Method for arranging longitudinal steel bars in column

Abstract

The invention relates to a method for arranging longitudinal steel bars in a column. The method comprises the steps that S1, preparation information used for arranging the longitudinal steel bars in the column is obtained; s2, according to the preparation information, determining an in-plane arrangement mode of in-column longitudinal steel bar arrangement; and S3, the vertical arrangement mode of the longitudinal steel bars in the column is determined on the basis of the result of S2. The method is suitable for digital software development and design use, can be conveniently and accurately applied to digital design of building information, and meets industrial digital development requirements. On the basis of a flat method expression mode of a current standard, information capable of determining the arrangement mode of the steel bars in the column, such as upper and lower layer connecting components, peripheral components and anchoring length, is considered, a detailed arrangement rule is formulated, and the problem that designers are not familiar with the current standard and are difficult to convert into digital design is effectively solved.

Description

Technical Field

[0001] The present invention relates to the intersecting field of construction engineering and industrial digitalization, and in particular to a method for arranging longitudinal steel bars in a column. Background Art

[0002] At present, the national standard provides two aspects of guidance for the arrangement of longitudinal reinforcement in columns. One is to provide some common illustrations of longitudinal reinforcement arrangement in columns for direct use, and the other is to provide some universal principles for the arrangement of longitudinal reinforcement in columns for reference design. For example, in the National Building Standard Design Atlas 18G901-1 "Rules for the Arrangement of Steel Bars in Concrete Structure Construction and Structural Details (Cast-in-place Concrete Frames, Shear Walls, Beams, and Slabs)" and 22G101-1 "Drawing Rules and Structural Details for the Overall Representation of Plane Drawings of Concrete Structure Construction Drawings (Cast-in-place Concrete Frames, Shear Walls, Beams, and Slabs)", when it comes to the arrangement of steel bars in columns, the main explanation is in the form of illustrations, supplemented by certain arrangement principles.

[0003] With the development of digital information technology, engineering and technical personnel have generally used computer software for building construction design. With the continuous development and innovation of modern building structure theory and structural forms, the steel bars of building structure components have become more and more complicated. The two-dimensional steel bar drawing based on the flat method in the traditional atlas can no longer meet the requirements of refined design. It is impossible to intuitively and accurately present the geometric position relationship between steel bars and other structural components, which can easily cause collisions, reduce design quality, and increase construction difficulty. In particular, in the process of developing digital applications of building steel bar information, many deficiencies have been exposed. When it comes to the arrangement of longitudinal reinforcement in columns, the existing legends or arrangement principles are not described in a strict process language, cannot be converted into computer language, and cannot be directly applied to digital design of building information.

[0004] As for the legend, the above-mentioned atlas adopts the overall representation method of the plane of the building structure construction drawing (i.e. "Pingfa"). This representation method directly expresses the geometric dimensions and internal reinforcement information of the building structure components on the plane layout drawings of various components according to the drawing rules of Pingfa, and then cooperates with the standard construction details to form a complete set of structural construction drawings. At present, the legend is mainly used by construction, design, supervision and other personnel. The Pingfa representation method of column components in the atlas can be divided into two expression methods: list annotation method and section annotation method.

[0005] The list annotation method is to select a section from the column with the same number on the column plan layout drawing, and annotate the column number, the starting and ending elevations of the column section, the geometric dimensions of the column section (including the eccentricity of the symmetry axis of the column section) and the reinforcement information in the column, and to express the column plan construction drawing with various column section shapes and their stirrup type drawings.

[0006] The column component list notes include:

[0007] a. Write the column number, which consists of the type number and the serial number (for example, frame column XX: KZ+XX).

[0008] b. Write down the start and end elevations of each section of the column, starting from the clear height of the column and moving upwards to the position where the cross section changes or where the cross section remains unchanged but the reinforcement changes. The clear height of the frame column is the foundation top elevation; the clear height of the column on the beam is the beam top elevation; the clear height of the column on the wall is the wall top elevation.

[0009] c. For rectangular columns, the cross-sectional dimensions (code: bxh or BxH) and the specific values ​​of the geometric information parameters of the axis relationship (code: b1, b2 and h1, h2 or B1, B2 and H1, H2) must be written for each section of the column. For circular columns, the diameter (code: d or D) is marked.

[0010] d. Annotate the vertical reinforcement of the column. When the information of the vertical reinforcement of the column is the same, write the information in the "All longitudinal reinforcement" column. The vertical reinforcement of the column is divided into three items: column angle reinforcement, column section B side middle reinforcement, column section H side middle reinforcement. If the reinforcement is symmetrical, only the middle reinforcement of one side can be noted.

