Section steel column for stiff concrete column and construction method of section steel column

Abstract

The invention relates to a bearing structure of a building, and particularly discloses a section steel column for a stiff concrete column and a construction method of the section steel column. The section steel column is provided with a section of bottom-step section steel column and at least one section of continuous-step section steel column, the bottom-step section steel column is vertically fixed on the embedded foundation, and the continuous-step section steel column is sequentially vertically arranged on the bottom-step section steel column; the outer edge of the bottom end of the continuous step type steel column is of a bevel structure with an inclined face, and the inner wall of the bottom end is connected with a lining plate extending downwards. When the continuous-step section steel column is connected with the lower adjacent bottom-step section steel column / another continuous-step section steel column, the bottom end of the continuous-step section steel column is located at the top end of the lower adjacent section steel column, the lining plate conducts transition on a butt joint of the two adjacent section steel columns, and the groove structure is connected with the lower adjacent section steel column into a whole through a penetration welding structure. The structural strength and integrity of the whole section steel column can be improved, and then the bearing capacity of the formed stiff concrete column can be improved.

Description

Technical Field

[0001] The invention relates to a load-bearing structure of a building, in particular to a steel column for a rigid concrete column and a construction method thereof. Background Art

[0002] A rigid concrete column is a concrete column that is covered with a steel column, with the steel column as the core of the concrete column. Rigid concrete columns have technical advantages such as high bearing capacity, strong rigidity, good seismic resistance, and long durability. They have been widely used in some public buildings that have high requirements for structural strength and seismic strength.

[0003] The application of steel columns in rigid concrete columns is to erect the prefabricated steel columns at the predetermined position of the concrete column, then tie the steel bars and pour the concrete. Since the floor height of public buildings using rigid concrete columns is relatively high, and multi-story buildings usually involve the technical need to build rigid concrete columns at least in the middle and lower areas, the height of a single steel column is usually not enough to cover the design height of the rigid concrete column at the same position in the building due to multiple technical factors such as steel structure, control of the forming quality of steel columns, and requirements for later constructability. Instead, multiple sections of steel columns need to be sequentially connected and overlapped in the vertical direction to match the continuous construction of the rigid concrete columns at the same position in the height direction.

[0004] At present, the butt-jointing and superpositioning of two adjacent steel columns in the upper and lower positions is mainly achieved by using the ear plates at the butt joint to transition and lock the structure in the upper and lower positions and / or the flange plates at the butt joint to transition and weld the structure in the upper and lower positions, such as the technology disclosed in the Chinese patent document entitled "A prefabricated concrete steel frame column-steel frame beam node connection structure", with the publication number CN220133153 U and the publication date of December 5, 2023. However, the butt-jointing and superpositioning structure of two adjacent steel columns in the upper and lower positions has low rigidity and poor integrity, which is the weak part of the entire steel column in the height direction, directly limiting the bearing capacity of the formed rigid concrete column. Summary of the invention

[0005] The technical purpose of the present invention is to provide a steel column for a rigid concrete column, which is beneficial to improving the structural strength and integrity of the entire steel column and the bearing capacity of the formed rigid concrete column, and a construction method of the steel column, in view of the particularity of the above-mentioned rigid concrete column and the shortcomings of the prior art.

[0006] The technical purpose of the present invention is achieved through the following technical solution: a steel column for a rigid concrete column, wherein the steel column is embedded in a concrete column of a building; 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 embedded foundation, and the continuous-step steel column is used to be erected in sequence on the bottom-step steel column; The outer edge of the bottom end of the step-type steel column is a bevel structure, and the inner wall of the bottom end is connected with a lining plate extending downward; When the continued-step steel column is connected to the adjacent bottom-step steel column / another continued-step steel column below, the continued-step steel column is seated on the top of the adjacent steel column below with its bottom end, and the lining plate of the continued-step steel column extends downward to the inner wall of the top end of the adjacent steel column below. The lining plate transitions to the butt joint of the two adjacent steel columns, and the groove structure of the continued-step steel column is connected to the adjacent steel column below as a whole by a full-penetration welding structure.

[0007] The above technical measures are aimed at the particularity of the above-mentioned rigid concrete column. The butt-jointed and overlapped parts of the two adjacent upper and lower steel columns are connected together by a specific full-penetration welding structure. The steel column thus formed has good structural strength, high rigidity and good integrity, and basically eliminates the weak parts of the entire steel column in the height direction, which is beneficial to improving the structural strength and integrity of the entire steel column, and further helps to improve the bearing capacity of the formed rigid concrete column.

[0008] As one of the preferred technical solutions, each flange plate at the top of the bottom-step steel column is connected to a group of bottom-step upper ear plates protruding outwards and used for temporary fixation on the outer wall; Each flange plate at the top of the step-type steel column is connected to a group of upper step-type ear plates protruding outwards for temporary fixation on the outer wall; each flange plate at the bottom of the step-type steel column is connected to a group of lower step-type ear plates protruding outwards for temporary fixation on the outer wall, and both sides of the lower step-type ear plates are connected to connecting plates extending downward beyond the bottom end of the step-type steel column; When the continued-step steel column is connected to the adjacent bottom-step steel column / another continued-step steel column below, the continued-step steel column is seated on the top of the adjacent steel column below through its bottom end, and the connecting plates connected to each group of continued-step lower ear plates of the continued-step steel column extend downward to both sides of the corresponding upper ear plates of the adjacent steel column below, and the connecting plates connected to the continued-step lower ear plates and the corresponding upper ear plates of the adjacent steel column below are temporarily fixed with a bolt locking structure before welding.

