the vertical direction.

[0094] See Figure 6 , Figure 7 , Figure 8 , Figure 9 and Figure 10 As shown, the top view of the stepped steel column 20 of the present invention is a cross-shaped structure. Except for the stepped lower ear plate 207 and the bottom structure, which are different from the bottom stepped steel column 10 described above, the structure of the stepped steel column 20 is the same as that of the bottom stepped steel column 10, including the forming size specifications, that is, its cross-sectional profile is approximately 400mm*400mm. The stepped steel column 20 has a cross-shaped web 201 and flange plates 202 arranged vertically on each side of the cross-shaped web 201, and multiple stiffening ribs 203 arranged at substantially uniform intervals along the height direction of the cross-shaped web 201.

[0095] More specifically, in order to accommodate vertical docking and overlapping with other stepped steel columns, the tops of the cross-shaped web 201 and each flange 202 of the stepped steel column 20 are of equal height and flat.

[0096] Each side of the flange plate 202 and the corresponding web of the cross-shaped web plate 201 form a T-shaped fit, and there is an open space between adjacent flange plates 202.

[0097] To facilitate the binding of the reinforcing bars that make up the concrete column and to improve the anchorage strength between the steel column and the concrete column, several outwardly protruding T-shaped anchors 205 are connected to the outer wall of each flange plate 202. These T-shaped anchors 205 are arranged in a rectangular array of multiple rows and two columns along the height direction on the outer wall of the corresponding flange plate 202.

[0098] Each stiffening rib 203 is connected between the corresponding adjacent webs of the cross-shaped web 201 and between the flanges 202 to which the adjacent webs are connected. The outer edge of the stiffening rib 203 transitions between the adjacent flanges 202 with a beveled structure. To ensure sufficient grouting during construction, each stiffening rib 203 has multiple grouting holes 204 for injecting concrete grout. Among these grouting holes 204, one grouting hole 204 is arranged at the corresponding angle of the cross-shaped web 201, and another grouting hole 204 is arranged at the joint angle between the flange 202 and the cross-shaped web 201. Usually, there is also a circular grouting hole 204 in the central area of ​​the stiffening rib 203. To ensure sufficient grouting during construction and the interconnectedness of the spaces in the cross-shaped web 201, at least one overflow hole 2010 is provided on each web at the top side of each stiffening rib 203, so that the grout in adjacent spaces can be connected through the overflow hole 2010.

[0099] To facilitate hoisting and temporary fixation with guy ropes, a set of outwardly protruding lifting lugs for connecting guy ropes are connected to the center of the width of each flange plate 202 at the top of the aforementioned stepped steel column 20. The lugs are required to have smooth perforations and outer circumferences, without forming burrs, to prevent damage to the guy ropes.

[0100] To facilitate hoisting and temporary fixing of guy ropes, as well as the temporary connections and welding operations described below, a ladder is formed along the height of the stepped steel column 20. This ladder is fixed in the area between any two adjacent flange plates 202, i.e., in the area of ​​the same row of stiffening ribs 203. The upper end of the ladder is hooked and temporarily welded to the top of the stepped steel column 20, while the middle and bottom are temporarily welded to the corresponding stiffening ribs 203. These temporary welds will need to be removed later.

[0101] In order to make a temporary connection with the adjacent stepped steel column 20, a set of outwardly protruding stepped upper ear plates 206 for temporary fixing are connected at the center of the outer wall width of each flange plate 202 at the top of the stepped steel column 20. The stepped upper ear plates 206 are arranged vertically and have multiple bolt holes at vertical intervals.

[0102] For temporary connection with adjacent bottom-step steel columns 10 or other continuous-step steel columns, a set of outwardly protruding, temporarily fixed continuous-step lower ear plates 207 are connected at the center of the outer wall width of each flange plate 202 at the bottom end of the continuous-step steel column 20. Connecting plates 208 extending downward beyond the bottom end of the continuous-step steel column 20 are connected to both sides of the continuous-step lower ear plate 207. The width between the two connecting plates 208 matches the width of the bottom-step upper ear plate 106 of the bottom-step steel column 10 and the width of the continuous-step upper ear plate of other continuous-step steel columns. When the continuous-step steel column 20 is situated on an adjacent steel column, the connecting plates 208 connected to its continuous-step lower ear plate 207 can extend to the upper ear plate of the adjacent steel column, forming corresponding bolt holes.