[0011] e. Note column stirrups. In the stirrup column, write the column cross-section shape and stirrup type number. The various stirrup types designed in the specific project and the specific methods of stirrups should be marked in the appropriate positions of the drawing, and the corresponding models in the table should be marked on the drawing. The rectangular stirrup composite methods include 3×3, 4×3, 4×4, 5×4, 5×5, 6×6, 5×5, 6×5, 7×6, 7×7, 8×8, and 8×7.

[0012] For example, refer to Figure 1 , is a common way of expressing column component lists. Figure 1 The contents of each part are as follows: 1. Atlas catalog; 2. Floor elevation of each structural layer of the example project; 3. Cross-sectional dimensions of rectangular columns; 4. Axis grid number; 5. Column number; 6. Construction plan of the example project; 7. Information of each steel bar in the column; 8. Title bar; 9. Page number.

[0013] The section annotation method is to select a section in the column with the same number on the column plan layout (or foundation plan) and directly annotate the section size and specific reinforcement values ​​on the section to express the column plan construction drawing. In the column positioning drawing, the section reinforcement drawing is enlarged at a certain ratio, and the size, angle reinforcement, middle reinforcement of section B side, middle reinforcement of section H side and stirrups are directly annotated after numbering.

[0014] For example, refer to Figure 2 , is a common way of expressing the cross section of column components. Figure 2The contents of each part are as follows: 1. Atlas catalog; 2. Floor elevation of each structural layer of the example project; 3. Cross-sectional dimensions of rectangular columns; 4. Axis grid number; 5. Column number; 6. Construction plan of the example project; 7. Information on each steel bar in the column; 8. Title bar; 9. Page number.

[0015] In actual projects, the arrangement of steel bars in column components requires not only parameters such as column cross-sectional dimensions, specific reinforcement values, and floor elevations, but also the positional relationship between the column and the upper and lower columns, the positional relationship between the top of the column and surrounding components (such as beams and slabs), and the anchorage length and anchorage position of the steel bars in the column.

[0016] The anchorage length of steel bars generally refers to the total length of the load-bearing steel bars of beams, slabs, columns and other components extending into the support or foundation, including straight and bent parts. If the anchorage length is not sufficient, the force on the steel bars cannot be effectively transmitted to the anchor body. To ensure the force transmission effect of the steel bars, the influence of specific anchorage conditions on the bond strength should be considered based on the stress conditions of the steel bars, the thickness of the protective layer, the form of the steel bars, etc. For example, the anchorage length of the steel bars should be determined according to Article 8.3.1 of the Code for Design of Concrete Structures (GB50010-2010), and should not be less than 200mm.

[0017] It can be seen from this that in the process of digital application of building steel bar information, computers need accurate information, such as steel bar location coordinates, steel bar direction, steel bar size and other specific information. The flat description information in the atlas is not sufficient for a detailed and clear description.

[0018] In addition, although the arrangement principles given in the current national standards can be used for reference and design by technical personnel, the arrangement principles can essentially only be used to verify existing arrangement results, and cannot be used to guide the generation of new arrangement methods.

[0019] In summary, in the process of digital design of building steel bar information, engineering designers must rely on manual conversion of the flat representation in the atlas into computer language, and the representation method in the atlas usually cannot strictly describe the arrangement position of each longitudinal steel bar in the column component and the actual geometric size of each steel bar, and the atlas does not consider the upper and lower connected components, surrounding components, anchor length and other information that can determine the arrangement of steel bars in the column. This information needs to be supplemented manually and converted into computer language before it can be used for digital development and design. Therefore, there is currently no efficient and accurate method for digital arrangement of longitudinal bars in columns, which makes it difficult to meet the ever-changing needs of industrial digital development. Summary of the invention

[0020] The purpose of the present invention is to propose a method for arranging longitudinal reinforcement bars in a column that can meet the needs of digital design, which can be conveniently and accurately applied to the digital design of building information and meet the needs of industrial digital development.

[0021] The method for arranging longitudinal reinforcement bars in a column according to an embodiment of the present invention comprises:

[0022] S1, obtaining preparation information for arranging longitudinal reinforcement in a column;

[0023] S2, determining the in-plane arrangement of the longitudinal reinforcement in the column according to the prepared information;

[0024] S3, determining the vertical arrangement of the longitudinal reinforcements in the column based on the result of S2.

[0025] In a preferred embodiment of the present invention, in S1, the preparation information includes:

[0026] Column cross-sectional dimensions, column flat reinforcement information, column protective layer thickness, column seismic structural grade, embedded position, column stirrup diameter, column tie bar diameter, column component information of upper column connection, column component information of lower column connection, all beams connected to the column, all slabs connected to the column, all walls connected to the column, and all foundation information connected to the column.