[0009] The above technical measures are aimed at the particularity of the butt-jointed and overlapped two adjacent sections of steel columns. Before the butt-jointed and overlapped welding, a temporary connection is first made through the upper and lower specifically matched ear plate structures. On the one hand, it is conducive to improving the operability of the construction work, and on the other hand, it can stably correct and adjust the butt-jointed and overlapped two adjacent sections of steel columns to ensure the forming quality of the entire steel column formed by the subsequent full penetration welding.

[0010] 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; On the outer wall of each flange plate one, several outwardly protruding T-shaped anchor bolts one are connected; On the bottom-stage foot plate, a plurality of bolt through holes for connecting the anchor bolts on the embedded foundation are provided; On the stiffening rib plate one, a plurality of 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 combined included angle of the corresponding flange plate one and the cross-shaped web one.

[0011] The bottom-stage steel column with the above technical measures is combined with the continuous-stage steel column, and an approximate "field" - shaped structure is formed by the cross-shaped web and four flange plates, thus forming an I-shaped structural steel with two-way cross. At the same time, the adjacent webs and the corresponding flange plates are integrally connected by auxiliary stiffening rib plates. 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.

[0012] Further, on each flange plate one at the top end of the bottom-stage steel column, a group of outwardly protruding lifting lugs for connecting guy ropes are connected at the center of the outer wall width; The bottom-stage steel column has a ladder formed along the height direction, and the ladder is fixed in the area between any adjacent group of flange plates one.

[0013] The bottom-stage steel column with the above technical measures can not only effectively ensure the balance of the lifting force through the lifting lugs arranged in four directions at the top, but also form four-way diagonal bracing through the connected guy ropes during the erection process to ensure the adjustability and stability of the bottom-stage steel column during the erection and installation process.

[0014] The bottom-stage steel column with the above technical measures, on the premise of reducing the interference with the temporary locking structure of the ear plate, through the setting of the ladder, can enable the operators to climb登高 in a relatively safe and convenient way to ensure the operability of the connection of the lifting ropes and guy ropes, and to ensure the operability of the docking and overlapping of the upper and lower adjacent two sections of steel columns.

[0015] 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 two, flange plates two vertically arranged on each side of the cross-shaped web two, and multiple stiffening rib plates two arranged at intervals along the height direction of the cross-shaped web two; On the outer wall of each flange plate II, several outwardly protruding T-shaped anchor bolts II are connected. On the stiffening rib plate II, a plurality of grouting holes II for pouring concrete slurry are provided, and one grouting hole II is arranged at the corresponding included angle of the cruciform web II, and one grouting hole II is arranged at the included angle where the flange plate II is combined with the cruciform web II.

[0016] The continuous-step steel column with the above technical measures cooperates with the bottom-step steel column, and forms an approximate "field" - shaped structure with a cruciform 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 by auxiliary 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.

[0017] Further, on each flange plate II at the top end of the continuous-step steel column, a group of outwardly protruding lifting lugs for connecting guy ropes are connected at the center of the width of the outer wall. The continuous-step steel column has a ladder formed along the height direction, and the ladder is fixed in the area between any adjacent group of flange plates II.

[0018] The continuous-step steel column with the above technical measures can not only effectively ensure the balance of lifting force through the lifting lugs arranged in four directions at the top, but also form a four-way diagonal bracing through the connected guy ropes during the erection process to ensure the adjustability and stability of the bottom-step steel column during the erection and installation process.

[0019] The bottom-step steel column with the above technical measures, on the premise of reducing the interference to the temporary locking structure of the ear plate, through the setting of the ladder, can enable the operators to climb登高 in a relatively safe and convenient way to ensure the operability of connecting the lifting ropes and guy ropes, and to ensure the operability of docking and overlapping the adjacent two sections of steel columns in the upper and lower positions.

[0020] A construction method of the steel column for the above-mentioned reinforced concrete column, the construction method includes the following technological steps: Step 1. Build a pre-embedded foundation at the position of the predetermined concrete column body and pre-embed anchor bolts. Step 2. Lift the prefabricated bottom-step steel column to the pre-embedded foundation, pass through the bottom-step foot plate of the bottom-step steel column and the anchor bolts at the pre-embedded foundation, and correct the verticality, elevation and axis position. Step 3. Bind the steel bars and install the formwork for filling at the bottom of the bottom-step steel column. Pour the column bottom filling slurry in the formwork for filling at the bottom of the bottom-step steel column. Step 4. Lift the prefabricated continuation-step steel column to the top of the bottom-step steel column, and calibrate the verticality, elevation, and axis position; During the process, the corresponding ear plates between the upper and lower sections of the steel columns are temporarily fixed; Step 5. Weld the two temporarily connected steel columns into a whole by full penetration welding; Repeat steps 4 and 5 according to the building height; Step 6. Within the range corresponding to the current floor height of the building, cut and remove the temporary fixing structure, lifting lugs and ladder structure from the steel columns that have passed the weld flaw detection; Step 7. Tie steel bars around the steel column in step 6; Install embedded parts of beams and columns; Install the pouring formwork; Step 8. Pour and maintain concrete in the casting formwork of step 7; According to the requirements for the construction of rigid concrete columns in the building design, repeat steps 4 to 8 in sequence to complete the construction of rigid concrete columns corresponding to other storey heights of the building.