[0103] When the stepped steel column 20 of the above structure is joined and overlapped with other steel columns below (bottom stepped steel column 10 / another stepped steel column), the stepped steel column 20 sits on the top of the adjacent steel column below through its bottom end. The connecting plate 208 connected to each set of stepped lower ear plate 207 of the stepped steel column 20 extends downward to both sides of the corresponding upper ear plate of the adjacent steel column below. The connecting plate 208 connected to the stepped lower ear plate 207 and the corresponding upper ear plate of the adjacent steel column below are temporarily fixed to each other by a bolt locking structure before welding.

[0104] In order to achieve an integral connection with the adjacent bottom-step steel column 10 and other continuous-step steel columns, the stepped steel column 20 of the above-mentioned structure has a bevel structure 2011 with a sloping outer edge at its bottom end and a downwardly extending liner 209 connected to its inner wall at its bottom end. The area with the bevel structure 2011 includes the bottom ends of each web of the cross-shaped web 201 of the continuous-step steel column 20 and the bottom ends of each flange 202. The bottom ends of the bevel structure 2011 account for approximately 2 / 3 of the thickness of the corresponding plate. The area with the liner 209 includes the bottom ends of each web of the cross-shaped web 201 of the continuous-step steel column 20 and the bottom ends of each flange 202. When the stepped steel column 20 is connected to the adjacent bottom stepped steel column 10 or another stepped steel column below, the stepped steel column 20 sits on the top of the adjacent steel column below through the unoccupied bottom end of the bevel structure 2011. The liner 209 of the stepped steel column 20 extends downward to the inner wall of the top of the adjacent steel column below. The liner 209 transitions to the butt joint of the two adjacent steel columns. The bevel structure 2011 of the stepped steel column 20 is connected to the adjacent steel column below as a whole by a full penetration weld structure.

[0105] The construction method for constructing a reinforced concrete column using the aforementioned steel column as the core includes the following technological steps:

[0106] Step 1. Construct a pre-embedded foundation 30 at the predetermined location of the concrete column, and pre-embed anchor bolts; specifically, the pre-embedded construction process includes the following:

[0107] Step ①. According to the design specifications, Q235 steel plate is used to make a positioning plate for arranging anchor bolts;

[0108] Step ②. Mark the corresponding bolt group center line on the pre-embedded foundation reinforcement after it has been tied.

[0109] Determine the center line of the bolt group on the positioning plate;

[0110] Step 3. Place the positioning plate on the rib of the pre-embedded foundation, aligning the center line of the cross on the positioning plate with the center line of the cross on the rib.

[0111] Align and level the positioning plate, and initially fix it in place;

[0112] Step 4. Insert the anchor bolts into the corresponding bolt holes on the positioning plate (the bolt holes on the positioning plate are usually 2mm larger than the corresponding anchor bolts), so that the anchoring bottom of each anchor bolt extends into the steel reinforcement structure of the pre-embedded foundation.

[0113] Use nuts to initially fix the bolts of the anchor bolts on the top side of the positioning plate, and check and verify that the bolts of each anchor bolt reach the design elevation on the top side of the positioning plate;

[0114] Step 5. Weld and fix the positioning plate to the main reinforcement of the pre-embedded foundation using steel bars with a diameter ≥12mm;

[0115] Apply grease to the anchor bolts on the top side of the positioning plate, wrap them with oil paper, and then protect them with a sleeve.

[0116] Step 6. Pour concrete into the embedded foundation for 30mm and cure it;

[0117] Step 2. Before hoisting the bottom steel column 10, re-inspect the anchor bolts using the existing axis. After re-inspection, install 4 adjusting nuts on each anchor bolt. Use a level to measure the top elevation of the adjusting nuts until the top elevation of the adjusting nuts reaches the standard elevation position.

[0118] The prefabricated bottom-step steel column 10 is lifted to the pre-embedded foundation 30 using a truck crane. The bottom step plate 107 of the bottom-step steel column 10 is then inserted into the anchor bolts at the pre-embedded foundation 30. During the process, the column is slowly lowered until the bottom step plate 107 contacts the adjusting nut on the anchor bolt.

[0119] The installation process of the bottom-step steel column 10 on the pre-embedded foundation 30 is as follows:

[0120] After the anchor bolts are installed, the bottom step plate 107 of the bottom step steel column 10 sits on the adjusting nut connected to the corresponding anchor bolt, and the elevation of the bottom step steel column 10 is adjusted by the adjusting nut on the anchor bolt.