[0027] In a preferred embodiment of the present invention, in S2, the in-plane arrangement includes:

[0028] S21, assigning identifiers to the sides of the column according to the cross-sectional dimensions of the column;

[0029] S22, establishing a local coordinate system about the column section;

[0030] S23, determining a preliminary position of the steel bars in the column according to the identifier and the local coordinate system;

[0031] S24, determining the in-plane arrangement of the steel bars according to the preliminary position and the column flat reinforcement information.

[0032] In a preferred embodiment of the present invention, the S23 includes:

[0033] Subtract the thickness of the protective layer along the boundary of the column section, then subtract the diameter of the column stirrups, and then subtract half of the diameter of the longitudinal reinforcement. If there are tie bars in the column, subtract the diameter of the tie bars, so as to determine the preliminary position of the steel bars in the column. The preliminary position is a closed curve formed by connecting the possible positions of all the steel bars in the column in sequence.

[0034] In a preferred embodiment of the present invention, the S24 includes:

[0035] Arrange the corner bars at the four corners of the preliminary position respectively. For corner bars with different diameters, the corner bars are arranged in the principle of large diameter near the outer side of the column section and small diameter near the inner side of the column section.

[0036] The reinforcement of the column section B side is evenly distributed on the b1 and b2 sides of the preliminary position, and the reinforcement of the column section H side is evenly distributed on the h1 and h2 sides of the preliminary position. For the middle reinforcements with different diameters, the principle of arranging them is that the diameter is larger on the outside of the column section and the diameter is smaller on the inside of the column section;

[0037] When there are different diameters of corner reinforcement and middle reinforcement, the principle of arranging large diameter middle reinforcement close to large diameter corner reinforcement, and small diameter middle reinforcement close to small diameter corner reinforcement is adopted.

[0038] In a preferred embodiment of the present invention, the step S24 further includes:

[0039] S25, numbering all the steel bars in the column in sequence for use in the vertical arrangement of the steel bars in S3.

[0040] In a preferred embodiment of the present invention, in S3, the vertical arrangement needs to consider the relative position relationship between the columns of this layer and the connected columns of the upper layer, the connected columns of the lower layer and other connected beams and plate components, and the connection methods of the vertical arrangement include binding connection, mechanical connection, welding connection and anchoring.

[0041] In a preferred embodiment of the present invention, in S3, for the binding connection and the mechanical connection, the connection principle of the upper and lower column reinforcement bars is:

[0042] For the first type of steel bars, this type of steel bars have connection points at the bottom of the layer and no connection points at the top. The total length of the steel bars is the length above the top elevation of the layer plus the length below the top elevation of the layer.

[0043] For the second type of steel bars, this type of steel bars have connection points at the top and bottom of the layer, and the total length of the steel bars is the length below the layer top elevation minus the distance between the top of the steel bars and the layer top elevation;

[0044] For the third type of steel bars, which are upper layer inserted bars, the total length of the steel bars is the length above the top elevation of the layer plus the length below the top elevation of the layer;

[0045] For the fourth type of steel bars, this type of steel bars can extend into the upper connected columns, the starting point of the steel bars is in the column of this layer, and the end point of the steel bars is in the upper column.

[0046] In a preferred embodiment of the present invention, for anchoring, it is necessary to loop through all the steel bars in the column, and each steel bar is anchored according to the following principles:

[0047] The steel bar anchorage is divided into the steel bar anchorage at the top of the column and the steel bar anchorage at the bottom of the column according to the position. The steel bar anchorage at the bottom of the column includes the connected column, the connected beam, the connected wall and the connected foundation, and the steel bar anchorage at the top of the column includes the connected plate and the connected beam. The steel bar type is determined as I-type steel bar or L-type steel bar according to the type and size of the connected components. In addition, the arrangement rules of the connected beams at the top of the column also include the generation of L-type steel bars by the inner steel bars along the axial direction of the connected beam components and the generation of the steel bar end point. If the generated steel bar end point is not within the beam width range, the steel bar end point is generated in the opposite direction.

[0048] The column longitudinal reinforcement arrangement method of the present invention is suitable for digital software development and design use, and can be conveniently and accurately applied to the digital design of building information to meet the needs of industrial digital development. On top of the current standard flat method, the information that can determine the arrangement of the steel bars in the column, such as the upper and lower connected components, surrounding components, and anchor length, is considered, and detailed arrangement rules are formulated, which effectively solves the problem that designers are unfamiliar with the current standards and are difficult to convert into digital design. BRIEF DESCRIPTION OF THE DRAWINGS

[0049] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative work.