[0021] Furthermore, in step 1, the pre-embedded construction of the anchor bolts is: Step ① Use Q235 steel plate to make a positioning plate for arranging anchor bolts; Step ②. On the pre-buried foundation reinforcement that has been tied, measure and set the mark corresponding to the cross center line of the bolt group; Determine the cross center line of the bolt group on the positioning plate; Step 3. Place the positioning plate on the ribs of the embedded foundation, aligning the cross center line of the positioning plate with the cross center line on the ribs; Align, level and preliminarily fix the positioning plate; Step ④. Insert the anchor bolts into the corresponding bolt holes of the positioning plate so that the anchor bottom ends of the anchor bolts extend into the steel structure of the embedded foundation; Preliminarily fix the screws of the anchor bolts with nuts on the top side of the positioning plate, and check the alignment to ensure that the screws of the anchor bolts on the top side of the positioning plate reach the design required elevation; Step ⑤. Use steel bars with a diameter of ≥12mm to weld and fix the positioning plate to the main reinforcement of the embedded foundation; Apply butter to the anchor bolts on the top side of the positioning plate, wrap them with oil paper and protect them with sleeves; Step ⑥: Pour the embedded foundation with concrete and maintain it.

[0022] Furthermore, in step 2, after the bottom step footboard of the bottom step steel column is installed with the anchor bolts, it is seated 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; A gap to be filled is reserved between the bottom step footboard of the bottom step steel column and the embedded foundation.

[0023] Furthermore, in step 2 / step 4, the steel column is hoisted to the corresponding foundation, and the guy ropes connected by the four groups of lifting ears on the top are diagonally tensioned and adjusted in four directions of the steel column.

[0024] The construction method of the above technical measures is aimed at the steel columns of the above structure, which can ensure that the steel columns form an integrated construction with high precision, high stability and high structural strength at the positions of the predetermined concrete columns, which is conducive to reliably improving the bearing capacity of the formed rigid concrete columns.

[0025] The beneficial technical effect of the present invention is: the above-mentioned technical measures are aimed at the particularity of the above-mentioned rigid concrete column, and the butt-jointed and overlapped parts of the two adjacent upper and lower steel columns are connected together by a specific full-penetration welding structure. The steel column thus formed has good structural strength, high rigidity and good integrity, and the weak parts of the entire steel column in the height direction are basically eliminated. Combined with the above-mentioned construction method, the bearing capacity of the formed rigid concrete column can be reliably improved. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] Figure 1 It is a structural schematic diagram of the bottom-step steel column of the present invention.

[0027] Figure 2 for Figure 1 Top view of the .

[0028] Figure 3 for Figure 1 AA view in.

[0029] Figure 4 for Figure 1 Enlarge the bottom of the figure.

[0030] Figure 5 for Figure 1 Enlarged view of the top of the figure.

[0031] Figure 6 It is a structural schematic diagram of the continuous-step steel column of the present invention.

[0032] Figure 7 for Figure 6 Top view of the .

[0033] Figure 8 for Figure 6 BB view in.

[0034] Fig. 9 for Figure 6 Enlarge the bottom of the figure.

[0035] Fig.10 for Figure 6 Enlarged view of the top of the figure.

[0036] Fig.11 It is a structural schematic diagram of the bottom-step steel column of the present invention being fixed on the embedded foundation.

[0037] Fig.12 It is a schematic diagram of the structure of the correction between two adjacent sections of steel columns of the present invention.

[0038] Meaning of the codes in the figure: 10—bottom step steel column; 101—cross-shaped web plate; 102—flange plate; 103—stiffening rib plate; 104—grouting hole; 105—T-type anchor nail; 106—bottom step upper ear plate; 107—bottom step foot plate; 108—bolt through hole; 109—overflow hole; 20—continuation step steel column; 201—cross-shaped web plate 2; 202—flange plate 2; 203—stiffening rib plate 2; 204—grouting hole 2; 205—T-type anchor nail 2; 206—continuation step upper ear plate; 207—continuation step lower ear plate; 208—connection plate; 209—lining plate; 2010—overflow hole 2; 2011—groove structure; 30—Buried foundation; 40—filling template; 50—filling layer; 60—correction mechanism; 601—steel bracket; 602—jack. DETAILED DESCRIPTION

[0039] The present invention relates to a load-bearing structure of a building, and in particular to a steel column for a rigid concrete column and a construction method thereof. Figure 1 , Figure 2 , Figure 3 , Figure 4 , Figure 5 , Figure 6 , Figure 7 , Figure 8 , Fig. 9 , Fig.10 , Fig.11 and Fig.12 The technical solution of the present invention is explained clearly and in detail.

[0040] It should be noted that the drawings of the present invention are schematic, and unnecessary details have been simplified to clarify the technical purpose of the present invention, so as to avoid blurring the technical solution of the present invention that contributes to the prior art. In addition, the expressions "approximately", "substantially" and the like regarding quantity or matching relationship in the following text mean that reasonable assembly errors and processing errors in the industry are allowed to exist, and do not literally express absolute quantities or matching relationships.