[0121] A gap to be filled is left between the bottom step foot plate 107 of the bottom step steel column 10 and the pre-embedded foundation 30;

[0122] Install four locking nuts on each anchor bolt at the top side of the bottom step plate 107, and initially tighten the locking nuts;

[0123] The verticality, elevation, and axis position of the bottom-step steel column 10 were corrected.

[0124] The correction process for the bottom-step steel column 10 on the embedded foundation 30 is as follows:

[0125] The bottom-step steel column 10, which is hoisted onto the pre-embedded foundation 30 and initially fixed, is tensioned diagonally in four directions by the guy ropes connected by the four sets of lifting lugs at the top. The pre-embedded foundation 30 has anchor bolt structures for fixing the guy ropes in four directions on its periphery.

[0126] As needed for adjustment during the calibration process, loosen / tighten the guy ropes in the corresponding direction;

[0127] After the alignment is completed, tighten the lock nut to finish the installation of the bottom-step steel column 10;

[0128] Step 3. Tie the reinforcing bars and install the formwork 40 at the bottom of the bottom-step steel column 10;

[0129] The column bottom filling grout is poured into the filling template 40 at the bottom of the bottom of the bottom-step steel column 10, and after solidification, the column bottom filling layer 50 is formed.

[0130] Step 4. Use a truck crane to lift the prefabricated stepped steel column 20 to the top of the bottom stepped steel column 10, and perform verticality, elevation, and axis position correction.

[0131] During the process, the corresponding ear plates between the upper and lower sections of the steel column are temporarily fixed;

[0132] The correction process for the stepped steel column 20 on the bottom stepped steel column 10 is as follows:

[0133] The temporary fixed stepped steel column 20 is tensioned at four directions by the guy ropes connected by the four sets of lifting lugs at the top. The pre-embedded foundation 30 has anchor bolt structures for fixing the guy ropes in the four directions of the periphery of the corresponding floor height position.

[0134] As needed for adjustment during the calibration process, loosen / tighten the guy ropes in the corresponding direction;

[0135] Step 5. Weld the two temporarily connected steel columns into a whole using a full penetration weld;

[0136] Repeat steps 4 and 5 based on the building's floor height;

[0137] Step 6. Within the range corresponding to the current floor height of the building, cut and remove the temporary fixing structure, lifting lugs, and climbing ladder structure from the steel columns whose welds have passed the flaw detection.

[0138] Step 7. Tie the reinforcing bars around the steel column from Step 6;

[0139] Install embedded parts in beams and columns;

[0140] When installing the pouring formwork, the installed pouring formwork should ensure that the thickness of the concrete layer poured is not less than 180mm.

[0141] Step 8. Pour and cure concrete in the casting formwork from Step 7;

[0142] According to the construction requirements for stiffened concrete columns in the building design, repeat steps 4 to 8 in sequence to complete the construction of stiffened concrete columns corresponding to other floor heights of the building.

[0143] During the above construction process, the correction between adjacent steel columns is as follows:

[0144] For verticality correction, two theodolites are placed on mutually perpendicular axis control lines (using a 1m line). After precise centering and leveling, the same axis control line is back-viewed in front, and the aiming head is fixed. Then, the telescope is rotated longitudinally to aim at the scale at the top of the steel column and the reading is taken. After comparing with the design control value, the correction direction is determined and the hoisting personnel are directed to correct the current steel column until it is corrected to the correct position in both orthogonal directions.

[0145] To address the misalignment that occurs during the butt jointing of two adjacent steel column sections, it is necessary to adopt methods such as... Figure 12 The shown correction mechanism 60 performs the correction. This correction mechanism 60 consists of a steel bracket 601 and a jack 602. For the misalignment correction direction, the steel bracket 601 is fixed to the top of the lower lateral steel column in the corresponding direction, and one end of the jack 602 abuts against the steel bracket 601, while the other end abuts against the bottom of the upper lateral steel column. The specific correction process for the misalignment is as follows:

[0146] Before installing the steel column, draw center lines at the top and bottom of the steel column for alignment during installation and to control the torsion of the steel column.

[0147] When installing steel columns, align the center line of the bottom with the center line of the concrete foundation and ensure proper connection, in conjunction with verticality checks;

[0148] The steel bracket is fixed to the corresponding steel column (or formed directly during the prefabrication of the steel column), and the auxiliary prism on the steel bracket is inspected to check the torsion of the steel bracket;

[0149] When adjusting the steel column, first roughly adjust the axis position or verticality, then initially measure and adjust the elevation, then fine adjust the axis position or verticality, and finally re-measure the elevation. The re-measured elevation is used for adjusting the elevation of the next column section.