[0050] Figure 1 It is a schematic diagram of the table notation method in the flat representation method of column components;

[0051] Figure 2 It is a schematic diagram of the cross-section annotation method in the plan representation method of column components;

[0052] Figure 3 It is a schematic flow chart of a method for arranging longitudinal reinforcement in a column according to an embodiment of the present invention;

[0053] Figure 4 A schematic diagram of assigning identifiers to column sections in an embodiment of the present invention;

[0054] Figure 5 A schematic diagram of establishing a local coordinate system for a column cross section in an embodiment of the present invention;

[0055] Figure 6 Schematic diagram of the preliminary position of the longitudinal reinforcement in the column in the embodiment of the present invention;

[0056] Figure 7 This is a schematic diagram of the arrangement of angle bars in an embodiment of the present invention;

[0057] Figure 8This is another schematic diagram of the arrangement of angle bars in an embodiment of the present invention;

[0058] Fig. 9 It is a schematic diagram of the arrangement of the middle ribs in an embodiment of the present invention;

[0059] Fig.10 This is a schematic diagram of the in-plane numbering of the longitudinal reinforcement in the column in an embodiment of the present invention;

[0060] Fig.11 Schematic diagram of vertical arrangement of longitudinal reinforcement in a column in an embodiment of the present invention;

[0061] Fig.12 This is a schematic diagram of the binding connection of the longitudinal reinforcement in the column in an embodiment of the present invention;

[0062] Fig.13 Schematic diagram of mechanical and welding connection of longitudinal reinforcement in a column in an embodiment of the present invention;

[0063] Fig.14 Schematic diagram of N-type steel bars connecting upper and lower columns in an embodiment of the present invention;

[0064] Fig.15 Schematic diagram of the structure of N-type steel bars in an embodiment of the present invention;

[0065] Fig.16 This is a schematic diagram of the structure of an I-type steel bar in an embodiment of the present invention;

[0066] Fig.17 Schematic diagram of L-shaped steel bars connecting upper columns and lower beams in an embodiment of the present invention;

[0067] Fig.18 This is a schematic diagram of the structure of an L-shaped steel bar in an embodiment of the present invention;

[0068] Fig.19 It is a schematic diagram of the inner and outer side anchoring of the steel bars in an embodiment of the present invention. DETAILED DESCRIPTION

[0069] The description of the embodiments of this specification should be combined with the corresponding drawings, which should be considered as part of the complete specification. In the drawings, the shape or thickness of the embodiments may be enlarged and indicated for simplification or convenience. Furthermore, the parts of each structure in the drawings will be described separately. It is worth noting that the elements not shown in the drawings or not described in words are in a form known to ordinary technicians in the relevant technical field.

[0070] The description of the embodiments herein and any reference to directions and orientations are only for the convenience of description and are not to be construed as any limitation on the scope of protection of the present invention. The following description of the preferred embodiments may involve combinations of features, which may exist independently or in combination, and the present invention is not particularly limited to the preferred embodiments. The scope of the present invention is defined by the claims.

[0071] like Figure 3 As shown, the method for arranging longitudinal reinforcement bars in a column according to an embodiment of the present invention comprises:

[0072] S1, obtain preparation information for arranging longitudinal reinforcement in the column.

[0073] Before arranging the longitudinal reinforcement in the column, sufficient information must be obtained so that the reinforcement can be arranged accurately. The prepared information includes: column cross-sectional dimensions (bxh), column flat reinforcement information, column cover thickness, column seismic structural grade, column stirrup diameter, column tie reinforcement diameter, embedded position (position where the model is fixed), column component information of the upper connection of the column, column component information of the lower connection of the column, all beams connected to the column, all slabs connected to the column, all walls connected to the column, all foundations connected to the column, and other information.

[0074] S2, determining the in-plane arrangement of the longitudinal reinforcement in the column based on the prepared information.

[0075] The longitudinal reinforcement arrangement in the column is divided into longitudinal reinforcement in-plane arrangement and vertical arrangement. The in-plane arrangement is carried out first, and the in-plane arrangement includes:

[0076] S21, assigning identifiers to the sides of the column according to the cross-sectional dimensions of the column.

[0077] like Figure 4 As shown, according to the size of the column section, identifiers are assigned to the sides of the column, including h1, h2, b1, and b2 sides.

[0078] S22, establishing a local coordinate system about the column section.

[0079] like Figure 5 As shown in the figure, the local coordinate system of the column is established. The coordinate system is centered on the object, that is, the origin of the coordinate system. The rotation and translation of the object are all performed around the local coordinate system. The global coordinate system of the model locates the spatial position of the column, and the local coordinate system of the column is used to locate the spatial position of the steel bars in the column.