[0041] See also Figures 1 to 12 As shown, the steel column of the present invention is used as a rigid concrete column, which is used to be embedded in the concrete column of a building. In order to meet the construction height requirements of the rigid concrete column of the building in single-story and multi-story heights, the steel column of the present invention has a bottom-step steel column 10 (i.e., the lowest section of the entire steel column) and multiple sections of continuous-step steel columns 20 (i.e., each section except the bottom-step steel column 10), the bottom-step steel column 10 is used to be erected and fixed on the embedded foundation 30, and each section of the continuous-step steel column 20 is used to be erected in sequence based on the bottom-step steel column 10, that is, the first section of the continuous-step steel column 20 is erected on the bottom-step steel column 10, the second section of the continuous-step steel column 20 is erected on the first section of the continuous-step steel column, and so on.

[0042] For details, see Figure 1 , Figure 2 , Figure 3 , Figure 4 and Figure 5 As shown, the top view structure of the bottom step steel column 10 of the present invention is a cross-shaped structure, and the cross-sectional profile is about 400mm*400mm. The bottom step steel column 10 has a cross-shaped web 101 and a flange plate 102 arranged vertically on each side of the cross-shaped web 101, a bottom step foot plate 107 arranged horizontally at the bottom end of the cross-shaped web 101, and a plurality of stiffening ribs 103 arranged at substantially uniform intervals along the height direction of the cross-shaped web 101.

[0043] More specifically, in order to adapt to the vertical docking and overlapping with the continued step steel column 20, the top ends of the cross-shaped web plate 101 and each flange plate 102 of the bottom step steel column 10 are equal height and flat structures.

[0044] The flange plate 102 on each side forms a T-shaped fit with the corresponding web of the cross-shaped web 101 , and there is an open space between adjacent flange plates 102 .

[0045] In order to facilitate the binding of the steel bars constituting the concrete column and to improve the anchoring strength between the steel column and the concrete column, a plurality of T-shaped anchors 105 protruding outward 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 substantially uniformly along the height direction on the outer wall of the corresponding flange plate 102.

[0046] The bottom step foot plate 107 is used to be fixedly connected with the anchor bolts on the embedded foundation 30, so a plurality of bolt through holes 108 are provided on the bottom step foot plate 107 corresponding to the arrangement positions of the anchor bolts on the embedded foundation 30. Usually, the aperture of each bolt through hole 108 is slightly larger than the outer diameter of the corresponding anchor bolt by 2 mm.

[0047] Each stiffening rib plate 103 is connected between the corresponding adjacent web plates of the cross-shaped web plate 101 and between the flange plates 102 connected to the adjacent web plates. The outer side of the stiffening rib plate 103 transitions between the adjacent flange plates 102 with a bevel structure. In order to ensure the sufficiency of grouting during construction, a plurality of grouting holes 104 for pouring concrete slurry are opened on each stiffening rib plate 103. Among the distribution positions of these grouting holes 104, a grouting hole 104 is arranged at the corresponding angle of the cross-shaped web plate 101, and a grouting hole 104 is arranged at the corresponding angle between the flange plate 102 and the cross-shaped web plate 101. Usually, there is also a circular grouting hole 104 in the central area of ​​the stiffening rib plate 103. The diameter of the grouting hole 104 in the central area of ​​the stiffening rib plate 103 should not be less than 150mm. In order to ensure the sufficiency of grouting during construction and the correlation and integrity of each space in the cross-shaped web 101, at least one overflow hole 109 is opened on each web at the top side of each stiffening rib 103, so that the slurry in adjacent spaces can be connected through the overflow hole 109; the aperture of the overflow hole 109 should not be less than 20 mm, and it not only serves as an overflow but also as an exhaust hole.

[0048] In order to facilitate hoisting and temporary fixation by cables, a group of outwardly protruding ears for connecting cables are connected at the width center of the outer wall of each flange plate 102 at the top of the bottom-step steel column 10. The perforation and periphery of the ears are required to be smooth and free of burrs to prevent damage to the cables. Usually, the selected single cable is formed by Φ24mm 6*37 steel wire rope. The nominal tensile strength of the steel wire rope is 1550MPa, and the breaking tension of a single steel wire rope is 320KN. Considering the 8-fold safety factor, the tension of a single steel wire rope is 320KN / 10 / 8=4t>3.26t, which meets the use requirements. In order to prevent the cable from scratching the paint on the surface of the steel column during hoisting and temporary fixation of the cable, a rubber tube is wrapped around the surface of the area where the cable is used close to the steel column.

[0049] In order to facilitate the connection operation of hoisting and temporary fixing of the cable wind rope, as well as the temporary connection and welding operation described below, a ladder is formed in the height direction of the bottom step steel column 10. The ladder is fixed in the area between any group of adjacent flange plates 102, that is, in the area of ​​the same row of stiffening rib plates 103. The upper end of the ladder is hooked and temporarily welded and fixed at the top of the bottom step steel column 10, and the middle and bottom parts are temporarily welded and fixed on the corresponding stiffening rib plates 103, which need to be cut and removed later. Usually, the ladder uses L30*3 angle steel uprights, φ12 round steel for the crossbar, 350mm wide, and 400mm for the crossbar step. During on-site installation, the crossbar welding points of the ladder and the welding points of each step of the ladder should be checked to prevent weld cracks and desoldering from causing accidents during use.

[0050] In order to make a temporary connection with the adjacent continued step steel column 20, a group of outwardly protruding bottom step upper ear plates 106 for temporary fixation are connected at the center of the outer wall width of each flange plate 102 at the top of the above-mentioned bottom step steel column 10. The bottom step upper ear plates 106 are arranged vertically and have multiple bolt through holes spaced apart in the vertical direction.