[0150] The above specific technical solutions are only used to illustrate the present invention, and are not intended to limit it.

[0151] Although the present invention has been described in detail with reference to the specific technical solutions described above, those skilled in the art should understand that modifications can still be made to the specific technical solutions described above, or equivalent substitutions can be made to some of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the present invention.

Claims

1. A type steel column for a reinforced concrete column, which is embedded in a concrete column body of a building; The type steel column has a bottom step type steel column (10) and at least one continuation step type steel column (20), the bottom step type steel column (10) is used as a vertical fixed on the embedded foundation, and the continuation step type steel column (20) is used as a sequential vertical on the bottom step type steel column (10); Characterized in that: The outer edge of the bottom end of the continuation step type steel column (20) is a beveled groove structure (2011), and the inner wall of the bottom end is connected with a downward extending lining plate (209); When the continuation step type steel column (20) is connected with the adjacent bottom step type steel column (10) / another continuation step type steel column (20) below, the continuation step type steel column (20) is seated on the top end of the adjacent type steel column below through the bottom end, the lining plate (209) of the continuation step type steel column (20) extends downward to the inner wall of the top end of the adjacent type steel column below, the lining plate (209) transitions the butt joint of the two adjacent type steel columns, and the beveled groove structure (2011) of the continuation step type steel column (20) is connected with the adjacent type steel column below as a whole by a fusion welding structure; Each flange plate at the top end of the bottom step type steel column (10) is connected with a group of temporarily fixed bottom step upper ear plates (106) which are outwardly protruding and shaped on the outer wall; Each flange plate at the top end of the continuation step type steel column (20) is connected with a group of temporarily fixed continuation step upper ear plates (206) which are outwardly protruding and shaped on the outer wall, and each flange plate at the bottom end of the continuation step type steel column (20) is connected with a group of temporarily fixed continuation step lower ear plates (207) which are outwardly protruding and shaped on the outer wall, and the two sides of the continuation step lower ear plate (207) are connected with a connecting plate (208) which extends downward beyond the bottom end of the continuation step type steel column (20); When the continuation step type steel column (20) is connected with the adjacent bottom step type steel column (10) / another continuation step type steel column (20) below, the continuation step type steel column (20) is seated on the top end of the adjacent type steel column below through the bottom end, each group of continuation step lower ear plates (207) of the continuation step type steel column (20) are connected with the connecting plate (208) which extends downward to the corresponding upper ear plates of the adjacent type steel column below, and the connecting plate (208) connected with the continuation step lower ear plate (207) is temporarily fixed with the corresponding upper ear plate of the adjacent type steel column below by a bolt locking structure before welding operation; The top view structure of the bottom step type steel column (10) is a cross structure, which has a cross web plate one (101), flange plates one (102) vertically arranged on each side of the cross web plate one (101), a bottom step foot plate (107) transversely arranged at the bottom end of the cross web plate one (101), and a plurality of stiffening rib plates one (103) arranged at intervals along the height direction of the cross web plate one (101); the outer wall of each flange plate one (102) is connected with a plurality of outwardly protruding and shaped T-shaped anchor bolts one (105); A plurality of bolt through holes (108) for connecting foundation bolts are formed on the bottom step foot plate (107); The stiffening rib plate one (103) is provided with a plurality of grouting holes one (104) for pouring concrete slurry, and one grouting hole one (104) is arranged at the corresponding angle of the cross-shaped web one (101), and one grouting hole one (104) is arranged at the combined angle of the corresponding flange plate one (102) and the cross-shaped web one (101).

2. The steel column for the concrete column according to claim 1, characterized in that: Each flange plate one (102) at the top end of the bottom step steel column (10) is connected with a group of outwardly protruding shaped lug ears for connecting cable wind ropes at the width center of the outer wall; the bottom step steel column (10) has a ladder-shaped climbing ladder formed along the height direction, and the climbing ladder is fixed in the area between any group of adjacent flange plates one (102).