[0080] S23, determining the preliminary position of the steel bars in the column according to the identifier and the local coordinate system.

[0081] like Figure 6As shown, the preliminary position of the steel bar plane is determined based on information such as the protective layer thickness, stirrup diameter, and column section size. The positioning rule is: subtract the protective layer thickness along the column section boundary, subtract the column stirrup diameter, and then subtract half of the longitudinal reinforcement diameter. If the column has column tie bars (a type of column stirrups, shaped like a "C"), the column tie bar diameter also needs to be subtracted. Figure 6 The dotted box in the middle is the initial position, which is a closed curve formed by connecting the possible positions of all the steel bars in the column in sequence. d1 is the positioning distance between the initial position of the steel bar and the boundary of the column section.

[0082] S24, determining the in-plane arrangement of the steel bars according to the preliminary position and the column flat reinforcement information.

[0083] Arrange the longitudinal reinforcement according to the flat reinforcement information, and distribute the longitudinal steel bars evenly. The reinforcement is divided into corner reinforcement. The corner steel bars are arranged at the four corners of the column section; the side reinforcement of section B is arranged at the sides of sections b1 and b2; the side reinforcement of section H is arranged at the sides h1 and h2.

[0084] like Figure 7 and Figure 8 As shown in the figure, there are two ways to express the corner reinforcement: Figure 7 Take the data of 4 steel bars of grade one with a diameter of 22mm as an example: 4φ22. Figure 8 Take the steel bar data with diameters of 22mm and 20mm as an example: 2φ22+2φ20. The rule for arranging angle bars is to arrange steel bars of different diameters as symmetrically as possible, with the outer diameter being larger and the inner diameter being smaller. Figure 7 and Figure 8 The upper part in the middle is the outer side of the column, and the lower part is the inner side of the column.

[0085] like Fig. 9 As shown, the middle reinforcements of sides b1, b2, h1, and h2 are arranged. The two expressions of the middle reinforcements and the corner reinforcements are the same, and the arrangement rules are: if the diameters are the same, they are evenly spaced; if the diameters are different, they are arranged as symmetrically as possible, with the steel bars with larger diameters arranged on the outside and the steel bars with smaller diameters arranged on the inside. It should be noted that if the diameters of the corner reinforcements and the middle reinforcements are different, the steel bars with larger diameters should be arranged first to ensure that the outer edges are flush after arrangement, in preparation for the subsequent arrangement of stirrups.

[0086] S25, numbering all the steel bars in the column in sequence for use in the vertical arrangement of the steel bars in step S3.

[0087] like Fig.10 As shown in the figure, after the plane layout is completed, all the steel bars in the column are numbered and associated with the column information to which they belong. Fig.10 The numbers are counterclockwise starting from the lower left corner.

[0088] S3, determining the vertical arrangement of the longitudinal reinforcements in the column based on the result of step S2.

[0089] After the plane layout is completed, vertical arrangement is carried out along the column height direction. At this time, it is necessary to consider the control position relationship between the columns of this layer and the connected columns of the upper layer and the connected columns of the lower layer, as well as beams, plates and other components. The vertical arrangement rules are divided into two types: connection and anchoring.

[0090] The current standards (such as atlases) stipulate that there are three connection methods: binding connection, mechanical connection, and welding connection. The binding connection method adopts direct connection, the mechanical connection adopts mechanical connection, and the welding connection adopts electric welding.

[0091] like Fig.11 As shown, in this embodiment, the steel bars are connected in batches according to the overlap percentage, which are 0%, 25%, 50%, and 100%. The distance from the non-connection area (the length interval that cannot be connected in the column) is called "the first batch, the second batch, the third batch, and the fourth batch" in order from near to far.

[0092] like Fig.12 As shown in the figure, for the binding connection arrangement rule, the longitudinal reinforcement l z1i , l z2i , l z3i The length calculation method is as follows:

[0093] Table 1

[0094]

[0095] Description of the corresponding parameters in Table 1

[0096] (1) Node area, non-connection area, connection area, overlap length, connection section length, etc. Each layer has a set of values, which are not necessarily the same between layers. They are distinguished by "upper layer (i+1), current layer (i), and lower layer (i-1)". The parameters of the current layer (i) are taken as an example.

[0097] (2) hcxflji: The height of the non-connected area of ​​the column below the current floor. This parameter is the maximum value of one-sixth of the net height of the column (the height of the column minus the height of the connecting beams at the upper and lower ends), the length of the longest side of the column section, and 500.

[0098] (3) Avoidance distance: The connection point of the steel bars in the column must be a certain distance above the height of the non-connection area.