[0051] See also Figure 6 , Figure 7 , Figure 8 , Fig. 9 and Fig.10 As shown, the top view structure of the step-type steel column 20 of the present invention is a cross-shaped structure. Except for the step-down ear plate 207 and the bottom end structure which are different from the above-mentioned bottom-step steel column 10, the rest of the structure is the same as the above-mentioned bottom-step steel column 10, including the forming size specification, that is, its cross-sectional profile is about 400mm*400mm. The step-type steel column 20 has a cross-shaped web 201 and a flange plate 202 vertically arranged on each side of the cross-shaped web 201, and a plurality of stiffening ribs 203 arranged at substantially uniform intervals along the height direction of the cross-shaped web 201.

[0052] More specifically, in order to adapt to the vertical connection and overlap with other step-type steel columns, the top ends of the cross-shaped web plate 201 and each flange plate 202 of the step-type steel column 20 are equal height and flat structures.

[0053] The second flange plate 202 on each side forms a T-shaped fit with the corresponding web of the second cross-shaped web 201 , and there is an open space between adjacent second flange plates 202 .

[0054] In order to facilitate the binding of the steel bars constituting the concrete column and to improve the anchoring strength between the steel column and the concrete column, a plurality of T-shaped anchors 205 protruding outward 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 substantially uniformly along the height direction on the outer wall of the corresponding flange plate 202.

[0055] Each stiffening rib plate 203 is connected between the corresponding adjacent web plates of the cross-shaped web plate 201 and between the flange plates 202 connected to the adjacent web plates. The outer side of the stiffening rib plate 203 transitions between the adjacent flange plates 202 with a bevel structure. In order to ensure the sufficiency of grouting during construction, a plurality of grouting holes 204 for pouring concrete slurry are opened on each stiffening rib plate 203. Among the distribution positions of these grouting holes 204, a grouting hole 204 is arranged at the corresponding angle of the cross-shaped web plate 201, and a grouting hole 204 is arranged at the corresponding angle between the flange plate 202 and the cross-shaped web plate 201. Usually, there is also a circular grouting hole 204 in the central area of ​​the stiffening rib plate 203. In order to ensure the adequacy of grouting during construction and the correlation and integrity of each space in the cross-shaped web 201, at least one overflow hole 2010 is opened on each web at the top side of each stiffening rib 203, so that the slurry in adjacent spaces can be connected through the overflow hole 2010.

[0056] In order to facilitate lifting and temporary fixation by cables, a group of outwardly protruding ears for connecting cables are connected at the center of the width of the outer wall of each flange plate 202 at the top of the above-mentioned stepped steel column 20. The ears are required to have smooth perforations and outer circumference without burrs to prevent damage to the cables.

[0057] In order to facilitate the connection operation of hoisting and temporary fixing of the cable wind rope, and to facilitate the following temporary connection and welding operation, a ladder is formed in the height direction of the step-type steel column 20, and the ladder is fixed in the area between any group of adjacent flange plates 202, that is, in the area of ​​the same row of stiffening rib plates 203. The upper end of the ladder is hooked at the top of the step-type steel column 20 and temporarily welded and fixed, and the middle and bottom parts are temporarily welded and fixed on the corresponding stiffening rib plates 203, which need to be cut and removed later.

[0058] In order to make a temporary connection with the adjacent step-type steel column 20, a group of outwardly protruding step-type upper ear plates 206 for temporary fixation are connected at the center of the outer wall width of each flange plate 202 at the top of the above-mentioned step-type steel column 20. The step-type upper ear plates 206 are arranged vertically and have multiple bolt through holes spaced apart in the vertical direction.

[0059] In order to temporarily connect with the adjacent bottom-step steel column 10 or other continuous-step steel columns, a group of outwardly protruding, temporary fixing 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 above-mentioned continuous-step steel column 20. The two sides of the continuous-step lower ear plates 207 are connected with connecting plates 208 extending downward beyond the bottom end of the continuous-step steel column 20. The width between the connecting plates 208 on both sides matches the width of the bottom-step upper ear plate 106 of the above-mentioned bottom-step steel column 10 and the width of the continuous-step upper ear plates of other continuous-step steel columns. When the continuous-step steel column 20 is located on the adjacent steel column, the connecting plate 208 connected to its continuous-step lower ear plate 207 can extend to the upper ear plate of the adjacent steel column and form corresponding bolt through holes.

[0060] When the continued-step steel column 20 of the above structure is butted and overlapped with other steel columns below (bottom-step steel column 10 / another continued-step steel column), the continued-step steel column 20 is seated on the top of the adjacent steel column below with its bottom end, and the connecting plates 208 connected to each group of continued-step lower ear plates 207 of the continued-step steel column 20 extend downward to both sides of the corresponding upper ear plates of the adjacent steel column below. The connecting plates 208 connected to the continued-step lower ear plates 207 are temporarily fixed to the corresponding upper ear plates of the adjacent steel column below with a bolt locking structure before welding.