3. The steel column for the concrete column according to claim 1, characterized in that: The top view structure of the subsequent step steel column (20) is a cross-shaped structure, which has a cross-shaped web two (201) and flange plates two (202) vertically arranged on each side of the cross-shaped web two (201), and a plurality of stiffening rib plates two (203) arranged at intervals along the height direction of the cross-shaped web two (201); The outer wall of each flange plate two (202) is connected with a plurality of outwardly protruding shaped T-shaped anchor bolts two (205); The stiffening rib plate two (203) is provided with a plurality of grouting holes two (204) for pouring concrete slurry, and one grouting hole two (204) is arranged at the corresponding angle of the cross-shaped web two (201), and one grouting hole two (204) is arranged at the combined angle of the corresponding flange plate two (202) and the cross-shaped web two (201).

4. The steel column for the concrete column according to claim 3, characterized in that: Each flange plate two (202) at the top end of the subsequent step steel column (20) is connected with a group of outwardly protruding shaped lug ears for connecting cable wind ropes at the width center of the outer wall; The subsequent step steel column (20) has a ladder-shaped climbing ladder formed along the height direction, and the climbing ladder is fixed in the area between any group of adjacent flange plates two (202). The construction method comprises the following process steps:

5. A construction method of the steel column for the ductile concrete column as claimed in any one of claims 1 to 4, characterized by, Step 1. Build a pre-buried foundation at the position of the predetermined concrete column body, and pre-bury anchor bolts; Step 2. Hoist the prefabricated bottom step steel column to the pre-buried foundation, pass through the bottom step foot plate of the bottom step steel column and the anchor bolts at the pre-buried foundation, and correct the verticality, elevation and axis position; Step 3. Steel bar binding and filling form installation are performed at the bottom of the bottom step steel column; Pouring of column bottom filling slurry is performed in the filling form at the bottom of the bottom step steel column; Step 4. Hoist the prefabricated subsequent step steel column to the top end of the bottom step steel column, and correct the verticality, elevation and axis position; Temporarily fix the corresponding lug plates between the upper and lower step steel columns during the process; Step 5. Weld the two temporarily connected step steel columns into a whole by fusion welding; Repeat steps 4 and 5 according to the building height; ​ Step 6. Cutting off the temporary fixing structure, lifting lug and ladder structure from the steel column with qualified welding inspection in the range corresponding to the current floor height of the building; Step 7. Reinforcing bar binding on the periphery of the steel column in Step 6; Performing beam and column embedded part installation; Performing pouring form installation; Step 8. Performing concrete pouring and curing in the pouring form in Step 7; According to the construction requirements of the steel concrete column in the building design, repeat the steps 4 to 8 to complete the construction of the steel concrete column corresponding to other floor heights of the building.

6. The construction method of the steel column for the steel concrete column according to claim 5, characterized in that: In Step 1, the embedded construction of the anchor bolt is: Step ①. Using Q235 steel plate to make a positioning plate for arranging anchor bolts; Step ②. Marking the cross center line corresponding to the bolt group on the bound reinforcing bar of the embedded foundation; Determining the cross center line of the bolt group on the positioning plate; Step ③. Placing the positioning plate on the reinforcing bar of the embedded foundation, aligning the cross center line of the positioning plate with the cross center line of the reinforcing bar; Correcting and leveling the positioning plate and initially fixing it; Step ④. Inserting each anchor bolt into the corresponding bolt hole of the positioning plate, so that the anchoring bottom end of each anchor bolt extends into the reinforcing structure of the embedded foundation; Preliminarily fixing the screw rod of the anchor bolt with a nut at the top side of the positioning plate, and correcting and rechecking, so that the screw rod of each anchor bolt reaches the design required elevation at the top side of the positioning plate; Step ⑤. Welding the positioning plate to the main reinforcing bar of the embedded foundation with reinforcing bars with a diameter of ≥12mm; Applying butter on the screw rod of the anchor bolt at the top side of the positioning plate, wrapping it with oil paper and protecting it with a sleeve; Step ⑥. Pouring concrete into the embedded foundation and curing it.

7. The construction method of the steel column for the steel concrete column according to claim 5, characterized in that: In Step 2, the bottom step plate of the bottom step steel column is seated on the adjusting nut connected by the corresponding anchor bolt after the anchor bolt is installed, and the elevation of the bottom step steel column is adjusted by the adjusting nut on the anchor bolt; A gap to be filled is left between the bottom step plate of the bottom step steel column and the embedded foundation.

8. The construction method of the steel column for the steel concrete column according to claim 5, characterized in that: In Step 2 / Step 4, the steel column is hoisted to the corresponding foundation, and the cable rope connected by the four groups of lifting lugs at the top is tensioned and adjusted in four directions of the steel column.

Images