[0099] (4)l lEi : Seismic lap length of longitudinal tensile reinforcement in columns of this layer (defined in the code).

[0100] (5)h cjdi： The height of the column node area of ​​this layer (the height of the beam-column node at the top of the column).

[0101] Fig.12 middle:

[0102] Type ① reinforcement: longitudinal reinforcement with connection points at the bottom and no connection points at the top of this layer.

[0103] Rebar length and positioning:

[0104] Length above the top elevation of this layer: l z1i+1

[0105] The length of the top elevation of this layer is as follows: l z3i

[0106] Total length: l zi = l z1i+1 +l z3i

[0107] Type ② steel bars: longitudinal bars with connection points above and below the same layer. That is, when the diameter of the upper layer steel bars is greater than the diameter of the current layer steel bars, steel bars with connection points appear above the current layer steel bars.

[0108] Rebar length and positioning:

[0109] The distance between the top of the steel bar and the top elevation of this layer: l z2i -l lEi+1

[0110] Total length: l zi =H ci -l z1i -l z2i +l lEi +l lEi+1

[0111] Class ③ steel bars: upper layer dowel bars. That is, when the diameter of the upper layer steel bars is greater than the diameter of the current layer steel bars, the upper layer dowel bars need to be reserved in this layer.

[0112] Rebar length and positioning:

[0113] Length above the top elevation of this layer: l z1i+1

[0114] The length of the top elevation of this layer is as follows: l z2i

[0115] Total length: l zi = l z1i+1 +l z2i

[0116] like Fig.13 As shown in the figure, for the arrangement rules of tied connection and welded connection, the longitudinal reinforcement l z1i , l z2i , l z3i The length calculation method is as follows:

[0117] Table 2

[0118]

[0119] Type ① reinforcement: longitudinal reinforcement with connection points at the bottom and no connection points at the top of this layer.

[0120] Rebar length and positioning:

[0121] Length above the top elevation of this layer: l z1i+1

[0122] The length of the top elevation of this layer is as follows: l z3i

[0123] Total length: l zi = l z1i+1 +l z3i

[0124] Type ② steel bars: longitudinal bars with connection points above and below the same layer. That is, when the diameter of the upper layer steel bars is greater than the diameter of the current layer steel bars, steel bars with connection points appear above the current layer steel bars.

[0125] Rebar length and positioning:

[0126] The distance between the top of the steel bar and the top elevation of this layer: l z2i

[0127] Total length: l zi =H ci -l z1i -l z2i

[0128] Class ③ steel bars: steel bars inserted from the upper layer. That is, when the diameter of the upper layer steel bars is greater than the diameter of the current layer steel bars, the current layer needs to reserve the upper layer steel bars.

[0129] Rebar length and positioning:

[0130] Length above the top elevation of this layer: l z1i+1

[0131] The length of the top elevation of this layer is as follows: l z2i

[0132] Total length: l zi = l z1i+1 +l z2i

[0133] like Fig.14 As shown in the figure, for the steel bars that can extend into the upper connected columns, the starting point of the steel bars is in the column of this layer, and the end point of the steel bars is in the upper column, so "N" type steel bars are generated for connection. The definition of "N" type steel bars is as follows:

[0134] When the vertical steel bars in the column are anchored into the upper column, the cross-sectional dimensions of the upper column are different from those of the steel bars, and the steel bars cannot extend into the upper column. The steel bars need to be bent according to the cross-sectional ratio. This type of steel bar is defined as an "N" type steel bar.

[0135] like Fig.15 As shown, the "N" type steel bar consists of three parts: the first vertical section, the bending section, and the second vertical section, wherein the starting point of the steel bar, the starting point of the bending section, the end point of the bending section, and the end point of the steel bar are determined by the arrangement algorithm. Fig.15 The parameters of the "N" steel bars are as follows:

[0136] 1: Coordinates of the end point of the reinforcement;

[0137] 2: Steel bar diameter;

[0138] 3: Length of the second vertical section of steel bars;

[0139] 4: coordinates of the end point of the bending segment;

[0140] 5: length of bending section;

[0141] 6: Steel bar grade;

[0142] 7: Coordinates of the starting point of the bending segment;

[0143] 8: Length of the first vertical section of steel bars;

[0144] 9: Coordinates of the starting point of the reinforcement.

[0145] For the vertically arranged anchorage connection in step S3, it is necessary to loop through all the steel bars in the column. The steel bar anchorage can be divided into the steel bar anchorage at the bottom of the column and the steel bar anchorage at the top of the column according to the position of the steel bar. The steel bar anchorage at the top of the column can be divided into the steel bar anchorage close to the connected component (inside) and the steel bar anchorage far from the connected component (outside) according to the steel bar arrangement position.