[0061] The step-type steel column 20 of the above structure has a groove structure 2011 with an inclined surface at the outer edge of the bottom end, and a lining plate 209 extending downwardly connected to the inner wall of the bottom end, in order to achieve integral connection with the adjacent bottom-type steel column 10 and other step-type steel columns. The area with the groove structure 2011 includes the bottom ends of each web of the cross-shaped web 201 of the step-type steel column 20, and the bottom ends of each flange plate 202. The bottom end of the groove structure 2011 accounts for about 2 / 3 of the thickness of the corresponding plate; the area with the lining plate 209 includes the bottom ends of each web of the cross-shaped web 201 of the step-type steel column 20, and the bottom ends of each flange plate 202. When the continued step steel column 20 is connected to the bottom step steel column 10 / another continued step steel column adjacent to it, the unoccupied bottom end of the continued step steel column 20 is located on the top of the adjacent steel column below through the groove structure 2011, and the lining plate 209 of the continued step steel column 20 extends downward to the inner wall of the top end of the adjacent steel column below, and the lining plate 209 transitions to the butt joint of the two adjacent steel columns, and the groove structure 2011 of the continued step steel column 20 is connected to the adjacent steel column below as a whole by a full penetration welding structure.

[0062] The construction method of constructing a rigid concrete column using the above-mentioned steel column as the core comprises the following process steps: Step 1. Construct a pre-embedded foundation 30 at the location of the predetermined concrete column and pre-embed the anchor bolts; the pre-embedded construction process specifically includes the following: Step ①. According to the design specifications, use Q235 steel plate to make a positioning plate for arranging anchor bolts; Step ②. On the pre-buried foundation reinforcement that has been tied, measure and set the mark corresponding to the cross center line of the bolt group; Determine the cross center line of the bolt group on the positioning plate; Step 3. Place the positioning plate on the ribs of the embedded foundation, aligning the cross center line of the positioning plate with the cross center line on the ribs; Align, level and preliminarily fix the positioning plate; Step ④. Insert each anchor bolt into the corresponding bolt hole of the positioning plate (the bolt hole on the positioning plate is usually 2mm larger than the corresponding anchor bolt), so that the anchor bottom end of each anchor bolt extends into the steel structure of the embedded foundation; Preliminarily fix the screws of the anchor bolts with nuts on the top side of the positioning plate, and check the alignment to ensure that the screws of the anchor bolts on the top side of the positioning plate reach the design required elevation; Step ⑤. Use steel bars with a diameter of ≥12mm to weld and fix the positioning plate to the main reinforcement of the embedded foundation; Apply butter to the anchor bolts on the top side of the positioning plate, wrap them with oil paper and protect them with sleeves; Step ⑥ pouring the embedded foundation 30 with concrete and curing; Step 2. Before hoisting the bottom step steel column 10, use the original axis to re-check the anchor bolts. After re-checking, install 4 adjusting nuts on each anchor bolt respectively, and 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; The prefabricated bottom step steel column 10 is hoisted to the embedded foundation 30 by using a truck crane, and the bottom step foot plate 107 of the bottom step steel column 10 is installed with the anchor bolts at the embedded foundation 30, and the bottom step foot plate 107 is slowly lowered until the bottom step foot plate 107 contacts the adjusting nut on the anchor bolt; The installation process of the bottom step steel column 10 on the embedded foundation 30 is: After the bottom step steel column 10 is installed with the anchor bolts, the bottom step foot plate 107 is seated on the adjusting nut connected to the corresponding anchor bolt, and the height of the bottom step steel column 10 is adjusted by the adjusting nut on the anchor bolt; A gap to be filled is left between the bottom step footboard 107 of the bottom step steel column 10 and the embedded foundation 30; Install four locking nuts on each anchor bolt at the top side of the bottom step footboard 107, and initially tighten the locking nuts; Correct the verticality, elevation and axis position of the bottom-step steel column 10; The calibration process of the bottom step steel column 10 on the embedded foundation 30 is: The bottom-step steel column 10 is hoisted onto the embedded foundation 30 and initially fixed, and the wind ropes connected by the four sets of lifting ears on the top are stretched and tensioned in four directions of the bottom-step steel column 10. The four directions of the periphery of the embedded foundation 30 are provided with anchor bolt structures for fixing the wind ropes. As the adjustment operation is required during the correction process, loosen / tighten the guy rope in the corresponding direction; After the calibration is completed, the locking nut is finally tightened to complete the installation of the bottom-step steel column 10; Step 3. Tie the steel bars and install the filling formwork 40 at the bottom of the bottom-step steel column 10; The column bottom filling slurry is poured in the filling formwork 40 at the bottom of the bottom step steel column 10, and after solidification, a column bottom filling layer 50 is formed; Step 4. Use a truck crane to lift the prefabricated continuation-step steel column 20 to the top of the bottom-step steel column 10, and perform verticality, elevation, and axis position corrections; During the process, the corresponding ear plates between the upper and lower sections of the steel columns are temporarily fixed; The correction process of the continued step steel column 20 on the bottom step steel column 10 is: The temporarily fixed continuous step steel column 20 is tensioned in four directions by cables connected by four sets of lifting ears at the top of the continuous step steel column 20, and the four directions of the periphery of the embedded foundation 30 / corresponding to the floor height position are provided with anchor bolt structures for fixing the cables; As the adjustment operation is required during the correction process, loosen / tighten the guy rope in the corresponding direction; Step 5. Weld the two temporarily connected steel columns into a whole by full penetration welding; Repeat steps 4 and 5 according to the building height; Step 6. Within the range corresponding to the current floor height of the building, cut and remove the temporary fixing structure, lifting lugs and ladder structure from the steel columns that have passed the weld flaw detection; Step 7. Tie steel bars around the steel column in step 6; Install embedded parts of beams and columns; Install the casting formwork. The installed casting formwork should ensure that the thickness of the concrete layer cast by it is not less than 180mm; Step 8. Pour and maintain concrete in the casting formwork of step 7; According to the requirements for the construction of rigid concrete columns in the building design, repeat steps 4 to 8 in sequence to complete the construction of rigid concrete columns corresponding to other storey heights of the building.

[0063] During the above construction process, the correction between adjacent steel columns is: For verticality correction, two theodolites are placed on mutually perpendicular axis control lines (using the 1m line). After precise centering and leveling, look back and forth at the same axis control line in front, fix the aiming part, then rotate the telescope vertically, aim at the scale on the top of the steel column and read the value. After comparing with the design control value, determine the correction direction and instruct the lifting personnel to correct the current steel column until it is corrected to the correct position in two orthogonal directions.

[0064] In order to solve the misalignment between the two adjacent steel columns in the process of butt jointing, the following methods should be adopted: Fig.12 The correction mechanism 60 shown is used for correction. The correction mechanism 60 is composed of a steel bracket 601 and a jack 602. For the misalignment correction direction, the steel bracket 601 is fixed on the top of the lower side steel column in the corresponding direction, and one end of the jack 602 abuts against the steel bracket 601, and the other end abuts against the bottom of the upper side steel column. The specific correction process for the misalignment is: Before installing the steel column, draw center lines at the top and bottom of the steel column to align it during installation and control the torsion of the steel column. When installing the steel column, align the center line of the bottom with the center line of the concrete foundation, ensure correct connection, and cooperate with verticality detection; Fix the steel corbel on the corresponding steel column (or directly form it when the steel column is prefabricated), and inspect the auxiliary prism on the steel corbel to check the torsion of the steel corbel; When adjusting the steel column, you should first roughly adjust the axis position or verticality, then initially measure and adjust the elevation, then fine-tune the axis position or verticality, and finally remeasure the elevation. The elevation obtained from the remeasurement is used to adjust the elevation of the next column section.

[0065] The above specific technical solutions are only used to illustrate the present invention rather than to limit it.

[0066] Although the present invention has been described in detail with reference to the above-mentioned specific technical solutions, those skilled in the art should understand that they can still modify the above-mentioned specific technical solutions, or make equivalent substitutions for some of the technical features therein; and these modifications or substitutions do not make the essence of the corresponding technical solutions deviate from the spirit and scope of the present invention.

Claims

1. A steel column for a rigid concrete column, wherein the steel column is embedded in a concrete column of a building; The steel column comprises a bottom-step steel column (10) and at least one continued-step steel column (20); the bottom-step steel column (10) is used to be erected and fixed on a pre-buried foundation, and the continued-step steel columns (20) are used to be erected in sequence on the bottom-step steel column (10); Features: The outer edge of the bottom end of the step-type steel column (20) is a beveled groove structure (211), and the inner wall of the bottom end is connected to a lining plate (209) extending downwards; When the step-up steel column (20) is connected to the bottom-adjacent steel column (10) / another step-up steel column (20), the step-up steel column (20) is seated at the top of the adjacent steel column below through its bottom end, and the lining plate (209) of the step-up steel column (20) extends downward to the inner wall of the top of the adjacent steel column below, and the lining plate (209) transitions to the joint of the two adjacent steel columns, and the groove structure (211) of the step-up steel column (20) is connected to the adjacent steel column below as a whole by a full-penetration welding structure.

2. The steel column for rigid concrete column according to claim 1, characterized in that: Each flange plate at the top end of the bottom-step steel column (10) is connected to a group of bottom-step upper ear plates (106) protruding outwards and used for temporary fixation on the outer wall; Each flange plate at the top end of the step-type steel column (20) is connected to a group of step-up upper ear plates (206) protruding outwards and used for temporary fixation on the outer wall; each flange plate at the bottom end of the step-type steel column (20) is connected to a group of step-down lower ear plates (207) protruding outwards and used for temporary fixation on the outer wall, and both sides of the step-down lower ear plates (207) are connected to connection plates (208) extending downwards beyond the bottom end of the step-type steel column (20); When the step-up steel column (20) is connected to the bottom-step steel column (10) / another step-up steel column (20) adjacent to the bottom, the step-up steel column (20) is seated on the top of the adjacent steel column below through the bottom end, and the connecting plate (208) connected to each set of step-up lower ear plates (207) of the step-up steel column (20) extends downward to both sides of the corresponding upper ear plates of the adjacent steel column below, and the connecting plate (208) connected to the step-up lower ear plates (207) and the corresponding upper ear plates of the adjacent steel column below are temporarily fixed with a bolt locking structure before welding.

3. The steel column for rigid concrete column according to claim 1 or 2, characterized in that: The top view structure of the bottom step steel column (10) is a cross-shaped structure, comprising a cross-shaped web (101), a flange plate (102) vertically arranged on each side of the cross-shaped web (101), a bottom step foot plate (107) horizontally arranged at the bottom end of the cross-shaped web (101), and a plurality of stiffening rib plates (103) arranged at intervals along the height direction of the cross-shaped web (101); The outer wall of each flange plate (102) is connected with a plurality of T-shaped anchor nails (105) protruding outwards; The bottom step footboard (107) is provided with a plurality of bolt through holes (108) for connecting anchor bolts on the embedded foundation; The stiffening rib plate (103) is provided with a plurality of grouting holes (104) for pouring concrete slurry, and a grouting hole (104) is arranged at a corresponding angle of the cross-shaped web plate (101), and a grouting hole (104) is arranged at a corresponding angle between the flange plate (102) and the cross-shaped web plate (101).