[0146] The bottom of the column can be connected to column components, beam components, wall components, and foundation components.

[0147] The bottom connected column components can extend directly into the lower columns to generate "I" type reinforcement.

[0148] like Fig.16 As shown in the figure, the definition of "I" type steel bar is: the length of steel bar is not considered in the structural design of concrete column components. Steel bar products are generally delivered in fixed lengths for transportation when leaving the factory, so they need to be connected inside the components. The ordinary vertical straight steel bars that need to be connected inside the column are defined as "I" type steel bars. "I" type steel bars have only straight line segments, and their starting and ending points are determined by the layout algorithm.

[0149] Fig.16 The parameters of the "I" type steel bars are as follows:

[0150] 1: Starting point of reinforcement;

[0151] 2: Steel bar diameter;

[0152] 3: Steel bar length;

[0153] 4: Steel bar grade;

[0154] 5: End point of reinforcement.

[0155] For the bottom connected beam components, extend the steel bars that need to be anchored to a position equal to the thickness of the protective layer at the bottom of the beam. If the beam height is very high, it does not need to be bent to generate I-shaped steel bars; if the beam height is not enough, the steel bars need to be bent to generate "L"-shaped steel bars.

[0156] like Fig.17 As shown, the definition of "L"-shaped steel bar is: the steel bar that needs to be anchored in the column is defined as "L"-shaped steel bar. The "L"-shaped steel bar consists of three parts: a vertical section, a bending section, and a horizontal section. The vertical section is vertically upward, the bending section is marked according to the flat method in the drawing collection to specify the bending angle, bending radius, inner diameter of the arc and other information, and the horizontal section is the anchorage length of the steel bar. The starting point of the steel bar and the end point of the horizontal section steel bar are determined according to the arrangement method. Fig.17 The parameters of the "L" type steel bars are as follows:

[0157] 1: End point coordinates of the horizontal segment reinforcement;

[0158] 2: Steel bar diameter;

[0159] 3: horizontal segment length;

[0160] 4: length of the curved segment;

[0161] 5: Bending radius;

[0162] 6: Steel bar grade;

[0163] 7: vertical segment length;

[0164] 8: Starting point of reinforcement.

[0165] The bottom connected wall is similar to the lower connected beam. The steel bars that need to be anchored are extended into the thickness of the protective layer at the bottom of the wall to generate "L"-shaped steel bars.

[0166] The bottom connected foundation is similar to the lower connected wall. The steel bars that need to be anchored are extended into the thickness of the bottom protective layer of the foundation to generate "L"-shaped steel bars.

[0167] Top and bottom connections are similar and can connect plate members and beam members.

[0168] The anchorage of the reinforcement of the top connected plate member is to determine the end point of the "L"-shaped reinforcement inside the plate section, such as Fig.18 shown.

[0169] like Fig.19 As shown, the top connected beam components need to be anchored separately according to the inside and outside, among which the steel bars 1-4 belong to the inside, steel bars 16-19 belong to the inside, steel bars 6-9 belong to the outside, and steel bars 11-14 belong to the inside. At the same time, the angle bars 0, 5, 10, and 15 are not affected by the inside and outside. The anchoring arrangement rule is to generate "L"-shaped steel bars in the diagonal direction of the center of the column. Provisions: The inner steel bars generate L-shaped steel bars along the axis direction of the connected beam components, and generate the steel bar end point. If the generated steel bar end point is not within the beam width range, the steel bar end point is generated in the opposite direction, that is, in the column.

[0170] Therefore, the arrangement of all the steel bars in the column can be ultimately determined by the in-plane arrangement and vertical arrangement of the steel bars in the column, and the above process can be easily converted into computer language for designers to develop and use.

[0171] In summary, the present invention is suitable for digital software development and design use, and can be conveniently and accurately applied to the digital design of building information to meet the needs of industrial digital development. On top of the current standard flat method, the present invention takes into account the information that can determine the arrangement of steel bars in the column, such as the upper and lower connected components, surrounding components, and anchor length, and formulates detailed arrangement rules, which effectively solves the problem that designers are unfamiliar with the current standards and have difficulty converting them into digital designs.

[0172] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims

1. A method for arranging longitudinal reinforcement in a column, characterized in that: The method for arranging longitudinal reinforcement in a column comprises: S1, obtaining preparation information for arranging longitudinal reinforcement in a column; S2, determining the in-plane arrangement of the longitudinal reinforcement in the column according to the prepared information; S3, determining the vertical arrangement of the longitudinal reinforcements in the column based on the result of S2.