4. The steel column for rigid concrete column according to claim 3, characterized in that: Each flange plate (102) at the top end of the bottom-step steel column (10) is connected to a group of outwardly protruding lifting ears at the width center of the outer wall for connecting the cable wind rope; The bottom-step steel column (10) has a ladder formed along the height direction, and the ladder is fixed in the area between any group of adjacent flange plates (102).

5. The steel column for rigid concrete column according to claim 1 or 2, characterized in that: The top view structure of the step-type steel column (20) is a cross-shaped structure, comprising a cross-shaped web plate (201), a flange plate (202) vertically arranged on each side of the cross-shaped web plate (201), and a plurality of stiffening rib plates (203) arranged at intervals along the height direction of the cross-shaped web plate (201); The outer wall of each flange plate 2 (202) is connected with a plurality of T-shaped anchor nails 2 (205) protruding outwards; The second stiffening rib plate (203) is provided with a plurality of grouting holes (204) for pouring concrete slurry, and a second grouting hole (204) is arranged at the corresponding angle of the second cross-shaped web plate (201), and a second grouting hole (204) is arranged at the corresponding angle between the second flange plate (202) and the second cross-shaped web plate (201).

6. The steel column for rigid concrete column according to claim 5, characterized in that: Each flange plate 2 (202) at the top end of the stepped steel column (20) is connected to a group of outwardly protruding lifting ears at the width center of the outer wall for connecting the cable wind rope; The step-type steel column (20) has a ladder formed along the height direction, and the ladder is fixed in the area between any group of adjacent flange plates (202).

7. A construction method for a steel column for a rigid concrete column according to any one of claims 1 to 6, characterized in that: The construction method comprises the following process steps: Step 1. Build a pre-buried foundation at the location of the predetermined concrete column and pre-buried the anchor bolts; Step 2. Lift the prefabricated bottom step steel column to the embedded foundation, install it through the bottom step footboard of the bottom step steel column and the anchor bolts at the embedded foundation, and calibrate the verticality, elevation, and axis position; Step 3. Tie the steel bars and install the filling formwork at the bottom of the bottom-step steel column; Pour the column bottom filling slurry in the filling formwork at the bottom of the bottom-step steel column; Step 4. Lift the prefabricated continuation-step steel column to the top of the bottom-step steel column, and calibrate the verticality, elevation, and axis position; During the process, the corresponding ear plates between the upper and lower sections of the steel columns are temporarily fixed; Step 5. Weld the two temporarily connected steel columns into a whole by full penetration welding; Repeat steps 4 and 5 according to the building height; Step 6. Within the range corresponding to the current floor height of the building, cut and remove the temporary fixing structure, lifting lugs and ladder structure from the steel columns that have passed the weld flaw detection; Step 7. Tie steel bars around the steel column in step 6; Install embedded parts of beams and columns; Install the pouring formwork; Step 8. Pour and maintain concrete in the casting formwork of step 7; According to the requirements for the construction of rigid concrete columns in the building design, repeat steps 4 to 8 in sequence to complete the construction of rigid concrete columns corresponding to other storey heights of the building.

8. The construction method of the steel column for the rigid concrete column according to claim 7, characterized in that: In step 1, the pre-embedded construction of the anchor bolts is: Step ① Use Q235 steel plate to make a positioning plate for arranging anchor bolts; Step ②. On the pre-buried foundation reinforcement that has been tied, measure and set the mark corresponding to the cross center line of the bolt group; Determine the cross center line of the bolt group on the positioning plate; Step 3. Place the positioning plate on the ribs of the embedded foundation, aligning the cross center line of the positioning plate with the cross center line on the ribs; Align, level and preliminarily fix the positioning plate; Step ④. Insert the anchor bolts into the corresponding bolt holes of the positioning plate so that the anchor bottom ends of the anchor bolts extend into the steel structure of the embedded foundation; Preliminarily fix the screws of the anchor bolts with nuts on the top side of the positioning plate, and check the alignment to ensure that the screws of the anchor bolts on the top side of the positioning plate reach the design required elevation; Step ⑤. Use steel bars with a diameter of ≥12mm to weld and fix the positioning plate to the main reinforcement of the embedded foundation; Apply butter to the anchor bolts on the top side of the positioning plate, wrap them with oil paper and protect them with sleeves; Step ⑥: Pour the embedded foundation with concrete and maintain it.

9. The construction method of the steel column for the rigid concrete column according to claim 7, characterized in that: In step 2, after the bottom step footboard of the bottom step steel column is installed with the anchor bolts, it is placed on the adjusting nuts connected to the corresponding anchor bolts, and the elevation of the bottom step steel column is adjusted by the adjusting nuts on the anchor bolts; A gap to be filled is reserved between the bottom step footboard of the bottom step steel column and the embedded foundation.

10. The construction method of the steel column for the rigid concrete column according to claim 7, characterized in that: In step 2 / step 4, the steel column is hoisted to the corresponding foundation, and the guy ropes connected by the four sets of lifting ears on the top are diagonally tensioned and adjusted in four directions of the steel column.

Images