2. The method for arranging longitudinal reinforcement bars in a column according to claim 1, characterized in that: In S1, the preparation information includes: Column cross-sectional dimensions, column flat reinforcement information, column protective layer thickness, column seismic structural grade, column stirrup diameter, column tie reinforcement diameter, embedded position, column component information of the upper column connection, column component information of the lower column connection, all beams connected to the column, all slabs connected to the column, all walls connected to the column, and all foundation information connected to the column.

3. The method for arranging longitudinal reinforcement bars in a column according to claim 1, characterized in that: In S2, the arrangement in the plane includes: S21, assigning identifiers to the sides of the column according to the cross-sectional dimensions of the column; S22, establishing a local coordinate system about the column section; S23, determining a preliminary position of the steel bars in the column according to the identifier and the local coordinate system; S24, determining the in-plane arrangement of the steel bars according to the preliminary position and the column flat reinforcement information.

4. The method for arranging longitudinal reinforcement in a column according to claim 3, characterized in that: The S23 includes: Subtract the thickness of the protective layer along the boundary of the column section, then subtract the diameter of the column stirrups, and then subtract half of the diameter of the longitudinal reinforcement. If there are tie bars in the column, subtract the diameter of the tie bars, so as to determine the preliminary position of the steel bars in the column. The preliminary position is a closed curve formed by connecting the possible positions of all the steel bars in the column in sequence.

5. The method for arranging longitudinal reinforcement bars in a column according to claim 3, characterized in that: The S24 includes: Arrange the corner bars at the four corners of the preliminary position respectively. For corner bars with different diameters, the corner bars are arranged in the principle of large diameter near the outer side of the column section and small diameter near the inner side of the column section. The reinforcement of the column section B side is evenly distributed on the b1 and b2 sides of the preliminary position, and the reinforcement of the column section H side is evenly distributed on the h1 and h2 sides of the preliminary position. For the middle reinforcements with different diameters, the principle of arranging them is that the diameter is larger on the outside of the column section and the diameter is smaller on the inside of the column section; When there are different diameters of corner reinforcement and middle reinforcement, the principle of arranging large diameter middle reinforcement close to large diameter corner reinforcement, and small diameter middle reinforcement close to small diameter corner reinforcement is adopted.

6. The method for arranging longitudinal reinforcement bars in a column according to any one of claims 3 to 5, characterized in that: The S24 also includes: S25, numbering all the steel bars in the column in sequence for use in the vertical arrangement of the steel bars in S3.

7. The method for arranging longitudinal reinforcement bars in a column according to claim 1, characterized in that: In S3, the vertical arrangement needs to consider the relative position relationship between the columns of this layer and the connected columns of the upper layer, the connected columns of the lower layer, and other connected beams and plate components. The connection methods of the vertical arrangement include binding connection, mechanical connection, welding connection and anchoring.

8. The method for arranging longitudinal reinforcement bars in a column according to claim 7, characterized in that: In S3, for the binding connection and mechanical connection, the connection principle of the upper and lower column reinforcement is: For the first type of steel bars, this type of steel bars have connection points at the bottom of the layer and no connection points at the top. The total length of the steel bars is the length above the top elevation of the layer plus the length below the top elevation of the layer. For the second type of steel bars, this type of steel bars have connection points at the top and bottom of the layer, and the total length of the steel bars is the length below the layer top elevation minus the distance between the top of the steel bars and the layer top elevation; For the third type of steel bars, which are upper layer inserted bars, the total length of the steel bars is the length above the top elevation of the layer plus the length below the top elevation of the layer; For the fourth type of steel bars, this type of steel bars can extend into the upper connected columns, the starting point of the steel bars is in the column of this layer, and the end point of the steel bars is in the upper column.

9. The method for arranging longitudinal reinforcement bars in a column according to claim 7, characterized in that: For anchoring, it is necessary to loop through all the steel bars in the column, and each steel bar is anchored according to the following principles: The steel bar anchorage is divided into the steel bar anchorage at the top of the column and the steel bar anchorage at the bottom of the column according to the position. The steel bar anchorage at the bottom of the column includes the connected column, the connected beam, the connected wall and the connected foundation, and the steel bar anchorage at the top of the column includes the connected plate and the connected beam. The steel bar type is determined as I-type steel bar or L-type steel bar according to the type and size of the connected components. In addition, the arrangement rules of the connected beams at the top of the column also include the generation of L-type steel bars by the inner steel bars along the axial direction of the connected beam components and the generation of the steel bar end point. If the generated steel bar end point is not within the beam width range, the steel bar end point is generated in the opposite direction.

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